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'装订线第一章设计资料1.1设计内容（1）根据已给地形图等设计资料，选择三至四种以上可行的桥型方案，拟定桥梁结构主要尺寸，根据技术经济比较，推荐最优方案进行桥梁结构设计。（2）对推荐桥梁方案进行运营阶段的内力计算，并进行内力组合，强度、刚度、稳定性等验算。（3）选择合理的下部结构形式，拟定构件尺寸。（4）绘制桥梁总体布置图、上部结构一般构造图、钢筋构造图、桥台一般构造图、桥墩盖梁一般构造图。其中手绘图不少于两张。(5）编写设计计算书。1.2设计技术标准1、设计桥梁的桥位地型及地质图一份2、设计荷载：公路—I级；人群：3.5kN/m3、桥面净空：净－11+2×2.0（人行道）=15米4、桥面横坡：1.5%5、设计时速：60km/h6、环境：桥址位于野外一般地区，I类环境条件，年平均相对湿度为75%7、施工方法：主梁采用后张法，预留空道采用预埋金属波纹管成型，两端同时张拉。8、设计要求：按整体式双向两车道进行设计9、预应力种类：按A类预应力混凝土构件设计1.3采用材料：（1）预应力钢筋：17钢绞线，直径12.7mm（2）非预应力钢筋：用HRB335,R235；（3）混凝土：主梁混凝土采用C50；128
装订线铰缝为C30细集料混凝土；桥面铺装采用沥青混凝土；栏杆及人行道板为C25混凝土；盖梁、墩柱用C30混凝土；桥台基础用C20混凝土；桥台台帽用C25混凝土；（4）锚具用OVM锚1.4主要技术规范JTGD60-2004《公路桥涵设计通用规范》JTGD62-2004《公路钢筋混凝土及预应力混凝土桥涵设计规范》JTJ022-2007《公路砖石及混凝土桥涵设计规范》JTJD63-2007《公路桥涵地基与基础设计规范》128
装订线第二章方案比选在我国，安全、经济、适用、美观是桥梁设计中的主要考虑因素，安全尤为重要。桥梁结构造型简洁，轻巧，设计方案力求结构新颖，保证结构受力合理，技术可靠，施工方便。本设计桥梁的形式可以考虑以下形式：连续梁桥、连续钢构、斜拉桥三种形式。2.1拟定方案(1)方案一：预应力钢筋混凝土连续箱梁桥对于桥孔的分跨主要考虑以下影响因素：桥址地形、水文地质条件、墩台基础支座等构造，力学的要求。本设计采用四跨桥孔布置，边跨长度可取为中跨的0.5—0.8倍。本桥总长340m，本设计跨度组合为：60+2100+60m为适应连续梁内力变化的需要，连续梁的纵向截面通常做成变截面的形式。梁底立面曲线采取二次抛物线的形式。图2-1箱型连续梁桥型设计连续梁桥可以降低梁高，有利于争取桥下净空,具有较大的刚度和强大的抗扭性能和结构简单，受力明确、节省材料、架设安装方便，跨越能力较大、造型轻巧、平整、线路流畅、桥下视觉效果好等优点;连续梁在力学性能上由于其结构刚度大，桥面变形小，动力性能好，有利于高速行车。采用分段施工技术，充分发挥了预应力技术的优点，使施工设备机械化和构件生产工厂化，从而提高了施工质量，减低了施工费用。但是基础沉降要求严格,梁体与墩台之间的受力十分复杂，加大了设计难度。（2）方案二：连续钢构桥128
装订线刚构桥具有以下优点：1，施工无体系转换。2，主墩无支座。3，静定结构基本不产生次内力。同时它也具有以下几个缺点：1，全桥伸缩缝道数为桥孔数的两倍，行车舒适性较差。2，若设计不当在跨中容易产生较大的收缩徐变挠度。3，顺桥向抗弯刚度和横桥向抗扭刚度小，难以满足特大跨径对悬臂施工和横向抗风的要求。本方案桥跨拟采用60+2100+60m，变高度箱形截面，高度从跨中2.8m向支座6m以二次抛物线形式渐变，采用悬臂现浇施工方法。设计见图2-2。图2-2连续钢构设计（3）方案三：斜拉桥设计本设计采用单塔布置，斜拉桥的受力可以看成用高强钢材制成的斜拉索将主梁多点吊起，主梁恒载及作用在主梁上的活载通过斜拉索传至塔柱，再通过塔柱基础传至地基。这样大跨度的斜拉桥的主梁就像一根多点弹性支撑的连续梁一样工作，从而主梁的截面尺寸比同跨径的梁桥截面尺寸小得多，大大减少了主梁的材料用量，结构自重明显减轻，大幅度增加了桥梁的跨越能力。主梁受到斜拉索的支撑作用，特别是密索斜拉桥中主梁的受力以压力为主，弯矩较小，主梁受力已不同于传统的梁桥，主梁高度可以大大减小。设计图见图2-3.图2-3斜拉桥设计128
装订线斜拉索是斜拉桥的主要组成部分，除必须具有高强度性能外，还必须具备抗疲劳性能、耐久性和良好的抗腐蚀性。因此对于斜拉索的质量要求很高，工程造价相对较高，维修养护也相对困难。大跨度斜拉桥由于密索体系的采用，主梁的刚度越来越小，抗风稳定性越来越突出，往往成为了决定主梁截面尺寸的主要因素。2.2方案比选经济性适用性美观性施工难易程度方案一其施工方法已达到相当先进的水平，工期短效益明显。维修、养护工作量小。结构受力性能好、变形小、伸缩缝少、行车平顺舒适、抗震能力强造型简洁美观采用悬臂施工方法，缩短了工期，且不影响通航。方案二施工无体系转换，主墩无支座，全桥伸缩缝道数为桥孔数的两倍。行车舒适性较差，若设计不当在跨中容易产生较大的收缩徐变挠度，难以满足特大跨径对悬臂施工和横向抗风的要求。造型简洁美观采用悬臂施工方法，工期较短。方案三外形美观结构轻巧128
装订线全桥总的技术经济合理性不易简单的由结构体积小、质量轻、或者满应力等概念准确表示，相对来说造价相当高主梁在斜拉索的各点支承作用下，使弯矩值得以大大降低，可以减小主梁尺寸减轻结构自重，又能大幅度的增大桥梁的跨越能力相对前两种方案技术要求高、施工复杂、工期较长。因此本设计推荐采用方案一连续梁桥设计。128
装订线第三章预应力混凝土连续梁桥总体布置3.1桥型布置本设计推荐方案采用四跨一联预应力混凝土变截面连续梁结构，桥全长340m。3.2孔径布置本设计采用四跨一联预应力混凝土变截面连续梁结构。连续梁桥跨径的布置一般采用不等跨的形式。因为如采用等跨布置，则边跨内力将控制全桥设计，而这样是不经济的。一般边跨长度选为中跨跨径的0.5～0.8倍，钢筋混凝土连续梁桥取偏大值使边跨与中跨控制截面内力基本相同，预应力混凝土连续梁桥取偏小值以增加边跨刚度和减小活载弯矩的变化幅度，从而减少预应力筋数量。此外，边跨长度还与施工方法有关，如采用悬臂法施工，边跨长度不宜超过中跨长度的0.65倍为宜。本设计采用悬臂法施工，边跨取为中跨的0.545倍，即为（60+2100+60m），桥全长340m。3.3桥的立面设计从预应力混凝土连续梁桥的受力特点来分析，连续梁的立面应采取变高度的布置为宜。连续梁在恒、活载作用下，支点截面的负弯矩的绝对值往往大于跨中正弯矩，因此采用变高度梁能较好的符合梁的内力分布规律。同时，变高度的立面布置可使梁体外形和谐，节省材料并增大桥下净空。若采用悬臂法施工，变高度梁又与施工内力状态相吻合。因此，本设计采用变高度梁。截面变化曲线为二次抛物线。3.4桥的横截面设计箱形截面这种闭合薄壁截面抗扭刚度很大，对于弯桥和采用悬臂施工的桥梁尤为有利；同时，因其都具有较大的面积，所以能够有效地抵抗正负弯矩，并满足配筋要求；箱形截面具有良好的动力特性。本设计是一座公路连续箱形梁，采用的横截面形式为单箱单室。单箱单室截面的优点是受力明确，施工方便，节省材料用量。(1)梁高128
装订线墩顶处梁高根据规范一般取1/16～1/20L，取L/18，即6m。跨中处梁高根据规范一般取1/30～1/55L，取L/39，即2.8m。(2)顶板与底板箱形截面的顶板和底板是结构承受正负弯矩的主要工作部位，。其尺寸要受到受力要求和构造两个方面的控制。墩顶处底板还要承受很大的压应力，一般来讲：变截面的底版厚度也随梁高变化，底板一般25-100cm（变厚），顶板25-30cm（等厚）。因此,顶板厚度取28cm;支座处底板厚度取60cm；跨中底板厚度取25cm。(3)腹板腹板的功能是承受截面的剪应力和主拉应力，大跨度预应力混凝土箱梁桥，腹板厚度可从跨中逐步向支点加宽，以承受支点处交大的剪力，一般采用300—600mm，甚至可达到1m左右。本设计支座处与跨中截面腹板厚度均取60cm；跨中截面及中支点截面示意图如下图3-1所示：（图中单位以厘米计）。图3-1（单位：cm）（4）桥面铺装桥面铺装层采用10cm厚的沥青混凝土铺装，栏杆和人行道板采用C25混凝土。128
装订线第四章荷载内力计算4.1全桥结构单元的划分4.1.1分段原则主梁的分段应该考虑梁的跨径、截面变化、施工方法、预应力布置等因素，单元分的越细计算的内力就越精确，接近真实值，并且兼顾施工中的实施，所以本设计分为116个单元。4.1.2具体分段本桥全长340米，总共分为116个单元，最小的单元长度为1米，最长的单元长度为5米，单元划分见图4-1.图4-1单元划分4.2全桥施工节段划分4.2.1桥梁划分施工分段原则1.杆件的转折点和截面的变化点2.施工分界点、边界处及支座处3.需验算或求位移的截面处4.分段应尽量使各段的工程量基本相同，一边与施工节奏流畅，使施工均衡。5.当出现位移不连续的情况时，例如相邻两单元以铰接形式相连（转角不连续），可在铰接处设置两个节点，利用主从约束考虑该连接方式128
装订线4.2.2施工分段划分全桥分为116个单元。全桥整体采用悬臂节段浇筑施工法，两端桥台附近单元处使用整体现浇法。施工详细划分见下表4-1。主跨施工分段表表4-1第一阶段0号块19to22;57to60;95to98第二阶段1号块18、23；56、61;94、99第三阶段2号块17、24；55、62;93、100第四阶段3号块16、25；54、63;92、101第五阶段4号块15、26；53、64;91、102第六阶段5号块14、27；52、65;90、103第七节段6号块13、28；51、66;89、104第八阶段7号块12、29；50、67;88、105第九阶段8号块11、30；49、68;87、106第十节段9号块10、31；48、69;86、107第十一阶段10号块9、32；47、70;85、108第十二节段11号块8、33；46、71;84、109第十三阶段12号块7、34；45、72;83、110第十四节段13号块6、35；44、73;82、111第十五节段14号块5、36；43、74；81、112第十六阶段15号块4、37；42、75；80、113第十七阶段16号块3、38；41、76；79、114第十八阶段左（右）满堂支架1to2；115to116第十九阶段跨中和垄断39to40;77to784.3主梁内力计算根据梁跨结构纵断面的布置，并通过对移动荷载作用最不利位置，确定控制截面的内力，然后进行内力组合，画出内力包络图。4.3.1恒载内力计算（1）第一期恒载（结构自重）（2）第二期恒载二期恒载为桥面铺装层和防撞栏杆的重量，桥面铺装层用10cm厚的沥青混凝土铺装，容重取为24K/m。128
装订线4.3.2悬臂浇注阶段内力浇筑零号块，拼装挂蓝，悬臂浇注各箱梁梁段并张拉相应顶板纵向预应力束，悬臂浇注结束时全桥的恒载内力见图4-2：（a）弯矩图（b）剪力图图4-2最大悬臂浇注阶段内力图4.3.3边跨合拢阶段内力安装排架并按施工要求进行预压，现浇边跨等高粱段，达到强度要求后，浇注边跨合龙段，张拉边跨底板纵向预应力束。此时全桥恒载内力见图4-3。（a）弯矩图（b）剪力图图4-3边跨合拢段内力累计图4.3.4中跨合拢段内力128
装订线拼装中跨合龙吊架，焊接合龙段骨架，绑扎合龙段钢筋，浇注中跨合龙段，张拉中跨底板纵向预应力束和剩余次中跨底板纵向预应力束。中跨合龙完成后的全桥恒载内力图见图4-4。（a）弯矩图（b）剪力图图4-4中跨合龙段累计内力图一期恒载作用下个单元的弯矩与剪力值见下表4-2。一期恒载作用下弯矩剪力值表4-2单元弯矩（）剪力(KN)单元弯矩（）剪力(KN)1-0.00-3811.0359-421566.11-19050.00215512.05-2393.7860-366328.22-17747.78321417.20-1542.7461-314820.82-16534.10424765.86-688.9962-266909.38-15362.82525545.81170.1763-222467.53-14231.33623736.661037.4264-181377.07-13137.03719309.881915.4765-143527.92-12077.32812228.792806.9966-108818.19-11049.5892448.533714.6667-77154.10-10051.1810-10083.874641.1568-48450.07-9079.4911-25429.585589.1269-22628.63-8131.8812-43657.886561.2370379.52-7205.6813-64846.237560.117120635.51-6298.2614-89080.238588.417238192.34-5406.9415-116453.649648.757353094.85-4529.0516-147068.3710743.767465379.74-3661.9117-181034.4811876.037575075.52-2802.8418-218470.1813048.197682202.59-1949.1419-259501.8514262.827786773.18-1098.13128
装订线20-304264.0115558.097888791.36-247.1021-320037.20-17283.957988253.05606.6422-302968.35-16820.208085146.031465.8023-254319.22-15560.158179449.912333.0524-209400.58-14345.208271136.163211.1125-168077.91-13172.778360168.104102.6426-130224.83-12040.258446500.875010.3427-95723.13-10945.048530081.495936.8728-64462.75-9884.538610848.826884.9129-36341.78-8856.0987-11266.467857.1030-11266.46-7857.1088-36341.788856.093110848.82-6884.9189-64462.759884.533230081.49-5936.8790-95723.1310945.043346500.87-5010.3491-130224.8312040.253460168.10-4102.6492-168077.9113172.773571136.16-3211.1193-209400.5814345.203679449.91-2333.0594-254319.2215560.153785146.03-1465.8095-302968.3516820.203888253.05-606.6496-320037.2017283.953988791.36247.1097-304264.01-15558.094086773.181098.1398-259501.85-14262.824182202.591949.1499-218470.18-13048.194275075.522802.84100-181034.48-11876.034365379.743661.91101-147068.37-10743.764453094.854529.05102-116453.64-9648.754538192.345406.94103-89080.23-8588.414620635.516298.26104-64846.23-7560.1147379.527205.68105-43657.88-6561.2348-22628.638131.88106-25429.58-5589.1249-48450.079079.49107-10083.87-4641.1550-77154.1010051.181082448.53-3714.6651-108818.1911049.5810912228.79-2806.9952-143527.9212077.3211019309.88-1915.4753-181377.0713137.0311123736.66-1037.4254-222467.5314231.3311225545.81-170.1755-266909.3815362.8211324765.86688.9956-314820.8216534.1011421417.201542.7457-366328.2217747.7811515512.052393.7858-421566.1119050.00116-0.003811.03128
装订线4.3.5桥面铺装阶段内力桥面铺装、等桥面系安装完毕大桥建成后的全桥恒载内力图见图4-5。（a）弯矩图（b）剪力图图4-5桥面铺装阶段累计内力图二期恒载作用下个单元的弯矩与剪力值见下表4-3二期恒载作用下弯矩剪力值表4-3单元弯矩（）剪力(KN)单元弯矩（）剪力()1-0.00-348.7859-36386.63-1540.0521410.17-215.2860-31886.65-1457.0431935.87-135.1861-27626.96-1377.4742221.27-55.0862-23607.57-1297.8452266.3725.0263-19828.48-1218.1362071.17105.1164-16289.70-1138.3671635.67185.1965-12991.21-1058.548959.87265.2766-9933.02-978.66943.77345.3367-7115.14-898.7410-1112.63425.3768-4537.55-818.7811-2509.34505.3969-2200.26-738.7912-4146.34585.3970-103.28-658.7813-6023.64665.35711753.41-578.7414-8141.24745.28723369.80-498.6815-10499.14825.16734745.89-418.6116-13097.34904.99745881.67-338.5317-15935.84984.77756777.16-258.4418-19014.641064.48767432.35-178.34128
装订线19-22333.741144.13777847.23-98.2520-25893.141226.52788021.82-18.1521-27133.00-1370.25797956.1161.9522-25776.10-1340.88807650.10142.0523-21865.59-1261.28817103.78222.1424-18195.37-1181.62826317.17302.2325-14765.46-1101.88835290.26382.3126-11575.85-1022.09844023.04462.3727-8626.53-942.24852515.53542.4228-5917.52-862.3586767.72622.4429-3448.81-782.4287-1220.40702.4430-1220.40-702.4488-3448.81782.4231767.72-622.4489-5917.52862.35322515.53-542.4290-8626.53942.24334023.04-462.3791-11575.851022.09345290.26-382.3192-14765.461101.88356317.17-302.2393-18195.371181.62367103.78-222.1494-21865.591261.28377650.10-142.0595-25776.101340.88387956.11-61.9596-27133.001370.25398021.8218.1597-25893.14-1226.52407847.2398.2598-22333.74-1144.13417432.35178.3499-19014.64-1064.48426777.16258.44100-15935.84-984.77435881.67338.53101-13097.34-904.99444745.89418.61102-10499.14-825.16453369.80498.68103-8141.24-745.28461753.41578.74104-6023.64-665.3547-103.28658.78105-4146.34-585.3948-2200.26738.79106-2509.34-505.3949-4537.55818.78107-1112.63-425.3750-7115.14898.7410843.77-345.3351-9933.02978.66109959.87-265.2752-12991.211058.541101635.67-185.1953-16289.701138.361112071.17-105.1154-19828.481218.131122266.37-25.0255-23607.571297.841132221.2755.0856-27626.961377.471141935.87135.1857-31886.651457.041151410.17215.2858-36386.631540.05116-0.00348.78128
装订线4.3.6支座位移引起的内力计算方法及结果由于各个支座处的竖向支座反力和地质条件的不同引起支座的不均匀沉降，连续体系是一种对支座不均匀沉降特别敏感的结构，所以由它引起的内力是构成内力的重要组成部分。在桥梁设计中，支座沉降工况的选取是应慎重考虑的问题。一般应综合考虑桥址处的地质、水文等自然条件，根据已建桥梁的设计经验来定。有时需选取几种沉降工况计算，这样就存在一个工况组合的问题。程序一般对每一个截面挑最不利的工况内力值作为沉降次内力。由于各个支座处的竖向支座反力和地质条件的不同引起支座的不均匀沉降，支座沉降会引起桥梁产生内力。假设四跨连续梁桥五个支点下沉10mm。最少沉降1个支座，最多沉降5个支座，将各种支座沉降情况所得到的内力进行叠加，取最不利的内力范围。利用Midas软件从而得出在支座沉降下主梁产生的内力图如图4-6所示。（a）弯矩包络图（b）剪力包络图图4-6支座沉降作用下主梁产生的内力图主梁在支座沉降作用下各截面的弯矩和剪力数值见表4-4。支座沉降作用下的弯矩、剪力值表4-4单元弯矩（）剪力(KN)单元弯矩（）剪力(KN)10.00142.42597467.22142.352671.04142.41607040.16142.0631073.66142.41616613.11142.1041476.29142.40626186.05142.14128
装订线51878.91142.39635759.00142.1762281.54142.37645331.94142.2072684.16142.36654904.89142.2283086.79142.34664477.83142.2593489.41142.32674050.78142.27103892.04142.30683623.72142.29114294.66142.27693196.67142.30124697.28142.24702769.61142.31135099.91142.21712342.56142.32145502.53142.17721915.50142.33155905.16142.13731488.45142.34166307.78142.43741090.25142.34176710.41142.4275857.23142.35187113.03142.4176624.20142.35197515.65142.4177611.07142.35207918.28142.4078805.08142.35218052.49142.39791073.99142.35227910.06142.37801501.02142.35237482.78142.36811928.04142.34247055.51142.34822355.07142.34256628.23142.32832782.10142.33266200.95142.30843209.15142.32275773.68142.27853636.21142.31285346.40142.24864063.26142.30294919.12142.21874490.32142.28304491.84142.17884917.37142.27314064.57142.13895344.43142.25323637.29142.43905771.48142.22333210.01142.42916198.54142.20342782.74142.41926625.59142.17352355.48142.41937052.65142.14361928.23142.40947479.70142.10371500.99142.39957906.76142.06381073.74142.37968049.11142.3539805.23142.36977914.96134.1540611.13142.34987512.50133.8841625.09142.32997110.05133.9142858.25142.301006707.59133.95431091.41142.271016305.14133.98441490.03142.241025902.68134.01451917.31142.211035500.23134.03128
装订线462344.59142.171045097.77134.05472771.87142.131054695.31134.07483199.14142.431064292.86134.09493626.42142.421073890.40134.10504053.70142.411083487.95134.12514480.97142.411093085.49134.13524908.25142.401102683.04134.13535335.53142.391112280.58134.14545762.81142.371121878.13134.15556190.08142.361131475.67134.15566617.36142.341141073.21134.15577044.64142.32115670.76134.15587471.91142.301160.00134.154.4活载内力计算本设计中车道荷载为公路-I级，根据《公路桥涵通用规范》，公路-I级车道荷载的标准值为；集中荷载标准值按以下规定选取：桥梁计算跨径小于5m时，Pk=180KN，桥梁计算跨径大于等于50m时，Pk=360KN；桥梁计算跨径在5~50m之间时Pk采用线形内插。4.4.1冲击系数的计算桥梁结构的基频反映了结构的尺寸、类型、建筑材料等动力特性内容，直接反映了冲击系数与桥梁结构之间的关系。不管桥梁的建筑材料、结构类型是否有差别，也不管结构尺寸与跨径是否有差别，只要桥梁结构的基频相同，在同样条件的汽车荷载下，就能得到基本相同的冲击系数。桥梁的自振频率（基频）宜采用有限元方法计算，汽车的冲击系数是汽车过桥时对桥梁结构产生的竖向动力效应的增大系数。冲击作用以车体的振动和桥跨自身的变形和振动。可通过midas计算得出。4.4.2横向分布系数的考虑荷载横向分布是指作用在桥上的车辆荷载如何在各主梁之间进行分配，或者说各主梁如何分担车辆荷载。因为截面采用单箱单室时，可直接按平面杆系结构进行活载内力计算，无须计算横向分布系数，所以全桥采用同一个横向分配系数。128
装订线4.4.3活载作用下内力利用有限元软件计算得到在活载作用下的内力包络图见4-7。图4-7活载作用下内力图（a）弯矩包络图（b）剪力包络图图4-7活载作用下内力图主梁各个关键截面在活载作用下产生的弯矩和剪力具体数值见表4-5。活载作用下的弯矩、剪力值表4-5单元最大值最小值剪力-Z（kN）弯矩-y（）剪力-Z（kN）弯矩-y（）1483.370.00-1484.850.002489.795941.11-1274.2-2245.493499.778821.96-1154.84-3592.794537.8511201.51-1041.25-4940.085616.2213094.14-933.73-6287.386696.8014517.49-832.52-7634.687779.1715491.36-737.72-8981.978862.9516036.57-649.34-10329.39947.8816173.96-567.3-11676.6101033.7115923.37-491.43-13023.9111120.3215303.17-421.49-14371.2121207.6114329.70-357.2-15718.5131295.5213017.15-298.26-17065.8141384.0611377.65-244.34-18413151473.229431.79-195.13-19770.8161563.037440.39-150.31-21391.4171653.535521.82-109.59-23386.7128
装订线181744.743699.80-72.69-25774.9191836.722004.42-39.36-28581.8201934.02470.24-9.34-31838.8210.062.04-2060.99-33030.7226.01321.07-2028.75-31436.62325.531345.38-1945.21-26920.12447.552457.39-1861.86-22795.62572.283644.35-1778.66-19068.52699.934892.79-1695.6-15727.727130.726188.45-1612.67-13086.928164.887515.60-1529.87-11205.229202.658856.79-1447.22-9592.0130244.2410192.47-1364.75-8232.9331289.8511499.87-1282.53-7111.1232339.6712751.36-1200.66-6205.1833393.8213909.96-1119.31-5484.5934452.3814916.71-1038.67-4896.7435515.3115682.32-959.03-4358.3236582.4916155.77-880.75-3823.4537653.6816330.09-804.27-3288.6538728.5216204.05-730.06-2753.8539806.5415779.27-658.67-2219.0540887.1815060.76-590.65-1684.2541969.8214056.29-526.52-1149.45421053.8212776.84-466.74-614.65431138.5511235.30-411.67-79.85441223.469900.20-361.55-513.92451308.058784.76-316.51-1762.43461391.937801.35-276.52-3564.52471474.826934.58-241.46-5844.57481556.486178.10-217.1-8553.11491636.785529.65-210.91-11658.6501715.624988.45-206.06-15132.6511792.934667.29-202.36-18945.8521868.725035.58-199.61-23089.6531942.995450.06-197.64-27539.8542015.775902.65-196.31-32281.4552087.136385.55-195.47-37301.3562157.076891.48-194.98-42587.1572225.587413.51-194.73-48125.9582298.337945.00-195.08-53910.1128
装订线59195.007940.85-2320.72-55891.760194.647409.60-2293.59-53907.761194.896887.80-2226.27-48123.762195.386382.08-2157.61-42584.463196.225899.37-2087.6-37298.264197.565446.94-2016.2-3227865199.525032.56-1943.36-27536.166202.264664.33-1869.04-23085.667205.974984.51-1793.2-18941.468210.815524.96-1715.84-15127.969216.996172.69-1636.97-11653.670241.336929.10-1556.63-8547.9171276.407797.00-1474.94-5839.672316.408782.20-1392.02-3560.2173361.469899.35-1308.08-1759.4574411.5911236.06-1223.44-512.5875466.6812777.93-1138.5-80.4276526.4714057.53-1053.74-614.9877590.6215061.98-969.72-1149.5478658.6615780.33-887.07-1684.179730.0616204.83-806.42-2218.6680804.2716330.49-728.39-2753.2281880.7716155.69-653.54-3287.7882959.0615681.68-582.34-3822.34831038.7014915.38-515.16-4356.97841119.3613907.89-452.23-4895.18851200.7312748.34-393.67-5482.94861282.6011496.11-339.52-6203.18871364.8110188.46-289.73-7108.68881447.288852.90-244.12-8230.18891529.927512.06-202.57-9589.1901612.716185.54-164.83-11202.4911695.644890.55-130.68-13084.4921778.693642.73-99.91-15727.6931861.892456.33-72.28-19069.3941945.231344.82-47.57-22797952028.76320.94-25.56-26922.2962061.002.04-6.02-31439.2979.34470.37-1965.42-33033.69839.372005.01-1930.13-31841.79972.713700.92-1837.27-28584.7128
装订线100109.615523.49-1745.22-25777.8101150.347442.62-1653.93-23389.9102195.169434.56-1563.37-21394.9103244.3811380.50-1473.51-19774.5104298.3113019.89-1384.29-18416.7105357.2614332.29-1295.71-17069.1106421.5515305.57-1207.76-15721.6107491.4915925.56-1120.44-14374108567.3716175.91-1033.8-13026.4109649.4116038.27-947.94-11678.9110737.7915492.78-863.01-10331.3111832.5914518.65-779.21-8983.74112933.8013095.05-696.83-7636.181131041.3111202.17-616.24-6288.621141154.908822.40-537.88-4941.061151274.255941.36-499.87-3593.51161484.890.00-489.89-2245.934.4.4温度内力计算桥梁设计中通常温度分沿梁高线性变化和非线性变化，在线性温差变化情况下，梁式结构将产生挠曲变形，且梁再变形后仍然服从平截面假定，在连续梁结构中，它不但引起结构的位移，且由于多余约束的影响，从而产生结构温度次内力。在成桥阶段，考虑桥梁在温度荷载作用下产生的内力。本设计中考虑顶板与底板温度梯度为时的温度内力，利用Midas计算得到的结构个单元内力图如图4-8（a）弯矩图（b）剪力图图4-8温度应力作用下内力图4.5荷载组合128
装订线4.5.1正常使用极限状态的内力组合按正常使用极限状态设计时，应根据不同的设计要求，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与可变作用频遇值效应相组合，其效应表达式为：式中—作用短期效应组合设计值；—第个可变作用效应的频率值系数，汽车荷载（不计冲击力）=0.7，人群荷载=1.0，风荷载=0.75，温度梯度作用=0.8，其他作用=1.0；—第个可变作用效应的频率值。（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：正常使用极限状态下的内力包络图如图4-9。 （a）轴力包络图 （b）剪力包络图128
装订线（c）弯矩包络图图4-9正常使用状态下内力包络图正常使用极限状态下主梁单元内力见下表4-6：正常使用极限状态下内力组合 表4-6单元最大值（Max）最小值（Min）轴力（kN）剪力（kN）弯矩（kN·m）轴力（kN）剪力（KN）弯矩（kN·m）1-0.00-3676.400.00-0.00-5347.97-0.0025.12-2259.1522218.503.12-3791.7414838.88311.58-1408.1131696.335.86-2861.9620340.13412.98-554.3638286.943.87-1933.2823284.8959.23304.7941987.63-3.01-1003.2023660.9460.081206.7642789.71-15.08-69.1721447.907-14.822139.1740677.74-33.46871.4116617.228-35.943086.0035628.86-58.291821.239132.229-63.824049.7227612.00-90.132783.02-1051.9310-99.075032.8616587.33-129.643759.56-13988.2411-142.346037.992505.87-177.524753.68-29737.8512-194.347067.69-14690.85-234.525768.20-48370.0513-255.788124.59-35070.88-301.386805.98-69962.3014-327.419211.31-58711.78-378.887869.87-94600.2015-409.9710330.48-85692.54-467.818962.72-122377.5116-504.2111484.74-115940.89-568.9310087.33-153396.1317-610.9012676.72-149492.45-683.0511246.52-187766.1418-730.8113909.06-186449.94-810.9512443.09-225605.7519-864.7215184.37-226920.13-953.4513679.79-267041.3220-0.0016543.10-271015.09-0.0014993.65-312207.3721-0.00-17003.38-286537.60-0.00-18648.20-328115.2022-1045.01-16536.25-269537.88-1141.47-18163.21-310903.5623-896.07-15263.24-221051.25-983.19-16848.06-261826.0824-761.83-14033.67-176236.31-840.18-15578.14-216479.0825-641.49-12844.85-134966.81-711.63-14350.84-174728.0526-534.26-11694.02-97125.06-596.75-13163.54-136446.6127-439.37-10578.43-62601.91-494.74-12013.64-101516.55128
装订线28-356.05-9495.31-31297.15-404.81-10898.52-69827.8229-283.52-8441.90-3119.82-326.18-9815.57-41278.4930-221.04-7415.4222011.28-258.07-8762.19-15774.8131-167.84-6413.0944166.62-199.70-7735.786768.8232-123.20-5432.1563404.16-150.30-6733.7726429.8533-86.43-4469.8779765.54-109.14-5753.6043277.5934-56.84-3523.5493268.36-75.51-4792.7757373.1735-33.85-2590.53103906.85-48.75-3848.7968769.5736-16.92-1668.24111697.22-28.29-2919.2177511.6437-5.61-754.14116672.15-13.62-2001.6483636.09380.42154.22118859.16-4.36-1093.6987171.44391.391059.24118446.58-0.21-193.0287970.9440-1.031963.26115349.29-2.63702.7386147.1341-6.792868.59109712.78-11.671595.9481567.5042-17.613777.52101561.65-25.912489.0074206.4643-33.714692.3690667.31-45.643384.3864276.7144-55.435615.4277435.05-71.264284.6151606.2145-83.236549.0761784.45-103.295192.2936275.3446-117.617495.7243568.76-142.286110.1118290.1547-159.168457.8322734.47-188.867040.79-2394.2048-208.309437.91-774.86-243.717983.43-25830.7049-265.6310438.50-27022.14-307.528935.15-52080.5050-332.0811462.19-56078.04-380.989908.48-81212.8951-408.3412511.58-87971.90-464.8210906.89-113305.3352-495.1413589.29-122425.20-559.7511934.66-150581.3453-593.1914697.95-159986.72-666.4712994.40-192202.5654-703.2215840.21-200763.94-785.6914088.72-237258.3455-825.9517018.70-244872.22-918.1415220.24-285849.9656-962.1418236.04-292434.68-1064.5316391.56-338087.3957-1112.5319494.88-343582.37-1225.5917605.28-394088.5758-0.0020845.50-398454.23-0.0018907.22-453979.9759-0.00-18907.22-398454.23-0.00-20845.50-453979.9760-1112.53-17605.28-343582.37-1225.59-19494.88-394088.5661-962.14-16391.56-292434.68-1064.53-18236.04-338087.3962-825.95-15220.24-244872.22-918.14-17018.70-285849.9563-703.22-14088.72-200763.94-785.69-15840.21-237258.3564-593.19-12994.40-159986.72-666.47-14697.95-192202.5665-495.14-11934.66-122425.20-559.75-13589.29-150581.3566-408.34-10906.89-87971.90-464.82-12511.58-113305.3367-332.08-9908.48-56078.04-380.98-11462.19-81212.8968-265.63-8935.15-27022.14-307.52-10438.50-52080.50128
装订线69-208.30-7983.43-774.85-243.71-9437.91-25830.7070-159.16-7040.7922734.47-188.86-8457.83-2394.2071-117.61-6110.1143568.76-142.28-7495.7218290.1572-83.23-5192.2961784.45-103.29-6549.0736275.3473-55.43-4284.6177435.05-71.26-5615.4251606.2174-33.71-3384.3890667.31-45.64-4692.3664276.7175-17.61-2489.00101561.65-25.91-3777.5274206.4676-6.79-1595.94109712.78-11.67-2868.5981567.5077-1.03-702.73115349.29-2.63-1963.2686147.13781.39193.02118446.58-0.21-1059.2487970.94790.421093.69118859.16-4.36-154.2287171.4480-5.612001.64116672.15-13.62754.1483636.0981-16.922919.21111697.22-28.291668.2477511.6482-33.853848.79103906.85-48.752590.5368769.5783-56.844792.7793268.36-75.513523.5457373.1784-86.435753.6079765.54-109.144469.8743277.5985-123.206733.7763404.16-150.305432.1526429.8586-167.847735.7844166.62-199.706413.096768.8287-221.048762.1922011.28-258.077415.42-15774.8188-283.529815.57-3119.83-326.188441.90-41278.4989-356.0510898.52-31297.15-404.819495.31-69827.8290-439.3712013.64-62601.92-494.7410578.43-101516.5591-534.2613163.54-97125.06-596.7511694.02-136446.6192-641.4914350.84-134966.81-711.6312844.85-174728.0593-761.8315578.14-176236.31-840.1814033.67-216479.0894-896.0716848.06-221051.25-983.1915263.24-261826.0895-1045.0118163.21-269537.88-1141.4716536.25-310903.5696-0.0018648.20-286537.60-0.0017003.38-328115.2097-0.00-14993.65-271015.09-0.00-16543.10-312207.3798-864.72-13679.79-226920.13-953.45-15184.37-267041.3299-730.81-12443.09-186449.94-810.95-13909.06-225605.75100-610.90-11246.52-149492.45-683.05-12676.72-187766.14101-504.21-10087.33-115940.89-568.93-11484.74-153396.13102-409.97-8962.72-85692.54-467.81-10330.48-122377.51103-327.41-7869.87-58711.79-378.88-9211.31-94600.20104-255.78-6805.98-35070.88-301.38-8124.59-69962.30105-194.34-5768.20-14690.85-234.52-7067.69-48370.05106-142.34-4753.682505.87-177.52-6037.99-29737.85107-99.07-3759.5616587.33-129.64-5032.86-13988.24108-63.82-2783.0227612.00-90.13-4049.72-1051.93109-35.94-1821.2335628.86-58.29-3086.009132.22128
装订线110-14.82-871.4140677.74-33.46-2139.1716617.221110.0869.1742789.71-15.08-1206.7621447.901129.231003.2041987.63-3.01-304.7923660.9411312.981933.2838286.943.87554.3623284.8911411.582861.9631696.335.861408.1120340.131155.123791.7422218.503.122259.1514838.88116-0.005347.970.00-0.003676.40-0.004.5.2承载能力极限状态的内力组合（1）基本组合基本组合是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：或式中—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，按《通规》JTGD60-2004表1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级和三级分别取1.1、1.0和0.9；—第个永久作用效应的分项系数，应按《通规》JTGD60-2004表4.1.6的规定采用；、—第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。当某个可变作用在效应组合中其值超过汽车荷载效应时，则该作用取代汽车荷载，其分项系数应采用汽车荷载的分项系数；对专为承受某作用而设置的结构或装置，设计时该作用的分项系数取与汽车荷载同值；计算人行道板和人行道栏杆的局部荷载，其分项系数也与汽车荷载取同值；128
装订线、—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）、风荷载外的其他第个可变作用效应的分项系数，取=1.4，但风荷载的分项系数取=1.1；、—在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第个可变作用效应的标准值和设计值；—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（或其他一种可变作用）组合时，人群荷载（或其他一种可变作用）的组合系数取=0.80；当除汽车荷载效应（含汽车冲击力、离心力）外尚有两种其他可变作用参与组合时，其组合系数取=0.70；尚有三种可变作用参与组合时，其组合系数取=0.60；尚有四种及多于四种的可变作用参与组合时，取=0.50。、（2）偶然组合永久作用标准值效应与可变作用某中代表值效应，一种偶然作用的效应分项系数取1.0；与偶然作用同时出现的可变作用，可根据观测资料和工程经验取适当的代表值。承载内力极限状态下结构的内力图见图4—10。（a）轴力包络图128
装订线（b）剪力包络图（c）主梁弯矩包络图图4-10承载能力极限状态下内力承载能力极限状态下主梁单元内力见下表4-7：承载能力极限状态下内力组合表 表4-7单元最大值（Max）最小值（Min）轴力（kN）剪力（kN）弯矩（kN·m）轴力（kN）剪力（kN）弯矩（kN·m）1-0.00-3072.610.00-0.00-7311.79-0.0027.09-1646.3530230.012.34-5315.9912057.59316.46-781.3343327.433.45-4127.5415890.06419.45128.8452654.77-0.53-2943.9317166.05516.301131.8758217.56-10.52-1796.3815873.3268.422285.5160016.18-28.37-787.3611991.497-5.493454.5958044.23-53.68223.465492.048-25.864641.8152287.01-87.081238.74-3661.749-53.205849.9942719.96-129.352261.30-15514.6710-88.107082.0231324.22-181.293294.03-32136.5311-131.228340.8817087.84-243.784339.93-52624.0512-183.229629.64-525.20-317.735402.04-76570.6913-244.8110951.40-21572.37-404.076483.46-104069.3914-316.7112309.30-46122.22-503.747587.25-135222.8515-399.6513706.51-74237.11-617.688716.51-170160.7616-494.3715146.21-105649.12-746.849874.28-209363.4417-600.6516631.57-140310.23-892.1811063.60-253111.6218-718.5018165.78-175606.91-1054.6612240.84-301572.5619-850.3019752.01-214212.35-1235.2413455.69-354933.4720-0.0021442.44-256548.28-0.0014749.35-413398.8621-0.00-16971.50-271512.73-0.00-23698.40-434058.31128
装订线22-1043.21-16508.37-254756.34-1446.13-23096.67-411267.5723-895.03-15248.23-207044.56-1247.88-21467.63-346347.2824-761.09-14014.66-163063.27-1068.49-19892.97-286452.8825-640.02-12807.49-122677.95-906.97-18369.54-231435.3326-532.11-11636.15-85762.22-762.38-16894.22-181126.0727-436.59-10497.72-51592.95-633.75-15463.84-135999.3328-352.71-9389.27-19243.92-520.14-14075.28-95650.0929-279.70-8307.859991.12-420.59-12725.41-59449.1630-216.84-7250.5236179.29-334.15-11411.13-27264.5331-163.37-6214.3661543.83-259.87-10129.37-1139.1732-118.60-5196.4885627.77-196.82-8877.1219545.4533-81.82-4194.06106202.26-144.08-7651.4037161.2834-52.39-3204.36123248.21-100.80-6449.3351852.4535-29.72-2224.77136704.41-66.14-5268.1263787.9036-13.31-1252.78146563.87-39.38-4105.0573065.7237-2.72-286.07152862.15-19.89-2957.5079725.85382.35677.57155631.30-7.17-1822.9083796.87392.171689.62154981.09-0.91-748.1885215.6240-0.392823.38150882.32-3.72197.8284044.4741-5.043959.94143418.44-15.901138.4380219.2042-14.955101.67132610.52-34.602075.7173724.9943-30.316250.98118349.62-60.213011.8964662.0644-51.447410.30101268.95-93.233949.3051729.1945-78.758582.1981400.94-134.294890.4634944.3946-112.739769.2958537.20-184.095838.0414718.7947-153.9410974.3532605.54-243.426794.85-8888.6948-202.8312200.238060.80-313.097755.98-40389.5549-259.6613449.90-19061.38-393.948712.31-75905.4950-325.5714726.38-48909.05-486.839690.84-115403.4151-401.2716032.78-81457.50-592.6210694.46-158938.4552-487.4617372.23-116019.15-712.1611726.09-206592.6753-584.8618747.90-153653.99-846.3012788.57-258448.6254-694.2120162.97-194475.75-995.9013884.75-314604.5055-816.2221620.62-238605.73-1161.7915017.45-375173.7356-951.6523124.06-286172.58-1344.8316189.43-440280.6757-1101.2624676.46-337312.59-1545.9017403.48-510059.0658-0.0026341.23-392169.68-0.0018705.09-584653.2159-0.00-18705.09-392169.68-0.00-26341.23-584653.2160-1101.26-17403.48-337312.59-1545.90-24676.46-510059.0461-951.65-16189.43-286172.58-1344.83-23124.06-440280.6862-816.22-15017.45-238605.73-1161.79-21620.62-375173.71128
装订线63-694.21-13884.75-194475.75-995.90-20162.97-314604.5164-584.86-12788.57-153653.99-846.30-18747.90-258448.6265-487.46-11726.09-116019.15-712.16-17372.23-206592.6766-401.27-10694.46-81457.50-592.62-16032.78-158938.4467-325.57-9690.84-48909.05-486.83-14726.38-115403.4168-259.66-8712.31-19061.38-393.94-13449.90-75905.4969-202.83-7755.988060.80-313.09-12200.23-40389.5670-153.94-6794.8532605.54-243.42-10974.35-8888.6971-112.73-5838.0458537.20-184.09-9769.2914718.7972-78.75-4890.4681400.93-134.29-8582.1934944.3973-51.44-3949.30101268.94-93.23-7410.3051729.1974-30.31-3011.89118349.62-60.21-6250.9864662.0675-14.95-2075.71132610.52-34.60-5101.6773724.9976-5.04-1138.43143418.43-15.90-3959.9480219.2077-0.39-197.82150882.33-3.72-2823.3884044.47782.17748.18154981.09-0.91-1689.6285215.62792.351822.90155631.29-7.17-677.5783796.8780-2.722957.50152862.15-19.89286.0779725.8581-13.314105.05146563.87-39.381252.7873065.7282-29.725268.12136704.40-66.142224.7763787.9083-52.396449.33123248.21-100.803204.3651852.4684-81.827651.40106202.26-144.084194.0637161.2885-118.608877.1285627.77-196.825196.4819545.4586-163.3710129.3761543.83-259.876214.36-1139.1787-216.8411411.1336179.30-334.157250.52-27264.5388-279.7012725.419991.12-420.598307.85-59449.1689-352.7114075.28-19243.92-520.149389.27-95650.0990-436.5915463.84-51592.95-633.7510497.72-135999.3391-532.1116894.22-85762.22-762.3811636.15-181126.0792-640.0218369.54-122677.95-906.9712807.49-231435.3493-761.0919892.97-163063.27-1068.4914014.66-286452.8794-895.0321467.63-207044.56-1247.8815248.23-346347.2995-1043.2123096.67-254756.34-1446.1316508.37-411267.5996-0.0023698.40-271512.73-0.0016971.50-434058.3397-0.00-14749.35-256548.28-0.00-21442.44-413398.8598-850.30-13455.69-214212.35-1235.24-19752.01-354933.4899-718.50-12240.84-175606.91-1054.66-18165.78-301572.56100-600.65-11063.60-140310.23-892.18-16631.57-253111.62101-494.37-9874.28-105649.12-746.84-15146.21-209363.45102-399.65-8716.51-74237.11-617.68-13706.51-170160.76103-316.71-7587.25-46122.23-503.74-12309.30-135222.86128
装订线104-244.81-6483.46-21572.38-404.07-10951.40-104069.38105-183.22-5402.04-525.20-317.73-9629.64-76570.69106-131.22-4339.9317087.84-243.78-8340.88-52624.05107-88.10-3294.0331324.22-181.29-7082.02-32136.53108-53.20-2261.3042719.96-129.35-5849.99-15514.67109-25.86-1238.7452287.01-87.08-4641.81-3661.74110-5.49-223.4658044.23-53.68-3454.595492.041118.42787.3660016.18-28.37-2285.5111991.4911216.301796.3858217.56-10.52-1131.8715873.3211319.452943.9352654.76-0.53-128.8417166.0411416.464127.5443327.433.45781.3315890.061157.095315.9930230.012.341646.3512057.59116-0.007311.790.00-0.003072.61-0.00128
装订线第五章预应力钢束的估算与布置5.1钢束估算预应力混凝土的截面配筋，是根据正常使用极限状态和承载能力极限状态这两种极限状态的组合结果，确定截面的受力性质，分为轴拉、轴压、上缘受拉偏压、下缘受拉偏压、上缘受拉偏拉、下缘受拉偏拉、上缘受拉偏弯和下缘受拉偏弯8种受力劣性，分别按照相应的钢筋估算公式进行计算。估算结果是截面上缘和下缘均配筋，此为截面的最小配筋，设计时可以放宽。5.1.1按承载能力极限计算时满足正截面强度要求：预应力梁到达受弯极限状态时,受压区混凝土应力达到混凝土抗压设计强度,受拉区钢筋达到抗拉没计强度,验算截面的安全性时通过计算截面抗弯安全系数未保证。在初步估算预应力筋数量时,箱形截面当其中性轴位于受压翼缘内可按矩形截面计算,但是当忽略实际上存在的双筋影响时(受拉区、受压区都有预应力筋)计算结果偏大,作为力筋数量的估算是允许的。h0xNdfcd（1）对于仅承受一个方向的弯矩的单筋截面梁，所需预应力筋数量按下式计算，如下图5-1：图5-1梁截面受力图，，解上两式得：128
装订线受压区高度预应力筋数或式中—截面上组合力矩。—混凝土抗压设计强度；—预应力筋抗拉设计强度；—单根预应力筋束截面积；b—截面宽度（2）若截面承受双向弯矩时，需配双筋的，可据截面上正、负弯矩按上述方法分别计算上、下缘所需预应力筋数量。这忽略实际上存在的双筋影响时（受拉区和受压区都有预应力筋）会使计算结果偏大，作为力筋数量的估算是允许的。预应力钢筋为单束18根Фs12.7，单束抗拉强度设计值为1260MPa，混凝土抗压强度设计值为22.4MPa，混凝土保护层厚度取15cm，主梁内力值从Midas中提取，见表4-6。下表5-1为利用excl计算得到的各单元的配筋情况。承载能力状态单元配筋数 表5-1单元上缘配筋下缘配筋单元上缘配筋下缘配筋100303.3777344.470732205.129102310.140237.627252307.37225432010.64167408.84109833013.93925509.78671634017.08233609.90418235019.93382709.33089236022.3025280.5648518.13037537024.2212292.3152986.3853438025.5134104.6356454.49217839026.09573117.2826332.33283140026.30482128
装订线1210.12697041024.959931313.14715042023.021041416.22014043020.157311519.43485044016.856131622.48536045013.145711725.6580504609.1126271828.886250471.3233544.8652981931.424350485.8423811.1518782032.8882504910.5817502134.6074605015.4360402232.7113405120.3761302330.6297305225.2158102427.3746705330.1048502523.3742505434.499402619.3485505538.8627702715.4201305643.1110502811.3676205746.117110297.4244831.2309445847.3858105.1.2按正常使用极限状态的应力要求计算规范（JTJD62-2004）规定，截面上的预压应力应大于荷载引起的拉应力，预压应力与荷载引起的压应力之和应小于混凝土的允许压应力（为），或为在任意阶段，全截面承压，截面上不出现拉应力，同时截面上最大压应力小于允许压应力。配置主梁纵向预应力筋的目的是使预应力混凝土梁在钢筋预应力和使用荷载共同作用下截面上、下缘均不产生拉应力，同时应保证截面上、下缘的混凝土均不被压碎。设计时，一般以前一条件作为依据来确定截面最少的预应力筋的数目，后一条件常用来确定截面最大的预应力筋数目，实际设计中很少考虑。128
装订线当采用单侧配筋时，在截面一侧配置的预应力筋在该截面上会产生与原弯矩方向相反的弯矩以平衡原弯矩，减小原弯矩在该侧产生的拉应力，同时还会产生一个轴向压应力也能平衡一部分原弯矩产生的拉应力。在采用拉应力控制时，一侧预应力筋产生的弯矩在截面上产生的压应力和预应力筋产生的轴力与原弯矩在该侧产生的拉应力平衡，该侧的应力为零，另一侧受到压应力。如果继续增加预应力筋的数目，在截面上会产生与原弯矩方向相反的弯矩在另一侧产生拉应力，若以使另一侧的应力为零为依据来配置预应力筋，则所配置的预应力筋的数目显然偏多了。所以在实际进行配筋估算时，预应力筋的数目采用上缘配筋时上缘不产生拉应力，下缘配筋时下缘不产生拉应力来确定。采用以上方法所得的配筋结果为截面最小配筋，可以根据经验适当的放宽。具体估算公式的推导过程如下：对于截面上缘：（1）（2）对于截面下缘：（3）（4）其中，—由预应力产生的应力，W—截面抗弯模量，—混凝土轴心抗压标准强度。Mmax、Mmin项的符号当为正弯矩时取正值，当为负弯矩时取负值，且按代数值取大小。一般情况下，由于梁截面较高，受压区面积较大，上缘和下缘的压应力不是控制因素，为简便计，可只考虑上缘和下缘的拉应力的这个限制条件(求得预应力筋束数的最小值)。公式（1）变为：（5）公式（3）变为：（6）由预应力钢束产生的截面上缘应力和截面下缘应力分为三种情况讨论：a.截面上下缘均配有力筋Np上和Np下以抵抗正负弯矩，由力筋Np上和Np下在截面上下缘产生的压应力分别为：128
装订线（7）（8）将式（5）、（6）分别代入式（7）、（8），解联立方程后得到（9）（10）令代入式（9）、（10）中得到：（11）（12）式中Ap—每束预应力筋的面积；—预应力筋的永存应力(可取0.5~0.75估算)；e—预应力钢筋重心离开截面重心的距离；K—截面的核心距；A—混凝土截面面积，取有效截面计算。a.当截面只在下缘布置力筋Np下以抵抗正弯矩时当由上缘不出现拉应力控制时：128
装订线（13）当由下缘不出现拉应力控制时：（14）a.当截面中只在上缘布置力筋N上以抵抗负弯矩时：当由上缘不出现拉应力控制时：（15）当由下缘不出现拉应力控制时：（16）当按上缘和下缘的压应力的限制条件计算时(求得预应力筋束数的最大值)。可由前面的式推导得：（17）（18）有时需调整束数，当截面承受负弯矩时，如果截面下部多配根束，则上部束也要相应增配根，才能使上缘不出现拉应力，同理，当截面承受正弯矩时，如果截面上部多配根束，则下部束也要相应增配根。其关系为：当承受时，当承受时，下表5-2为计算得各单元配筋面积。 128
装订线正常使用状态单元配筋数 表5-2单元下缘配筋上缘配筋单元下缘配筋上缘配筋100300.74232385022.663350350315.13976578034.786732060329.34433808045.9554608603313.2605417056.4766445803416.7695064066.2806398903519.766366075.4370133203622.1202867084.017893103724.0777603092.1106719103824.6822684010003924.5882648011004023.882568301201.463781084122.49785901304.3952296454219.888450501407.3590828354316.9247637015010.32492934413.4795318016013.26940872459.66157812017016.17785428465.54052078018019.03307962471.21820224019021.82987559480020027.441409284902.90809950821028.73023145007.37421959622029.3203389551011.6951688423025.7199938252016.1768833224021.9570972553020.6087757325018.0351266354024.8187855326013.9504686955028.815313852709.70967365956032.59881832805.32534817657036.184149952900.83361460558043.392346365.1.3通过软件估算实际配筋数量预应力混凝土截面配筋，是根据前两种极限状态的组合结果分别按照相应的钢筋估算公式，估算结果为截面上缘配筋和下缘配筋，此为最小配筋，此时与真实受力状态的差异由以下四方面引起：（1）未考虑预加力的作用；（2）未考虑预加力对徐变、收缩的影响；128
装订线（3）未考虑钢束孔道的影响；（4）各钢束的预应力损失值只能根据经验事先拟定；因此，结合以上两种状态下的配筋，通过在Midas软件估算调整，最终的截面配筋情况参见表5-3。实际各单元配筋数量表5-3单元下缘配筋上缘配筋单元下缘配筋上缘配筋12030622240318203623210164643312145663414106683516874103618682143720490163822210020392401102240240120264122413032422061403643188150384416101604045141417042468181804447222190464802620046490302104650034220465103823044520422404253046250405405026038550522703656054280325705829026580585.2预应力钢束的布置（具体布置图见图纸）128
装订线5.2.1钢束的布置原则连续梁预应力钢束的配置不仅要满足《桥规》(TB10002.3—99)构造要求，还应考虑以下原则：1、应选择适当的预应力束的型式与锚具型式，对不同跨径的梁桥结构，要选用预加力大小恰当的预应力束，以达到合理的布置型式。2、预应力束的布置要考虑施工的方便，也不能像钢筋混凝土结构中任意切断钢筋那样去切断预应力束，而导致在结构中布置过多的锚具。3、预应力束的布置，既要符合结构受力的要求，又要注意在超静定结构体系中避免引起过大的结构次内力。4、预应力束的布置，应考虑材料经济指标的先进性，这往往与桥梁体系、构造尺寸、施工方法的选择都有密切关系。5、预应力束应避免合用多次反向曲率的连续束，因为这会引起很大的摩阻损失，降低预应力束的效益。6、预应力束的布置，不但要考虑结构在使用阶段的弹性力状态的需要，而且也要考虑到结构在破坏阶段时的需要。7、预应力筋应尽量对称布置，纵向预应力索为结构主要受力钢筋,为了设计和施工方便,进行对称布束,锚头尽量靠近压应力区。同时可以采取适当的平弯将预应力筋锚固到腹板处。8、应留有一定数量的备用管道，一般占总数的1%。9、钢束在横断面中布置时直束靠近顶板位置,直接锚固在齿板上,弯束布置在腹板上,便于下弯锚固。常用锚具尺寸见下表5-4。常用锚具尺寸表5-4锚具型号锚垫板寸mm波纹管径螺旋筋圈数千斤顶锚具最小布外/内mm圈径mm型号置间距mmOVM15-518062/551704Ycw100200OVM15-720077/702406Ycw150230128
装订线OVM15-923087/802706Ycw250260VM15-1227097/903307Ycw250290OVM15-19320107/1004008Ycw400420OVM15-27370127/1204708Ycw650490常用锚具尺寸表5-4续YM15-516567/601705YDC1500210YM15-719077/701905YDC1500230YM15-921587/802106YDC2000270YM15-1225092/852506YDC2500320YM15-15290102/953206YDC3200370YM15-17300107/1003407YDC4200400YM15-19300107/1003507YDC4200420YM15-24320117/1104007YDC52004605.2.2钢束的布置全桥预应力钢束的布置情况，可参考施工图，现选取部分截面断面，画出钢筋的布置图，如下图所示：图5-2边跨合拢段配筋图5-3中跨合拢段配筋128
装订线图5-41号墩顶处截面配筋图5-52号墩顶处截面配筋图5-6顶板预应力钢束平面布置128
装订线图5-7底板预应力钢束平面布置图图5-8钢筋预应力束立面布置图5.3净换算截面几何特征后张法预应力混凝土梁，在张拉钢束时管道尚未压浆，有预加力引起的应力按构件混凝土净截面（不计构造钢筋的影响）计算；在使用阶段，管道已压浆，认为钢束与混凝土结合良好，故按换算截面计算。主梁各截面的净截面与换算截面几何特性计算如下表5-5和5-6所示。净截面几何特性表5-5单元111.323210.40710.92921.870811.20025.5629211.308410.36340.92941.870611.15075.5401311.296910.41980.93701.872011.11985.5663411.427211.30460.95261.914411.86765.9049511.538312.11400.97721.949812.39726.2128611.686513.21491.01091.997113.07256.6170711.886514.68671.05262.053413.95297.1523812.103816.53381.10822.116814.91947.8108912.378818.84491.17042.193616.10118.59091012.657221.59751.24592.274117.33499.49711112.986424.97371.32992.368118.779110.54571213.337929.03611.42822.465820.331011.77541313.709533.88901.54312.565921.961213.20761414.133039.72501.66552.678523.851914.8310128
装订线1514.608246.71531.79592.802126.012316.67151615.118455.00841.93952.931528.361718.76481715.665664.79012.09643.068630.905021.11411816.247876.29642.26653.211533.662223.75751916.868189.77332.44983.360236.645026.71672016.868189.45932.64253.356533.853526.65292116.868189.77332.44983.360236.645026.71672216.233176.22342.27133.206733.559623.76992315.650864.72832.10113.063930.807321.12592415.103654.95601.94412.926928.268718.77592514.593446.67101.80032.797725.923916.68192614.118239.68741.66982.674223.767914.84082713.680033.82541.55152.557521.801513.22612813.293528.95621.44042.453620.102411.80172912.956924.92891.33782.360218.633610.56243012.598121.37901.25032.269717.09909.41933112.290118.56441.21162.152415.32208.62503212.029916.27821.58701.638010.25729.93793311.797914.47661.53071.57539.45789.18953411.612613.08421.49661.51148.74298.65683511.449611.98291.46951.45758.15468.22143611.323711.17461.45601.41107.67477.91973711.178610.29581.45481.35427.07697.60303811.160610.19751.46641.33366.95407.64673911.160610.21071.48621.31386.87037.77194011.160610.21921.50711.29296.78087.90404111.163910.29871.53631.27276.70348.09234211.309011.17961.57831.28877.08338.67524311.434911.98371.63181.29527.34379.25274411.597913.07391.70061.30747.68809.99974511.783114.43581.78241.32368.099310.90614612.029916.20371.87931.34578.622112.04134712.319618.39481.99121.37289.238213.39924812.612921.03212.11641.40369.937914.98404912.927324.21402.25901.439010.719116.82655013.278728.11142.37031.523711.859818.44945113.665232.80722.49241.616613.163020.29385214.088638.50472.57911.764914.929621.81685314.549145.30122.67941.918616.907423.61125415.044553.37422.79292.078119.110925.68375515.591763.01672.92042.244621.578228.0747128
装订线5616.174074.37143.06102.417024.296130.77065716.779487.54473.21502.595027.230033.73615816.779487.05823.39492.604125.643733.4313换算截面几何特性表5-6单元111.354610.50000.92881.871211.30515.6113211.371110.54910.92861.871411.36065.6369311.422210.71920.92851.880511.54515.7001411.583911.63970.93651.930512.42866.0295511.726412.48530.95351.973513.09436.3264611.905913.63090.97932.028713.91896.7191712.105915.04071.01322.092814.84527.1868812.354516.84821.05262.172416.00587.7557912.629519.08911.10592.258117.26078.45371012.970621.94511.16342.356618.86279.31221113.331225.41521.23682.461220.548510.32651213.745329.64241.31542.578622.534511.49561314.211034.76261.40082.708224.816712.83591414.697140.88031.50122.842827.232314.38011515.203748.15411.61802.980029.761616.15911615.745256.80041.74753.123532.502918.18511716.323867.01881.88983.275235.463020.46261816.937479.06122.04493.433138.663323.02891917.588993.19192.21273.597342.116725.90612017.588993.49542.39753.601538.996625.96032117.588993.19192.21273.597342.116725.90612216.953979.11302.03953.438538.789723.00832316.340467.06231.88463.280435.583920.44352415.761856.83701.74253.128532.618518.16742515.220248.18501.61302.985029.872116.14262614.713740.90641.49632.847727.337514.36492714.244134.80741.39142.717625.016612.80802813.795029.70151.30172.592322.817911.45752913.364325.45021.22792.470120.726510.30333013.036922.20331.15852.361519.16609.40213112.728919.41341.09662.267417.70318.56203212.437317.13311.04762.177416.35397.8688128
装订线3312.205315.31721.00422.101815.25357.28753411.988713.87760.97452.033514.24146.82433511.825712.77320.94851.978513.46726.45593611.699811.96730.93131.935712.84996.18253711.554711.07930.92311.885912.00285.87473811.536711.00430.92271.877311.92605.86183911.536711.04130.92641.873611.91895.89304011.536711.04130.92641.873611.91895.89304111.571311.12930.92281.886212.05995.90054211.716412.02020.93111.935912.90976.20914311.842312.82870.94831.978713.52886.48334412.005313.93640.97422.033814.30496.85254512.221915.38031.00402.102015.31957.31694612.437317.07841.04372.181316.36367.82944712.695719.20451.09292.271117.57138.45624813.020321.99041.15032.369719.11659.28004913.397425.48391.21902.479020.906110.27985013.811629.72051.29712.596922.913211.44455114.260734.82921.38672.722325.117212.79395214.746840.95741.48672.857327.549314.33435315.269948.27491.59822.999830.205816.09275415.828056.97841.72223.148833.084918.09525516.406667.23081.86383.301236.071320.36575617.020279.31382.01823.459839.298522.92475717.688393.55052.18003.630042.912625.77175817.688393.92502.36373.635339.735625.8373注：（1）截面换算面积（2）绕y轴的截面惯性矩（3）中和轴距截面上缘的距离（4）中和轴距截面下缘的距离（5）截面上缘抵抗矩（6）截面下缘抵抗矩5.4预应力损失的计算根据《桥规》（JTGD62-2004）第6.2.1条规定，预应力混凝土构件在正常使用极限状态计算中，由于施工中预应力索的张拉采用后张法，应考虑由下列因素引起的预应力损失：128
装订线预应力钢筋与管道壁之间的摩擦σl1锚具变形、钢筋回缩和接缝压缩σl2预应力钢筋与台座之间的温差σl3混凝土的弹性压缩σl4预应力钢筋的应力松弛σl5混凝土的收缩和徐变σl6预应力损失包括：摩阻损失、锚具变形及钢筋回缩、混凝土的弹性压缩、预应力筋的应力松弛、混凝土的收缩与徐变等。构件在预加应力时，预应力钢绞线的锚下控制应力符合：对于每一钢束，每一施工阶段计算钢束沿程的预应力损失，进而得到各钢束在各阶段的应力沿程分布。现在取4号钢束进行预应力损失分析计算，最后给出4号钢束在各主要施工阶段（开始张拉阶段、最大悬臂阶段、边跨合龙阶段、）预应力损失以及使用阶段的应力损失和有效预应力，4号钢束的总体信息如下：（1）张拉方式：两端张拉（2）成孔方式：预埋金属波纹管成型（3）钢束材料类型：JTG04(S)Strand1860钢绞线1x7d=12.7（4）钢束截面积：1778mm2（5）张拉预应力控制：1395MPa（6）通过单元号：41to765.4.1摩阻损失摩阻损失指的是预应力筋与管道间的摩察损失δs1,由规定，按以下公式计算：σcon——张拉钢筋时锚下的控制应力（=0.75）,μ——预应力钢筋与管道壁的摩擦系数，设计中采用钢绞线，取。θ——从张拉端至计算截面曲线管道部分切线的夹角之和，以rad128
装订线计。k——管道每米局部偏差对摩擦的影响系数，取0.0015x——从张拉端至计算截面的管道长度,以米计。钢筋与管道之间的摩擦引起的预应力损失见下表5-7。钢筋与管道之间的摩擦引起的预应力损失计算表表5-7截面41i0.00000.00000.0000.00000.000013950.000042i3.00000.1390.03480.00450.0385139553.693143i6.00000.1390.03480.00900.0428139559.715444i9.00000.1390.03480.01350.0471139565.710745i12.00000.1390.03480.01800.0514139571.679146i15.00000.1390.03480.02250.0556139577.620747i18.00000.1390.03480.02700.0599139583.535548i21.00000.1390.03480.03150.0641139589.423949i24.00000.1390.03480.03600.0683139595.285850i27.00000.1390.03480.04050.07251395101.121351i30.00000.1390.03480.04500.07671395106.930752i33.00000.1390.03480.04950.08081395112.714053i36.00000.1390.03480.05400.08491395118.471354i39.00000.1390.03480.05850.08901395124.202855i42.00000.1390.03480.06300.09311395129.908556i45.00000.1390.03480.06750.09721395135.588757i48.00000.1390.03480.07200.10121395141.243358i51.00000.1390.03480.07650.10531395146.872559i52.00000.1390.03480.07800.10661395148.743360i51.00000.1390.03480.07650.10531395146.872561i48.00000.1390.03480.07200.10121395141.243362i45.00000.1390.03480.06750.09721395135.588763i42.00000.1390.03480.06300.09311395129.908564i39.00000.1390.03480.05850.08901395124.202865i36.00000.1390.03480.05400.08491395118.471366i33.00000.1390.03480.04950.08081395112.714067i30.00000.1390.03480.04500.07671395106.930768i27.00000.1390.03480.04050.07251395101.121369i24.00000.1390.03480.03600.0683139595.2858128
装订线70i21.00000.1390.03480.03150.0641139589.423971i18.00000.1390.03480.02700.0599139583.535572i15.00000.1390.03480.02250.0556139577.620773i12.00000.1390.03480.01800.0514139571.679174i9.00000.1390.03480.01350.0471139565.710775i6.00000.1390.03480.00900.0428139559.715476i3.00000.1390.03480.00450.0385139553.693176j0.00000.0000.00000.00000.000013950.00005.4.2.锚具变形损失锚具变形，钢筋回缩和拼装构件的接缝压缩损失δl2，在计算接缝压缩引起的应力损失时，认为接缝在第一批钢束锚固后既完成全部变形量，以后锚固得各批钢束对该接缝不再产生压缩。可按下式计算：Dl——锚具变形、钢筋回缩和接缝压缩值；统一取6mm.L——预应力钢筋的有效长度；EP——预应力钢筋的弹性模量。取195GPa。本设计采用OVM15—19型锚，，每端由钢筋回缩及锚具变形引起的变形值为6mm。各截面均用水泥沙浆接缝，每一处接缝处变形值为1mm。在计算按缝压缩引起的预应力损失时，认为接缝在第一批钢束锚固后即完成全部变形量，以后锚固的各批钢束对该接缝不再产生压缩。根据《预规》规定，可以考虑与张拉钢筋时的摩阻力相反的摩阻作用，当保守估计，在设计中不考虑该项的补偿钢束在桥面平行的平面内的弯曲摩阻时。由于未考虑钢筋回缩时的摩擦影响，所以128
装订线沿筋束全长不变，这种计算方法只能近似用于直线管道的情况，而对于曲线管道则与实际情况不符，应考虑摩擦的影响对预应力沿程分布的影响。由《公路桥规》6.2.3知：后张法构件预应力曲线钢筋由锚具变形、钢筋回缩、接缝压缩引起的预应力损失因考虑锚固后反向摩阻的影响。《公路桥规》中的考虑反摩阻后的预应力损失简化计算方法假定张拉端至锚固端范围内由管道摩阻引起的预应力损失沿梁长方向均匀分配，则扣除管道摩阻损失后钢筋应力沿梁长方向的分布曲线简化为直线（图5-9中）。直线的斜率为：式中——单位长度由管道摩阻引起的预应力损失（MPa/mm）；——张拉端锚下控制应力（MPa）；——预应力钢筋扣除沿途管道摩阻损失后锚固端的预应力（MPa）；——张拉端至锚固端的之间的距离（mm）。图5-9考虑反摩阻后预应力钢筋应力损失计算简图由于直线和直线斜率相同，则△为等腰三角形，可将底边通过高和直线的斜率来表示，钢筋回缩引起的张拉端预应力损失为：钢筋总回缩量等于回缩影响长度128
装订线范围内各微分段应变的累计，并应与锚具变形值相协调，即：上式移项可得到回缩影响长度的计算公式为求得回缩影响长度后，即可按不同情况计算考虑反摩阻后预应力钢筋的应力损失。（1）当≤时，预应力钢筋离张拉端x处考虑反摩阻后的预拉力损失可按下列公式计算：式中——离张拉端x处由锚具变形产生的考虑反摩阻后的预拉力损失；——张拉端由锚具变形引起的考虑反摩阻后的预应力损失；若≥，则表示该截面不受锚具变形的影响，即。（2）当＞时，预应力钢筋的全长均处于反摩阻影响长度以内，扣除管道摩阻和钢筋回缩等损失后的预应力线以直线表示，距张拉端处考虑反摩阻后的预拉力损失可按下列公式计算：式中——距张拉端处由锚具变形引起的考虑反摩阻后的预应力损失；——当＞时，预应力钢筋考虑反摩阻后张拉端锚下的预应力损失值；其数值可按以下方法求得：令图5-9中的等腰梯形面积，试算得到，则。128
装订线两端张拉（分次张拉或同时张拉）且反摩阻损失影响长度有重叠时，在重叠范围内同一截面扣除正摩阻和回缩反摩阻损失后预应力钢筋的应力可对两端分别张拉、锚固的情况，分别计算正摩阻和回缩反摩阻损失，分别将张拉端锚下控制应力减去上述应力计算结果所得较大值。反摩阻影响长度计算表表5-8钢束号T41395148.7431246.257520000.02397557.3锚具变形、接缝压缩引起的预应力损失计算表表5-9截面41i07557.3361.2361.242i30007557.3361.2217.843i60007557.3361.274.4344i90007557.3361.2截面不受反摩阻力影响128
装订线截面不受反摩阻力影响45i120007557.3361.246i150007557.3361.247i180007557.3361.248i210007557.3361.249i240007557.3361.250i270007557.3361.251i300007557.3361.252i330007557.3361.253i360007557.3361.254i390007557.3361.255i420007557.3361.256i450007557.3361.257i480007557.3361.258i510007557.3361.259i520007557.3361.260i510007557.3361.261i480007557.3361.262i450007557.3361.263i420007557.3361.264i390007557.3361.265i360007557.3361.266i330007557.3361.267i300007557.3361.268i270007557.3361.269i240007557.3361.270i210007557.3361.271i180007557.3361.272i150007557.3361.273i120007557.3361.274i90007557.3361.275i60007557.3361.274.4376i30007557.3361.2217.876j07557.3361.2361.25.4.3.混凝土的弹性压缩损失后张法构件采用分批张拉时，先张拉是钢束由于张拉后批钢束所产生的混凝土弹性压缩引起的应力损失，可按下式计算：其中:（相应阶段，取为零）式中：m——预应力钢筋的束数。——在先张拉钢筋重心处，由后张拉各批钢筋而产生的混凝土法向应力；——预应力钢筋与混凝土弹性模量比。若逐一计算的值则甚为繁琐，可采用下列近似计算公式：128
装订线N——计算截面的分批张拉的钢束批数.钢束重心处混凝土法向应力：式中M1为自重弯矩。注意此时计算Np时应考虑摩阻损失、锚具变形及钢筋回缩的影响。预应力损失产生时，预应力孔道还没压浆，截面特性取静截面特性（即扣除孔道部分的影响）。对悬臂拼装结构，作如下近似假设，可使先张拉钢束重心处由后张拉各批钢束产生的混凝土法向应力计算简化：（1）每悬臂拼装一段，相应张拉一批力筋；假设每批张拉预应力都相同，且都作用在全部预应力重心处；（2）在同一计算截面上，每一悬拼梁段自重所产生的自重弯矩都假设相等。根据以上公式，可以求出各个截面的预应力损失。5.4.4预应力筋的引力松弛损失预应力筋的引力松弛损失指的是由钢绞线组成的预应力钢束，在采用超张拉方法施工中，由钢绞线松弛引起的损失终极值。此项应力损失可根据〈〈公路钢筋混凝土及预应力混凝土桥涵设计规范〉〉JTGD62—2004表6.2.6条的规定，按下列公式计算。对于钢丝、钢绞线，本设计中采用：=ψ·ξ（MPa）式中：ψ——张拉系数，一次张拉时，ψ=1.0；超张拉时，ψ=0.9；ξ——钢筋松弛系数，I级松弛（普通松弛），ξ=1.0；II级松弛（低松弛），ξ=0.3；本设计取，ξ=0.3。——传力锚固时的钢筋应力，对后张法构件：=---；对先张法构件：=-。128
装订线由上面公式求出的应力松弛损失为应力损失终值，按时间计算，对于预应力钢绞线，自建立应力起，2天完成应力损失值得50％，10天完成61％,20天完成74％,30天完成87％,40天完成100％，施工阶段17共12天，故认为在该阶段近似完成61％。4号钢束张拉阶段由钢筋松弛引起的预应力损失表5-10截面41i0.90.3001030.97431860.0007.858042i0.90.3001120.36531860.00016.099143i0.90.3001257.43591860.00031.079044i0.90.3001325.67521860.00039.594145i0.90.3001319.72641860.00038.823846i0.90.3001313.81511860.00038.063747i0.90.3001307.95861860.00037.315848i0.90.3001302.09021860.00036.571649i0.90.3001296.28901860.00035.841050i0.90.3001290.50081860.00035.117151i0.90.3001284.82131860.00034.411752i0.90.3001279.18821860.00033.716953i0.90.3001273.66351860.00033.040254i0.90.3001268.12611860.00032.366555i0.90.3001262.58331860.00031.696756i0.90.3001257.05571860.00031.033557i0.90.3001251.54051860.00030.376358i0.90.3001246.03591860.00029.725059i0.90.3001243.99741860.00029.48495.4.5收缩徐变损失由混凝土收缩和徐变引起的预应力钢筋应力损失，这种损失可由以下公式计算：（1）128
装订线（2）（3）（4）式中：、——构件受拉、受压全部纵向钢筋截面重心处由混凝土收缩、徐变引起的预应力损失；、——构件受拉、受压全部纵向钢筋截面重心处由预习应力产生的混凝土法向应力；——截面回转半径，，后张法采用净截面特性、——构件受拉区、受压区纵向普通钢筋截面重心至构件截面重心的距离；——预应力钢筋传力锚固龄期为，计算考虑的龄期为t时的混凝土收缩、徐变，其终极值可按〈〈公路钢筋混凝土及预应力混凝土桥涵设计规范〉〉JTGD62—2004中表6.2.7取用；——加载龄期为，计算考虑的龄期为t时的徐变系数，可按〈公路钢筋混凝土及预应力混凝土桥涵设计规范〉〉JTGD62—2004中表6.2.7取用.由于悬臂法施工结构体系转变次数多，预应力张拉频繁，施工阶段较多，各个单元加荷龄期、计算龄期、构件理论厚度等不尽相同，计算较为繁复，在这里就不详细计算了。（由Midas软件可以直接输出）。5.5预应力计算（使用阶段扣除全部损失的有效预应力值）；（张拉锚固阶段的有效预应力）。128
装订线5.64号钢束主要阶段各单元预应力损失下面给出由Midas计算的4号钢束在五个主要施工阶段的各项预应力损失：张拉阶段各项预应力损失与有效预应力表5-11截面41i-146.870.000-1.17-7.858-3.21151235.89142i-141.240.000-3.5358-16.0991-1.94541232.1843i-135.580.000-1.6718-31.079-1.57531225.09444i-129.90000.000-3.1477-39.5941-0.80941221.54945i-124.20000.000-3.1513-38.8238-0.80551228.01946i-118.47000.000-4.4485-38.0637-0.07911233.93947i-112.71000.000-4.4561-37.3158-0.37471240.14348i-106.93000.000-5.6947-36.57160.25651246.0649i-101.12000.000-5.7002-35.841-0.01571252.32350i-95.28000.000-6.772-35.1171-0.53561257.29551i-89.42000.000-6.7735-34.4117-0.2981264.09752i-83.53000.000-7.6875-33.7169-0.81251269.25353i-77.62000.000-7.6858-33.0402-0.60611276.04854i-71.67000.000-8.4401-32.3665-1.06961281.45455i-65.70000.000-8.4362-31.6967-0.87051288.29756i-59.71000.000-9.0385-31.0335-1.27871293.93957i-53.69000.000-9.0317-30.3763-1.10141300.80158i-48.23000.000-9.4924-29.725-1.45661306.09659i-46.380.000-1.17-29.4849-1.2981373.7最大悬臂阶段各项预应力损失与有效预应力表5-12截面41i-146.870.000-1.17-7.858-3.21151235.89142i-141.240.000-3.5358-16.0991-1.94541232.1843i-135.580.000-1.6718-31.079-1.57531225.09444i-129.90000.000-3.1477-39.5941-0.80941221.54945i-124.20000.000-3.1513-38.8238-0.80551228.01946i-118.47000.000-4.4485-38.0637-0.07911233.93947i-112.71000.000-4.4561-37.3158-0.37471240.14348i-106.93000.000-5.6947-36.57160.25651246.0649i-101.12000.000-5.7002-35.841-0.01571252.323128
装订线50i-95.28000.000-6.772-35.1171-0.53561257.29551i-89.42000.000-6.7735-34.4117-0.2981264.09752i-83.53000.000-7.6875-33.7169-0.81251269.25353i-77.62000.000-7.6858-33.0402-0.60611276.04854i-71.67000.000-8.4401-32.3665-1.06961281.45455i-65.70000.000-8.4362-31.6967-0.87051288.29756i-59.71000.000-9.0385-31.0335-1.27871293.93957i-53.69000.000-9.0317-30.3763-1.10141300.80158i-48.23000.000-9.4924-29.725-1.45661306.09659i-46.380.000-1.17-29.4849-1.2981373.759i-146.870.000-1.17-7.858-3.21151235.891边跨合龙阶段各项预应力损失与有效预应力表5-13截面41i0.0000.000-1.2410.000-4.83211082.7742i0.0000.000-0.67210.000-3.44121149.72843i0.0000.000-1.18640.000-3.04131149.72844i0.0000.000-0.22510.000-2.07781213.77445i0.0000.000-0.23290.000-2.07191213.77446i0.0000.000-1.58390.000-1.11481238.55547i0.0000.000-1.60020.000-1.51211238.55548i0.0000.000-2.89660.000-0.68891214.9249i0.0000.000-2.91170.000-1.0511214.9250i0.0000.000-4.04080.000-0.32951191.10151i0.0000.000-4.05190.000-0.64181191.10152i0.0000.000-5.02250.000-0.041167.74953i0.0000.000-5.03010.000-0.2261167.74954i0.0000.000-5.84080.000-0.39561144.85555i0.0000.000-5.84610.000-0.13851144.85556i0.0000.000-6.50490.000-0.69241122.4157i0.0000.000-6.50710.000-0.46521122.4158i0.0000.000-7.02450.000-0.95361100.40559i0.0000.000-7.02450.000-0.75211100.405中跨合龙阶段各项预应力损失与有效预应力表5-14截面41i0.0000.000-1.2410.000-59.87081082.77128
装订线42i0.0000.000-0.67210.000-52.28371149.72843i0.0000.000-1.18640.000-52.70151149.72844i0.0000.000-0.22510.000-49.13111213.77445i0.0000.000-0.23290.000-49.8951213.77446i0.0000.000-1.58390.000-46.28961238.55547i0.0000.000-1.60020.000-49.31371238.55548i0.0000.000-2.89660.000-46.97191214.9249i0.0000.000-2.91170.000-49.3711214.9250i0.0000.000-4.04080.000-46.49731191.10151i0.0000.000-4.05190.000-48.69931191.10152i0.0000.000-5.02250.000-45.08181167.74953i0.0000.000-5.03010.000-47.01641167.74954i0.0000.000-5.84080.000-43.38781144.85555i0.0000.000-5.84610.000-45.29851144.85556i0.0000.000-6.50490.000-41.77211122.4157i0.0000.000-6.50710.000-43.4521122.4158i0.0000.000-7.02450.000-40.05751100.40559i0.0000.000-1.2410.000-41.60071100.405使用阶段各项预应力损失与有效预应力表5-15截面41i-146.870.000-12.4861-7.858-59.87081167.91542i-141.240.000-19.0693-16.0991-52.28371166.30843i-135.580.000-19.0693-31.079-52.70151156.5744i-129.90000.000-25.9995-39.5941-49.13111150.37545i-124.20000.000-25.9995-38.8238-49.8951156.08246i-118.47000.000-28.8471-38.0637-46.28961163.3347i-112.71000.000-28.8471-37.3158-49.31371166.81348i-106.93000.000-26.1291-36.5716-46.97191178.39749i-101.12000.000-26.1291-35.841-49.3711182.53950i-95.28000.000-23.4753-35.1171-46.49731194.6351i-89.42000.000-23.4753-34.4117-48.69931198.99452i-83.53000.000-20.9567-33.7169-45.08181211.71553i-77.62000.000-20.9567-33.0402-47.01641216.36754i-71.67000.000-18.5674-32.3665-43.38781229.00855i-65.70000.000-18.5674-31.6967-45.29851233.73756i-59.71000.000-16.3017-31.0335-41.77211246.18357i-53.69000.000-16.3017-30.3763-43.4521251.1858i-48.23000.000-14.1543-29.725-40.05751262.833128
装订线59i-46.380.000-14.1543-29.4849-41.60071267.765.7钢束次内力的计算预应力混凝土连续梁桥为超静定结构，会因混凝土收缩徐变、支座沉降，温度梯度等作用而在结构受多余约束处产生冗余内力，因此《公预规》4.2.8规定；计算连续梁或其他超静定结构的作用效应时，应根据情况考虑温度、混凝土收缩徐变、基础不均匀沉降等作用影响。对于预应力混凝土连续梁等超静定结构，还应考虑预应力引起的次效应。由于桥梁施工过程体系多变，过程复杂，手算非常复杂，且精确度不足，故直接由Midas计算此项内力，其中温度梯度、支座沉降在第一次内力组合时给出，在这里给出由钢束引起的内力与次内力。图5-10钢束一次弯矩图图5-11钢束一次剪力图图5-12钢束二次弯矩图图5-13钢束二次剪力图128
装订线第六章桥梁内力二次组合6.1内力组合的原则公路桥涵结构设计应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：1只有在结构上可能同时出现的作用，才进行其效应组合。当结构或结构构件需做不同受力方向的验算时，则应以不同方向的最不利的作用效应进行组合。2当可变作用的出现对结构或结构构件产生有利影响时，该作用不应参与组合。3施工阶段作用效应的组合，应按计算需要及结构所处条件而定，结构上的施工人员和施工机具设备均应作为临时荷载加以考虑。4多个偶然作用不同时参与组合。6.2承载能力极限状态下的效应组合公路桥涵结构按承载能力极限状态设计时，应采用以下两种作用效应组合：基本组合和偶然组合。基本组合是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：或式中—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，按《通规》JTGD60-2004表1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级和三级分别取1.1、1.0和0.9；—第个永久作用效应的分项系数，应按《通规》JTGD60-2004表128
装订线4.1.6的规定采用；、—第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。当某个可变作用在效应组合中其值超过汽车荷载效应时，则该作用取代汽车荷载，其分项系数应采用汽车荷载的分项系数；对专为承受某作用而设置的结构或装置，设计时该作用的分项系数取与汽车荷载同值；计算人行道板和人行道栏杆的局部荷载，其分项系数也与汽车荷载取同值；、—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）、风荷载外的其他第个可变作用效应的分项系数，取=1.4，但风荷载的分项系数取=1.1；、—在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第个可变作用效应的标准值和设计值；—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（或其他一种可变作用）组合时，人群荷载（或其他一种可变作用）的组合系数取=0.80；当除汽车荷载效应（含汽车冲击力、离心力）外尚有两种其他可变作用参与组合时，其组合系数取=0.70；尚有三种可变作用参与组合时，其组合系数取=0.60；尚有四种及多于四种的可变作用参与组合时，取=0.50。承载能力极限状态下的内力包络图如图6-1所示：128
装订线（a）轴力包络图(b)剪力包络图（c）弯矩包络图图6-1承载能力极限状态下内力包络图承载能力极限状态下的内力组合值见下表6-1。 承载能极限状态内力组合值表6-1单元最大值（Max）最小值（Min）轴力（kN）剪力（kN）弯矩（）轴力（kN）剪力（kN）弯矩（）1-0.04-890.570.00-0.6-4693.63-0.0023.58590.3316976.07-0.36-2632.441012.9636.151630.9421966.67-5.69-1550.22-1910.6942.882743.8123078.18-18.43-508.22-7482.075-6.593918.3321515.40-38.23529.66-16901.686-23.365104.5316657.62-67.331565.87-29562.687-45.756305.218472.13-102.662603.10-45461.798-77.317524.59-3048.21-150.063645.27-64642.589-112.908764.30-17919.02-201.674694.19-87158.8010-159.1910028.64-36165.77-267.465753.95-113074.3511-213.0611317.92-57822.68-342.776825.30-142461.1212-276.9712636.71-82933.37-431.047912.55-175398.9513-352.2313988.21-111554.85-533.999018.85-211980.08128
装订线14-436.8315374.35-143753.62-648.8610146.27-252304.6715-533.5816799.77-179592.84-779.4111299.14-296497.7316-642.9918267.80-218809.62-926.2812480.61-345035.4517-762.0919781.86-261348.97-1087.8013693.92-398207.0218-895.5321343.58-304703.99-1269.1814896.17-456179.0819-1042.2022956.45-351325.47-1467.5816133.15-519136.6620-10.4024683.76-401747.32-12.4817457.31-587284.7221-10.40-18924.79-419423.64-12.48-26045.00-611192.2522-1190.34-18448.42-400717.88-1624.32-25427.30-586063.7723-1030.58-17165.33-347207.64-1412.13-23770.77-514178.8024-884.24-15910.19-297497.78-1217.65-22169.36-447403.1425-752.90-14679.86-251453.91-1043.86-20618.12-385582.9126-634.03-13484.53-208952.00-886.06-19113.97-328553.8927-533.11-12322.13-169226.17-751.64-17654.76-276614.4728-437.67-11190.12-131458.01-624.02-16237.90-229714.2129-348.68-10084.10-96883.48-504.35-14858.48-187045.8130-275.59-8999.43-65441.72-405.41-13511.33-148483.2731-214.07-7934.46-37084.84-321.47-12194.92-113907.2432-160.71-6889.94-11772.83-247.95-10910.63-83193.3533-116.14-5861.6910516.44-185.69-9653.83-56210.1834-80.09-4848.0529765.84-134.38-8422.96-32805.5935-51.76-3846.2945909.12-93.00-7215.09-12792.4236-29.43-2853.8160637.00-59.03-6027.422242.1037-13.48-1866.9472651.08-32.99-4855.6913679.4738-3.53-883.3781066.37-14.25-3697.2622468.28390.6399.0485989.98-2.68-2549.5028550.37402.651082.3187402.00-0.71-1409.8331980.61411.842157.1585385.21-7.66-364.3932696.4142-4.263322.5479955.49-21.93592.4730687.9743-16.094495.6871005.99-43.411548.3426052.1844-33.975679.1559250.00-72.672505.6717328.6845-60.126875.5544601.99-113.463467.054772.4146-91.388086.2927903.55-159.934434.14-12295.5147-129.009318.7110245.15-214.815413.57-34987.8448-174.9710574.30-10082.44-281.746398.75-61668.3549-229.5011851.78-33144.10-360.107378.32-92367.0350-293.3113154.31-59005.63-450.758378.62-127121.4651-367.1314485.13-87582.28-554.589402.66-165978.8152-451.6615847.49-118298.54-672.4410453.44-209024.6253-547.7317244.67-152145.06-805.3311533.92-256333.4154-655.8818680.00-189231.77-953.8412647.05-308002.48128
装订线55-772.7520157.13-229676.65-1112.9113795.98-364141.7856-905.9921680.31-273607.30-1293.4714984.46-424874.9357-1061.3523252.36-321161.12-1503.2416215.00-490337.2658-14.5324935.48-372479.92-17.6717531.63-560676.876.3正常使用极限状态下的效应组合公路桥涵结构按正常使用极限状态设计时，应根据不同的设计要求，采用以下两种效应组合：6.3.１作用短期效应组合作用短期效应组合是永久作用标准值效应与可变作用频遇值效应的组合基本表达式为: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，汽车荷载取0.7，其他作用取1.0；－第j个可变作用效应的频遇值；其他符号意义同前。（a）弯矩包络图（b）剪力包络图图6-2短期效应组合内力图128
装订线6.3.2作用长期效应组合作用长期效应组合是永久作用标准值效应与可变作用准永久遇值效应的组合,其基本表达式为：式中：－作用长期效应组合设计值；－第j个可变作用效应的频遇值，汽车荷载取0.4，其他作用取1.0；－第j个可变作用效应的频遇值；其他符号意义同前。（a）弯矩包络图（b）剪力包络图图6-3长期效应组合内力图6.3.3正常使用极限状态下内力正常使用极限状态下的内力组合包络图见图6-4。（a）轴力包络图（b）剪力包络图128
装订线（c）弯矩包络图图6-4正常使用极限状态下内力包络图正常使用极限状态下内力组合值见下表6-2。正常使用极限状态下内力组合值表6-2单元最大值（Max）最小值（Min）轴力（kN）剪力（kN）弯矩（）轴力（kN）剪力（kN）弯矩（）1-0.13-1500.170.00-0.39-3166.46-0.0022.22-28.2811174.730.35-1555.683821.133-25723.282365.275709.58-25728.80916.56-5605.344-36328.241472.72-455.15-36337.3998.92-15400.895-44079.931682.65-2097.30-44092.24379.75-20352.836-49686.87-838.73-4214.68-49702.36-2115.40-25470.617-37789.063228.2018895.80-37808.021959.74-5064.208-46897.643089.3912985.40-46920.551823.98-13396.049-47862.663983.072794.50-47889.322715.77-25739.5110-53573.034225.54-6185.39-53604.052951.70-36616.1811-56816.295283.31-18576.66-56851.903998.51-50660.5512-59342.476117.39-34746.96-59383.104817.46-68251.0413-67182.376414.86-46628.86-67228.535095.86-81329.5714-71090.837262.18-63747.30-71142.885920.41-99429.0915-74506.478093.00-83764.81-74564.926724.94-120225.7016-77861.568722.15-105838.19-77926.957324.49-143048.1517-86329.159646.37-118000.84-86401.948215.94-156007.8918-94260.3910439.90-132129.59-94341.248973.73-170997.3819-97569.2511431.48-155792.01-97658.679926.72-195604.0320-97923.4619247.90-183954.21-97923.4617698.24-224816.7421-98262.45-18958.25-201347.80-98262.45-20601.95-242588.9922-97230.79-12069.68-188960.06-97327.96-13695.46-229987.1123-93293.16-11103.77-161612.89-93381.00-12687.42-202041.8724-84831.77-10712.90-144829.29-84910.77-12256.19-184718.0125-76119.01-10083.72-128437.17-76189.84-11588.53-167835.0526-72343.93-9437.82-102928.45-72407.08-10906.15-141876.0227-67859.82-7495.42-80472.85-67916.24-8929.41-119001.24128
装订线28-58708.72-6809.69-65758.21-58758.46-8211.67-103888.1729-45719.42-7560.28-55775.19-45762.55-8932.72-93516.0030-36797.02-7190.53-41027.64-36834.41-8536.05-78375.6531-40852.32-6000.89-37053.29-40884.54-7322.31-73989.8732-41032.20-5665.89-38352.94-41059.57-6966.20-74841.2133-46130.54-5167.48-39561.77-46153.44-6449.88-75540.5134-51370.29-4450.39-32238.14-51389.10-5718.24-67607.2235-56077.87-3336.72-26917.78-56092.96-4593.57-61518.2636-55887.76-2713.67-26425.34-55899.26-3963.22-60064.6337-56065.86-2063.10-28341.38-56073.95-3309.17-60822.2638-55770.84-1545.42-31478.38-55775.63-2791.91-62602.8239-55222.34-331.27-35050.33-55223.97-1582.13-64938.8540-55366.45301.36-34251.36-55368.09-957.82-62859.1341-55555.751490.82-26860.12-55560.63219.44-54414.7142-55995.012062.82-22682.85-56003.40775.48-49441.3843-55798.632771.34-18847.47-55810.711464.46-44637.1444-55314.023392.56-15820.08-55330.072062.75-41107.9345-58375.062605.29-13098.14-58395.931249.42-38086.2946-49195.983139.3215028.67-49221.411754.52-9746.8347-44578.294172.5434733.99-44608.762756.2410094.2448-53241.304838.2227966.66-53277.823384.163389.9449-62032.945368.3220213.01-62076.063864.93-4371.8950-70678.035868.3911715.54-70728.324313.07-12948.2651-79146.166335.682609.52-79204.184729.46-22278.2652-87321.436783.97-6756.56-87387.745127.84-35115.8353-95488.337146.03-16387.70-95563.485441.02-48808.7954-103249.77550.13-26465.46-103334.35797.23-63165.6555-108426.28974.39-39547.75-108520.17174.54-80730.4556-112021.710059.99-58804.45-112125.98214.13-104660.1457-122774.68643.18-69225.42-122890.36752.28-119931.5758-119256.418927.48-96811.02-119256.516987.73-152535.60128
装订线第七章主梁截面验算预应力混凝土梁从预加力开始到承载破坏，需经受预加应力、使用荷载作用、裂缝出现和破坏等四个受力阶段，为保证主梁受力可靠并予以控制，应对控制截面进行各个阶段的验算。7.1正截面抗弯承载力验算在承载能力极限状态下，预应力混凝土梁沿着正截面和斜截面都有可能破坏，翼缘位于受压区的T形截面或I形截面受弯构件，箱形截面受弯构件的正截面承载能力可参照T形截面计算（1）当符合下列条件时（1）应以宽度为的矩形截面按下面公式计算正截面抗弯承载力：（2）混凝土受压区高度应按下式计算：（3）截面受压区高度应符合下列要求：（4）当受压区配有纵向普通钢筋和预应力钢筋，且预应力钢筋受压即（）为正时：（5）当受压区仅配纵向普通钢筋或配普通钢筋和预应力钢筋，且预应力钢筋受拉即（）为负时（6）（2）当不符合公式128
装订线的条件时，计算中应考虑截面腹板受压的作用，其正截面抗弯承载力应按下列规定计算：（7）此时，受压区高度应按下列公式计算，应应符合（4）、（5）、（6）的要求。（8）式中—桥梁结构的重要性系数，按《预规》JTGD62-2004第5.1.5条的规定采用，本设计为二级，取=1.0；—弯矩组合设计值；—混凝土轴心抗压强度设计值，按《预规》JTGD62-2004表3.1.4采用；—纵向预应力钢筋的抗拉强度设计值，按《预规》JTGD62-2004表3.2.3-2采用；—受拉区纵向预应力钢筋的截面面积；—矩形截面宽度或T形截面腹板宽度，本设计应为箱形截面腹板总宽度；—截面有效高度，，此处为截面全高；、—受拉区、受压区普通钢筋和预应力钢筋的合力点至受拉区边缘、受压区边缘的距离；—受压区普通钢筋合力点至受压区边缘的距离；—T形或I形截面受压翼缘厚度；—T形或I形截面受压翼缘的有效宽度，按《预规》JTGD62-2004第4.2.2的规定采用。使用阶段正截面抗弯验算表7-1单元最大/最小组合名称类型验算rum()Mn()128
装订线1I[1]最大MY-MAXOK09912.13641I[1]最小MY-MINOK03900.67631J[2]最大FX-MINOK1114.251713069.6841J[2]最小FX-MAXOK1114.251713069.6842I[2]最大MY-MAXOK18673.681424649.21152I[2]最小MY-MINOK1114.252324649.21152J[3]最大MY-MAXOK24163.340426181.08372J[3]最小MY-MINOK-1101.76451311.34053I[3]最大MY-MAXOK24163.340938672.52243I[3]最小MY-MINOK-2101.764115386.47583J[4]最大MY-MAXOK25386.00141317.22173J[4]最小MY-MINOK-8230.27213331.34454I[4]最大MY-MAXOK25386.000743969.8544I[4]最小MY-MINOK-8230.272311457.03944J[5]最大MY-MAXOK23666.93943626.58864J[5]最小MY-MINOK-18591.851721253.56375I[5]最大MY-MAXOK23666.938846205.39395I[5]最小MY-MINOK-18591.85236013.87035J[6]最大MY-MAXOK18323.380845419.71175J[6]最小MY-MINOK-21518.94421664.62836I[6]最大MY-MAXOK18323.380647924.86316I[6]最小MY-MINOK-30518.944230909.02716J[7]最大MY-MAXOK9319.341643353.38526J[7]最小MY-MINOK-50007.967854072.66637I[7]最大MY-MAXOK9319.341936390.07347I[7]最小MY-MINOK-50007.967461030.32847J[8]最大MY-MAXOK-3353.027571543.03857J[8]最小MY-MINOK-71106.845271543.03858I[8]最大MY-MAXOK-3353.025890281.07018I[8]最小MY-MINOK-71106.843190281.07018J[9]最大MY-MAXOK-19710.928103290.2588J[9]最小MY-MINOK-95874.6812103290.2589I[9]最大MY-MAXOK-19710.926108258.97119I[9]最小MY-MINOK-95874.6787108258.97119J[10]最大MY-MAXOK-39782.3538118284.11799J[10]最小MY-MINOK-114381.7903118284.117910I[10]最大MY-MAXOK-39782.3509142864.166910I[10]最小MY-MINOK-124381.7868142864.166910J[11]最大MY-MAXOK-63604.947156401.134410J[11]最小MY-MINOK-156707.2313156401.134411I[11]最大MY-MAXOK-63604.946167993.3667128
装订线11I[11]最小MY-MINOK-156707.2301167993.366711J[12]最大MY-MAXOK-91226.7099182193.977311J[12]最小MY-MINOK-172938.8497182193.977312I[12]最大MY-MAXOK-91226.7083194429.967412I[12]最小MY-MINOK-192938.8477194429.967412J[13]最大MY-MAXOK-122710.3423211333.337912J[13]最小MY-MINOK-203178.094211333.337913I[13]最大MY-MAXOK-122710.334238536.483213I[13]最小MY-MINOK-233178.0842238536.483213J[14]最大MY-MAXOK-158128.9874260541.987913J[14]最小MY-MINOK-277535.1468260541.987914I[14]最大MY-MAXOK-158128.9838272850.861914I[14]最小MY-MINOK-267535.1425272850.861914J[15]最大MY-MAXOK-197552.1298296870.065714J[15]最小MY-MINOK-226147.5064296870.065715I[15]最大MY-MAXOK-197552.1249310118.905415I[15]最小MY-MINOK-306147.5005310118.905415J[16]最大MY-MAXOK-240690.5843336962.36315J[16]最小MY-MINOK-329539.0022336962.36316I[16]最大MY-MAXOK-240690.5777351297.232216I[16]最小MY-MINOK-349538.9943351297.232216J[17]最大MY-MAXOK-287483.8977381405.805516J[17]最小MY-MINOK-338027.7549381405.805517I[17]最大MY-MAXOK-287483.8694418150.346117I[17]最小MY-MINOK-408027.7208418150.346117J[18]最大FX-MAXOK-335174.4175451912.474517J[18]最小MY-MINOK-401797.0288451912.474518I[18]最大FX-MAXOK-335174.3836489591.606518I[18]最小MY-MINOK-481796.9881489591.606518J[19]最大FX-MAXOK-386458.0418529052.349418J[19]最小MY-MINOK-511050.3554529052.349419I[19]最大FX-MAXOK-386458.0218548900.869119I[19]最小MY-MINOK-511050.3315548900.869119J[20]最大FX-MAXOK-441922.0795591219.581419J[20]最小MY-MINOK-646013.2272591219.581420I[20]最大FX-MAXOK-441922.0515614932.069320I[20]最小MY-MINOK-646013.1935614932.069320J[21]最大FX-MAXOK-461366.0043614932.069320J[21]最小MY-MINOK-672311.4735614932.069321I[21]最大FZ-MAXOK-461366.0043614932.069321I[21]最小MY-MINOK-672311.4735614932.0693128
装订线21J[22]最大FZ-MAXOK-440789.6422614932.069321J[22]最小MY-MINOK-644670.1176614932.069322I[22]最大FX-MAXOK-440789.6702591219.581422I[22]最小MY-MINOK-644670.1512591219.581422J[23]最大FX-MAXOK-381928.385548900.869122J[23]最小MY-MINOK-465596.655548900.869123I[23]最大FX-MAXOK-381928.405529052.349423I[23]最小MY-MINOK-565596.6789529052.349423J[24]最大FX-MAXOK-327247.519489591.606523J[24]最小MY-MINOK-462143.4188489591.606524I[24]最大FX-MAXOK-327247.5529451912.474524I[24]最小MY-MINOK-442143.4595451912.474524J[25]最大FX-MAXOK-276599.2769418150.346124J[25]最小MY-MINOK-414141.1638418150.346125I[25]最大FX-MAXOK-276599.3053381405.805525I[25]最小MY-MINOK-324141.1979381405.805525J[26]最大FX-MAXOK-229847.1971351297.232225J[26]最小MY-MINOK-301409.272351297.232226I[26]最大FX-MAXOK-229847.2038336962.36326I[26]最小MY-MINOK-331409.2799336962.36326J[27]最大MY-MAXOK-186148.7865309422.305326J[27]最小MY-MINOK-304275.9125309422.305327I[27]最大MY-MAXOK-186148.7914296172.973127I[27]最小MY-MINOK-304275.9184296172.973127J[28]最大MY-MAXOK-144603.8069265431.047127J[28]最小MY-MINOK-252685.6214265431.047128I[28]最大MY-MAXOK-144603.8106242353.205428I[28]最小MY-MINOK-252685.6258242353.205428J[29]最大MY-MAXOK-106571.8187216017.329128J[29]最小MY-MINOK-205750.3848216017.329129I[29]最大MY-MAXOK-106571.8246176021.023429I[29]最小MY-MINOK-205750.3918176021.023429J[30]最大MY-MAXOK-71985.8848160524.095229J[30]最小MY-MINOK-163331.596160524.095230I[30]最大MY-MAXOK-71985.8887132414.845930I[30]最小MY-MINOK-163331.6007132414.845930J[31]最大MY-MAXOK-40793.3155120820.824230J[31]最小MY-MINOK-115297.9548120820.824231I[31]最大MY-MAXOK-40793.3231112752.969131I[31]最小MY-MINOK-125297.964112752.969131J[32]最大MY-MAXOK-12950.1078101635.1301128
装订线31J[32]最小MY-MINOK-91512.6803101635.130132I[32]最大MY-MAXOK-12950.113680505.790232I[32]最小MY-MINOK-91512.687280505.790232J[33]最大MY-MAXOK11568.085165635.477932J[33]最小MY-MINOK-61831.190472013.808733I[33]最大MY-MAXOK11568.082189737.276133I[33]最小MY-MINOK-51831.19460010.523833J[34]最大MY-MAXOK32742.422589756.80933J[34]最小MY-MINOK-36086.147674302.294934I[34]最大MY-MAXOK32742.4219102168.389934I[34]最小MY-MINOK-36086.148357105.4234J[35]最大MY-MAXOK50500.0366101698.131734J[35]最小MY-MINOK-14071.666552387.173635I[35]最大MY-MAXOK50500.0366113787.97635I[35]最小MY-MINOK-14071.666552993.817835J[36]最大MY-MAXOK66700.7001114277.734535J[36]最小MY-MINOK2466.3077114277.734536I[36]最大MY-MAXOK66700.7012124229.80936I[36]最小MY-MINOK2466.3086124229.80936J[37]最大MY-MAXOK79916.1822124320.944336J[37]最小MY-MINOK15047.415124320.944337I[37]最大MY-MAXOK79916.184134180.608637I[37]最小MY-MINOK15047.4165134180.608637J[38]最大MY-MAXOK89173.008133764.34337J[38]最小MY-MINOK24715.1106133764.34338I[38]最大MY-MAXOK89173.0103143715.73338I[38]最小MY-MINOK24715.1125143715.73338J[39]最大MY-MAXOK94588.9802142686.582938J[39]最小MY-MINOK31405.4076142686.582939I[39]最大MY-MAXOK94588.9826152636.947739I[39]最小MY-MINOK31405.4096152636.947739J[40]最大MY-MAXOK96142.2019152872.57139J[40]最小MY-MINOK35178.6683152872.57140I[40]最大MY-MAXOK96142.2019152872.57140I[40]最小MY-MINOK35178.6683152872.57140J[41]最大MY-MAXOK93923.7388152636.947740J[41]最小MY-MINOK35966.0553152636.947741I[41]最大MY-MAXOK93923.7364142686.582941I[41]最小MY-MINOK35966.0533142686.582941J[42]最大MY-MAXOK87951.0379143726.351341J[42]最小MY-MINOK33756.7739143726.3513128
装订线42I[42]最大MY-MAXOK87951.0356133774.96142I[42]最小MY-MINOK33756.7719133774.96142J[43]最大MY-MAXOK78106.5906134214.569942J[43]最小MY-MINOK28657.3973134214.569943I[43]最大MY-MAXOK78106.5888124262.586543I[43]最小MY-MINOK28657.3957124262.586543J[44]最大MY-MAXOK65174.9988124270.125943J[44]最小MY-MINOK19061.551124270.125944I[44]最大MY-MAXOK65174.9978114318.048644I[44]最小MY-MINOK19061.5501114318.048644J[45]最大MY-MAXOK49062.1842113707.328344J[45]最小MY-MINOK5249.6564113707.328345I[45]最大MY-MAXOK49062.1842107312.401545I[45]最小MY-MINOK5249.6565107312.401545J[46]最大MY-MAXOK30693.8937101330.523145J[46]最小MY-MINOK-13525.070183417.831646I[46]最大MY-MAXOK30693.902256662.226346I[46]最小MY-MINOK-13525.0599102454.464946J[47]最大MY-MAXOK11269.653750180.271246J[47]最小MY-MINOK-38486.6389115523.042547I[47]最大MY-MAXOK11269.667315772.246947I[47]最小MY-MINOK-38486.6226136236.200647J[48]最大MY-MAXOK-11090.6822149082.890947J[48]最小MY-MINOK-67835.1866149082.890948I[48]最大MY-MAXOK-11090.6791171333.936848I[48]最小MY-MINOK-67835.1829171333.936848J[49]最大MY-MAXOK-36458.5152187849.025348J[49]最小MY-MINOK-101603.7425187849.025349I[49]最大MY-MAXOK-36458.5105208596.632549I[49]最小MY-MINOK-101603.7368208596.632549J[50]最大MY-MAXOK-64906.2017228914.062249J[50]最小MY-MINOK-139833.6129228914.062250I[50]最大MY-MAXOK-64906.1949248864.198650I[50]最小MY-MINOK-139833.6047248864.198650J[51]最大MY-MAXOK-96340.5125273457.238350J[51]最小MY-MINOK-182576.6986273457.238351I[51]最大MY-MAXOK-96340.503292276.480551I[51]最小MY-MINOK-182576.6872292276.480551J[52]最大MY-MAXOK-130128.4027322302.984951J[52]最小MY-MINOK-229927.0963322302.984952I[52]最大MY-MAXOK-130128.3898331379.8674128
装订线52I[52]最小MY-MINOK-229927.0809331379.867452J[53]最大MY-MAXOK-167359.5787376164.255452J[53]最小MY-MINOK-281966.7695376164.255453I[53]最大MY-MAXOK-167359.5617376180.60253I[53]最小MY-MINOK-281966.7491376180.60253J[54]最大MY-MAXOK-208154.9711433428.472553J[54]最小MY-MINOK-338802.7599433428.472554I[54]最大MY-MAXOK-208154.949427448.285754I[54]最小MY-MINOK-338802.7334427448.285754J[55]最大MY-MAXOK-252644.3313491716.225454J[55]最小MY-MINOK-400555.9763491716.225455I[55]最大MY-MAXOK-252644.316489287.225755I[55]最小MY-MINOK-400555.9579489287.225755J[56]最大MY-MAXOK-300968.0463557169.967555J[56]最小MY-MINOK-467362.4475557169.967556I[56]最大MY-MAXOK-300968.0279554658.97256I[56]最小MY-MINOK-467362.4254554658.97256J[57]最大MY-MAXOK-353277.2886623896.41856J[57]最小MY-MINOK-539371.0573623896.41857I[57]最大MY-MAXOK-353277.2303620022.255457I[57]最小MY-MINOK-539370.9874620022.255457J[58]最大MY-MAXOK-409727.9106711470.465657J[58]最小MY-MINOK-616744.5645711470.465658I[58]最大MY-MAXOK-409727.9069713090.978458I[58]最小MY-MINOK-616744.5601713090.978458J[59]最大FZ-MINOK-429493.258713503.097258J[59]最小MY-MINOK-643760.9399713503.097259I[59]最大FZ-MAXOK-426429.008713503.097259I[59]最小MY-MINOK-640039.8244713503.097259J[60]最大MY-MAXOK-406687.8257713090.978459J[60]最小MY-MINOK-613051.8386713090.97847.2持久状况正常使用极限状态应力验算预应力混凝土连续梁在各个受力阶段均有其不同受力特点。从一开始施加预应力，其预应力钢筋和混凝土就开始处于高应力下。为保证构件在各个阶段的安全，除了要进行强度验算外，还必须对其施工和使用阶段的应力情况分别进行验算。7.2.1正截面抗裂验算128
装订线正截面抗裂应对构件正截面混凝土的拉应力进行验算，并应符合下列要求：1）全预应力混凝土构件，在作用（或荷载）短期效应组合下预制构件（1）分段浇筑或砂浆接缝的纵向分块构件（2）2）A类预应力混凝土构件，在作用（或荷载）短期效应组合下（3）但在荷载长期效应组合下（4）斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列要求：1）全预应力混凝土构件，在作用（或荷载）短期效应组合下预制构件（5）现场浇筑（包括预制拼装）构件（6）2）A类和B类预应力混凝土构件，在作用（或荷载）短期效应组合下预制构件（7）现场浇筑（包括预制拼装）构件（8）式中—在作用（或荷载）短期效应组合下构件抗裂验算边缘混凝土的法向拉应力，按公式（1）计算；—在荷载长期效应组合下构件抗裂验算边缘混凝土的法向拉应力，按公式（2）计算；128
装订线—扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压力，按《预规》JTGD62-2004第6.1.5条规定计算；—由作用（或荷载）短期效应组合和预加力产生的混凝土主拉应力，按《预规》JTGD62-2004第6.3.3条规定计算；—混凝土的抗拉强度标准值，按《预规》JTGD62-2004表3.1.3采用。受弯构件由作用（或荷载）产生的截面抗裂验算边缘混凝土的法向拉应力，应按下列公式计算：（9）（10）式中—按作用（或荷载）短期效应组合计算的弯矩值；—按荷载长期效应组合计算的弯矩值，在组合的活荷载弯矩中，仅考虑汽车、人群等直接作用于构件的荷载产生的弯矩值。注：后张法构件在计算预施应力阶段由构件自重产生的拉应力时，公式（9）、（10）中的可改用，为构件净截面抗裂验算边缘的弹性抵抗矩。使用阶段正截面抗裂验算表7-2单元位置组合名称类型验算Sig_MAX(kN/m^2)Sig_ALW(kN/m^2)1I[1]短期FX-MAXOK0.01190.0001J[2]短期FX-MINOK1446.85210.0002I[2]短期MY-MAXOK1439.90350.0002J[3]短期MY-MAXOK1759.30440.0003I[3]短期FX-MINOK1758.33910.0003J[4]短期FX-MINOK783.18750.0004I[4]短期FX-MINOK1833.90520.0004J[5]短期FX-MINOK1110.66920.0005I[5]短期FX-MINOK2098.87520.0005J[6]短期FX-MINOK1238.33540.000128
装订线6I[6]短期FX-MINOK2186.50390.0006J[7]短期FX-MINOK2034.27410.0007I[7]短期MY-MAXOK1213.29380.0007J[8]短期MY-MAXOK2418.57120.0008I[8]短期MY-MAXOK2872.19320.0008J[9]短期MY-MAXOK3694.02880.0009I[9]短期FX-MINOK2132.44270.0009J[10]短期FX-MINOK903.47450.00010I[10]短期FX-MINOK1932.42510.00010J[11]短期FX-MINOK1048.34610.00011I[11]短期FX-MINOK1435.36990.00011J[12]短期FX-MINOK408.73480.00012I[12]短期FX-MINOK796.66670.00012J[13]短期FX-MINOK54.03970.00013I[13]短期FX-MINOK890.8990.00013J[14]短期FX-MINOK132.91950.00014I[14]短期FX-MINOK534.37450.00014J[15]短期FX-MINOK252.88130.00015I[15]短期FX-MINOK124.92140.00015J[16]短期FX-MINOK658.59290.00016I[16]短期FX-MINOK266.18380.00016J[17]短期FX-MINOK1022.76430.00017I[17]短期FX-MINOK112.13440.00017J[18]短期FX-MINOK710.55050.00018I[18]短期FX-MINOK389.55940.00018J[19]短期FX-MINOK407.70150.00019I[19]短期FX-MINOK120.31780.00019J[20]短期FX-MINOK581.5140.00020I[20]短期FX-MINOK372.12660.00020J[21]短期FX-MINOK821.39060.00021I[21]短期FZ-MINOK821.39060.00021J[22]短期FZ-MINOK322.34380.00022I[22]短期FX-MINOK554.38120.00022J[23]短期FX-MINOK197.57340.00023I[23]短期FX-MINOK322.09640.00023J[24]短期FX-MINOK449.54190.00024I[24]短期FX-MINOK627.91370.00024J[25]短期FX-MINOK152.06330.00025I[25]短期FX-MINOK952.83360.00025J[26]短期FX-MINOK201.35410.00026I[26]短期FX-MINOK584.45730.000128
装订线26J[27]短期FX-MINOK107.27290.00027I[27]短期FX-MINOK277.13380.00027J[28]短期FX-MINOK119.82930.00028I[28]短期FX-MINOK541.63790.00028J[29]短期FX-MINOK117.09350.00029I[29]短期FX-MINOK1277.44880.00029J[30]短期FX-MINOK508.35960.00030I[30]短期FX-MINOK1446.60180.00030J[31]短期FX-MINOK586.3420.00031I[31]短期FX-MINOK1161.75770.00031J[32]短期FX-MINOK332.80410.00032I[32]短期FX-MINOK1469.48030.00032J[33]短期FX-MINOK589.7030.00033I[33]短期FX-MINOK1375.38870.00033J[34]短期FX-MINOK491.03160.00034I[34]短期FX-MINOK633.61950.00034J[35]短期MY-MINOK177.3650.00035I[35]短期MY-MINOK13.15540.00035J[36]短期MY-MINOK640.68730.00036I[36]短期MY-MINOK48.18370.00036J[37]短期MY-MINOK506.79860.00037I[37]短期MY-MINOK228.36160.00037J[38]短期MY-MINOK257.72990.00038I[38]短期MY-MINOK509.78850.00038J[39]短期MY-MINOK89.68230.00039I[39]短期MY-MINOK831.41690.00039J[40]短期MY-MINOK660.25170.00040I[40]短期MY-MINOK660.37450.00040J[41]短期MY-MINOK630.55970.00041I[41]短期MY-MINOK101.06150.00041J[42]短期MY-MINOK116.47480.00042I[42]短期MY-MINOK621.48760.00042J[43]短期MY-MINOK378.03540.00043I[43]短期MY-MINOK1080.18520.00043J[44]短期FX-MINOK768.26690.00044I[44]短期FX-MINOK1406.16350.00044J[45]短期FX-MINOK1002.54530.00045I[45]短期FX-MINOK1970.5590.00045J[46]短期FX-MINOK1811.4670.00046I[46]短期MY-MAXOK2458.01910.00046J[47]短期FX-MINOK2905.85440.000128
装订线47I[47]短期MY-MAXOK446.1740.00047J[48]短期MY-MAXOK1148.01910.00048I[48]短期MY-MAXOK1269.76210.00048J[49]短期MY-MAXOK2829.40340.00049I[49]短期MY-MAXOK2909.9520.00049J[50]短期FX-MINOK3723.25390.00050I[50]短期MY-MAXOK4397.83040.00050J[51]短期FX-MINOK3799.69470.00051I[51]短期FX-MINOK4629.31960.00051J[52]短期FX-MINOK3864.29630.00052I[52]短期FX-MINOK4664.64080.00052J[53]短期FX-MINOK3920.88010.00053I[53]短期FX-MINOK4717.37710.00053J[54]短期FX-MINOK3980.5240.00054I[54]短期FX-MINOK4750.42010.00054J[55]短期FX-MINOK4035.1470.00055I[55]短期FX-MINOK4545.50410.00055J[56]短期FX-MINOK3622.5660.00056I[56]短期FX-MINOK4092.75420.00056J[57]短期FX-MINOK3139.84650.00057I[57]短期FX-MINOK4375.39090.00057J[58]短期FX-MINOK3676.67080.00058I[58]短期FX-MINOK3413.44730.00058J[59]短期FX-MINOK2971.37050.00059I[59]短期FX-MINOK3039.73480.00059J[60]短期FX-MINOK3481.27470.00060I[60]短期FX-MINOK3744.66580.00060J[61]短期FX-MINOK4447.87220.00061I[61]短期FX-MINOK3212.91490.00061J[62]短期FX-MINOK4170.41430.00062I[62]短期FX-MINOK3700.47650.00062J[63]短期FX-MINOK4628.34140.00063I[63]短期FX-MINOK4118.25810.00063J[64]短期FX-MINOK4839.00560.00064I[64]短期FX-MINOK4069.5680.00064J[65]短期FX-MINOK4812.19660.00065I[65]短期FX-MINOK4016.11570.00065J[66]短期FX-MINOK4766.00190.00066I[66]短期FX-MINOK3966.14160.00066J[67]短期FX-MINOK4737.54610.00067I[67]短期FX-MINOK3908.41250.000128
装订线67J[68]短期MY-MAXOK4184.26640.00068I[68]短期FX-MINOK3839.00940.00068J[69]短期MY-MAXOK2680.2310.00069I[69]短期MY-MAXOK2599.80550.00069J[70]短期MY-MAXOK1008.79990.00070I[70]短期FX-MINOK3505.98410.00070J[71]短期MY-MAXOK3500.20950.00071I[71]短期FX-MINOK2645.03790.00071J[72]短期FX-MINOK2782.05980.00072I[72]短期FX-MINOK1819.62140.00072J[73]短期FX-MINOK2188.53110.00073I[73]短期FX-MINOK1101.05650.00073J[74]短期FX-MINOK1556.61840.00074I[74]短期FX-MINOK918.83340.00074J[75]短期FY-MAXOK1286.01980.00075I[75]短期FY-MAXOK583.84220.00075J[76]短期FY-MAXOK842.39210.00076I[76]短期FY-MAXOK104.14820.00076J[77]短期FY-MAXOK304.23190.00077I[77]短期FY-MAXOK427.36190.00077J[78]短期MY-MINOK451.03230.00078I[78]短期MY-MINOK450.90570.00078J[79]短期MY-MINOK633.48170.00079I[79]短期MY-MINOK108.18430.00079J[80]短期MY-MINOK321.06210.00080I[80]短期MY-MINOK445.99140.00080J[81]短期MY-MINOK42.3750.00081I[81]短期MY-MINOK692.46650.00081J[82]短期MY-MINOK117.8540.00082I[82]短期MY-MINOK1155.55020.00082J[83]短期MY-MINOK714.78290.00083I[83]短期MY-MINOK1010.20740.00083J[84]短期FX-MINOK153.04670.00084I[84]短期FX-MINOK226.64110.00084J[85]短期FX-MINOK686.08510.00085I[85]短期FX-MINOK88.52510.00085J[86]短期FX-MINOK898.6790.00086I[86]短期FX-MINOK326.19020.00086J[87]短期FX-MINOK1217.14440.00087I[87]短期FX-MINOK828.42940.00087J[88]短期FX-MINOK1348.54140.000128
装订线88I[88]短期FX-MINOK466.02620.00088J[89]短期FX-MINOK1256.75370.00089I[89]短期FX-MINOK96.38060.00089J[90]短期FX-MINOK525.88870.00090I[90]短期FX-MINOK135.67170.00090J[91]短期FX-MINOK265.67050.00091I[91]短期FX-MINOK118.74590.00091J[92]短期FX-MINOK576.74070.00092I[92]短期FX-MINOK193.60850.00092J[93]短期FX-MINOK948.33280.00093I[93]短期FX-MINOK159.71770.00093J[94]短期FX-MINOK646.67020.00094I[94]短期FX-MINOK434.1860.00094J[95]短期FX-MINOK329.41030.00095I[95]短期FX-MINOK192.92680.00095J[96]短期FX-MINOK533.45250.00096I[96]短期FX-MINOK322.48120.00096J[97]短期FX-MINOK791.06480.00097I[97]短期FZ-MINOK791.06480.00097J[98]短期FZ-MINOK311.75610.00098I[98]短期FX-MINOK546.1440.00098J[99]短期FX-MINOK179.81330.00099I[99]短期FX-MINOK345.3280.00099J[100]短期FX-MINOK453.90380.000100I[100]短期FX-MINOK642.40520.000100J[101]短期FX-MINOK158.15690.000101I[101]短期FX-MINOK973.14170.000101J[102]短期FX-MINOK215.03330.000102I[102]短期FX-MINOK607.33060.000102J[103]短期FX-MINOK177.59630.000103I[103]短期FX-MINOK200.11680.000103J[104]短期FX-MINOK588.46810.000104I[104]短期FX-MINOK187.12240.000104J[105]短期FX-MINOK946.29740.000105I[105]短期FX-MINOK1.68290.000105J[106]短期FX-MINOK852.08960.000106I[106]短期FX-MINOK464.25110.000106J[107]短期FX-MINOK1466.80020.000107I[107]短期FX-MINOK1079.82260.000107J[108]短期FX-MINOK1951.8280.000108I[108]短期FX-MINOK915.91370.000128
装订线108J[109]短期FX-MINOK1942.77380.000109I[109]短期FX-MINOK3061.79390.000109J[110]短期MY-MAXOK2511.15930.000110I[110]短期MY-MAXOK2329.86020.000110J[111]短期MY-MAXOK1150.58520.000111I[111]短期FX-MINOK2061.39710.000111J[112]短期FX-MINOK2203.71060.000112I[112]短期FX-MINOK1254.79550.000112J[113]短期FX-MINOK2119.26110.000113I[113]短期FX-MINOK1131.72140.000113J[114]短期FX-MINOK1850.58010.000114I[114]短期FX-MINOK800.59010.000114J[115]短期FX-MINOK1772.11520.000115I[115]短期MY-MAXOK1789.45950.000115J[116]短期MY-MAXOK1458.93540.000116I[116]短期MY-MAXOK1465.93640.000116J[117]短期FX-MAXOK0.01220.0007.2.2斜截面抗裂验算斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列要求：A类和B类预应力混凝土构件，在作用（或荷载）短期效应组合下预制构件：（1）现场浇筑（包括预制拼装）构件：（2）式中：——由荷载短期组合和预加力产生的混凝土主拉应力；——混凝土抗拉强度设计值，本设计中取；——在计算主应力点，有预加力和按荷载短期效应组合计算的弯矩产生的混凝土法向应力；128
装订线——由竖向应力钢筋的预加力产生的混凝土竖向压力；N——同一截面上竖向预应力钢筋的肢数；——竖向预应力钢筋扣除全部预应力损失后的有效应力；——单肢竖向预应力钢筋的界面面积；b——计算主应力点处构件腹板的宽度；——竖向预应力钢筋的间距；——在计算主应力点，由预应力弯起钢筋的预加力和按荷载短期效应组合计算的剪力产生的混凝土剪应力；——计算主应力点以外部分换算截面面积对换算截面重心轴的面积矩；——计算主应力点以外部分净截面面积对净截面重心轴的面积矩；——计算截面上同一弯起平面钢筋的截面面积；——计算截面上预应力弯起钢筋的切线与构件纵轴线的夹角。使用阶段斜截面抗裂验算表7-3单元位置组合名称类型验算Sig_MAX(kN/m^2)Sig_ALW(kN/m^2)1I[1]cLCB10FX-MAXOK-1182.15-13251J[2]cLCB10FX-MINOK-1245.42-13252I[2]cLCB10MY-MAXOK-1237.08-13252J[3]cLCB10MY-MAXOK-1196.56-13253I[3]cLCB10FX-MINOK-275.069-13253J[4]cLCB10FX-MINOK-491.522-13254I[4]cLCB10FX-MINOK-79.6763-1325128
装订线4J[5]cLCB10FX-MINOK-161.037-13255I[5]cLCB10FX-MINOK-90.2649-13255J[6]cLCB10FX-MINOK-86.5656-13256I[6]cLCB10FX-MINOK-124.18-13256J[7]cLCB10FX-MINOK-69.9341-13257I[7]cLCB10MY-MAXOK-339.671-13257J[8]cLCB10MY-MAXOK-484.616-13258I[8]cLCB10MY-MAXOK-248.577-13258J[9]cLCB10MY-MAXOK-246.405-13259I[9]cLCB10FX-MINOK-376.812-13259J[10]cLCB10FX-MINOK-650.34-132510I[10]cLCB10FX-MINOK-365.004-132510J[11]cLCB10FX-MINOK-646.384-132511I[11]cLCB10FX-MINOK-503.822-132511J[12]cLCB10FX-MINOK-833.129-132512I[12]cLCB10FX-MINOK-618.112-132512J[13]cLCB10FX-MINOK-930.721-132513I[13]cLCB10FX-MINOK-581.634-132513J[14]cLCB10FX-MINOK-877.487-132514I[14]cLCB10FX-MINOK-675.096-132514J[15]cLCB10FX-MINOK-998.421-132515I[15]cLCB10FX-MINOK-774.266-132515J[16]cLCB10FX-MINOK-1107.75-132516I[16]cLCB10FX-MINOK-845.803-132516J[17]cLCB10FX-MINOK-1204.7-132517I[17]cLCB10FX-MINOK-860.611-132517J[18]cLCB10FX-MINOK-1173.51-132518I[18]cLCB10FX-MINOK-858.006-132518J[19]cLCB10FX-MINOK-1101.76-132519I[19]cLCB10FX-MINOK-955.797-132519J[20]cLCB10FX-MINOK-1198.07-132520I[20]cLCB10FX-MINOK-1049.87-132520J[21]cLCB10FX-MINOK-1211.84-132521I[21]cLCB10FZ-MINOK-1348.88-132521J[22]cLCB10FZ-MINOK-1165.7-132522I[22]cLCB10FX-MINOK-1311.51-132522J[23]cLCB10FX-MINOK-1061.47-132523I[23]cLCB10FX-MINOK-1208.35-132523J[24]cLCB10FX-MINOK-977.603-132524I[24]cLCB10FX-MINOK-1297.56-132524J[25]cLCB10FX-MINOK-1002.34-1325128
装订线25I[25]cLCB10FX-MINOK-1353.69-132525J[26]cLCB10FX-MINOK-1003.41-132526I[26]cLCB10FX-MINOK-1270.75-132526J[27]cLCB10FX-MINOK-848.262-132527I[27]cLCB10FX-MINOK-977.542-132527J[28]cLCB10FX-MINOK-540.334-132528I[28]cLCB10FX-MINOK-987.898-132528J[29]cLCB10FX-MINOK-632.468-132529I[29]cLCB10FX-MINOK-1392.99-132529J[30]cLCB10FX-MINOK-1031.25-132530I[30]cLCB10FX-MINOK-1500.24-132530J[31]cLCB10FX-MINOK-1139.43-132531I[31]cLCB10FX-MINOK-1161.07-132531J[32]cLCB10FX-MINOK-931.744-132532I[32]cLCB10FX-MINOK-1113.47-132532J[33]cLCB10FX-MINOK-854.703-132533I[33]cLCB10FX-MINOK-932.645-132533J[34]cLCB10FX-MINOK-734.528-132534I[34]cLCB10FX-MINOK-712.078-132534J[35]cLCB10MY-MINOK-537.546-132535I[35]cLCB10MY-MINOK-456.14-132535J[36]cLCB10MY-MINOK-316.75-132536I[36]cLCB10MY-MINOK-353.736-132536J[37]cLCB10MY-MINOK-231.054-132537I[37]cLCB10MY-MINOK-253.341-132537J[38]cLCB10MY-MINOK-140.371-132538I[38]cLCB10MY-MINOK-184.207-132538J[39]cLCB10MY-MINOK-84.341-132539I[39]cLCB10MY-MINOK-61.0266-132539J[40]cLCB10MY-MINOK-11.3655-132540I[40]cLCB10MY-MINOK-22.5356-132540J[41]cLCB10MY-MINOK-35.777-132541I[41]cLCB10MY-MINOK-55.0559-132541J[42]cLCB10MY-MINOK-142.611-132542I[42]cLCB10MY-MINOK-103.677-132542J[43]cLCB10MY-MINOK-211.575-132543I[43]cLCB10MY-MINOK-183.571-132543J[44]cLCB10FX-MINOK-310.301-132544I[44]cLCB10FX-MINOK-268.22-132544J[45]cLCB10FX-MINOK-389.437-132545I[45]cLCB10FX-MINOK-150.007-1325128
装订线45J[46]cLCB10FX-MINOK-260.106-132546I[46]cLCB10MY-MAXOK-242.388-132546J[47]cLCB10FX-MINOK-426.912-132547I[47]cLCB10MY-MAXOK-721.882-132547J[48]cLCB10MY-MAXOK-687.14-132548I[48]cLCB10MY-MAXOK-450.674-132548J[49]cLCB10MY-MAXOK-687.715-132549I[49]cLCB10MY-MAXOK-445.265-132549J[50]cLCB10FX-MINOK-666.669-132550I[50]cLCB10MY-MAXOK-433.727-132550J[51]cLCB10FX-MINOK-656.985-132551I[51]cLCB10FX-MINOK-421.446-132551J[52]cLCB10FX-MINOK-640.779-132552I[52]cLCB10FX-MINOK-411.664-132552J[53]cLCB10FX-MINOK-620.734-132553I[53]cLCB10FX-MINOK-391.508-132553J[54]cLCB10FX-MINOK-590.526-132554I[54]cLCB10FX-MINOK-377.058-132554J[55]cLCB10FX-MINOK-562.825-132555I[55]cLCB10FX-MINOK-468.058-132555J[56]cLCB10FX-MINOK-654.026-132556I[56]cLCB10FX-MINOK-537.126-132556J[57]cLCB10FX-MINOK-692.716-132557I[57]cLCB10FX-MINOK-342.671-132557J[58]cLCB10FX-MINOK-467.006-132558I[58]cLCB10FX-MINOK-1104.86-132558J[59]cLCB10FX-MINOK-1113.89-132559I[59]cLCB10FX-MINOK-1101.88-132559J[60]cLCB10FX-MINOK-1194.11-132560I[60]cLCB10FX-MINOK-461.897-132560J[61]cLCB10FX-MINOK-338.841-132561I[61]cLCB10FX-MINOK-685.455-132561J[62]cLCB10FX-MINOK-531.566-132562I[62]cLCB10FX-MINOK-647.33-132562J[63]cLCB10FX-MINOK-463.263-132563I[63]cLCB10FX-MINOK-557.078-132563J[64]cLCB10FX-MINOK-372.944-132564I[64]cLCB10FX-MINOK-584.468-132564J[65]cLCB10FX-MINOK-387.188-132565I[65]cLCB10FX-MINOK-614.395-132565J[66]cLCB10FX-MINOK-407.11-1325128
装订线66I[66]cLCB10FX-MINOK-634.223-132566J[67]cLCB10FX-MINOK-416.73-132567I[67]cLCB10FX-MINOK-650.251-132567J[68]cLCB10MY-MAXOK-431.107-132568I[68]cLCB10FX-MINOK-660.72-132568J[69]cLCB10MY-MAXOK-442.441-132569I[69]cLCB10MY-MAXOK-684.386-132569J[70]cLCB10MY-MAXOK-467.014-132570I[70]cLCB10FX-MINOK-288.788-132570J[71]cLCB10MY-MAXOK-150.333-132571I[71]cLCB10FX-MINOK-218.08-132571J[72]cLCB10FX-MINOK-114.675-132572I[72]cLCB10FX-MINOK-386.358-132572J[73]cLCB10FX-MINOK-255.223-132573I[73]cLCB10FX-MINOK-412.272-132573J[74]cLCB10FX-MINOK-266.035-132574I[74]cLCB10FX-MINOK-307.867-132574J[75]cLCB10FY-MAXOK-183.752-132575I[75]cLCB10FY-MAXOK-211.607-132575J[76]cLCB10FY-MAXOK-103.313-132576I[76]cLCB10FY-MAXOK-142.242-132576J[77]cLCB10FY-MAXOK-54.1899-132577I[77]cLCB10FY-MAXOK-35.5258-132577J[78]cLCB10MY-MINOK-23.6581-132578I[78]cLCB10MY-MINOK-12.1655-132578J[79]cLCB10MY-MINOK-63.3864-132579I[79]cLCB10MY-MINOK-86.2555-132579J[80]cLCB10MY-MINOK-187.819-132580I[80]cLCB10MY-MINOK-143.528-132580J[81]cLCB10MY-MINOK-258.41-132581I[81]cLCB10MY-MINOK-236.126-132581J[82]cLCB10MY-MINOK-359.691-132582I[82]cLCB10MY-MINOK-194.146-132582J[83]cLCB10MY-MINOK-322.75-132583I[83]cLCB10MY-MINOK-501.589-132583J[84]cLCB10FX-MINOK-701.895-132584I[84]cLCB10FX-MINOK-661.209-132584J[85]cLCB10FX-MINOK-833.343-132585I[85]cLCB10FX-MINOK-651.683-132585J[86]cLCB10FX-MINOK-860.756-132586I[86]cLCB10FX-MINOK-880.287-1325128
装订线86J[87]cLCB10FX-MINOK-1057.72-132587I[87]cLCB10FX-MINOK-620.147-132587J[88]cLCB10FX-MINOK-846.124-132588I[88]cLCB10FX-MINOK-1034.05-132588J[89]cLCB10FX-MINOK-1399.54-132589I[89]cLCB10FX-MINOK-636.987-132589J[90]cLCB10FX-MINOK-993.173-132590I[90]cLCB10FX-MINOK-544.305-132590J[91]cLCB10FX-MINOK-982.525-132591I[91]cLCB10FX-MINOK-853.005-132591J[92]cLCB10FX-MINOK-1276.23-132592I[92]cLCB10FX-MINOK-1008.51-132592J[93]cLCB10FX-MINOK-1159.41-132593I[93]cLCB10FX-MINOK-1006.29-132593J[94]cLCB10FX-MINOK-1310.37-132594I[94]cLCB10FX-MINOK-985.736-132594J[95]cLCB10FX-MINOK-1216.92-132595I[95]cLCB10FX-MINOK-1067.19-132595J[96]cLCB10FX-MINOK-1310.58-132596I[96]cLCB10FX-MINOK-1168.38-132596J[97]cLCB10FX-MINOK-1312.77-132597I[97]cLCB10FZ-MINOK-1202.46-132597J[98]cLCB10FZ-MINOK-1033.01-132598I[98]cLCB10FX-MINOK-1188.36-132598J[99]cLCB10FX-MINOK-943.28-132599I[99]cLCB10FX-MINOK-1085.13-132599J[100]cLCB10FX-MINOK-846.198-1325100I[100]cLCB10FX-MINOK-1155.09-1325100J[101]cLCB10FX-MINOK-852.592-1325101I[101]cLCB10FX-MINOK-1192.89-1325101J[102]cLCB10FX-MINOK-836.629-1325102I[102]cLCB10FX-MINOK-1096.96-1325102J[103]cLCB10FX-MINOK-765.901-1325103I[103]cLCB10FX-MINOK-988.665-1325103J[104]cLCB10FX-MINOK-667.618-1325104I[104]cLCB10FX-MINOK-868.675-1325104J[105]cLCB10FX-MINOK-574.893-1325105I[105]cLCB10FX-MINOK-921.475-1325105J[106]cLCB10FX-MINOK-611.125-1325106I[106]cLCB10FX-MINOK-824.822-1325106J[107]cLCB10FX-MINOK-500.403-1325128
装订线107I[107]cLCB10FX-MINOK-642.585-1325107J[108]cLCB10FX-MINOK-350.802-1325108I[108]cLCB10FX-MINOK-580.959-1325108J[109]cLCB10FX-MINOK-367.999-1325109I[109]cLCB10FX-MINOK-482.315-1325109J[110]cLCB10MY-MAXOK-441.812-1325110I[110]cLCB10MY-MAXOK-465.298-1325110J[111]cLCB10MY-MAXOK-335.466-1325111I[111]cLCB10FX-MINOK-76.7968-1325111J[112]cLCB10FX-MINOK-129.809-1325112I[112]cLCB10FX-MINOK-83.1236-1325112J[113]cLCB10FX-MINOK-88.1098-1325113I[113]cLCB10FX-MINOK-157.966-1325113J[114]cLCB10FX-MINOK-77.5648-1325114I[114]cLCB10FX-MINOK-487.439-1325114J[115]cLCB10FX-MINOK-268.758-1325115I[115]cLCB10MY-MAXOK-1226.76-1325115J[116]cLCB10MY-MAXOK-1156.15-1325116I[116]cLCB10MY-MAXOK-1164.52-1325116J[117]cLCB10FX-MAXOK-1190.16-13257.2.3使用阶段混凝土受压区混凝土最大压应力验算受压区混凝土的最大压应力（1）（2）式中—由预加力产生的混凝土法向拉应力—混凝土法向压应力；MK—按荷载标准值组合计算的弯矩值；N使用阶段正截面压应力验算表7-4单元类型验算Sig_MAX(kN/m^2)Sig_ALW(kN/m^2)1FX-MINOK8474.786162002FX-MINOK9691.87316200128
装订线3MY-MAXOK9690.868162004MY-MAXOK10036.04162005MY-MAXOK11567.44162006MY-MAXOK10974.82162007MY-MAXOK12027.35162008MY-MAXOK11610.37162009MY-MAXOK12601.611620010MY-MAXOK11967.431620011MY-MAXOK12919.561620012MY-MAXOK12919.661620013MY-MAXOK13674.891620014MY-MAXOK13574.951620015MY-MAXOK13874.541620016MY-MAXOK15041.141620017MY-MAXOK13127.861620018MY-MAXOK11858.361620019MY-MAXOK12890.281620020MY-MAXOK11925.131620021MY-MAXOK12319.021620022MY-MAXOK11184.031620023MY-MAXOK11578.411620024MY-MINOK11762.611620025MY-MINOK11727.981620026MY-MINOK12419.191620027MY-MINOK12485.161620028MY-MINOK13094.871620029MY-MINOK13139.831620030MY-MINOK13652.351620031MY-MINOK13681.471620032MY-MINOK14075.621620033MY-MINOK13795.581620034MY-MINOK14175.741620035MY-MINOK13899.511620036MY-MINOK14202.531620037MY-MINOK14068.961620038MY-MINOK14304.241620039MY-MINOK14109.841620040MY-MINOK14822.671620041MY-MINOK14822.671620042MY-MINOK14050.91620043MY-MINOK14257.0416200128
装订线44MY-MINOK13846.831620045MY-MINOK139781620046MY-MINOK13475.21620047MY-MINOK13745.341620048MY-MINOK13118.81620049FX-MINOK13390.811620050FX-MINOK12678.621620051MY-MAXOK12648.721620052MY-MAXOK11830.071620053MY-MAXOK11789.111620054MY-MAXOK11199.391620055MY-MAXOK10926.131620056MY-MAXOK10702.921620057MY-MAXOK9956.3671620058MY-MAXOK10508.371620059MY-MAXOK9568.281620060MY-MAXOK10634.421620061MY-MAXOK10049.021620062MY-MAXOK11084.481620063MY-MAXOK9939.9121620064MY-MAXOK11013.171620065MY-MAXOK10887.171620066MY-MAXOK11272.81620067MY-MAXOK11119.341620068MY-MAXOK12068.051620069MY-MAXOK11892.81620070MY-MAXOK12613.291620071MY-MAXOK11916.281620072MY-MINOK12508.41620073MY-MINOK11765.421620074MY-MINOK12226.591620075MY-MINOK11994.081620076MY-MINOK11809.861620077MY-MINOK12471.621620078MY-MINOK12189.971620079MY-MINOK12189.851620080MY-MINOK12222.111620081MY-MINOK11995.041620082MY-MINOK12630.021620083MY-MINOK11984.211620084MY-MINOK12540.6216200128
装订线85MY-MINOK11830.781620086MY-MINOK12305.791620087MY-MINOK11560.831620088MY-MINOK11932.561620089MY-MINOK11643.181620090MY-MINOK11564.921620091MY-MINOK11565.051620092MY-MINOK11891.551620093MY-MINOK12006.921620094MY-MINOK11640.231620095MY-MINOK12414.311620096MY-MINOK11950.851620097FX-MINOK12693.71620098FX-MINOK12081.931620099MY-MAXOK13127.2816200100MY-MAXOK12588.9116200101MY-MAXOK12898.5616200102MY-MAXOK11900.9116200103MY-MAXOK11985.1316200104MY-MAXOK10900.9416200105MY-MAXOK11505.5916200106MY-MAXOK10942.3216200107MY-MAXOK11985.1316200108MY-MAXOK10900.9416200109MY-MAXOK11505.5916200110MY-MAXOK10942.3216200111MY-MAXOK11082.816200112MY-MAXOK11175.6716200113MY-MAXOK10387.3816200114MY-MAXOK10939.1316200115MY-MAXOK10551.6616200116MY-MAXOK9850.969162007.2.4预应力钢筋中的拉应力验算(1)（2）式中——预应力钢筋弹性模量与混凝土弹性模量的比值；128
装订线——受拉区预应力钢筋扣除全部预应力损失后的有效应力；——混凝土法向拉应力，——预应力钢筋应力。7.3挠度计算主梁计算跨径，C50混凝土弹性模量，本设计为简化计算，取梁1/4跨处截面的换算惯性矩作为全梁的平均值来计算。在跨中处有短期荷载引起的挠度为；,满足规范要求。7.4局部承压承载力验算本设计中锚具采用OVM15-19型锚，锚垫板尺寸如下所示，锚板，，螺旋筋，安装孔距230mm,以上各参数见图7-1所示。图7-1OVM15锚固体系构造图7.4.1截面尺寸验算根据《公路桥规》5.7.1条规定，局部受压的截面尺寸应满足下式的要求。128
装订线根据张拉端锚具有关参数和有限元模型计算有关结果，得到局部承压计算公式中的参数数值如下：，,,，张拉时混凝土强度为设计强度的90%，近似取。故由以下验算:可得：计算表明，局部受压区的截面尺寸符合规范的要求。7.4.2局部承压承载力验算局部承压承载力应满足下式的要求。由计算得到的数值为：，128
装订线，，，取。故:则：计算结果表明局部承压承载力满足要求。128
装订线第八章主梁桥面板计算8.1主梁桥面板按单向板计算根据《公桥规》4.1.1条规定，因长边与短边之比为60/6.4=9.37>2,故按单向板计算。8.1.1恒载内力以纵向取1m的板条计算每延米板的恒载g：桥面铺装g1：将承托的面积平摊于桥面板上,则：主梁的自重g2：横载合计为：（1）计算计算跨径：m则取l=6.164m，恒载作用于每米宽板上的弯矩为：（2）计算，恒载作用于每米宽板条上的剪力为：8.1.2活载内力公路-I级车辆荷载后轮轴重P=140kN，由《桥规》查得，车辆荷载的后轮着地长度为,宽度为。128
装订线板上荷载分布为：有效分布宽度计算：（两后轮轴距）两后轮有效分布宽度发生重叠，应一起计算其有效分布宽度。纵向2个车轮对于单向板跨中与支点的有效分布宽度分别为：因所以：说明支点处有效分布宽度并无重叠。可得板的有效分布宽度图，在影响线上进行最不利情况的加载，利用结构力学计算得出简支单向板的内力。如图8-1所示：；；图8-1主梁桥面板计算作用于每米宽板条上的弯矩为：128
装订线作用于每米宽板条上的剪力为：内力组合：由于,所以：跨中弯矩：支点弯矩：8.2悬臂板的设计弯矩计算根据《公桥规》条文说明第4.1.5条规定：当悬壁板长度时，悬臂根部负弯矩约为按规范计算方法的1.15~1.30倍。该悬臂板长度,取1.2倍。8.2.1恒载内力以纵向梁宽为1m的板梁计算每延米板上的恒载g：桥面铺装g1：128
装订线人行道及栏杆：主梁的自重：合计为：每米宽板条的恒载内力：弯矩：剪力：8.2.2活载产生的内力一个车轮荷载对于悬臂根部的有效分布宽度为：（两后轮轴距）后轮的有效分布宽度发生重叠，应一起计算其有效分布宽度。车辆荷载纵向2个车轮对于悬臂板根部的有效分布宽度为：有效分布宽度见图8-2。图8-2主梁悬臂板计算作用于每米宽板条上的弯矩为：128
装订线作用于每延米宽板上的剪力为：8.2.3行车道板的内力故箱形梁腹板顶板处的设计弯矩为：箱形梁顶板中间截面的设计弯矩为：支点处的设计剪力为：8.3桥面板配筋8.3.1支点处截面配筋，沿纵向取1m宽板条计算混凝土强度等级C50，钢筋采用HRB335，查表得：。128
装订线截面的计算高度为：将各个参数代入上式方程，即：解得：则：所以取：。8.3.2跨中出配筋，沿纵向取1m宽板条计算将各个参数代入上式方程，即：解得：则：128
装订线所以取：。8.3.3抗剪计算故无需再进行专门的配筋计算。128
装订线参考文献1、叶见曙.结构设计原理（第二版）.北京:人民交通出版社,2005.2、姚玲森.桥梁工程（第三版）.北京:人民交通出版社,2008.4、王晓谋.基础工程（第四版）.北京:人民交通出版社,2010.5、高冬光，王亚玲.桥涵水文（第四版）.北京:人民交通出版社,2008.6、叶见曙，郝宪武，安琳.结构设计原理计算示例.北京:人民交通出版社,2007.7、闫志刚.钢筋混凝土及预应力混凝土简支梁桥结构设计.北京：机械工业出版社,2009.8、易建国.混凝土简支梁（板）桥（第三版）.北京：人民交通出版社,2006.9、公路桥涵设计手册梁桥(上下册).10、公路桥梁通用图(箱梁系列)编号20-04装配式预应力混凝土箱形连续梁桥上部构造.11、桥梁预应力混凝土施工技术及标准规范实施手册.12、最新桥梁设计实用手册.13、徐岳等_预应力混凝土连续梁桥设计：原理、方法及实例.14、STANDARDSPECIFICATIONSFORCONSTRUCTIONANDMAINTENANCEOFHIGHWAYS,STREETS,ANDBRIDGES15、AASHTOLRFD2007SI(4thEdition)(fulledition).128
装订线外文原文400ITEMS—STRUCTURESITEM400EXCAVATIONANDBACKFILLFORSTRUCTURES400.1.Description.Excavateforplacementandconstructionofstructuresandbackfillstructures.Cutandrestorepavement.400.2.Materials.UsematerialsthatmeettherequirementsofthefollowingItems:*Item401,“FlowableBackfill”*Item421,“HydraulicCementConcrete”*DMS-4600,“HydraulicCement.”400.3.Construction.A.Excavation.1.General.Excavatetothelinesandgradesshownontheplansorasdirected.Provideslopes,benching,sheeting,bracing,pumping,andbailingasnecessarytomaintainthestabilityandsafetyofexcavationsupto5ft.deep.Excavationprotectionforexcavationsdeeperthan5ft.aregovernedbyItem402,“TrenchExcavationProtection,”andItem403,“TemporarySpecialShoring.”UsesatisfactoryexcavatedmaterialasbackfillorasembankmentfillinaccordancewithItem132,“Embankment.”Disposeofmaterialnotincorporatedintothefinalprojectofftherightofwayinaccordancewithfederal,state,andlocalregulations.Whenexcavatingforinstallationofstructuresacrossprivatepropertyorbeyondthelimitsoftheembankment,keepanytopsoilremovedseparate,andreplaceit,asnearlyasfeasible,initsoriginalposition.Restoretheareatoanacceptablecondition.ExcavatedrilledshaftsinaccordancewithItem416,“DrilledShaftFoundations.”a.Obstructions.Removeobstructionstotheproposedconstruction,includingtreesandothervegetation,debris,andstructures,overthewidthoftheexcavationtoadepthof1ft.belowthebottomofexcavation.Ifabandonedstormdrains,sewers,orotherdrainagesystemsareencountered,removeasrequiredtoclearthenewstructure,andpluginanapprovedmanner.Afterremovingobstructions,restorethebottomoftheexcavationtogradebybackfillinginaccordancewiththisItem.Disposeofsurplusmaterialsinaccordancewith128
装订线federal,state,andlocalregulations.b.ExcavationinStreets.Whenstructuresareinstalledinstreets,highways,orotherpavedareas,cutpavementandbasetoneatlines.Restorepavementstructureaftercompletionofexcavationandbackfilling.MaintainandcontroltrafficinaccordancewiththeapprovedtrafficcontrolplanandtheTMUTCD.c.Utilities.ComplywiththerequirementsofArticle7.12,“ResponsibilityforDamageClaims.”Conductworkwithminimumdisturbanceofexistingutilities,andcoordinateworkinornearutilitieswiththeutilityowners.Informutilityownerssufficientlybeforeworkbeginstoallowthemtimetoidentify,locate,reroute,ormakeotheradjustmentstoutilitylines.Avoidcuttingordamagingundergroundutilitylinesthataretoremaininplace.Ifdamageoccurs,promptlynotifytheutilitycompany.Ifanactivesanitarysewerlineisdamagedduringexcavation,providetemporaryflumesacrosstheexcavationwhileopen,andrestorethelineswhenbackfillinghasprogressedtotheoriginalbeddinglinesofthecutsewer.d.De-Watering.Donotconstructorplacestructuresinthepresenceofwaterunlessapproved.Placeprecastmembers,pipe,andconcreteonlyonadry,firmsurface.Removewaterbybailing,pumping,well-pointinstallation,deepwells,underdrains,orotherapprovedmethod.Ifstructuresareapprovedforplacementinthepresenceofwater,removestandingwaterinamannerthatdoesnotallowwatermovementthroughoralongsideconcretebeingplaced.Donotpumporbailwhileplacingstructuralconcreteorforaperiodofatleast36hr.thereafterunlessfromasuitablesumpseparatedfromtheconcretework.Pumporbailduringplacementofsealconcreteonlytotheextentnecessarytomaintainastaticheadofwaterwithinthecofferdam.Donotpumporbailtode-waterinsideasealedcofferdamuntilthesealhasagedatleast36hr.Ifthebottomofanexcavationcannotbede-wateredtothepointthatthesubgradeisfreeofmudoritisdifficulttokeepreinforcingsteelclean,placeastabilizingmaterialinthebottomoftheexcavation.Stabilizingmaterialmaybeflexiblebase,cement-stabilizedbaseorbackfill,leanconcrete,orotherapprovedmaterial.Ifleanconcreteisused,provideconcretewithatleast275lb.ofcementpercubicyard,andplacetoaminimumdepthof3in.StabilizingmaterialplacedfortheconvenienceoftheContractorwillbeattheContractor’sexpense.2.BridgeFoundationsandRetainingWalls.Donotdisturbmaterialbelowthebottomoffootinggrade.Donotbackfilltocompensateforexcavationthathasextendedbelowgrade.Ifexcavationoccursbelowtheproposedfootinggrade,filltheareawithconcreteatthetimethefootingisplaced.TheadditionalconcreteplacedwillbeattheContractor’sexpense.Ifrequested,takecorestodeterminethecharacterofthesupportingmaterials.Provideanintactsampleadequatetojudgethecharacterofthefoundingmaterial.Takethesecoreswhentheexcavationisclosetocompletion.Coresshouldbeapproximately128
装订线5ft.deeperthantheproposedfoundinggrade.Ifthefoundingstratumisrockorotherhardmaterial,removeloosematerial,clean,andcuttoafirmsurfacethatislevel,stepped,orserrated,asdirected.Cleanoutsoftseams,andfillwithconcreteatthetimethefootingisplaced.Ifthematerialatthefootinggradeofaretainingwall,bridgebent,orpierisamixtureofcompressibleandincompressiblematerial,donotplacethefoundationuntiltheEngineerhasinspectedtheexcavationandauthorizedchangeshavebeenmadetoprovideauniformbearingcondition.3.Cofferdams.Theterm“cofferdam”designatesanytemporaryorremovablestructureconstructedtoholdsurroundingearth,water,orbothoutoftheexcavationwhetherthestructureisformedofsoil,timber,steel,concrete,oracombinationofthese.Cofferdamsmayrequiretheuseofpumpingwellsorwellpointsforde-watering.Forsheet-pileorothertypesofcofferdamsrequiringstructuralmembers,submitdetailsanddesigncalculationsbearingthesealofalicensedprofessionalengineerforreviewbeforeconstructingthecofferdam.TheDepartmentreservestherighttorejectdesigns.DesignstructuralsystemstocomplywiththeAASHTOStandardSpecificationsforHighwayBridgesorAASHTOLRFDBridgeDesignSpecifications.Interiordimensionsofcofferdamsmustprovidesufficientclearancefortheconstruction,inspection,andremovalofrequiredformsand,ifnecessary,sufficientroomtoallowpumpingoutsidetheforms.Ingeneral,extendsheet-pilecofferdamswellbelowthebottomofthefootings,andmakeconcretesealsaswellbracedandwatertightaspracticable.Forfoundationseals,useClassEconcreteunlessotherwisespecified.PlaceconcretefoundationsealsinaccordancewithItem420,“ConcreteStructures.”SealsplacedfortheconvenienceoftheContractorwillbeattheContractor’sexpense.WhentheEngineerjudgesittobeimpracticaltode-waterinsideacofferdamandaconcretesealistobeplacedaroundpilingdrivenwithinthecofferdam,maketheexcavationdeepenoughtoallowforswellingofthematerialatthebaseoftheexcavationduringpile-drivingoperations.Afterdrivingthepiling,removeswellingmaterialtothebottomofthesealgrade.Whereitispossibletode-waterinsidethecofferdamwithoutplacingaseal,removethefoundationmaterialtoexactfootinggradesafterdrivingpiling.Donotbackfillafoundationtocompensateforexcavationthathasbeenextendedbelowgrade;fillsuchareasbelowgradewithconcreteatthetimethesealsorfootingsareplaced.Unlessotherwiseprovided,removecofferdamsaftercompletingthesubstructurewithoutdisturbingordamagingthestructure.4.CulvertsandStormDrains.Whenthedesignrequiresspecialbeddingconditionsforculvertsorstormdrains,anexcavationdiagramwillbeshownontheplans.Donotexceedtheselimitsofexcavation.Unlessotherwiseshownontheplans,constructpipestructuresinanopencutwithverticalsidesextendingtoapoint1ft.abovethepipe.Whensiteconditionsortheplansdonotprohibitslopingthecut,theexcavationmaybesteppedorlaidbacktoastableslopebeginning1ft.abovethepipe.Maintainthestabilityoftheexcavationthroughouttheconstructionperiod.Forpipetobeinstalledinfillabovenaturalground,constructthe128
装订线embankmenttoanelevationatleast1ft.abovethetopofthepipe,andthenexcavateforthepipe.a.UnstableMaterial.Whenunstablesoilisencounteredatestablishedfootinggrade,removethematerialtoadepthofnomorethan2ft.belowthegradeofthestructureunlesstheEngineerauthorizesadditionaldepth.Replacesoilremovedwithstablematerialinuniformlayersatmost8in.deep(loosemeasurement).Eachlayermusthaveenoughmoisturetobecompactedbyrollingortampingasrequiredtoprovideastablefoundationforthestructure.Whenitisnotfeasibletoconstructastablefoundationasoutlinedabove,usespecialmaterialssuchasflexiblebase,cement-stabilizedbase,cement-stabilizedbackfill,orotherapprovedmaterial.b.IncompressibleMaterial.Ifrock,partrock,orotherincompressiblematerialisencounteredatestablishedfootinggradewhileplacingprefabricatedelements,removetheincompressiblematerialto6in.belowthefootinggrade,backfillwithanapprovedcompressiblematerial,andcompactinaccordancewithSection400.3.C,“Backfill.”B.ShapingandBedding.Forprecastboxsections,placeatleast2in.offinegranularmaterialonthebaseoftheexcavationbeforeplacingtheboxsections.Forpipeinstallations,usebeddingasshowninFigure1.UseClassCbeddingunlessotherwiseshownontheplans.TheEngineermayrequiretheuseofatemplatetosecurereasonablyaccurateshapingofthefoundationmaterial.Wherecement-stabilizedbackfillisindicatedontheplans,undercuttheexcavationatleast4in.andbackfillwithstabilizedmaterialtosupportthepipeorboxattherequiredgrade.128
装订线Figure1Beddingdiagrams.C.Backfill.1.General.Assoonaspractical,backfilltheexcavationafterplacementofthepermanentstructure.Usebackfillfreefromstoneslargeenoughtointerferewithcompaction;largeorfrozenlumpsthatwillnotbreakdownreadilyundercompaction;andwoodorotherextraneousmaterial.Obtainbackfillmaterialfromexcavationorfromothersources.Inareasnotsupportingacompletedroadbed,retainingwall,orembankment,placebackfillinlayersatmost10in.deep(loosemeasurement).Inareassupportingaportionofaroadbed,retainingwall,orembankment,placebackfillinuniformlayersatmost8in.deep(loosemeasurement).Compacteachlayertomeetthedensityrequirementsoftheroadbed,retainingwall,embankmentmaterial,orasshownontheplans.Bringeachlayerofbackfillmaterialtothemoisturecontentneededtoobtaintherequireddensity.Usemechanicaltampsorrammerstocompactthebackfill.Rollersmaybeusedtocompactbackfilliffeasible.Cohesionlessmaterialssuchassandmaybeusedforbackfilling.Compactcohesionlessmaterialsusingvibratoryequipment,water-128
装订线ponding,oracombinationofboth.2.BridgeFoundations,RetainingWalls,andBoxCulverts.DonotplacebackfillagainstthestructureuntiltheconcretehasreachedthedesignstrengthrequiredinItem421,“HydraulicCementConcrete.”BackfillretainingwallswithmaterialmeetingtherequirementsofItem423,“RetainingWalls.”Backfillaroundbridgefoundationsandculvertsusingmaterialwithnoparticlesmorethan4in.ingreatestdimensionandwithagradationthatpermitsthoroughcompaction.Rockorgravelmixedwithsoilmaybeusedifthepercentageoffinesissufficienttofillallvoidsandensureauniformandthoroughlycompactedmassofproperdensity.Wherebackfillmaterialisbeingplacedtooclosetothestructuretopermitcompactionwithbladingandrollingequipment,usemechanicaltampsandrammerstoavoiddamagetothestructure.Avoidwedgingactionofbackfillagainststructures.Topreventsuchaction,steporserrateslopesboundingtheexcavation.Placebackfilluniformlyaroundbridgefoundations.Placebackfillalongbothsidesofculvertsequallyandinuniformlayers.TheEngineermayrequirebackfillingofstructuresexcavatedintohard,erosion-resistantmaterial,andsubjecttoerosiveforces,withstoneorleanconcrete.Boxculvertsmaybeopenedtotrafficassoonassufficientbackfillandembankmenthasbeenplacedoverthetoptoprotectculvertsagainstdamagefromheavyconstructionequipment.RepairdamagetoculvertcausedbyconstructiontrafficatnoadditionalexpensetotheDepartment.3.Pipe.Afterinstallingbeddingandpipeasrequired,bringbackfillmaterialtothepropermoistureconditionandplaceitequallyalongbothsidesofthepipeinuniformlayersatmost8in.deep(loosemeasurement).Compacteachliftmechanically.Thoroughlycompactmaterialsplacedunderthehaunchesofthepipetopreventdamageordisplacementofthepipe.Continuetoplacebackfillinthismannertothetop-of-pipeelevation.PlaceandcompactbackfillabovethetopofthepipeinaccordancewithSection400.3.C.1,“General.”TheEngineermayrejectbackfillmaterialcontainingmorethan20%byweightofmaterialretainedona3-in.sieve;withlargelumpsnoteasilybrokendown;orthatcannotbespreadinlooselayers.MaterialexcavatedbyatrenchingmachinewillgenerallymeettherequirementsofthisSectionaslongaslargestonesarenotpresent.Wherepipeextendsbeyondthetoeofslopeoftheembankmentandthedepthofcoverprovidedbybackfilltotheoriginalgroundlevelislessthantheminimumrequiredbythespecificationsforthetypeofpipeinvolved,placeandcompactadditionalmaterialuntiltheminimumcoverhasbeenprovided.4.Cement-StabilizedBackfill.Whenshownontheplans,backfilltheexcavationtotheelevationsshownwithcement-stabilizedbackfill.Usecement-stabilizedbackfillthatcontainsaggregate,water,andaminimumof7%hydrauliccementbasedonthedryweightoftheaggregate,inaccordancewithTex-120-E.Usecleansandasaggregateforcement-stabilizedbackfillunlessotherwiseshownontheplans.Useonlyapprovedaggregate.Placecement-stabilizedbackfillequallyalongthesidesofstructurestopreventstrainonordisplacementofthestructure.Fillvoidswhenplacingcement-stabilizedbackfill.Usehandoperatedtampersifnecessarytofillvoids.128
装订线5.FlowableBackfill.Whenshownontheplans,backfilltheexcavationwithflowablebackfilltotheelevationsshown.Preventthestructurefrombeingdisplacedduringtheplacementoftheflowablefill,andpreventflowablefillfromenteringculvertsanddrainagestructures.400.4.Measurement.ThisisaplansquantitymeasurementItem.Thequantitytobepaidisthequantityshownintheproposal,unlessmodifiedbyArticle9.2,“PlansQuantityMeasurement.”Additionalmeasurementsorcalculationswillbemadeifadjustmentsofquantitiesarerequired.A.StructuralExcavation.Unlessshownontheplansasapayitem,structuralexcavationquantitiesshownareforinformationpurposesonly.Whenstructuralexcavationisspecifiedasapayitem,structuralexcavationforpipeheadwalls,inlets,manholes,culvertorstormdrainextensionslessthan15ft.long,bridgeabutments,retainingwalls,andsideroadandprivateentrancepipeculvertswillnotbemeasured.Noallowancewillbemadeforvariancefromplansquantityincurredbyanalternatebid.Whenspecifiedasapayitem,structuralexcavationwillbemeasuredbythecubicyardascomputedbytheaverageendareasmethod.ExcavationdiagramsontheplanstakeprecedenceovertheprovisionsofthisArticle.1.BoundariesofMeasurement.a.Pipe.(1)Pipeupto42Inches.Forpipe42in.orlessinnominalorequivalentdiameter,nomaterialoutsideofverticalplanes1ft.beyondandparalleltothehorizontalprojectionoftheoutsidesurfacesofthepipewillbeincluded.(2)PipeLargerthan42Inches.Forpipeslargerthan42-in.nominalorequivalentdiameter,nomaterialoutsideofverticalplaneslocated2ft.beyondandparalleltothehorizontalprojectionoftheoutsidesurfacesofthepipewillbeincluded.Quantitiesforexcavationinfillabovenaturalgroundinclude1ft.abovethetopofthepiperegardlessoftheheightofcompletedfill.Excavationforpipewillbemeasuredbetweentheextremeendsofthecompletedstructureincludingendappurtenancesasshownontheplansandfromcenterlinetocenterlineofinlets,manholes,etc.b.StructuralPlateStructures.Nomaterialoutsideofverticalplanes3ft.beyondandparalleltothehorizontalprojectionoftheoutsidesurfacesofthestructurewillbeincluded.Whenthequalityoftheexistingsoilorembankmentislessthanthatoftheproposedbackfillmaterial,thelimitsofmeasurementwillbeextendedtoverticalplaneslocated1/2ofthespanbeyondthehorizontalprojectionoftheoutsidesurfacesofthestructure.c.Footings,Walls,Boxes,andOtherExcavation.Nomaterialoutsideofverticalplanes1ft.beyondandparalleltotheedgesofthefootingsoroutsidewallswillbeincludedwhetherornotacofferdamorshoringisused.Whenplansprovidetheoptionofcast-in-placeorprecastboxes,measurementwillbebasedonthecast-in-placeoption.Whereexcavationinadditiontothatallowedforthefootingsisrequiredforotherportionsofthestructure,measurementfortheadditionalexcavationwillbelimitedlaterallybyverticalplanes1ft.beyondthefaceofthememberandparalleltoit,andverticallytoa128
装订线depthof1ft.belowthebottomofthemember.d.ExcavationnearRoadwaysandChannels.Atstructuresitesotherthanculvertsandpipeexcavations,themeasurementofstructuralexcavationwillincludeonlymaterialbeloworoutsidethelimitsofthecompletedroadorchannelexcavation.RoadwayandchannelexcavationwillbepaidunderItem110,“Excavation.”Forculvertsexceptsideroadandprivateentranceculverts,excavationwithinthelimitsofthestructureandbeloworoutsidethelimitsofthecompletedroadwayexcavationwillbemeasuredasstructuralexcavation.2.Falsework.NomeasurementwillbemadeforexcavationnecessaryforplacingformsorfalseworkthatexceedsthelimitsgiveninSection400.4.B.1,“BoundariesofMeasurement.”3.Swelling.Measurementwillnotincludematerialsremovedbelowfootinggradestocompensateforanticipatedswellingduetopiledriving,norwillitincludematerialrequiredtoberemovedduetoswellingbeyondthespecifiedlimitsduringpiledrivingoperations.4.Cave-ins.Measurementwillnotincludeadditionalvolumecausedbyslips,slides,cave-ins,silting,orfillmaterialresultingfromtheactionoftheelementsortheContractor’soperation.5.Undercut.Whererockorotherincompressibleorunstablematerialisundercuttoprovideasuitablefoundationforpipeorboxsections,suchmaterialbelowgradedirectedtoberemovedwillbemeasuredforpayment.6.GradeChange.Additionalmeasurementwillbemadeofthevolumeofexcavationinvolvedintheloweringorraisingoftheelevationofafooting,foundation,orstructureunit,whensuchgradechangeisauthorized.B.Cement-StabilizedBackfill.Cement-stabilizedbackfillwillbemeasuredbythecubicyardasshownontheplans.C.CuttingandRestoringPavement.Cuttingandrestoringpavementwillbemeasuredbythesquareyardasshownontheplans.Excavationbelowpavementorbasewillbemeasuredasstructuralexcavationofthepertinenttype.400.5.Payment.A.StructuralExcavation.Unlessspecifiedasapayitem,structuralexcavationandbackfillperformedandmaterialfurnishedinaccordancewiththisItemwillnotbepaidfordirectlybutaresubsidiarytopertinentItems.Whenstructuralexcavationisspecifiedasapayitem,theexcavationandbackfillworkperformedandmaterialsfurnishedwillbepaidforattheunitpricebidfor“StructuralExcavation,”“StructuralExcavation(Box),”“StructuralExcavation(Pipe),”and“StructuralExcavation(Bridge).”Thispriceincludesconcretetocompensateforexcavationthathasextendedbelowgradeforbridgefoundationsandretainingwalls,andbackfillingandcompactingareasthatwereremovedaspartofstructuralexcavation.Cofferdamsorothermeasuresnecessaryforsupportingexcavationslessthan5ft.deepwillnotbemeasuredorpaidfordirectlybutwillbesubsidiarytotheContract.128
装订线Foundationsealconcreteforcofferdams,whenrequiredbytheEngineer,willbepaidforasprovidedinthepertinentItems.IfnodirectmethodofpaymentisprovidedintheContract,theworkwillbemeasuredandpaidforinaccordancewithArticle9.4,“PaymentforExtraWork.”SealplacedfortheconvenienceoftheContractorwillnotbepaidfor.Unlessotherwiseprovided,stoneorleanconcretebackfillaroundstructuresasprovidedforinSection400.3.C.2,“BridgeFoundations,RetainingWalls,andCulverts,”willbemeasuredandpaidforasextraworkinaccordancewithArticle9.4.Whenstructuralexcavationisspecifiedasapayitem,apartialpaymentof50%ofthebidpricewillbemadeforstructuralexcavationcompletedtothesatisfactionoftheEngineerbutnotbackfilled.Theremainingamountwillbepaiduponcompletionofbackfilling.WhentheContractorelectstoexcavatebeyondplanrequirements,nomeasurementwillbemadeoftheadditionalvolume.B.RemovalandReplacementofUnsuitableorIncompressibleMaterial.Removalandreplacementofmaterialwillbepaidforifdirected.RemovalandreplacementofmaterialorplacementofspecialmaterialmadenecessarybythesofteningoffoundingmaterialduetotheContractor’ssequenceofworkoroperation,willbeattheContractor’sexpense.SpecialmaterialusedoradditionalexcavationmadefortheContractor’sconveniencewillnotbepaidfor.1.StructuralExcavationasaPayItem.Wherespecialmaterialsarenotrequiredorspecified,paymentfortheremovalandreplacementofunstableorincompressiblematerialwillbemadeatapriceequalto200%oftheunitpricebidpercubicyardforStructuralExcavation.WhentheContractorelectstoremoveandreplacematerialdeeperthandirected,nomeasurementwillbemadeonthatportionbelowthedirectedelevation.Thispriceisfullcompensationforremovingtheunstableorincompressiblematerial;furnishing,hauling,placing,andcompactingsuitablereplacementmaterial;andequipment,labor,tools,andincidentals.WhentheplansspecifyorwhentheEngineerdirectstheuseofspecialmaterialssuchasflexiblebase,cement-stabilizedbase,cement-stabilizedbackfill,orotherspecialmaterial,paymentforexcavationbelowfootinggradeswillbemadeattheunitpricebidforStructuralExcavation.Paymentforfurnishing,hauling,placing,andcompactingtheflexiblebase,cement-stabilizedbase,cement-stabilizedbackfill,orotherspecialmaterialswillbemadeattheunitpricebidfortheseitemsintheContract,or,iftherequiredmaterialisnotabiditem,inaccordancewithArticle9.4,“PaymentforExtraWork.”2.StructuralExcavationNotaPayItem.Wherespecialmaterialsforbackfillarenotrequiredorspecified,paymentfortheauthorizedremovalandreplacementofunstableorincompressiblematerialwillbemeasuredandpaidforat$15percubicyardofmaterialremoved.Thispriceisfullcompensationforremovingtheunstableorincompressiblematerial;furnishing,hauling,placing,andcompactingsuitablereplacementmaterial;andequipment,labor,tools,andincidentals.WhentheplansspecifyorwhentheEngineerdirectstheuseofspecialmaterialssuchasflexiblebase,cement-stabilizedbase,cement-stabilizedbackfill,orotherspecialmaterial,excavationbelowthefootinggradeswillbepaidforat$10percubicyard.Paymentforfurnishing,hauling,placing,and128
装订线compactingtheflexiblebase,cement-stabilizedbase,cement-stabilizedbackfill,orotherspecialmaterialswillbemadeattheunitpricebidfortheseItems,or,iftherequiredmaterialisnotabidItem,inaccordancewithArticle9.4,“PaymentforExtraWork.”C.LoweringofaStructureFoundation.IftheEngineerrequiresastructurefoundationtobeloweredtoanelevationbelowthegradeshownontheplans,overexcavationwillbepaidinaccordancewithTable1.Table1PaymentforRequiredOverexcavationVarianceofrevisedfootinggradefromplangradePaymenttermsVarianceofrevisedfootinggradefromplangrade“StructuralExcavation”isabiditem“StructuralExcavation”isnotabiditemUptoandincluding5ft.Unitpriceequalto115%ofunitpricebidfor“StructuralExcavation”$10percubicyardOver5ft.upto10ft.Unitpriceequalto125%ofunitpricebidfor“StructuralExcavation”$12percubicyardOver10ft.InaccordancewithArticle9.4,“PaymentforExtraWork”D.Cement-StabilizedBackfill.Cement-stabilizedbackfillwillbepaidforattheunitpricebidfor“CementStabilizedBackfill.”E.CuttingandRestoringPavement.Cuttingandrestoringpavementwillbepaidforattheunitpricebidfor“CuttingandRestoringPavement.”Workdonetorepairdamagetobaseorpavementincurredoutsidethelimitsshownontheplans,orthelimitsauthorizedbytheEngineer,willnotbemeasuredforpayment.Theunitpricesbidarefullcompensationforexcavationincludingremovingobstructionsandpluggingdrainagesystems;beddingandbackfillingincludingplacing,sprinklingandcompactionofmaterial;soundings;cleaningandfillingseams;constructingandremovingcofferdams;de-watering,sheeting,orbracingexcavationsuptoandincluding5ft.deep;pumps;drills;explosives;dispositionofsurplusmaterial;cuttingpavementandbasetoneatlines;andmaterials,hauling,equipment,labor,tools,andincidentals.FlowablebackfillwillbepaidforasprovidedinItem401,“FlowableBackfill.”Protectionmethodsforopenexcavationsdeeperthan5ft.willbemeasuredandpaidforasrequiredunderItem402,“TrenchExcavationProtection,”orItem403,“TemporarySpecialShoring.”128
装订线译文400章节——结构体系结构体系的开挖和回填400.1.概述.安置场地的开挖和结构体系的建造以及结构体系的回填。道路的开挖和修建。400.2.材料.所用材料应符合下列规范：规范:·规范401，“回填物是易流动的”·规范421，“水硬性的水泥混凝土”128
装订线·DMS-4600，“水硬性的水泥。”400.3.建筑物.A.开挖.1.大体上，对于开挖的线型和等级都已计划好或者是有限制的，当开挖长度长度超过5英尺时放坡，台阶开挖，挡土墙，加固装置，灌注和排水都是保证结构稳定和安全的必需采用的措施。当开挖深度超过5英尺时必需采用开挖保护措施。这些在402条款的“槽沟开挖防护”和403条款的“临时特殊支撑”里边都有规定。要用开挖过的材料作为回填和路堤压实的理想材料时应符合132条款“路堤”的规定。把不符合当地规范的材料应及时处理掉，而不应作为工程用料的一部分使用。当进行结构体系安置开挖或者路堤开挖时必须要穿过农田时，应该吧可耕种的表层单独移开，施工结束后尽可能的把它放回原处。使他恢复原来的地质条件。竖井开挖时应符合416条款“竖井基础”有关规定。a.障碍物.在开挖基础底部以下宽度和深度1英尺范围内，应将阻碍建筑物的树，植被，瓦砾碎片和结构物清除掉。如果放弃了雨水沟,下水道或其他排系统时,用合理的方式堵住需要去掉的清楚的新结构。障碍物清除掉以后，开挖底部的恢复按照这一条款逐级回填完成，剩余材料按照政府、州和当地法律处理掉b.街道的开挖.当结构安装在街道、公路、或其他铺砌的区域，减少路面和地基到墙面交界线，开挖和回填完成后恢复路面结构，维护和控制交通按照已批准的交通控制计划和TMUTCD执行。c.公共设备.按照7.12条“责任索赔”的要求,开展工作时对现有公用设施的干扰最小，并协调在或接近其主人公用事业工作，在工作开始前应通知业主以便让他们有足够的时间认识，定位，变更方案，或对公共事业线做其他的调整。避免切割货损换留在原地的地下公共管道，如果发生损坏，及时通知公共事业公司，如果在开挖过程中正在使用的卫生下水道线损坏，在打开的时候，提供临时开挖的水槽，当下水道的回填进行到原始的河床线是就必须修复这些管道。128
装订线d.排水.如果没有允许不要再有水的地方建造或者安置建筑物。把预制构件，管子，水泥放在干燥的地方，封住表面，通过泵，井点降水装置，深井降水，暗沟或其他有效的方法将水排出。如果建筑物允许被建在有水的地方，用不要让水通过或者包围混凝土的方法排掉流动的水。当浇灌结构混凝土时如果不泵送或稀释应至少将其放置36小时，之后如果没有合适排污管道就应将混凝土部分的工作单独隔离开来，当用泵或轨道运输密封混凝土时必需要保持围堰内部静水头压力，直到密封达到36小时的时候才能用泵或管道往密封的围堰里浇水。如果路基开挖底部在浇水时不能使其变成烂泥状或者钢筋很难保持清洁，在开挖底部放置稳定材料，稳定材料或许是柔性地基，水泥稳定地基或者回填，贫混凝土，或者其它合理的材料。如果用到贫混凝土，水泥至少要用每立方275磅，并且浇筑最小厚度是3英寸。为承包方带来便利的稳定材料的费用由承包方负责。2.桥梁基础和挡土墙.在坡度底部不要让材料有所损坏。不要用回填的方法给延长的坡度底部找补，如果开挖是在计划的基脚坡度下面进行，当基础建成时用混凝土填筑这片区域，额外的混凝土使用费用将由承包商负责。如果有必要，应该用实验去探明辅助材料的特点，提供一个能充分证明铸造材料特性的完整的样品，当开挖快要完成时要注意这些问题，核心应该大约5英尺。比被规定的铸造更深入地。如果下地层是岩层或其他坚硬材料，移开软弱层，清扫，并且挖到一个同等高度，梯度，边缘的表面。打扫干净硬度低的缝隙，当基础建成时用混凝土填筑。如果在挡土墙的基脚坡度处，桥弯曲处或桥墩处的材料是可压缩和不可压缩材料的混合材料，当工程师确定开挖和允许的变形已经提供一个不变的支撑条件时才可以安置基础。3.围堰.“围堰”这一术语是指用来包围泥土，水的建筑结构或者是由完全开挖而来不管它是由土、木材、钢、混凝土或这些的组合。围堰有时为了浇水需要使用抽水井或好的测点。因为版桩或围堰的其他类型需要构件，为了检查一遍在围堰建造之前由得到许可的专业工程师递交一份说明和结构支撑计算说明，设计院有权利拒绝设计。结构设计应遵循AASHTO高速公路桥梁标准规范或者AASHTOLRFD桥梁设计标准。围堰的内部尺度一定为构造，检验提供充份的净空，并且去掉需要的结构和在结构之外为抽水提供足够的空间。一般说来，板桩墙围堰设在基础底部，确保混凝土密封时像支撑和水密封的一样可靠。128
装订线对于基础封底，除特殊情况外用E号混凝土，进行混凝土基础封底时遵循420条，“混凝土结构”，封底费用由承包方负责。当工程师判断在围堰内部浇水变得不可行或混凝土封底在围堰内部打桩附近进行时，确保有足够的开挖深度以便在打桩过程中卡开挖底部的材料有足够的膨胀空间。打桩结束后，移除底部的膨胀材料，围堰内部可能需要浇水的地方不要密封，打桩之后将基础材料运输到基础底部，不要为了填筑坡度下面延长的开挖而将基础回填；在密封或者基础建造时在坡度下面用混凝土填筑这块区域。如果没有特殊情况，基础竣工之后拆除围堰并且不要损坏结构。4.涵洞和雨水沟.当涵洞和雨水沟的设计需要特殊基层时，计划书上应有完整的开挖示意图，不要超过限制开挖。除非有特殊情况，建造管结构时在管上部明堑竖直面扩大一英尺的距离。在管上面当基地的条件或者计划不禁止倾斜的这挖方，开挖可能被踏或放置回到一个稳定的斜坡开始1英尺。当开挖通过结构物时保持稳定性，因为管在自然地面上面的填土中被安装，路堤建造至少在管道上部一英尺的地方，然后开挖管道。a.不稳定材料.当确定的基脚坡度遇到不稳定的土，如果工程师没有提出其它深度在结构坡度下面深度不超过2英尺的范围内移除这些材料。在单一层用稳定材料替代移除的土层至少8厘米厚（估测）。为了给结构提供坚实的基础每一层必需要有一定的湿度以便夯实或捣紧，依照说明建造稳定的基础不可行时，使用特别的材料，比如柔性地基，稳定水泥地基，水泥－稳定回填，或另外的可用材料。b.不可压缩材料.如果在基脚坡度处放置预制构件时遇到石头，碎石或者其它不可压缩材料，将不可压缩材料移到基脚以下6英尺的地方，并且根据400.3C部分的“回填”用可压缩材料填筑压实。B.成形和垫床.在箱型断面结构安装之前将其放置在开挖地基2英寸的均匀颗粒材料上面。对于装管，使用如图1所显示的垫床。如果有特殊要求就用传统的C垫床，工程可能要求模板的使用要确保基础材料的正确成型。当水泥－稳定材料回填被提出时，在一些有必要的坡度使沟槽凹进去4英寸或者用稳定材料回填以支撑管和箱-外径或水平线尺度128
装订线D-管的内直径d-垫床材料最小厚度均匀颗粒填筑材料夯实颗粒材料回填夯实C.回填.1.概述.在永久结构安置完成之后尽可能快的回填开挖。回填时用足够大的石头振捣夯实；大的和坚硬的土块在振捣时不容易破碎，木材和其它无关材料也不容易破碎。这时我们应从其它地方获得回填材料。在不宜设置路床、挡土墙、路堤的地区，用土至多回填10英寸的深度（估测），在可以设置路床、挡土墙、路堤部分地区，用土至多回填8英寸的深度（估测），把每层压实至路床、挡土墙、路堤所要求的密度或者符合规范。每层回填物必须要有一定的含水量和必要的密度。使用机械夯实或用槌夯实回填，如果可以用压路机压实。像沙一样的无粘性材料也可以作为回填材料，压实无粘性材料时一边洒水，一边用振动装置振动压实。128
装订线2.桥梁基础，挡土墙和箱涵。当混凝土的强度达到421条“水硬性水泥混凝土”的强度要求时才能回填。回填时挡土墙材料强度要达到423条“挡土墙”的要求。桥梁基础回填或者管道垫床的大颗粒材料超过4英寸时要同过夯实使其达到最好的尺寸和允许的级配。如果和土混合的岩石和石砾中细颗粒的百分比刚好能填充空隙并且确保它的均匀性或者通过彻底的压实使其有一个合适的密度，那么这些材料将可能用到。在回填材料放置的距离建筑物太近不能用平地机和振动压路机压实的地方，为了避免损害建筑物使用机械或者人工夯实。避免大幅度的回填行为对结构的损害。避免台阶或锯齿斜坡的跳跃开挖、。在桥梁基础周围均匀的回填。在涵洞两边用同一均匀的图回填。工程师可能要求结构物的回填时要挖至坚硬层、使用石头和素混凝土等抗侵蚀材料。当箱涵回填完成并且涵顶部已经设置好避免重型装备损坏箱涵的路堤时就可以开放交通。修复由交通工具引起桥涵损害而产生的额外费用不由政府支付。3.管道.当按照要求安装完管道和垫床后，将回填材料带到一定的潮湿条件并且使两边管道两边埋深至多8英寸（估测）相同的深度。两边用机器压实。在管的托肩之下放置夯实材料避免管的损坏或变位。管道顶部抬升时用这种方法继续回填。管道顶部的回填和安置应遵循400.3.C.1部分的“概述”。工程可能不会使用3英寸大颗粒材料占材料总重超过20%的回填材料；或者不容易破碎的大块材料；或者在松散土层中不容易扩散的材料。只要不出现特别大的石头挖掘机开挖的材料一般都能满足这一区域的要求。当管道延生超过路堤的坡脚并且在原有地面提供的回填层覆盖厚度小于规范规定的最小厚度时，用其他材料代替压实以满足最小厚度要求。4.水泥稳定回填材料.当计划好时，用水泥稳定材料回填至图纸上标出的地方。用包含骨料、水、骨料干重时水硬性水泥含量至少7%的材料回填时应遵循Tex-120-E。如果没有特殊要求用细沙作为水泥稳定材料回填的骨料。只用一种符合要求的骨料。在结构两边放置同等数量的水泥稳定回填材料以防止结构变形或者变位。如果有必要在水泥稳定回填材料填筑空隙时用手工操作。128
装订线5.可流动的回填.如果有特殊要求，在设计图标出用可流动的回填物回填开挖时。阻止结构在可流动填土的安置期间被移置，而且阻止可流动的填土进入涵洞和排水结构。400.4.测量.这是一个方案的大小测量项目。这个大小是在最佳方案上显示的，除非该尺寸在9.2条款“方案大小测量”中被修正。如果方案的大小尺寸需要调整，那其他的测量和计算将被制定。A.结构的开挖.除非在计划上显示做薪资计算，否则上面显示的信息只是结构开挖的数量。当结构的开挖被描述为薪资计算时，管道端墙的结构开挖，进水口、窨井，涵洞或排水管的扩建长度小于15英尺，桥台，挡土墙，和边沿路和独立的入口管涵将不被测量。没有资金来弥补因交互的招投标而产生方案尺寸偏差而产生的损失。当指定当做薪资计算，结构的开挖将会被如端面平均法方法所计算的立方码测量。方案中结构的开挖示意图应提前与条款的规定。1.丈量的界线.a.管道.（1）管道直径达42英寸.因为管道直径42英寸或者标称和当量直径小于它，在管道表面外超过水平投影一英尺的竖直面上没有材料。（2）管道直径大于42英寸.因为管道标称和当量直径大于42英寸，在管道表面外超过水平投影二英尺的竖直面上没有材料。不管完成的填土高度在管顶部自然地面开挖的数量为一英尺。管道的开挖将会包括如计划所显示的端附属物的被完成的结构的极端端之间和从中线到进水口、窨井，等等的中线测量。b.板状结构物.在管道表面外超过水平投影三英尺的竖直面上没有材料。当现有土的质量或路堤少于规定的回填材料时，丈量的极限将会被延长到结构物表面水平投影之外的1∕2跨度的竖直面上。c.基脚、墙壁、箱和其他开挖.除被使用的围堰和支撑外在平行与基脚或外墙的边缘外的竖直面一英尺之外的地方没有材料。当有现场浇筑和预制两种选择时，测量以现场浇筑为依据。除了基脚的开挖应考虑之外还应考虑部分结构的开挖，在平行与构件表面外一英尺的竖直面上额外的开挖测量128
装订线和构件底部垂直深度一英尺的地方测量将会被限制。d.在路幅和槽附近的开挖.在涵洞和管道之外的结构，结构开挖的测量只包括材料的下部或建成公路和管道开挖的边缘处。路幅和槽开挖将会安项目110“开挖”支付。对在非主干道或专用进口涵洞之外的涵洞，结构的极限里面的开挖和在下面或外面被完成的路幅挖方的极限将会当做结构的开挖被测量。2.临时支撑.在超过400.4.B.1部分“测量界限”规定界限的结构或临时支撑的开挖测量不会被制定。3.膨胀.测量不包括在基脚下面为了补偿因管移动引起超前膨胀的流动的材料，也不包括在管移动中超过规定界限的膨胀而引起的流动的材料。4.坍陷.因滑坡，塌陷，泥石流而引起的额外体积不计算或者填方材料来源于构件操作和承包商的工序。5.底部开挖.岩石或其他的不能压缩的或不安定材料是为管提供一个适当的基础底挖或箱式断面，在坡下面这样的材料将被直接计算移除。6.变坡.如果基脚、基础或结构单元允许高程有高低起伏的变化，则额外的开挖体积将会被测量计算。B.水泥稳定回填料.在规范中水泥稳定材料以立方米计算。C.路堑与路面整修.路堑与路面整修在规范中以平方米计算。在路面和地基下面的开挖将会当做相关类型的结构开挖被测量。400.5.付款.A.结构开挖.除非规定一个支付条款，除了次要的相关条款结构的开挖回填运输和材料的供应符合这一个项目将不直接地被支付。如果一个支付条款被明确规定，结构的开挖回填运输和材料的供应将会被以单价投标为"结构的开挖"支付。这支付包括为了补偿桥梁基础和挡土墙扩展开挖的混凝土的费用，并且包括回填和当做结构开挖的一部份被移动的压实面积。如果没有其他辅助合同围堰或者小于5英尺深的支撑开挖尺寸将不直接被计算或支付。混凝土基础封底围堰，如果工程需要将会被相关项目所规定的支付。如果付款没办法在合同中直接规定，工作将会按照9.4条款“额外工作付款”计算和支付。为了合同的便利封底不会被支付。128
装订线如果没有特殊要求，结构周围石头或素混凝土的回填按照400.3.C.2部分“桥梁基础，挡土墙和涵洞”进行计算并且按照9.2节的额外工作支付。当结构的开挖被描述为一个薪资项目，投标价格50%的一部分的付款将会被完成工程师的满足有益于结构的开挖而是不回填。剩余的数量将会在回填的完成后被支付。当承包商的开挖超过开挖的计划要求，额外的开挖体积将不会有工程计算。B.移动和不适合或不能压缩材料的替换.如果说明，移动和材料的替换将会被支付。材料的移动和替换或者特殊材料的安置为了承包商工序的连贯性要通过软化和熔铸材料制造，这些费用由承包商承担，为了承包商的便利特殊材料的使用和额外的开挖将不被支付。1.结构的开挖当做一个薪资项目.在特别的材料没被需要或者指定的地方，不稳定和不可压缩材料的移动和替换将会以每立方米200%的价格作为价格的开挖。当承包商选择超过指示深度去替换和移动材料时，超过指示深度的那部分将不做工程计算。这个价格全部用于不稳定材料和不可压缩材料的移动和替换、装潢、运搬、安置、材料的安置和适当压实；和设备、劳动力，工具，和附属结构。当计划叙述或者当工程师指示特别材料的使用，像柔性的地基，稳定水泥的地基，水泥－稳定回填，或其他特别的材料，在步行坡度下面结构的开挖将会以单价投标被付款。不稳定材料和不可压缩材料的移动和替换、装潢、运搬、安置、材料的安置和适当压实；和设备、劳动力，工具，和附属结构的付款，或其他特殊材料在合同中以这些项目投标单价制定，如果必须的材料不是个投标项目，应遵循9.4节”为额外工作的付款。”2.结构的开挖不作为薪资项目.不需要或未指定使用特殊材料的地方，经认可的移动或不稳定和不可压缩材料的安置会被计算并且以每立方移动材料的15%付款。这个价格全部用于不稳定和不可压缩材料的移动、装潢、运搬、安置、材料的安置和适当压实；和设备、劳动力，工具，和附属结构的付款。当计划叙述或者当工程师指示特别材料的使用，像柔性的地基，稳定水泥的地基，水泥－稳定回填，或其他特别的材料，在步行坡度下面结构的开挖将会以每立方10美元被付款。装潢、运搬、安置、材料的安置和适当压实；和设备、劳动力，工具，和附属结构的付款，或其他特殊材料在合同中以这些项目投标单价制定，如果必须的材料不是个投标项目，应遵循9.4节”为额外工作的付款。128
装订线C.结构基础沉降.如果结构基础允许在坡度下面有一定高程沉降，超开挖将按照表格1支付。表格1允许超开挖的支付修正计划坡度与基脚坡度的不一致付款项修正计划坡度与基脚坡度的不一致"结构的开挖"是一个投标项目“结构的开挖”不是一个投标项目提高不大于5英尺单价等于每立方10美元“结构开挖”投标单价的115%每立方10美元提高5英尺到10英尺单价等于每立方10美元“结构开挖”投标单价的125%每立方12美元超过10英尺按照9.4节“额外工作的支付”D.水泥-稳定材料回填.水泥稳定的回填将会以单价投标被支付为“稳定的水泥回填。”E.路堑和路面的修复.路堑和路面的修复将会以单价投标被支付为“路堑和路面的修复。”基础和路面损坏的修复工作如果超过计划的限制，或超过工程师认可的限制，将不会支付。单价投标价全部用于包括去除障碍和钻孔回填排水系统的开挖；垫床和回填包括安置，材料洒水和夯实；测深；清除和充填物缝；构造和除去围堰；浇水；挡土板；或不大于5英尺深的支撑开挖；爆炸；剩余材料的安置；挖方路面和到挖掘界线的地基；和材料、运输、设备、劳动力，工具，和附属结构。可流动的回填按照401节“可流动的回填”支付。比5英尺深明挖的保护措施按照402节“坑道开挖保护”或403节“临时专用支撑”支付。128
装订线致谢：经过三个多月的时间，我如期完成了题为“G212国道梁家庄大桥设计”的毕业设计。在设计期间，我碰到了各种专业的问题，都及时得到了老师和同学们的正确解答，自己还翻阅了大量的参考资料和有关规范，从中学到了不少的专业知识。最后在使用MIDAS结构设计辅助软件设计结构时，128
装订线老师们为了能让我们尽快的学会使用这款软件，请来了专门的设计人员对我们进行专业指导，使我们很快的能够使用这款软件。除此之外，同学们之间也非常热心地互相帮助，都能够把自己所掌握的知识传授给我。通过本次综合毕业设计，使我巩固了四年以来在学校所学的专业知识，并且还从中学到了一些新的建筑结构知识，以及了解和掌握了如何使用MIDAS结构设计辅助软件。再此，我要对指导本次毕业设计的项长生老师深表感谢，与此同时，还要感谢帮助过我的同学们，谢谢你们对我热情和耐心的指导！今后我会将我的所学，一如继往地努力回报于社会。128'
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