A comparative study of continuous steel-concrete composite beams prestressed with external tendons: Experimental investigation

A comparative study of prestressed continuous steel-concrete composite beams is carried out based on an experimental investigation. Four full-scale continuous composite beams were tested, among which two were two-span beams and two were three-span beams. One of the two-span beams was a conventional non-prestressed composite beam, and the other was a composite beam prestressed with external tendons in both the positive and negative moment regions. One of the three-span composite beams was non-prestressed, and the other was prestressed only in the negative moment regions with external high-strength tendons. The cracking behaviors, distortional lateral and local buckling as well as the load carrying capacity of the beams were investigated experimentally. Full plasticity was developed at the mid-span section of each beam; however, the maximum moments attained at the internal supports were governed by local buckling, which is related to the slenderness of the composite section. It is found that in hogging moment regions, the ultimate moment resistance of a composite beam prestressed with external tendons is governed by either distortional lateral buckling or local buckling, or an interactive mode composed of distortional lateral and local buckling. The results show that exerting prestressing on a continuous composite beam with external tendons increases the degree of the internal force and moment redistribution in the beam. A design proposal based on moment redistribution to evaluate the load carrying capacity of continuous composite beams with external tendons is proposed.     

Behavior of composite beams prestressed with external tendons: Experimental study

The paper deals with the failure mechanisms and behavior of composite steel-concrete beams prestressed with external tendons and subjected to positive bending. Experimental tests were carried out on beams with straight and draped tendons as well as on a non-prestressed beam. Six simply supported beams subjected to a positive static bending moment were tested up to failure. The influence of shear connection flexibility was taken into account and slip was measured along the beam axis. Concurrently, push-out specimens were made and tested to determine shear force vs. slip curves. It was found that at the same eccentricity of tendons (draped or straight without saddle points) the tendon shape has no significant effect on the behavior and ultimate resistance of composite steel-concrete beams. It is also shown that steel-concrete bond cohesion can significantly influence the behavior of the shear connection in composite beams. This influence is comparable with the design shear resistance of a single stud connector.     

Effective width of a concrete slab in steel-concrete composite beams prestressed with external tendons

The finite element method is applied to evaluate the effective width of a concrete slab in composite beams prestressed with external tendons. The beams studied are simply supported, with external prestressed strands straightly and draped arranged. The effective width for the prestressed composite beams evaluated based on the finite element parametric study is compared with that of plain composite beams without prestressing, and code provisions. The influence of the shear connections on the effective width and the shear slips along the beam span, as well as the incremental stresses developed in the prestressed strands, are analyzed. The behaviors of the external prestressed composite beams subject to the shrinkage and creep in the concrete slab are also discussed.     

Experimental study of prestressed steel-concrete composite beams with external tendons for negative moments

Four groups of prestressed steel-concrete composite beams with external tendons in negative moment regions were tested, and the cracking behaviours and the ultimate negative moment resistances of the composite beams were investigated experimentally. It is found that in hogging moment regions, on adding prestressing to the composite beams with external tendons, the cracking resistance of the beams can be effectively increased; however, the incremental internal tendon forces of the prestressed composite beams are rather small, and therefore can be neglected in the evaluation of the negative moment resistance of the beams. In hogging moment regions, the ultimate resistance of a composite beam prestressed with external tendons is governed by either distortional lateral buckling or local buckling, or an interactive mode composed of the two bucklings. For a beam with a compact section, the negative bending moment can reach the plastic moment when the steel section is fully plastic, and for a non-compact section, the negative bending moment is limited to the yield moment at which the compression steel flange initiates yield. The method for evaluating the buckling resistance of the composite beams is discussed, and a tentative design method based on BS5400: Part 3 is proposed to assess the buckling resistances of the prestressed composite beams.     

部分黏结预应力CFRP筋混凝土梁受弯承载力计算公式

部分黏结预应力CFRP筋混凝土梁中,CFRP筋在梁的两端为有黏结形式,而中间部分为无黏结形式。国内外已有研究表明:与有黏结预应力CFRP筋混凝土梁相比,部分黏结预应力CFRP筋混凝土梁具有较好的延性;与无黏结预应力CFRP筋混凝土梁相比,部分黏结预应力CFRP筋混凝土梁对锚具的依赖性大为减小。基于构件整体变形协调与截面内力平衡条件,建立部分黏结预应力CFRP筋极限应力增量的简化分析模型,提出可考虑不同无黏结段长度比例影响的、部分黏结预应力CFRP筋极限应力增量计算公式,并在此基础上推导不同破坏模式下部分黏结预应力CFRP筋混凝土梁受弯承载力的计算公式,公式计算值与试验结果吻合良好。     

体外索钢箱-混凝土组合梁力学性能研究

对一种新型的体外索钢箱-混凝土组合梁与普通的钢箱-混凝土组合梁进行对比试验,研究这两种钢箱-混凝土组合梁受力过程中的应变分布、界面滑移、刚度、极限强度等力学性能的差异。试验证实,体外索钢箱-混凝土组合梁比普通的钢箱-混凝土组合梁的刚度提高54.15%,极限强度提高27.72%。由于体外索的作用,减少了钢箱-混凝土组合梁的脆性破坏程度,提高了结构的强度与刚度,使钢箱-混凝土组合梁的应变分布和增长更为合理。因此,体外索钢箱-混凝土组合梁具有更好的力学性能。试验表明,截面应变沿宽度方向呈非线性分布,剪力滞效应随荷载的增加而变化,并不是常量。研究还发现,体外索应力与混凝土翼板最大压应变有密切的关系。在试验研究基础上,建立了截面非线性分析模型和体外索钢箱-混凝土组合梁极限强度计算公式,计算的极限强度与试验结果符合很好,这为体外索钢箱-混凝土组合梁极限强度的理论分析和工程实际应用提供了有意义的参考和研究途径。     

Finite element modeling of concrete beams prestressed with external tendons

In this study, a numerical model based on the finite element method incorporating an arc-length solution algorithm for materially and geometrically nonlinear analysis of concrete beams prestressed with external tendons is established. The second-order effects are taken into account. The effects of external tendons are expressed by equivalent nodal loads of the beam element and therefore analysis of externally prestressed concrete beams can be conducted with the ordinary bonded concrete beams. The section tangent stiffness matrix is derived by the layered approach, and then the nonlinear beam flexural theory is utilized to determine the element tangent stiffness matrix. An updated normal plane arc-length solution algorithm is used to trace the nonlinear response of the beams from zero loads up to ultimate loads. This algorithm can deal well with the changes of response during loading, so that the possible limit points on the load–deflection response prior to the ultimate limit state can be easily passed. Results predicted by the analysis are in good agreement with the experimental data.     

体外索钢箱-混凝土组合连续梁非线性结构性能试验研究

钢箱-混凝土组合连续梁负弯矩区混凝土的开裂问题影响了这类组合结构向更大跨度的发展。针对这一问题,提出在钢箱-混凝土组合连续梁中施加体外索的新技术,研究施加体外索对增强钢箱-混凝土组合连续梁负弯矩区混凝土的抗裂能力,提高钢箱-混凝土组合连续梁弹塑性结构性能的有利作用。经对比试验表明,施加体外索后,钢箱-混凝土组合连续梁负弯矩区混凝土的开裂荷载提高2.8倍,组合连续梁的弹塑性抗弯刚度提高29.35%,承载力提高34.67%,结构性能显著提高。在试验研究基础上,分析钢箱-混凝土组合连续梁负弯矩区局部力学性能与整体非线性结构性能的关系,揭示体外索提高钢箱-混凝土组合连续梁弹塑性结构性能的力学实质,给出承载力计算建议。研究结果可作为体外索钢箱-混凝土组合连续梁工程应用和理论分析的参考。     

预应力FRP筋混凝土梁的抗震性能试验研究

进行了8根混凝土梁在低周反复荷载下的拟静力试验,对其受力过程、破坏特征、滞回特性、骨架曲线、延性、刚度退化、耗能能力等抗震性能进行分析比较,研究不同预应力筋种类和预应力度(PPR)对预应力梁抗震性能的影响。考虑材料的非线性,对试验梁进行有限元计算分析。有限元计算和试验结果表明,预应力度是影响预应力梁抗震性能的主要因素,抗震性能随着预应力度的增加而逐渐降低;在同等预应力度的条件下,无粘结预应力FRP筋混凝土梁的耗能能力最好;采用有粘结和无粘结预应力相结合后,试验梁的延性指标有所提高,延性比有粘结和无粘结预应力梁分别提高12%和26%,滞回曲线变得更加丰满,对结构抗震性能有利;有限元计算结果与试验结果较为吻合。     

芳纶纤维筋有黏结部分预应力混凝土梁受弯性能研究

对以芳纶纤维筋为有黏结预应力筋、环氧涂层钢筋为非预应力筋的部分预应力混凝土梁的受弯性能进行研究,共进行了10根梁从混凝土开裂、裂缝开展直至梁受弯破坏的全过程试验。测定了梁的开裂弯矩,梁截面应变分布,变形的发展,裂缝出现、发展及分布情况,提出区分芳纶纤维筋破断及混凝土压坏的界限等效配筋率或界限中和轴高度,推导出芳纶纤维筋拉断和混凝土压坏同时发生,混凝土压坏、芳纶纤维筋未拉断及芳纶纤维筋拉断、混凝土未压坏等情况的受弯承载力计算方法,并提出芳纶纤维筋有黏结部分预应力混凝土梁短期刚度及裂缝宽度的计算方法。     

预应力钢箱高强混凝土组合箱梁抗弯承载能力研究

预应力钢箱高强混凝土组合梁将组合梁技术、现代预应力技术与高强混凝土有机结合在一起,已在工程中广泛使用,其抗弯能力是工程上最为基本也是最重要的要求。为掌握预应力钢箱高强混凝土组合梁的受弯性能,得到其极限抗弯承载能力,设计足尺试验梁。试验在自行研制的试验装置上进行;得到试验梁的弯矩挠度曲线、滑移特征曲线、预应力筋应力力增量及截面高度应变分布等重要参数,描述其破坏形态。后根据内力平衡和弯矩平衡分析,得到预应力钢箱高强混凝土组合梁极限抗弯承载力计算公式。并选取众多文献的组合梁试验结果,进行计算值和实测值对比分析,结果吻合良好。提出的极限抗弯承载力计算方法适用于采用普通钢的组合梁和预应力组合梁。而对于高强钢预应力组合梁采用简化塑性理论计算结果稍大。总体而言,预应力筋的存在能提高组合梁的弹性工作范围和极限抗弯承载力,减少结构变形,使普通钢-高强混凝土组合梁具有更好的工作性能。     

体外预应力混凝土简支梁极限应力分析

从结构的整体变形入手，推导出计算体外预应力混凝土简支梁极限应力实用计算方法，指出体外预应力混凝土筒支梁的体外索的极限应力取决于整个构件的变形。     

Stiffness of reinforced concrete beams with external tendons

In recent years, external prestressing has become a primary method for strengthening existing concrete structures and has been increasingly used in the construction of newly erected ones, particularly segmental bridges. Analysis of externally prestressed members is more difficult than that of members with internal bonded tendons. This is because external tendons are unbonded to the concrete and the stress in such tendons depends on the deformations of the whole member and is assumed uniform at all sections. In this paper, a simple analytical model is outlined for predicting the flexural behavior of reinforced concrete members with external tendons under service loads. The analysis accounts for various factors that affect the flexural behavior including eccentricity variations of external tendons and span-to-depth ratios. Good agreement has been found between the predicted results and those in the literature.     

Adaptation factor for moment capacity calculation of steel beams subject to temperature gradient

Adaptation factors provide a simple means to estimate the moment capacity of a steel beam subject to temperature gradient. The use of adaptation factors is introduced in Eurocode for structural steel design under fire conditions. Temperature gradients arise in a steel/concrete composite beam usually as a result of the partial protection from fire by another structural or non-structural member. For a bare steel section subject to any temperature gradient, a value of 0.7 is stipulated for the adaptation factor in the Eurocode. A value of 0.85 is stipulated for protected beam under the same fire situation. These values are used to increase the steel beam’s calculated moment capacity which is based on an assumed uniform temperature of the cross-section. Literature on the use of the adaptation factors is scarce. In this paper, the value of the adaptation factor being adopted by the Eurocode for design of steel beam in fire with non-uniform temperature distribution is examined. The use of this value in the general cases of steel/concrete composite beam construction is studied by carrying out numerical computations for various temperature gradient cases. The suitability of the adaptation factor value adopted by the code is discussed and recommendations given.     

体外预应力梁的摩擦单元与摩擦效应分析

构造了简单的体外预应力梁的摩擦单元,模拟转向块和体外筋之间的摩擦,同时指出了摩擦单元的位置。分析了不同偏心距和摩擦系数的体外预应力简支梁。计算结果表明:增加体外筋的偏心距是提高体外预应力梁承载能力的最有效手段,偏心距对预应力增量影响明显;摩擦的存在可减小梁的最大弯矩和挠度,增加预应力增量;当体外筋为无粘结筋时,可以忽略摩擦效应;当体外筋为未经润滑的钢绞线时,对于工程计算而言,忽略摩擦也是可行的。     

预应力钢-混凝土连续组合梁的变形分析

对预应力钢-混凝土连续组合梁在正常使用极限状态下的变形计算进行分析。分析考虑钢与混凝土之间的滑移效应,建立简化计算模型,并在此基础上,提出混凝土支座开裂区长度以及预应力筋内力增量的计算公式,给出两跨预应力连续组合梁跨中挠度的计算图表。分析结果表明,两跨预应力连续组合梁变形计算公式计算正常使用极限状态预应力筋的内力值精度较高,不考虑预应力筋内力增量的变形计算值较试验值偏大,考虑预应力筋内力增量的变形计算值精度有明显提高,与试验结果吻合较好,可供工程设计参考。最后在两跨预应力连续组合梁变形计算公式的基础上提出预应力连续组合梁变形计算的通用方法。     

基于粘结强度变化的锈蚀钢筋混凝土梁受弯承载力的研究

基于锈蚀钢筋混凝土梁内钢筋与混凝土间粘结强度随锈蚀量的变化,对锈蚀梁的抗弯承载力进行了研究。钢筋锈蚀量较小时,锈蚀梁内钢筋与混凝土间粘结强度随锈蚀量增加而增加,锈蚀梁的力学性能同未锈蚀梁,可运用传统的梁理论计算锈蚀梁的抗弯承载力;随着钢筋锈蚀量的增加,钢筋与混凝土间粘结强度发生退化,锈蚀梁的力学性能介于粘结完好梁与无粘结梁之间,与传统的计算梁的抗弯承载力的方法不同,应考虑梁的各截面间相互作用。基于梁整体的受力平衡和变形协调,建立了考虑梁内粘结强度退化的锈蚀梁抗弯承载力模型。最后,通过54根锈蚀梁承载力试验结果,对文中建立的模型进行了验证分析,结果十分满意。     

Loading capacity of composite slim frame beams

The estimation of the flexural stiffness and bending capacity of composite slim beams is rather complicated, because the influence of many factors should be taken into account. These factors include variable section dimensions, development of cracks and non-linear characteristics of concrete. This is especially true for the composite slim frame beam, in which the sagging moment region and the hogging moment region should both be considered. In this paper, experimental investigations have been conducted to investigate the flexural behavior of two specimens of composite slim frame beam with deep deck under monotonic loading. Based on the experimental results, formulas of calculating the bending capacity and flexural stiffness in the hogging moment region of the slim beam with deep deck has been proposed. Combining these formulas with existing formulas of sagging moment, formulas for the equivalent stiffness and the design method of the frame slim beam have been developed. The feasibility of the proposed formulas and design method has been verified by the test results.     

Section moment capacity tests of LiteSteel beams

The LiteSteel beam (LSB) is a new cold-formed hollow flange channel section developed by OneSteel Australian Tube Mills using their patented dual electric resistance welding and automated continuous roll-forming process. It has a unique geometry consisting of torsionally rigid rectangular hollow flanges and a relatively slender web. In addition to this unique geometry, the LSB sections also have unique characteristics relating to their stress–strain curves, residual stresses, initial geometric imperfections and hollow flanges that are not encountered in conventional hot-rolled and cold-formed steel channel sections. An experimental study including 20 section moment capacity tests was therefore conducted to investigate the behaviour and strength of LSB flexural members. The presence of inelastic reserve bending capacity in these beams was investigated in detail although the current design rules generally limit the section moment capacities of cold-formed steel members to their first yield moments. The ultimate moment capacities from the tests were compared with the section moment capacities predicted by the current cold-formed and hot-rolled steel design standards. It was found that compact and non-compact LSB sections have greater moment capacities than their first yield moments. The current cold-formed steel design standards were found to be conservative in predicting the section moment capacities of compact and non-compact LSB sections, while the hot-rolled steel design standards were able to better predict them. This paper has shown that suitable modifications are needed to the current design rules to allow the inclusion of available inelastic bending capacities of LSBs in design.