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1、毕业设计 （ 论文 ）外 文 翻 译题 目 非线形模型钢筋和后张法预应力混凝土梁专 业 土木工程 班 级 土木 081 学 生 指导教师 二 O 一二 年非线形模型钢筋和后张法预应力混凝土梁1.摘要商业有限元软件一般包括混凝土在荷载做用下非线性反应的专用数值模型。这些模型通常包括混凝土开裂时的抗拉强度，混凝土受压缩区域可塑性的运算法则以及各种方法的详细说明，梁内部配筋的分布情况。本文主要讨论的就是被 ANSYS 软件采用的数字模型。通过对普通钢筋混凝土梁，后张法预应力混凝土 T 型梁的荷载-挠度反应对比实验确定适当数字模型。关键字:混凝土；后张法；有限元模型。2.测试梁在普通混凝土梁和后张法预
2、应力钢筋混凝土梁上的最终负载测试结果被用来评估是否适合用 ANSYS 软件建立钢筋混凝土模型来预测钢筋混凝土梁。3.0 米普通钢筋混凝土梁长为 3.0 米梁的横截面，图 1 为截面配筋图,三根直径为 12毫米的钢筋和两根直径为 12 毫米钢筋被包藏在张力区域作为受压钢筋。直径为 6 毫米，相邻间距为 125 毫米箍筋作为抗剪区域的受拉钢筋。对两根宽为 2.8m 的梁分别进行对称和非对称加载实验，4 个加载点位于梁上，加载点与梁边缘间的距离为 0.3M，通过位移控制集中荷载的大小，直到梁破坏为止。通过梁的压坏实验，根据英国标准查出的混凝土轴心抗拉强度和轴心抗压强度标准值(f t = 5.1N/m
3、m2 ， fc = 69.0N/mm2)，与混凝土的杨氏模量 (39,200 N/mm2)等数据算出理论模型。通过拉伸试验保证样品梁的非线性的塑性反应能在理论模型上准确模仿,梁的配筋应能保证梁的整体稳定性。受压钢筋为 2 根直径为 12mm, fy=460N/mm2的钢筋箍筋为直径 6mm ,fy=250N/mm2的钢筋(箍筋间距为 125mm)受拉钢筋为 3 根直径为 12mmfy=460N/mm2的钢筋图 1：3.0 米梁的横截面详图9.0 米预应力混凝土梁：9.0 米预应力混凝土梁的测试是在斯洛文尼亚首都卢布尔雅那的土木工程研究所完成的，详图示于图 2 。T 型梁的翼缘宽 1.1 米、厚
4、 0.08 米，其有效腹板 I 型梁的翼缘宽0.29 米、厚 0.6 米。除了普通的配筋外，在浇筑好混凝土构件上预留 75.08 毫米网格的孔道，将预应力筋穿入孔道后，在孔道内灌浆使钢筋和混凝土构成一个整体。通过对梁进行拉伸实验、钢筋的强度和刚度试验，混凝土的有关材料性能，线性与非线性等数据确定梁的理论模型。因此一旦建筑物的结构功能布局已经确定,在随后的设计过程中,一般情况下遵循一个非常明确的迭代过程。构件大小的初步计算通常是基于风力的任意增强对重力负载的增大。在梁上加载集中荷载直到梁破坏，记录下混凝土梁上的应变片册出挠度和应力等数据。负载情况如图 3 所示，在所有情况下，集中荷载 P1和 P
5、2之间以外的区域上布置均布荷载。 98 cm30 302929608 10 29图 2：后张法预应力梁的长和横截面模型34,5 50 43 163 50 154, 14,5 46 1561 26 P2 =43%P P1 =57%P q= 3, kN/m 30 30 50 14, 71 49 49 4 q= 3, kN/m图 3：荷载布置3.结论3.0 米普通钢筋混凝土梁和 9.0 米后张法预应力混凝土梁，建立在 ANSYS V5.5 的有限元模型已经准确记录了梁非线性弯曲直到破坏的应变反应。梁上的裂缝表明了混凝土开裂与配筋率有关。通过对试验梁的研究发现，控制箍筋密度和准确定位内部钢筋是对梁加固
6、的一种方式。因此，普通钢筋混凝土梁的所有内部钢筋要按照理论模型分配，后张法预应力梁的后张筋以及分布钢筋也应按照模型分配。因此，不尽相同的初步设计都需要不计其数的重复才能得到最终的方案。总而言之检测钢筋混凝土弯曲破坏的梁可以用一个适当的理论模型来表示。此外，当必须用给定的荷载精确地预测钢筋混凝土系统的变形时，应引起设计师重视。英文原文Nonlinear Models of Reinforced and Post-tensioned Concrete Beams P. FanningLecturer, Department of Civil Engineering, University Coll
7、ege DublinEarlsfort Terrace, Dublin 2, Ireland.Email: paul.fanningucd.ieReceived 16 Jul 2001; revised 8 Sep 2001; accepted 12 Sep 2001.ABSTRACTCommercial finite element software generally includes dedicated numerical models for the nonlinear response of concrete under loading. These models usually i
8、nclude a smeared crack analogy to account for the relatively poor tensile strength of concrete, a plasticity algorithm to facilitate concrete crushing in compression regions and a method of specifying the amount, the distribution and the orientation of any internal reinforcement. The numerical model
9、 adopted by ANSYS is discussed in this paper. Appropriate numerical modelling strategies are recommended and comparisons with experimental load-deflection responses are discussed for ordinary reinforced concrete beams and post-tensioned concrete T-beams.KEYWORDS ： Concrete; post-tensioning; finite e
10、lement modelling.Test case beamsResults of ultimate load tests on ordinarily reinforced and post-tensioned concrete beams were used to assess the suitability of the reinforced concrete model implemented in ANSYS in predicting the ultimate response of reinforced concrete beams. 3.0m long Ordinarily R
11、einforced Concrete BeamsA cross section through the 3.0m long beams, Figure 1, illustrates the internal reinforcement. Three 12mm diameter steel bars were included in the tension zone with two 12mm steel bars as compression steel. Ten shear links, formed from 6mm mild steel bars, were provided at 12
12、5mm centres for shear reinforcement in the shear spans. Two beams were tested each of which were simply supported with a clear span of 2.8m and loaded symmetrically and monotonically, under displacement control, in four point bending, with point loads 0.3m either side of the mid-span location, to fa
13、ilure. Cylinder splitting and crushing tests on cored samples of the beams, in accordance with the British Standards, were undertaken to identify the uni-axial tensile and compressive strengths of the concrete, (ft = 5.1N/mm2 and fc = 69.0N/mm2 respectively), and the Youngs Modulus of the concrete ,
14、 (39,200 N/mm2), for inclusion in the numerical models. Tensile tests on samples of the reinforcing bars and shear links were also undertaken such that their nonlinear plastic response could be accurately simulated in the numerical models. 9.0m long Third Scale Prestressed Beams A cross section and
15、elevation of third scale models of 30m long prestressed concrete beams tested at the Slovenian National Building and Civil Engineering Institute, Ljubljana, Slovenia are shown in Figure 2. The flange of the T-beam is 1.1m wide and 0.08m deep while the web is effectively an I-beam with a flange width
16、 of 0.29m and an overall depth of 0.6m. In addition to ordinary reinforcing bars, three grouted 0.6 (15.2 mm) tendons, each composed of 75.08 mm diameter wires, were used to post-tension each beam. Tensile tests on the reinforcing bars and tendons and strength and stiffness tests on the concrete identified the relevant material properties, linear and nonlinear, for the numerical model.The beam was loaded to fail
