冷弯薄壁型钢受弯构件局部屈曲性能研究

采用有限条程序CUFSM对截面形式为TS40和TS61的19根550MPa高强冷弯薄壁型钢帽形截面简支檩条受弯构件局部屈曲应力进行分析,计算结果与试验值吻合较好。利用有限条程序对帽形截面受弯构件的翼缘宽厚比、腹板翼缘宽度比、卷边翼缘宽度比、腹板翼缘夹角等参数进行计算分析,结果表明腹板翼缘宽度比是影响帽形截面简支檩条受压翼缘局部屈曲稳定系数的重要因素。利用考虑板组相关的我国现行规范GB50018-2002《冷弯薄壁型钢结构技术规范》和英国冷成型薄壁构件设计标准(BS5950-5:1998)对帽形截面简支檩条受压翼缘局部屈曲稳定系数进行计算分析表明:我国规范在腹板翼缘宽度比小于1.5时偏于不安全,大于1.5时偏于保守,而英国规范相对比较安全。在参数分析的基础上,提出了考虑板组相关的帽形截面简支檩条受压翼缘弹性局部屈曲稳定系数计算公式,建议公式可供工程设计和修订规范参考。     

拱型波纹钢屋盖小波纹板等效弯曲刚度试验研究

以梯形和矩形截面的银河拱型波纹钢屋盖为研究对象 ,把小波纹板简化成正交各向异性平曲板 ,通过弯曲试验 ,得到了反映小波纹板两个方向抗弯刚度的荷载 -挠度曲线和等效弯曲弹性模量 ,并与平板进行了比较     

拱型波纹钢屋盖下部支承结构的设计与分析

主要针对拱型波纹钢屋盖结构的钢与混凝土两种下部支承结构在实际设计中的问题和影响因素等问题展开分析。根据拱型波纹钢屋盖结构的受力特点,建立了下部结构的计算模型。算例分析表明:跨度、矢跨比对拱脚水平推力影响均较大;矢跨比较大、柱高较小或柱距6m左右时,拱型屋盖下部采用钢结构较经济,而对于小跨度(尤其是跨度为18m左右)时,采用钢支承结构不够经济。建议通过梁端加肋或采用箱形截面钢梁减小拱脚水平推力的扭转影响。此外,按照悬臂梁对称配筋的方式对下部混凝土柱进行设计较简单方便且误差很小。     

拱型波纹钢屋盖的发展现状与展望

拱型波纹钢屋盖是一种典型的冷弯薄壁空间钢结构,具有极强的生命力和广泛的应用范围,但目前我国在此领域的研究还不够成熟,一些理论研究和技术指导还明显滞后于工程应用,随着该结构在我国的快速发展,各种坍塌事故也多次发生。本文总结了拱型波纹钢屋盖体系的发展历程,制作工艺,国内外研究现状,提出了该屋盖在实际应用过程中的存在问题及今后的发展状况,对全面了解拱型波纹钢屋盖结构和对其进行试验研究具有一定的参考价值。     

不锈钢焊接H形截面柱滞回性能试验研究

为了研究不锈钢焊接H形截面柱的滞回性能,对10个不锈钢焊接H形截面柱进行了循环加载试验,分析了轴压比、翼缘宽厚比和腹板宽厚比对试件的破坏形态、承载力、耗能能力、塑性发展能力和延性的影响。结果表明:所有不锈钢焊接H形截面柱试件的破坏过程均为翼缘首先发生局部屈曲变形,然后腹板发生局部屈曲变形,屈曲变形形状均呈半正弦波状;板件宽厚比越大,试件达到破坏时的位移级和等效黏滞阻尼系数越小,位移延性系数和塑性发展系数越小,承载力退化越快;轴压比对试件的抗震性能影响显著,其影响规律与板件宽厚比的相似。对于不锈钢结构的抗震设计,建议在规定H形截面柱宽厚比限值时考虑轴压的影响。     

大宽厚比H形截面短柱轴压性能研究

针对大宽厚比H形截面轴心受压构件,目前中国GB 50017—2017中尚未形成完整的设计方法,而在欧洲EN 1993-1-1和美国ANSI/AISC 360-16中未能充分考虑板件相关作用的影响。为确保此类构件在工程应用中的安全性,探讨以上规范计算方法的适用性,针对12个大宽厚比,即宽厚比超出GB 50017—2017板件宽厚比限值的H形截面短柱,开展了轴压试验研究,基于试验结果进行了有限元分析。研究结果表明：翼缘与腹板间的约束作用在不同宽厚比组合下存在差异,直接影响板件的屈曲荷载,进而影响构件的承载力;通过调整翼缘与腹板宽厚比组合,大宽厚比H形截面轴心受压短柱有较高的屈曲后承载力,甚至可以达到全截面塑性承载力;根据板件宽厚比相对大小不同,峰值荷载后大宽厚比H形截面轴心受压短柱荷载-位移曲线可分为有、无陡降段两种类型;通过有限元分析,得到了宽厚比对H形截面轴心受压短柱承载力的基本影响规律,提出了考虑板件相关作用的受压截面分类宽厚比限值;通过对不同规范轴心受压构件承载力计算结果的对比,发现欧洲EN 1993-1-1和美国ANSI/AISC 360—16对H形截面轴心受压短柱承载力的计算结...     

边缘加劲板件有效宽厚比设计方法中的板组效应研究

本文根据能量原理,建立了边缘加劲板件的弹性屈曲理论和卷边槽形截面薄壁构件的板组相关屈曲理论。通过屈曲理论分析,得到了非均匀受压边缘加劲板件的屈曲系数及其反映板组效应的约束系数,并将其引入新修订的《冷弯薄壁型钢结构技术规范》(GB50018)的有效宽厚比设计方法中。本文介绍了50根冷弯薄壁型钢受压构件试验,并按修订后的规范方法进行了试件承载力计算,计算值与试验值比较,偏于安全。将考虑板组效应的有效宽厚比设计方法与国内外现行规范设计方法相比较,具有优越性。     

高强冷弯薄壁型钢卷边槽形截面轴压构件试验研究及承载力分析

对63根屈服强度550MPa高强冷弯薄壁型钢卷边槽形截面轴压构件进行试验研究,分析了构件的屈曲模式和极限承载力,并将参考AISI规范、澳洲规范和北美规范及我国现行行业标准《低层冷弯薄壁型钢房屋建筑技术规程》（报批稿）计算的构件承载力与试验结果进行分析比较。在此基础上,对高强超薄壁型钢卷边槽形截面轴压构件的承载力合理计算模式进行研究。结果表明：高强超薄壁型钢卷边槽形截面轴压构件在宽厚比较大时会出现畸变屈曲模式;采用等效板件方法计算加劲板件有效宽度后,我国《低层冷弯薄壁型钢房屋建筑技术规程》（报批稿）适用于屈曲强度550MPa、厚度小于2.00mm的冷弯薄壁型钢卷边槽形截面构件承载力计算。     

金属拱型波纹屋盖结构弹性稳定承载力公式

根据金属拱型波纹屋盖结构的构造及受力特点 ,将其简化成平面拱计算模型并进行了大量的几何非线性分析。通过对分析结构的线性回归 ,给出了不同支承条件、不同矢跨比结构在不同荷载作用下的弹性稳定承载力公式。这组公式不仅适用于金属拱型波纹屋盖结构 ,同样也适用于其它圆弧拱结构     

双轴加载下细长截面的工字型柱屈曲后强度研究

细长截面柱在发生局部屈曲后还有一定的承载能力。这种屈曲后强度主要取决于截面的宽厚比以及截面的应力状态。本文通过试验研究了这些因素对屈曲后强度的影响程度，给出了两组试件局部屈曲强度和极限强度。每组试件都采用不同宽厚比的腹板和翼缘的工字型截面柱。在第一组试件中，荷载通过截面的重心轴向加载，另一组试件双向偏心加载。另外，     

波纹侧板-方钢管混凝土柱轴压性能研究

为研究波纹侧板-方钢管混凝土柱轴压性能,进行了1个1/2缩尺试件轴压试验,对其受力机理、破坏模式进行分析,发现该类柱具有较好的延性及较高的承载能力。同时对波纹侧板-方钢管混凝土柱进行了有限元分析,分析结果表明:由于波纹板具有较高的侧向刚度,使核心混凝土能够得到较好的约束,但是波纹板基本不承担轴向荷载;破坏形式为钢管局部屈曲、波纹板向外鼓曲、钢管内混凝土及核心混凝土被压碎;随着波纹板厚度增加,承载力、延性提高;随着波纹板强度提高,延性略有提高,对承载力影响不大;承载力随混凝土强度提高而提高,但是延性变差。提出了波纹侧板-方钢管混凝土柱轴压承载力实用计算式,计算值与有限元分析值、试验值吻合较好。     

On braced trapezoidal corrugated steel shear panels: An experimental and numerical study

In this study, a new system consisting of a combination of braces and steel infill panels called the braced corrugated steel shear panel (BCSSP) is presented. To obtain the hysteretic behavior of the proposed system, the quasi-static cyclic performances of two experimental specimens were first evaluated. The finite element modeling method was then verified based on the obtained experimental results. Additional numerical evaluations were carried out to investigate the effects of different parameters on the system. Subsequently, a relationship was established to estimate the buckling shear strength of the system without considering residual stresses. The results obtained from the parametric study indicate that the corrugated steel shear panel (CSSP) with the specifications of a = 30 mm, t = 2 mm, and θ = 90° had the highest energy dissipation capacity and ultimate strength while the CSSP with the specifications of a = 30 mm, t = 2 mm, and θ = 30° had the highest initial stiffness. It can thus be concluded that the latter CSSP has the best structural performance and that increasing the number of corrugations, corrugation angle, and plate thickness and decreasing the sub-panel width generally enhance the performance of CSSPs in terms of the stability of their hysteretic behaviors.     

Shear buckling strength and design of curved corrugated steel webs for bridges

This paper presents the shear buckling strength and design of curved corrugated steel webs for bridges considering material inelasticity. The inelastic buckling strength is determined from buckling curves based on the proposed shear buckling parameter, which is a function of the elastic shear buckling strength of steel web and the material shear yielding strength. A finite element analysis is carried out to study the geometric parameters affecting the shear buckling strength of curved corrugated steel webs for bridges. Based on the numerical results, a shear buckling parameter formula is proposed with no need to calculate either local, global, or interactive buckling parameters. But it depends on the geometric properties of the curved corrugated web profile. Another formula is presented to maximize the shear buckling capacity of curved corrugated web. The proposed formulae agreed well with the published experimental data. The curved corrugated webs produce a tremendous increase in the shear buckling strength and considerable weight saving in regard to the corresponding trapezoidal corrugated webs. The corrugation angle has a considerable effect on the behavior of curved corrugated webs, where higher corrugation angles produce a tremendous increase in the shear buckling strength of curved corrugated webs. It was found that the proposed approach provides a good prediction for the shear buckling strength of curved corrugated steel webs of bridges.     

波形反对称软钢阻尼器力学性能试验研究

设计了一种波形软钢阻尼器,针对其滞回力学特性和耗能减震能力,进行了2个波形钢板不同放置形式的波形软钢阻尼器的拟静力试验,试验结果表明波形软钢阻尼器具有稳定的滞回性能和良好的塑性变形能力。其中由于竖向波形软钢阻尼器在水平方向会产生拉压应力场,压缩刚度大,导致其滞回性能和延性均比水平波形软钢阻尼器的差。在整个试验加载过程中,未出现焊缝撕裂现象,说明二氧化碳保护焊可以很好地保证阻尼器整体结构承载和变形能力。利用ABAQUS有限元分析软件建立6个波形软钢阻尼器模型,以试验中的水平波形软钢阻尼器作为基本模型,钢板厚度和波角两个因素作为变量,进行数值分析,结果表明:模拟分析与试验结果吻合较好;当钢板波角为60°时,波形软钢阻尼器力学性能最优;钢板厚度过大会使阻尼器角部应力集中,过早产生局部屈曲,而厚度偏小会使得阻尼器的耗能能力和承载能力不佳,钢板厚度取值6 mm时力学性能最佳。     

Experimental investigation on the behavior of corrugated steel shear wall subjected to the different angle of trapezoidal plate

Studies on corrugated steel shear walls (CSSWs) generally indicate noticeable increase of energy absorption, as well as increasing shear buckling capacity of corrugated plates being more likely rather than the flat plates. In this paper, the effect of variation in the angle of trapezoidal plate on the behavior of CSSWs has extensively been investigated. Three specimens of CSSW with 1 story and single bay in half scale are tested under cyclic load. The observations of experiment do indicate that stress concentration has been increased in the corner of subpanels, by increasing of the corrugation angle. Development of the tensile field and wall yield and damage depends on the geometry of the plate. By increasing the corrugation angle, the stiffness and energy dissipation decrease; in addition, large loss of strength takes place. Comparing the numerical and experimental results indicates that for a closer look at behavior of trapezoidal CSSWs, fracture mechanics, fatigue, and damping of materials should be considered by numerical analysis.     

Equivalent thickness of cold-formed thin-walled channel sections with perforated webs under compression

Cold-formed thin-walled channel sections with perforated webs (thermal studs) are widely used in external wall panels in cold regions to reduce the cold bridging effect. However, no design method appears to be available for this type of structure. A possible method is to convert the perforated web of a thermal stud into a solid one with a reduced thickness (which is referred to as the equivalent thickness) and then adopt an existing design method for solid sections (e.g. EN 1993-1-3). This paper presents the development of a method to calculate the equivalent web thickness. The equivalent thickness calculation equation is based on regression analysis of a large number of finite element simulation results of elastic local buckling strength of perforated plates under compression, considering the effects of a number of different design variables such as plate depth, thickness, perforation patterns and dimensions of the plate. The FE simulations were carried out using a general FE software. This study suggests that the equivalent thickness is mainly related to the plate width to thickness ratio, the total width of perforation at the critical section and the width of the perforation zone (total plate width between the first and last perforation). A regression equation has been proposed to relate the equivalent thickness to these parameters. To demonstrate the validity of the proposed equivalent thickness method, the compression strengths of a large range of perforated columns have been simulated by using either the original perforated sections or the equivalent solid section; and a comparison of the simulation results shows good agreement between the two sets of results.     

波形钢板剪力墙抗震性能试验研究

为研究波形钢板剪力墙在水平荷载作用下的抗侧力性能,完成了水平波形和竖向波形的钢板剪力墙模型的低周往复加载试验,并采用ABAQUS有限元软件对波形钢板剪力墙模型进行了模拟分析。试验结果表明：波形钢板剪力墙结构具有较高的侧向承载力、较强的抗剪屈曲能力和稳定的滞回性能;竖向波形钢板剪力墙在加载过程中发生了沿墙体对角线的X形剪切破坏;水平波形钢板剪力墙在加载过程中未出现波形钢板的屈曲破坏。因此,水平波形钢板剪力墙的极限荷载比竖向波形钢板剪力墙的更高、延性更好、滞回曲线更加饱满。在水平受剪时,竖向波形钢板剪力墙易产生拉压效应,水平波形钢板剪力墙易发生H型钢柱屈曲。波形钢板与边缘约束H型钢柱之间的焊缝未出现开裂,焊缝连接保证结构的整体性能。对比有限元分析结果与试验得到的数据,水平波形钢板剪力墙的荷载、位移比竖向波形钢板剪力墙的更接近试验值。采用有限元法对不同波角和钢板厚度的水平波形钢板剪力墙的抗侧性能进行了分析,结果表明：当钢板比较薄的时候,容易发生波形钢板的剪切破坏;当钢板较厚的时候,容易发生边缘约束H型钢柱的过早屈曲,对结构的承载力和延性不利;当波形钢板的波角为45°时,波形钢板剪力墙的承载力以及延性性能最佳。波角过大或过小时,剪力墙承载力均有所降低。因此,水平波形钢板剪力墙宜采用45°波角与厚度适中的钢板。     

分段直波纹钢板等效刚度和弯曲行为的变分渐近分析

波纹钢板是工程中常使用的结构组件,分段直波纹板相较连续波纹板需在不连续点处引入新约束,增加了计算的复杂性。为此,基于变分渐近法推导了分段直波纹板的等效板模型。根据薄壳理论,利用单个波纹周期相对宏观变形特征长度很小的特点对应变能泛函进行渐近分析得到场变量的渐近展开,将其代入壳理论的控制微分方程中,通过求解系列对应于不同阶的微分方程组,得到与波纹结构之间的关系(完整的等效刚度)。通过梯形波纹钢板算例分析表明:构建模型可准确计算完整的等效刚度、不同几何参数下的全局位移和局部应力场;波纹钢板沿波纹方向和垂直波纹方向的拉伸刚度,与垂直波纹方向的弯曲刚度存在很大的差异(后者通常大于前者2～3个数量级),主要原因是垂直波纹方向的弯矩主要由沿板厚度分布的膜应力平衡,而沿波纹方向的拉伸位移主要是由波纹结构的弯曲而不是平面拉伸引起的;构建模型重构的应力分布与三维模型计算结果吻合较好,仅在板中点最大应力处由于等效关系存在一定偏差。     

单侧受限波形钢板轴压弹性屈曲分析

将波形钢板应用于钢管混凝土结构中,可以提高钢板的抗弯刚度,以防止高强钢管混凝土结构中钢板屈服前发生弹性局部屈曲.基于正交薄板理论,假定波形钢板的非荷载边为弹性转动约束,利用伽辽金法对单侧受限波形钢板单向受压屈曲荷载公式进行了推导,并给出了两种特殊边界条件下的简化计算公式.计算结果表明:对于四边简支和四边嵌固板,该方法与...