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浙江工业大学毕业设计 某技工学校2#实验楼浙江工业大学建筑工程学院毕业设计外文资料翻译学生姓名： 纪朋辉 学 号：200404160310专业： 土木工程 外文翻译内容： 预应力混凝土 外文出处： 专业课外阅读材料 指导教师： 黄亮 陈惟 附件：外文原文2008年3月1日预应力混凝土混凝土的力学特性是抗压不抗拉：它的抗拉强度是抗压强度的8%-14%。混凝土的抗拉强度如此低，因此在加荷载的初期阶段就产生弯曲裂缝。为了减少或防止这种裂缝的发展，所以在结构单元纵向施加了一个中心或偏心的轴向力。这个力的施加消除或大大减少了工作荷载下结构中最危险的跨中和支柱截面处的拉应力，阻止了裂缝的发展，也因此提高了截面的抗弯、抗剪和抗扭能力。这样，构件能表现出弹性性质，当全部荷载作用于结构时，混凝土构件的全部断面的抗压能力都能够被充分有效的发挥出来。这个强加于构件的纵向力就叫做预应力，就是在构件承受横向的重力恒载和活载或水平向的瞬时活载之前，沿着结构单元跨度方向预先给截面施加一个压缩力。预应力的类型及大小主要是根据要建造的系统类型、跨长和构件细长度的需要来决定。由于预应力是沿着或平行于构件的轴向纵向施加的，因此这种施加预应力的原理一般被称作直线预应力法。环形预应力法应用于建造盛放流体的构筑物中，如储水池、管道和压力反应堆容器等，它本质上和直线预应力的基本原理相同。这种柱形或球形结构的环向箍力或围压就抵消了由内部压力在结构外表面一起的环形拉应力。 Fig.1.2.1prestressing principle in linear and circular prestressing如图1.2.1用基本模型描述了在两种结构系统类型上的预应力作用及应力反应结果。图（a）是在大的预压应力P下单个的混凝土块组成的梁模型。虽然它可能出现混凝土块间的滑动或在竖向模拟剪切滑动破坏，但实际上由于纵向压力P存在这种情况是不会发生的。同样，图（c）所示木制木桶的木板似乎会由于施加在其上面的内部的径向高压力而分开，但是同上面情况一样，由于金属箍预先施加的力在木桶外周形成一种环向的预压应力，使木板纹丝不动。从前面的讨论中可以清楚的看出，为了消除或大大减少荷载在预应力结构单元上引起的纯拉应力，在他们承受整个的恒载和活荷载前，就预先给他们施加一个永久的预压应力。在一般的钢筋混凝土结构中，通常认为混凝土的抗拉强度使可以不加考虑、忽略不计的，这是因为弯矩产生的拉应力由加筋处理后的黏合层来抵抗。也因此，钢筋混凝土结构在工作荷载下达到极限状态后产生的裂纹和挠曲变形不可恢复。和预应力钢筋的作用相反、普通钢筋混凝土构件中的钢筋不给构件施加任何力。在预应力构件中，钢筋要通过预应力作用给构件主动施加预载，使构件对裂缝和变形有相对较高的恢复控制能力，一旦预应力构件受力使混凝土超过了其弯曲抗拉强度，则构件开始表现出钢筋混凝土构件的性质。在同等跨度和受荷载条件下，预应力构件要比一般的钢筋混凝土构件要薄。一般来说，预应力混凝土构件的厚度通常约是同等钢筋混凝土构件厚度的65%80%。因此，预应力构件需要的混凝土量要少，约占钢筋混凝土构件需要用量的20%35。不行的是，在材料重量方面节省的花费和在预应力措施中需要的较高质量材料的较高费用刚好抵消掉了。同时，不管什么样的结构体系，预应力方法本身就造成附加的费用：模板更加复杂，因为预加应力的截面的集合形状通常由带薄腹板的翼形面组成。尽管有这些附加的费用，通常情况下，如果产生的预制构件在数量上足够的话，预应力构件和钢筋混凝土构件相比，至少最初直接成本的差异不是太大，但因为预应力构件不需要太多的维护，因为混凝土质量好，它的实用寿命长，而且由于上部结构的累积荷载重量较小，基础重量也相应轻得多，所以从长期来看，间接费用的节约还是很巨大的。一旦钢筋混凝土梁跨度超过70到90尺（21.3到27.4米），这样大的梁自重就变得过大。结构，构件较重，造成长期的比较大的变形和裂缝。这样一来，对大跨度结构，预应力混凝土就显得格外必要了，因为大跨度结构用拱形建造的成本很高，而且也不能消除钢筋混凝土拱长期实用下严重的收缩和徐变，像分段拼装式桥或斜拉桥这些跨度很大的建筑物只能利用预应力构件建造。预应力混凝土不是一个新事物，可追溯到1872年，当时来自加州的一个工程师P.H. 杰克深申请了一项预应力系统的专利，他用拉杆把单个的块体建造成了梁或拱【图1.2.1（a）】。由于在克服预应力损失方面高强度钢筋没有效果，在很长一段时间预应力研究进展很小，亚历山大的R. E. Dill和Nebraska揭示了混凝土的收缩和徐变（材料横向流变）对预应力损失的影响。他后来提出了连续的自由拉杆后张法，这一方法弥补了由混凝土随时间发展的徐变和收缩导致构件长度减小而引起的拉杆中的预应力损失。在20世纪20年代早期，美国明尼阿波利斯州的W. H. Hewett发展了环向预应力原理。他在混凝土容器壁通过螺丝扣给水平向钢筋施加环向应力，防止其在内部压力下产生裂缝，也借此达到了不渗水。从那以后，容器和管道中预应力的实用在美国飞速发展，成千上万的储水、液体或气体的容器被建成，紧接着在二三十年内建造了无数英里的预应力管道。直线预应力法在欧洲和法国继续得到了进一步发展，值得一提的是尤金布雷西奈的创新成果，他于19261928年间提出了高强度和高延性钢的实用，能克服预应力损失。在1940年，他提出了现在众所周知并被普遍认可的弗雷西奈预应力法。英国的P. W. Abeles在20世纪30年代和60年代之间提出并发展了局部预应力法的观点。德国的F. Leonbardt、前苏联的V. Mikhailov和美国的T.Y.Lin也对预应力混凝土的设计艺术和科学做了大量贡献。Lin的负载平衡方法在这里应该特别值得一提，因为它使设计过程大大简化，尤其是对连接结构而言。这些20世纪的发展成果已经使得预应力法在全世界广泛实用，尤其以美国为甚。今天，预应力混凝土被用于建筑物、地下结构、电视塔、浮动储藏器和海上结构、电站、核反应堆容器和包括拱形桥和斜拉桥在内的各种桥梁系统中，这些说明了预应力概念的多方面多功能适应性以及对它的广泛应用。所有这些结构的发展和建造的成功都是由于材料技术进步所获得的巨大收获，特别是预应力钢和在估计预应力长期和短期损失方面累积的知识。原文Prestressed ConcreteConcrete is strong in compression, but weak in tension: Its tensile strength varies from 8 to 14 percent of its compressive strength. Due to such a low tensile capacity, flexural cracks develop at early stages of loading. In order to reduce or prevent such cracks from developing, a concentric or eccentric force is imposed in the longitudinal direction of the structural element. This force prevents the cracks from developing by eliminating or considerably reducing the tensile stresses at the critical midspan and support sections at service load, thereby raising the bending, shear, and torsional capacities of the sections. The sections are then able to behave elastically, and almost the full capacity of the concrete in compression can be efficiently utilized across the entire depth of the concrete sections when all loads act on the structure.Such an imposed longitudinal force is called a prestressing force, i.e., a compressive force that prestresses the sections along the span of the structural element prior to the application of the transverse gravity dead and live loads or transient horizontal live loads. The type of prestressing force involved, together with its magnitude, are determined mainly on the basis of the type of system to be constructed and the span length and slenderness desired. Since the prestressing force is applied longitudinally along or parallel to the axis of the member, the prestressing principle involved is commonly known as linear prestressing.Circular prestressing, used in liquid containment tanks, pipes, and pressure reactor vessels, essentially follows the same basic principles as does linear prestressing. The circumferential hoop, or “hugging” stress on the cylindrical or spherical structure, neutranzes the tensile stresses at the outer fibers of curvilinear surface caused by the internal contained pressure.Fig.1.2.1 prestressing principle in linear and circular prestressingFigure 1.2.1 illustrates, in a basic fashion, the prestressing action in both types of structural systems and the resulting stress response. In (a), the individual concrete blocks act together as a been due to the large compressive prestressing force P. Although it might appear that the blocks will slip and vertically simulate shear slip failure, in fact they will not because of the longitudinal force P. Similarly, the wooden staves in (c) might appear to be capable of separating as a result of the high internal radial pressure exerted on them. But again, because of the compressive prestress imposed by the metal bands as a form of circular prestressing, they will remain in place.From the preceding discussion, it is plain that permanent stresses in the prestressed structural member are created before the full dead and live loads are applied in order to eliminate or considerably reduce the net tensile stresses caused by these loads. With reinforced concrete, it is assumed that the tensile strength of the concrete is negligible and disregarded. This is because the tensile forces resulting from the bending moments are resisted by the bond created in the reinforcement process. Cracking and deflection are therefore essentially irrecoverable in reinforced concrete once the member has its limit state at service load.The reinforcement in the reinforced concrete member does not exert any force of its own on the member, contrary to the action of prestressing steel. The steel required to produce the prestressing force in the prestressed member actively preloads the member, permitting a relatively high controlled recovery of cracking and deflection. Once the flexural tensile strength of the concrete is exceeded, the prestressed member starts to act like a reinforced concrete element.Prestressed members are shallower in depth than their reinforced concrete counterparts for the same span and loading conditions. In general, the depth of a prestressed concrete member is usually about 65 to 80 percent of the depth of the equivalent reinforced concrete member. Hence, the prestressed member requires less concrete, and about 20 to 35 percent of the amount of reinforcement. Unfortunately this saving in material weight is balanced by the higher cost of the higher quality materials needed in prestressing. Also, regardless of the system used, prestressing operations themselves result in an added cost: Formwork is more complex, since the geometry of prestressed sections is usually composed of flanged sections with thin-webs.In spite of these additional costs, if a large enough number of precast units are manufactured, the difference between at least the initial costs of prestressed and reinforced concrete systems is usually not very large. And the indirect long-term savings are quite substantial, because less maintenance is needed: a longer working life is possible due to better quality control of the concrete, and lighter foundations are achieved due to the smaller cumulative weight of the superstructure.Once the beam span of reinforced concrete exceeds 70 to 90 feet (21.3 to 27.4m), the dead weight of the beam becomes excessive, resulting in heavier members and, consequently, greater long-term deflection and cracking. Thus, for larger spans, prestressed concrete becomes mandatory since arches are expensive to construct and do not perform as well due to the severe long-term shrinkage and creep they undergo. Very large spans such as segmental bridges or cable-stayed bridges can only be constructed through the use of pristressing.Prestressd concrete is not a new concept, dating back to 1872, when P.H.Jackson, an engineer from California, patented a prestressing system that used a tie rod to construct beams or arches from individual blocks see Figure 1.2.1(a). After a long lapse of time during which little progress was made because of the unavailability of high-strength steel to overcome prestress losses,R.E.Dill of Alexandriak, Nebraska, recognized the effect of the shrinkage and creep (transverse material flow) of concrete on the loss of prestress. He subsequently developed the idea that successive post-tensioning of unbonded rods would compensate for the time-dependent loss of stress in the rods due to the decrease in the length of the member because of creep and shrinkage. In the early 1920s, W. H. Hewett of Minneapolis developed the principles of circular prestressing. He hoop-stressed horizontal reinforcement around walls of concrete tanks through the use of turnbuckles to prevent cracking due to internal liquid pressure, thereby achieving watertightness. Thereafter, prestressing of tanks and pipes develop at an accelerated pace in the United States, with thousands of tanks for water, liquid, and gas storage built and much mileage of prestressed pressure pipe laid in the two to three decades that followed.Linear prestressing continued to develop in Europe and in France, in particular through the ingenuity of Eugene Freyssinet , who proposed in 1925-1928 methods to overcome prestress losses through the use of high-strength and high-ductility steels. In 1940, he introduce the now well-know and well-accepted Freyssinet system.P.W. Abeles of England introduced and developed the concrpt of partial pretressing between the 1930s and 1960s. F. Leonhardt of G