毕业论文外文翻译---大跨径连续梁桥施工控制的内容与方法探析

浅析大跨径连续刚构桥梁施工质量控制[摘要]连续刚构桥作为现阶段我国桥梁建设的主要桥梁形式，它具有梁体连续和墩梁固结的结构特点，而且主要是利用高墩的柔度来适应各种材料及外界环境变化所产生的位移。

连续刚构桥是主梁与墩台相互连接的桥梁，在施工的过程中是很复杂的，而且相关的技术要求高，对于监理人员的要求也是很高的。

本文主要以某大跨径连续刚构桥的监理工作为例，重点介绍和讨论了大跨径连续钢构桥的施工监理质量控制的相关要点，以及在桥梁监理方面应该注意的问题，目的为了提高大跨径连续刚构桥施工的质量，确保工程质量安全。

[关键词]大跨径连续刚构桥施工监理质量控制工程验收中图分类号：o213.1文献标识码： a 文章编号：引言大跨径连续刚构桥是现今我国一种主要的桥梁建设结构，这种桥梁无论是在施工的难度，还是在相关的技术要求方面都会比其他的桥梁建设的难度要高。

随着科学技术的发展，我国桥梁建设也逐渐走向成熟。

基于连续刚构桥的特点，在很多桥梁建设时都会考虑连续刚构桥的结构。

一、相关工程概况某跨河大桥的主桥采用的是大跨径连续刚构桥的结构，主要的跨径为62m+80m*2+62m,总的桥面宽度为20m。

桥的主梁采用的是单箱单室形截面，应用的是横、纵、竖三向预应力混泥土结构。

箱梁顶板宽20m，底板宽10m，腹板厚度为0. 5m，采用挂篮悬臂对称浇筑施工，边跨靠交界墩长8m段，主要采用的是满堂式支架现浇的方法。

箱梁支点根部梁高5.5m，跨中梁高2.5m。

0#块梁长5m，主桥分11个节段，梁长分为3.5m、4m、4.5m，中、边跨合拢段梁长2.5m，边跨现浇面长6.9m。

由于0#块不是特别的长，在考虑挂篮安装长度和0#块顶板就没有设置纵向预应力钢筋，而是采用0#块、1#块搭钢管平台一起浇筑方法，2#块采用悬臂挂篮施工方法。

合拢方案为先合拢边跨再合拢次中跨。

大桥的下部构造及基础：主跨墩采用双柱实体墩，双排钻孔灌注桩承台基础，墩梁固结。

其他墩采用双柱式墩，钻孔灌注桩基础。

某公路特大桥大跨连续梁线性控制施工技术摘要：本文介绍某公路特大桥连续梁施工过程中应力、标高等施工监测的内容以及实测值与理论计算值数据对比析的方法，阐述大跨度预应力混凝土连续梁桥的应力、高程控制方法，对同类桥型的施工及控制具有一定指导意义和参考值。

关键词：连续梁；施工控制；合龙Abstract: this paper introduces some highway super major bridge construction process of continuous beam in stress, such as the elevation of the content of the construction monitoring and measurement values and the calculated data contrast analysis method, this paper expounds the large span prestressed concrete continuous girder bridge elevation control methods of str ess, of the similar bridge’s construction and control which is significant and references.Keywords: continuous beam; Construction control; closure一、工程概况某公路特大桥（DK99+714.59－DK112+663）连续梁为混凝土大跨度变截面单箱单室连续箱梁、主梁截面为单室直腹板箱形梁，截面梁高8.70m ～5.40m，梁高按圆曲线变化，圆曲线半径R＝423.1m。

其梁体根据横向和竖向以及纵向全预应力设计，预应力大桥钢筋使用低松驰高强度钢绞线，大桥竖向预应力筋使用高强精轧螺纹粗钢筋，混凝土采用C50混凝土。

二○一○届毕业设计雀鼠谷大桥设计书学院：公路学院专业：桥梁工程姓名：王萌学号：2102060133指导教师：陈峰完成时间：2010-6-12二〇一〇年六月毕业设计（论文）任务书课题名称雀鼠谷大桥设计学院(部) 公路学院桥梁系专业桥梁工程班级21020601学生姓名王萌学号21020601334月 26日至 6 月 18 日共 10 周指导教师(签字)教学院长(签字)年月日一、设计内容（论文阐述的问题）①根据已给设计资料，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，推荐最优方案进行全桥的纵、横、平面布置，并合理拟定上、下部结构的细部尺寸。

②根据推荐方案桥型确定桥梁施工方案。

③对推荐桥梁方案进行运营及施工阶段的内力计算，上部结构（束）设计；配筋（束）设计，并进行内力组合，强度、刚度、稳定性等验算。

④施工方案制定，施工验算。

⑤绘制上部结构的方案比选图，总体布置图，一般构造图、钢筋构造图及施工示意图。

⑥编写设计计算书。

二、设计原始资料（实验、研究方案）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3、桥面宽度：：2×（0.5+净—11.5＋0.5）4、抗震烈度： 7级烈度设防5．风荷载：500Pa6、通航要求：无7、温度：最高月平均温度405º最低月平均温度0º施工温度22º 8．平曲线半径：7000米竖曲线半径： 4500米9．纵坡： <=3% 横坡：<=1.5%10．桥头引道填土高度：<=4米主要技术指标①设计依据：JTG D60-2004《公路桥涵设计通用规范》JTJ 022-85《公路砖石及混凝土桥涵设计规范》JTG D62-2004《公路钢筋混凝土及预应力混凝土桥涵设计规范》JTG D62-2004《公路钢筋混凝土及预应力混凝土桥涵设计规范》②材料：混凝土：50号；预应力钢筋：φj15钢绞线非预应力钢筋：直径≥12mm的用Ⅱ级螺纹钢筋，直径<12mm 的用Ⅰ级光圆钢筋；锚具：XM锚或OVM锚三、设计完成后提交的文件和图表（论文完成后提交的文件）1、计算说明书部分：(除附录的计算结果文本外，其余必须手写)设计计算书一套。

大跨径连续桥梁施工技术要点及质量控制措施分析摘要：桥梁作为重要的交通运输项目，其在当前的交通环境下所承载的地位比较突出，并在规模不断扩大的前提下对具体的施工工艺提出了更严格的要求。

为了确保桥梁的施工品质，进一步延长其使用寿命，施工单位需要将大跨径连续桥梁的作业模式有效贯彻下去，根据其所呈现的施工特点对具体的技术应用举措加以规范。

关键词：桥梁施工；大跨径连续桥梁；施工技术1大跨径连续桥梁施工技术概述1.1主要方法（1）悬臂拼接施工操作。

主要是指在桥墩结构的两侧各设置一段吊架，并结合工程项目平衡处理的原则，保证混凝土预制件拼接的及时性，在完成相应施工作业环节后进行预应力处理，有效避免安全隐患现象的留存和蔓延。

（2）悬臂浇筑处理机制为了保证工程单元的科学性和合理性，要事先在桥墩结构的两侧设置工作平台，伴随施工作业的开展逐步提升浇筑混凝土梁体的预应力参数，以维持整体应力体系的平衡性，提高大跨径连续桥梁施工技术水平。

浇筑作业结束后，按照拆除模板、安装锚具等工序完善具体流程，从而提升加固效果。

无论是何种处理方式，施工作业人员都要充分调研现场施工的环境要素，并结合现场的实际需求开展对应的作业，确保桥梁施工项目质量效果和成本效益管理工作最优化。

2桥梁工程大跨径连续桥梁施工技术的关键技术及应用2.1工程概况某桥梁工程项目右线总长度为1.84km，属于大跨径连续桥梁。

在实际施工过程中，为保障桥梁整体的安全性和稳定性，桥梁主体和分段施工中采用了C50标号混凝土，对于强度要求较低的桥梁防护墙施工则采用了C40标号混凝土，并且在混凝土搅拌过程中加入了适当的微膨胀剂，桥梁工程全流程严格遵循国家标准与行业规定进行。

2.2基础施工2.2.1大型沉井首先，明确桥梁整体结构形式、尺寸大小、位置参数以及各结构的相对位置等诸多方面内容，进而确保大型沉井各项参数的科学性和合理性。

其次，大型沉井作业主要包括有隔墙、底板梁、凹槽等部分，由于项目中大跨径连续桥梁的整体规模相对较大，所以其所采用的大型沉井的深度也会较深[3]。

大型桥梁及施工外文翻译--大跨度桥梁Large Span Bridge1.Suspension BridgeThe suspension bridge is currently the only solution in excess of 600 m, and is regarded as competitive for down to 300. The world’s longest bridge at present is the Verrazano Narrows bridge in New York. Another modern example is the Severn Bridge in England.The components of a suspension bridge are: (a) flexible cables, (b) towers, (c) anchorages, (d) suspenders, (e) deck and ，(f) stiffening trusses. The cable normally consists of parallel wires of high tensile steel individually spun at site and bound into one unit .Each wire is galvanized and the cable is cover with a protective coating. The wire for the cable should be cold-drawn and not of the heat-treated variety. Special attention should be paid to aesthetics in the design of the rowers. The tower is high and is flexible enough to permit their analysis as hinged at both ends. The cable is anchored securely anchored to very solid anchorage blocks at both ends. The suspenders transfer the load form the deck to the cable. They are made up of high tensile wires and are normally vertical. The deck is usually orthotropic with stiffened steel plate, ribs or troughs，floor beam, etc. Stiffening trusses, pinned at the towers, are providing. The stiffening system serves to control aerodynamic movements and to limit the local angle changes in the deck. If the stiffening system is inadequate, torsional oscillations due to wind might result in the collapse of the structure, as illustrated in the tragic failure in 1940 of the first Tacoma Narrows Bridge.The side span to main span ratio varies from 0.17 to 0.50 .Thespan to depth ratio for the stiffening truss in existing bridge lies between 85 and 100 for spans up to 1,000m and rises rather steeply to 177. The ratio of span to width of deck for existing bridges ranges from 20 to 56. The aerodynamic stability will have be to be investigated thoroughly by detailed analysis as well as wind tunnel tests on models.2.The cable-stayed bridgeDuring the past decade cable-stayed bridges have found wide application, s\especially in Western Europe, and to a lesser extent in other parts of the world.The renewal of the cable-stayed system in modern bridge engineering was due to the tendency of bridge engineering in Europe, primarily Germany, to obtain optimum structural performance from material which was in short supply-during the post-war years.Cable-stayed bridges are constructed along a structural system which comprises anorthotropic deck and continuous girders which are supported by stays, i.e. inclined cables passing over or attached to towers located at the main piers.The idea of using cables to support bridge span bridge span is by no means new, and a number of examples of this type of construction were recorded a long time ago. Unfortunately the system in general met with little success, due to the fact that the statics were not fully understood and that unsuitable materials such as bars and chains were used to form the inclined supports or stays. Stays made in this manner could not be fully tensioned and in a slack condition allowed large deformations of the deck before they could participate in taking the tensile loads for which they were intended.Wide and successful application of cable-stayed systems was realized only recently, with the introduction of high-strength steels, orthotropic decks, development of welding techniques and progress in structural analysis. The development and application of electronic computers opened up new and practically unlimited possibilities for exact solution of these highly statically indeterminate systems and for precise stoical analysis of their three-dimensional performance.Existing cable-stayed bridges provide useful data regarding design, fabrication, erection and maintenance of the mew system. With the construction of these bridges many basic problems encountered in their engineering are shown to have been successfully solved. However, these important data have apparently never before been systematically presented.The application of inclined cable gave a new stimulus to construction of large bridges. The importance of cable-stayed bridges increased rapidly and within only one decade they have become so successful that they have taken their rightful place among classical bridge system. It is interesting to note now how this development which has so revolutionized bridge construction, but which in fact is no new discovery, came about.The beginning of this system, probably, may be traced back to the time when it was realized that rigid structures could be formed by joining triangles together. Although most of these earlier designs were based on sound principles and assumptions, the girder stiffened by inclined cables suffered various misfortunes which regrettably resulted in abandonment of the system. Nevertheless, the system in itself was not at all unsuitable. The solution of the problem had unfortunately been attempted in the wrong way.The renaissance of the cable-stayed, however, was finally successfully achieved onlyduring the last decade.Modern cable-stayed present a three-dimensional system consisting of stiffening girders, transverse and longitudinal bracings, orthotropic-type deck and supporting parts such as towers in compression and inclined cables in tension. The important characteristics of such a three-dimensional structure is the full participation of the transverse construction in the work of the main longitudinal structure. This means a considerable increase in the moment of inertia of the construction which permits a reduction in the depth of the girders and economy in steel.Long span concrete bridges are usually of post-tensioned concrete and constructed either as conditions beams types or as free versatile structures. Many methods have been developed for continuous deck construction. If the clearance between the ground and bottom of the deck is small and the soil is firm, the superstructure can be built on staging. This method is becoming obsolete. Currently, free-cantilever and movable scaffold systems are increasingly used to save time and improve safety.The movable scaffold system employs movable forms stiffened by steel frames. These forms extend one span length and are supported by steel girders which rest on a pier at one end and can be moved from span to span on a second set of auxiliary steel girders.An economical construction technique known as incremental push-launching method is developed by Baur-Leonhard team. The total continuous deck is subdivided longitudinally into segments of 10 to 30 m length depending on the length of spansand the time available for construction. Each of these segments is constructed immediately behind the abutment of the bridge in steel framed forms, which remain in the same place for concreting all segments .The forms are so designed as to be capable of being moved transversely or rotated on hinges to facilitate easy stripping after sufficient hardening of concrete. At the head of the first segment, a steel nose consisting of a light truss is attached to facilitate reaching of the first and subsequent piers without including a too large can yielder moment during construction . The second and the following segments are concreted directly on the face of the hardened portion and the longitudinal reinforcement can continue across the construction joint . The pushing is achieved by hydraulic jacks which act against the abutment .Since the coefficient of friction of Teflon sliding bearings is only about 2 percent, low capacity hydraulic jacks would suffice to move the bridge even over long lengths of several hundred metres . This method can be used for straight and continuously curved bridges up to a span of about 120 m .The free-cantilever system was pioneered by Dyckerhoff and Willmann in Germany .In this system , the superstructure is erected by means of cantilever truck in sections generally of 3.5 m .The cantilever truck ,whose cost is relatively small and which is attached firmly to permanent construction , emits by repeated use the construction of large bridges . Theavoidance of scaffold from below, the speed of work and the saving in labor cost result in the construction being very economical. The free-cantilever system is ideally suited for launched girders with a large depth above the pier cantilever system is ideally suited for launched girders with a large depth above the pier cantilevering to the middle of the span.Another technique is the use of the pneumatic caisson .The caisson is a huge cylinder with a bottom edge that can cut into the water bed. When compressed is pumped into it ,the water is forced out .Caissons must be used with extreme care .for one thing, workers can only stay in the compression chamber for short periods of time .For another , if they come up to normal atmospheric pressure too rapidly ,they are subject to the bends ,or caisson disease as it is also called , which is a crippling or even fatal condition caused by excess nitrogen in the blood .When the Eads Bridge across the Mississippi River at St.Louis was under construction between 1867and 1874 , at a time when the danger of working in compressed air was not fully understood ,fourteen deaths was caused by the bends .When extra strength is necessary in the piers, they sometimes keyed into the bedrock-that is ,they are extended down into the bedrock .This method was used to build the piers for the Golden Gate Bridge in San Francisco ,which is subject to strong tidies and high winds ,and is located in an earthquake zone .The drilling was carried out under water by deep-sea divers .Where bedrock cannot be reached ,piles are driven into the water bed .Today ,the piles in construction are usually made of prestressed concrete beams .One ingenious technique ,used for the Tappan Zee Bridge across the Hudson River in New York ,is to rest a hollow concrete box on top of a layer of piles .When the box is pumped dry ,it becomes buoyant enough to support a large proportion of the weight of the bridge .Each type of bridge indeed each individual bridge presents special construction problems. With some truss bridges , the span is floated into position after the piers have been erected and then raised into place by means of jacks or cranes .Archbridges can be constructed over a false work ,or temporary scaffolding. This method is usually employed with reinforced concrete arch bridges .With steel arches ,however ,a technique has been developed whereby the finished sections are held in place by wires that supply a cantilever support .Cranes move along the top of the arch to place new sections of steel while the tension in the cables increases .With suspension bridges ,the foundations and the towers are built first .Then a cable is run from the anchorage-concrete block in which the cable is fastened-up to the tower and across to the opposite tower and anchorage .A wheel that unwinds wire from a reel puns along this cable .When the reel reaches the other side ,another wire is placed on it ,and the wheel returns to its original position .When all the wires have been put in place ,another machine moves along the cable to compact and to bind them .Construction begins on the deck when the cables are in place ,with work progressing toward the middle from each end of the structure .The loads to be considered in the design of substructures and bridge foundations include loads and forces transmitted from the superstructure, and those acting directly on the substructure and foundation.AASHTO loads .Section 3 of AASHTO specifications summarizes the loads and forces to be considered in the design of bridges (superstructure and substructure). Briefly , these are dead load ,live load , impact or dynamic effect of live load , wind load , and other forces such as longitudinal forces , centrifugal force ,thermal forces , earth pressure , buoyancy , shrinkage and long term creep , rib shortening , erection stresses , ice and current pressure , collision force , and earthquakestresses .Besides these conventional loads that are generally quantified , AASHTO also recognizes indirect load effects such as friction at expansion bearings and stresses associated with differential settlement of bridge components .The LRFD specifications divide loads into two distinct categories : permanent and transient .大跨度桥梁1．悬索桥悬索桥是现行的跨径超过600m大桥的唯一解决方案，而且对跨径在300m以上的桥梁它也是被认为是一种很有竞争力的方案。

大跨度连续梁转体施工的关键技术问题Key Technical Problems in the Construction of Large Spanning Continuous Beam孙桂森(中铁十二局集团第三工程有限公司，太原030000)SUN Gui-sen(The 3rd Engineering Co. Ltd. of C hina Railway 12th Bureau Group, Taiyuan 030000, China)B 商要】桥梁转体施工是在河流的两岸或适当的位置，使用简便的支架先将半桥预制完成，之后以桥梁结构本身为转体，使用一些机具设备，分别将2个半桥转体到桥位轴线位置合龙成桥。

论文针对大跨度连续梁转体施工关键技术进行了研究与探讨，希望能为 同类转体桥梁施工提供技术支持，促进我国大跨度连续梁桥转体施工水平的提高。

【Abstract 】Bridge rotation construction is to prefabricate the half b ridge by using simple supports on both sides of the river or at appropriatepositions. Then, the bridge structure itself i s used as the rotating body, and some machines and equipment are used to rotate the two half b ridges to the axis position of the bridge to form the bridge. This paper studies and discusses the key technologies in the rotation construction of large-span continuous girder, hoping to provide technical support for the construction of similar rotating girder bridges and promote the improvement of t he rotation construction level of l arge-span continuous girder bridges in China.【关键词】大跨度;连续梁;转体施工【Keywords 】large span; continuous beams; rotation construction【中图分类号】U 445 【文献标志码】B 【DOI 】10.13616/j .cnki .gcjsysj .2019.12.278工程建设与设计Construclion& Design For P roject1桥梁转体施工的理论依据桥梁转体施工是指将桥梁结构在非设计轴线位置施工 (浇筑或拼接)成形后进行转体就位的一种施工法。

大跨径连续梁控制内容方法
《大跨径连续梁控制内容方法》
一、引言
随着建筑工程技术的迅速发展，跨径越来越大的连续梁在建筑工程中越来越普及，梁结构中钢筋控制的精确性、准确性和合理性也越来越受到重视。

二、梁结构控制的内容及方法
1、横向和纵向控制
大跨径连续梁的横向和纵向控制，主要是控制梁横跨和纵跨。

通过设置梁之间的跨度和距，可以控制大跨径梁的横向和纵向状态，以保证结构的抗震性能。

2、位置控制
大跨径连续梁的位置控制，主要是控制大跨径梁的位置，通过设置梁的位置，可以保证结构的完整性和稳定性。

3、受力控制
大跨径连续梁的受力控制，主要是控制梁的受力状态，通过设置正负受力，以保证梁的正常受力状态，避免出现方向扭转的现象。

4、连接控制
大跨径连续梁的连接控制，主要是控制梁之间的连接，通过控制梁之间的连接，可以保证梁之间的连接，避免不正常拆解的现象。

三、总结
通过以上介绍，我们可以看出，大跨径连续梁的控制内容及方法
有横向和纵向控制、位置控制、受力控制和连接控制等。

这些控制内容和方法，可以有效地保证大跨径连续梁的正常工作，是确保结构安全的重要手段。

大跨径连续梁桥施工控制的内容与方法探析大跨径连续梁桥施工控制的内容与方法探析摘要：本文主要探讨大跨径连续梁桥施工控制的内容与方法，对该领域的技术特点和难点进行了详细分析，并提出了相应的解决方案。

主要内容包括施工前期各项准备工作、施工中的关键技术，以及监控与控制等方面。

结合国内外相关文献和实例，对大跨径连续梁桥的施工控制进行了深入的研究和探讨，以期对该领域的发展提供一些理论指导和实践经验。

关键词：大跨径连续梁桥；施工控制；技术特点；解决方案；监控与控制一、引言近年来，随着城市化的加速和交通网络的扩展，大跨径连续梁桥作为一种重要的交通基础设施，得到了广泛应用和发展。

与此同时，随着桥梁结构的日益复杂和施工技术的不断创新，大跨径连续梁桥的施工也变得更加复杂和困难。

针对这种情况，必须采取一系列措施，加强施工控制，确保大跨径连续梁桥的施工质量和安全稳定。

本文首先对大跨径连续梁桥的技术特点进行了分析，其中包括梁段制造技术、支座安装技术、合拢技术、吊装技术等方面。

然后，对大跨径连续梁桥施工前期的各项准备工作进行了讨论，包括施工方案、工程勘测、材料准备、机具设备等。

接着，本文对大跨径连续梁桥施工过程中的关键技术进行了详细介绍，以及相应的控制方法和注意事项。

最后，对大跨径连续梁桥施工监控与控制等方面进行了探讨，对工程质量的保证和安全稳定起到了重要作用。

通过这些探讨和研究，可以为大跨径连续梁桥的施工控制提供一些有益的建议和参考。

二、大跨径连续梁桥的技术特点2.1 梁段制造技术梁段制造是大跨径连续梁桥施工中的一个重要环节，也是一项技术难度比较大的工作。

一般需要在工地附近或者专门的制梁工厂进行生产。

在制梁过程中，需要考虑的因素比较多，如原材料的选择和加工、钢筋的布置、混凝土的配制和浇注等。

同时，还需要考虑梁段的尺寸、重量、交通运输、卸载和安装等问题。

为此，制梁企业必须配备专业的技术人员和设备，严格按照设计和施工方案进行制造，并且需定期进行质量检测和验收。

本科毕业设计外文翻译大跨度桥梁1．悬索桥悬索桥是现行的跨径超过600m大桥的唯一解决方案，而且对跨径在300m以上的桥梁它也是被认为是一种很有竞争力的方案。

现在世界上最大跨径的桥梁是纽约的威拉查诺（Verrazano）海峡大桥，另一个是英国的塞温（Savern）大桥。

悬索桥的组成部分有：柔性，主塔，锚碇，吊索（挂索），桥面板和加劲桁架。

主缆是有一组平行的单根高强钢丝在现场扭在一起并绑扎成型的钢丝束组成的。

每根钢丝都是经过渡锌处理的，并且整个用保护层覆盖着。

所用的钢丝应该是冷拔钢丝而不是经过热处理的各种钢丝。

在进行主塔设计时应该特别注意其在美学上的要求。

主塔很高而且具有足够的柔性，使其每一座塔顶都可认为是与主缆铰接。

主缆的两端很安全的锚固在非常坚实的锚碇上。

吊索把桥面板上的荷载传递到主主缆上。

吊索也是有高强钢丝制成的而且通常是竖直的。

桥面板通常是有加劲钢板，肋或槽型板，横梁制成的异性结构。

提供一些加劲梁连接在其主塔之间，能够起到控制空气动力运动并限制桥面板局部倾角变化。

如果加劲系统不适当，由于风引起的竖向振动也许会导致结构倾斜，就像塔科玛（Tacoma）海峡大桥的悲剧性的破坏所表明的那样。

边跨与主跨的跨径比的变化范围是0.17~0.50。

在现有的采用加劲梁的桥梁上，当跨径高大1000米时跨径与桥梁的建筑高度之比为85与100之间。

现有的桥梁的跨径与桥面板宽度之比约为20~56。

桥梁结构的空气动力稳定性必须得通过对其模型的风洞试验及细部分析进行全面的研究。

2．斜拉桥体系在过去的十年间，斜拉桥得以广泛的应用，尤其实在欧洲，而在世界其它地区，应用相对少一些。

在现代桥梁工程中，斜拉桥体系的重新兴旺起来是由于欧洲（主要是德国）的桥梁工程师有一种趋势，即从因为战争而短缺的材料上获得最佳的结构性能。

斜拉桥是有按各向异性桥面板和由吊索支撑的连续梁构成的体系建造起来的，这些吊索是一些穿过或固定的位于主桥墩的索塔顶上的倾斜主缆。

大跨径混凝土连续梁桥施工精细控制方法摘要：从大跨径混凝土连续梁桥施工精细控制要求出发，首先对这个方法的优势进行阐述，进而，在具体的施工过程情况进行阐述，确定出应力控制、线形控制、安全控制等，从而在施工过程中能够得到一个非常准确的施工方案，遇到任何突发情况，也能有一个大致思路的应对措施，从而尽量希望能够建设的大跨径混凝土连续梁桥符合期望。

关键词：大跨径；混凝土；連续梁桥；施工；精细控制随着当今世界经济的发展，科技的进步，桥梁建设也有了一定的发展，我国的连续梁桥建造也有了长足的进步。

大跨径混凝土连续梁桥是一种多次超静定结构，其理想结构和受力状态不仅与设计方案有关，还与其具体的施工情况有关。

如果说能够采用非常科学的施工方法，那就能在施工过程中对结构变形和应力进行有效控制，从而建设好大跨径混凝土连续梁桥。

在连续箱梁悬臂浇筑过程中，由于各种因素（如控制精度，材料性能，施工荷载和大气温度等）的影响，桥梁结构对线性和应力状态的影响将偏离理论状态设计，如果不能采取一定的措施进行干预的话，会造成桥梁结构线性偏差过大等主要问题，甚至造成桥梁结构安全问题。

为保证桥梁结构在施工过程中的变形和应力始终处于安全范围内，并进入桥梁结构建成后线性符合设计要求，结构应力状态近似于理论设计状态，大跨径混凝土连续梁桥中的施工控制是不可或缺的。

桥梁以线性控制为主，应力控制为辅助。

1大跨径混凝土连续梁桥的优点大跨径混凝土连续梁桥是在T型刚构桥和连续梁桥的基础上逐步发展起来，它是一种受力性能很优越的结构桥梁。

在采用悬臂浇筑法施工时不仅很好利用了T型刚构的施工特点，而且在合龙前无需更换系统，也无需设置相应的支撑。

整个施工过程具有运行平稳、无缝衔接的优点。

对于大跨径混凝土连续梁桥，主要用于跨越较高等级航道、或上跨较大宽度和较高等级道路的大跨桥梁，该桥型承载能力和刚度很大，适用于交通量较大的高等级公路，且该桥型耐久性也很突出，具有一次建成、长久运营的特征。