Experimental and numerical study regarding H-steel all-bolted connection steel frame with composite wall boards

H-steel all-bolted connection steel frame structures with heat preservation and decoration composite wall boards were investigated and the seismic performances of three scaled specimens were studied.The failure modes,hysteresis curves,bearing capacity,ductility,energy dissipation capacity,stiffness degradation and strain distribution were discussed.The calculation method of structural theoretical internal force was presented.The results showed that the overall structural seismic performance was better,and the structural ductility met the demands of elastic-plastic inter-story drift angle for seismic design.The H-steel weak-axis connection structure obtained better energy dissipation capacity,and its bearing capacity and stiffness were slightly different from the strong-axis connection.The heat preservation and decoration performance of composite wallboard and the all-bolted connection of the steel frame realized prefabrication during the whole construction period.The plastic hinge of the steel beam can be moved outwards because of the L-angles,which effectively avoids stress concentration in joint areas and expands the plastic hinge range.The errors between the theoretical structural capacity calculated by the plastic analysis method and the test results were within 2.44%.In addition,structural failure mechanisms and bearing capacities were verified by the finite element(FE)analysis,and the effects of the main parameters on the structures were investigated.The FE verification results were the same as in the test.The research results provide theoretical support and technical guidance for the application of thermal insulation and decorative composite wall panels in H-shaped steel all-bolted steel frames.

Experimental and analytical study on seismic behavior of steel-concrete multienergy dissipation composite shear walls

In this paper, a steel-concrete multi-energy dissipation composite shear wall, comprised of steel-reinforced concrete （SRC） columns, steel plate （SP） deep beams, a concrete wall and energy dissipation strips, is proposed. In order to study the multi-energy dissipation behavior and restorability after an earthquake, two stages of low cyclic loading tests were carded out on ten test specimens. In the first stage, test on five specimens with different number of SP deep beams was carried out, and the test lasted until the displacement drift reached 2%. In the second stage, thin SPs were welded to both sides of the five specimens tested in the first stage, and the same test was carried out on the repaired specimens （designated as new specimens）. The load-bearing capacity, stiffness, ductility, hysteretic behavior and failure characteristics were analyzed for both stages and the results are discussed herein. Extrapolating from these results, strength calculation models and formulas are proposed herein and simulations using ABAQUS carried out, they show good agreement with the test results. The study demonstrates that SRC columns, SP deep beams, concrete wall and energy dissipation strips cooperate well and play an important role in energy dissipation. In addition, this study shows that the shear wall has good recoverability after an earthquake, and that the welding of thin SP＇s to repair a deformed wall is a practicable technique.

Analysis and seismic tests of composite shear walls with CFST columns and steel plate deep beams

A composite shear wall concept based on concrete filled steel tube （CFST） columns and steel plate （SP） deep beams is proposed and examined in this study. The new wall is composed of three different energy dissipation elements： CFST columns; SP deep beams; and reinforced concrete （RC） strips. The RC strips are intended to allow the core structural elements - the CFST columns and SP deep beams - to work as a single structure to consume energy. Six specimens of different configurations were tested under cyclic loading. The resulting data are analyzed herein. In addition, numerical simulations of the stress and damage processes for each specimen were carried out, and simulations were completed for a range of location and span-height ratio variations for the SP beams. The simulations show good agreement with the test results. The core structure exhibits a ductile yielding mechanism characteristic of strong column-weak beam structures, hysteretic curves are plump and the composite shear wall exhibits several seismic defense lines. The deformation of the shear wall specimens with encased CFST column and SP deep beam design appears to be closer to that of entire shear walls. Establishing optimal design parameters for the configuration of SP deep beams is pivotal to the best seismic behavior of the wall. The new composite shear wall is therefore suitable for use in the seismic design of building structures.

Lateral load-carrying capacity analyses of composite shear walls with double steel plates and filled concrete with binding bars

A method is developed to predict the lateral load-carrying capacity of composite shear walls with double steel plates and filled concrete with binding bars(SCBs). Nonlinear finite element models of SCBs were established by using the finite element tool, Abaqus. Tie constraints were used to connect the binding bars and the steel plates. Surface-to-surface contact provided by the Abaqus was used to simulate the interaction between the steel plate and the core concrete. The established models could predict the lateral load-carrying capacity of SCBs with a reasonable degree of accuracy. A calculation method was developed by superposition principle to predict the lateral load-carrying capacity of SCBs for the engineering application. The concrete confined by steel plates and binding bars is under multi-axial compression; therefore, its shear strength was calculated by using the Guo-Wang concrete failure criterion. The shear strength of the steel plates of SCBs was calculated by using the von Mises yielding criterion without considering buckling. Results of the developed method are in good agreement with the testing and finite element results.

Static behavior of semi-rigid thin-walled steel-concrete composite beam-to-column joints with bolted partial-depth flush end plate:experimental study

A new type of semi-rigid thin-walled steel-concrete composite beam-to-column joint has been proposed in this paper.Five semi-rigid composite beam-to-column joint specimens subjected to hogging moments under monotonic loading were tested to study the static behavior of this new type of joint.The main variable parameters for the five joint specimens were the longitudinal reinforcement ratio and the joint type.The experimental results designated that the magnitude of extension of the longitudinal reinforcement is the most important factor that influenced the moment-rotation characteristic of the new type of joint.The concrete slabs could resist 3.8%-19.1% of the total shear load applied to the cross-sections near the beam-to-column connection.The edge stiffened elements,such as the flange of the lipped I-section thin-walled steel beam,were capable of having considerable inelastic deformation capacity although they had comparatively large width-to-thickness ratios.The shear failure of the concrete cantilever edge strip must be taken into account in practical design because it has significant influence on the anchorage of the longitudinal reinforcement in the new type of external joints.

Effect of fiber angle on LYP steel shear walls behavior

Steel shear wall(SSW) was properly determined using numerical and experimental approaches.The properties of SSW and LYP(low yield point) steel shear wall(LSSW) were measured.It is revealed that LSSW exhibits higher properties compared to SSW in both elastic and inelastic zones.It is also concluded that the addition of CFRP(carbon fiber reinforced polymers) enhances the seismic parameters of LSSW(stiffness,energy absorption,shear capacity,over strength values).Also,stress values applied to boundary frames are lower due to post buckling forces.The effect of fiber angle was also studied and presented as a mathematical equation.

装配式轻钢框架-轻钢骨架轻混凝土墙板结构抗震性能

为研究装配式轻钢框架-轻钢骨架轻混凝土墙板结构抗震性能,对1个足尺轻钢框架结构试件和3个足尺轻钢框架-轻钢骨架轻混凝土墙板结构试件进行了低周反复荷载下的抗震性能试验及理论分析,试件变量包括:2种装配构造,即内嵌式装配墙板、外贴式装配墙板;2种轻钢骨架轻混凝土墙板,即框架式轻钢骨架轻混凝土墙板、桁架式轻钢骨架轻混凝土墙板。研究了各试件的破坏特征和损伤演化过程,分析了结构滞回特性、承载力、变形能力、刚度退化、耗能性能和应变。结果表明:装配式轻钢框架-轻钢骨架轻混凝土墙板结构共同工作性能良好,其水平承载力相比轻钢框架提高了204.7%~210.4%,抗侧刚度提高了257.3%~512.5%,结构变形及耗能能力有显著提高;内嵌墙板的自攻钉连接构造以及外贴墙板的螺栓连接构造传力性能可靠,结构具备2道抗震防线的受力特征;基于简化塑性分析模型以及拉压杆软化桁架模型,对试件承载力进行了计算,计算结果与试验符合较好。

焊接多腔双钢板-混凝土组合剪力墙抗震性能分析

大多数双钢板-混凝土组合剪力墙采用螺栓连接或焊接肋的方式使钢板和混凝土协同工作。然而,这种连接方式可能导致整体性和塑性变形效率较低,且制作复杂,焊接多腔双钢板-混凝土组合剪力墙能够有效地避免这些问题。为了深入研究焊接多腔双钢板-混凝土组合剪力墙的抗震性能,基于约束混凝土真三轴塑性-损伤本构模型和钢材弹塑性混合强化-韧性损伤本构模型,建立了组合剪力墙的精细化三维实体-壳模型,将模拟所得的滞回曲线、骨架曲线、刚度退化曲线、弹性刚度、承载力、累积耗能、等效阻尼粘滞系数和延性系数与已有拟静力试验结果相比较,发现两者吻合较好。分析结果表明:轴压比对组合剪力墙模型算例刚度和承载力的影响较小,而随剪跨比增大,组合剪力墙模型算例的刚度和承载力呈线性降低;轴压比对组合剪力墙模型算例总塑性耗能的影响较小,而剪跨比的影响较大,剪力墙总塑性耗能随剪跨比增大而降低;轴压比和剪跨比都不会改变算例各部件的耗能分配机制,即组合剪力墙模型算例以外钢板和内隔板耗能为主。

装配式型钢混凝土复合墙抗震性能研究

为研究铸钢节点连接装配式型钢混凝土复合墙的破坏机理和抗震性能,对1∶2缩尺的型钢混凝土复合墙试件进行了拟静力试验,通过改变墙体的内置型钢类型,对比分析其在低周往复荷载作用下的破坏过程、破坏模式、滞回特性、抗剪承载力、变形能力、墙体损伤以及耗能能力等,试验结果表明:焊接结构用铸钢节点强度和刚度大、安全性高,可以应用于型钢混凝土复合墙的现场装配式连接中;型钢混凝土复合墙均发生整体剪切破坏,其抗剪承载力、耗能和变形能力较钢筋混凝土复合墙均有较大程度的提高.结合工程实际,给出了型钢混凝土复合墙的现场装配方案.

大壁厚不锈钢复合板压力容器建造关键技术及应用

在大壁厚不锈钢复合板压力容器的建造过程中,通过深入研究其技术要点和难点,优化焊接接头结构设计,成功形成了一套完整的新型建造关键技术。这套技术不仅优化了焊接接头结构,还创新了一系列施工方法,包括筒体加热卷制、接头坡口机加工、接管内壁耐蚀层TIG/FCAW自动堆焊、不锈钢衬管液氮冷套、球形封头内壁耐蚀层带极埋弧堆焊、纵环缝窄间隙埋弧自动焊以及管口接头马鞍型埋弧焊等。这些新型建造关键技术的应用,在提高压力容器质量效果的同时,也带来了显著的经济效益,为行业同类型设备的建造提供借鉴。在未来的研究中,可以进一步探索这些技术在其他领域的应用,以实现更广泛的技术交流和合作。同时,对于大壁厚不锈钢复合板压力容器的建造,仍需不断深入研究其材料特性、工艺参数和施工方法,以不断提高设备的性能和安全性。

带PBL剪力键的钢芯板混凝土组合剪力墙低周往复加载试验研究

为研究带PBL剪力键的钢芯板混凝土组合剪力墙的抗震性能,对1个型钢混凝土组合剪力墙和4个钢芯板混凝土组合剪力墙进行了循环往复加载试验;观察带PBL剪力键的钢芯板混凝土组合剪力墙在水平循环荷载下的破坏全过程,并分析该类剪力墙的滞回特征、变形能力、承载能力、耗能性能、刚度和强度退化能力。结果表明:钢芯板混凝土组合剪力墙的破坏模式主要为弯曲型破坏,滞回曲线较为饱满;配置钢芯板的剪力墙承载力、延性性能和耗能能力较优;PBL剪力键的构造方式可保证钢芯板与混凝土之间的黏结性能完好,PBL剪力键平放会导致剪力墙出现沿PBL剪力键的水平通缝,影响剪力墙承载能力的发挥,建议采用PBL剪力键竖放的构造形式。

低周反复荷载下T型双波纹钢板混凝土组合剪力墙受力性能试验研究

为研究低周反复荷载下T型双波纹钢板混凝土组合剪力墙的受力性能,对5个T型双波纹钢板混凝土组合剪力墙进行了低周反复加载试验。基于试验数据,分析了T型组合剪力墙的破坏模式、滞回曲线、变形能力及耗能能力,重点研究了边缘约束条件、波纹类型以及轴压比不同变化参数对T型组合剪力墙抗震性能指标的影响规律。研究结果表明:T型双波纹钢板混凝土组合剪力墙破坏模式主要有压屈破坏和压弯破坏两种;设置边缘约束构件是提高T型双波纹钢板混凝土组合剪力墙承载能力和变形能力的关键因素;纵向窄波纹钢板对内部混凝土的约束能力更强,在低周反复荷载下两者协同工作性更优,而横向窄波纹钢板试件强度退化最严重;采用全截面塑性设计方法进行T型双波纹钢板混凝土组合剪力墙正截面承载力计算,试验值与计算值吻合良好;T型双波纹钢板混凝土组合剪力墙具有较好的承载能力和变形能力,可适用于高层及超高层建筑结构中。

自攻螺钉与拉铆钉混合连接受剪承载性能试验

为改善自攻螺钉连接的构件在地震作用下易发生拉脱导致结构严重破坏的缺点,提升冷弯薄壁型钢组合墙体抗破坏能力,分析了组合墙体层间连接处的传力机理,针对自攻螺钉的破坏模式,提出拉铆钉与自攻螺钉混合连接。为研究混合连接的抗剪性能,共进行了48组连接接头抗剪性能试验,包含冷弯薄壁型钢结构常用的5种连接板厚度,不同搭接板厚比(变化范围1.0~2.0),包含纯自攻螺钉连接、纯拉铆钉连接及混合连接的连接方式。观察混合连接的破坏模式,自攻螺钉未发现拉脱破坏,其破坏模式主要表现为:板承压破坏与螺钉倾斜组合破坏、铆钉剪断破坏及板承压与铆钉部分剪断组合破坏3种;相较单一连接方式,混合连接荷载–位移曲线表现出更长的塑性阶段;当板厚比大于1.5且组合板厚小于3.0mm,混合连接的承载力及延性较单一连接增长明显;利用现有计算方法对混合连接的承载力进行累加计算,与试验结果对比,计算结果偏保守。研究发现:混合连接能较好地弥补拉铆钉和自攻螺钉受剪过程中的缺陷,有效改善自攻螺钉拉脱破坏,从而提升连接的承载力及延性;板厚和板厚比是影响混合连接破坏模式及承载力的重要因素,与单一连接相比,板厚比越大,承载力提升越大;排布方式对混合连接的力学性能及破坏机理影响有限;在本文试验工况下,结合混合连接的破坏模式,在现有计算方法的基础上,提出改善后的计算方法,其计算结果更合理。

装配式轻钢框架-短肢组合墙结构抗震性能研究

为研究装配式轻钢框架-短肢组合墙结构的抗震性能,对3个足尺试件(1个轻钢框架结构、1个轻钢框架-短肢桁架结构、1个轻钢框架-短肢桁架组合墙结构)进行了低周反复荷载试验。分析了结构破坏模式、滞回曲线、承载力、刚度退化、变形性能、耗能和应变。结果表明:短肢桁架以及短肢桁架组合墙作为结构第一道抗震防线,高效提升了轻钢框架结构的抗震性能;相对于轻钢框架结构试件,轻钢框架-短肢桁架组合墙结构试件的极限承载力提高了28482%,初始刚度提高了24446%;组合墙内的短肢钢桁架与混凝土的共同工作性能良好,混凝土的约束作用抑制了短肢桁架的屈曲失稳,短肢桁架提高了组合墙核心混凝土的变形能力。所提出的装配式轻钢框架-短肢组合墙结构传力路径明确、抗震性能优越、装配便捷,特别适用于低、多层装配式轻钢组合结构,其设计思路同样可用于其他装配式钢框架结构。

深基坑斜直交替钢管桩复合土钉墙数值模拟分析

依托福建某医院的基坑工程实例,采用数值模拟方法,研究斜直交替钢管桩复合土钉墙支护结构的变形特征及其稳定性。结果表明:坡面水平位移最大变形出现在基坑“腰部”,设计时应适当加强此位置的变形控制;斜直交替钢管桩复合土钉墙支护体系安全可行,其较双排直立钢管桩复合土钉墙及单一土钉墙有更好的变形控制能力和更高的稳定性。

装配式带夹芯保温槽型玻璃钢-钢板-槽钢-混凝土组合剪力墙轴压性能研究

提出一种装配式带夹芯保温槽型玻璃钢-钢板-槽钢-混凝土组合剪力墙,设计3个具有不同配筋形式和混凝土种类的墙板试件进行轴心受压试验,获得墙板在轴压作用下的破坏模式、荷载-位移曲线、荷载-应变曲线、承载力储备系数、延性系数、材料利用率等性能指标。通过ABAQUS有限元分析软件对墙板进行参数化分析,研究内嵌钢板强度和厚度对其轴压性能的影响。结果表明,墙板具有良好的承载力储备能力和延性性能;混凝土中掺入1%体积比的钢纤维可显著提高墙板内混凝土的抗拉性能,使混凝土强度得到更加充分的利用,布置钢筋可以显著提高墙板延性;墙板的承载力和延性随内嵌钢板厚度和强度的增加而增大,强度为Q355、厚度为4、6mm时,墙板材料利用率更高。提出适用于该类墙板的轴压承载力设计公式,考虑钢板屈曲和截面组合效应的墙板轴心受压承载力设计公式计算结果较精确。

轻钢龙骨复合保温外墙板抗弯性能研究

为了研究轻钢龙骨复合保温外墙板的抗弯性能,采用有限元分析软件ABAQUS对墙板进行了模拟分析,并与已有研究进行对比。研究了轻钢龙骨和覆面板等参数对墙板抗弯性能的影响,并对比了风荷载下墙板的正常使用情况。基于装配式钢结构建筑对外墙板的性能要求,提出了一种由轻钢龙骨、覆面板、保温层和防护层组成的轻钢龙骨复合保温外墙板。研究表明:该墙板的整体受力性能较好,其中增加轻钢龙骨腹板高度对墙板影响最显著,与龙骨腹板高度为100 mm时相比,高度为120、150、180 mm时墙板屈服荷载提高了39.31%、71.92%和101.3%,极限荷载提高了42.48%、72.9%、104.53%,有无龙骨加强肋几乎不影响墙板的抗弯性能。

轻钢泡沫混凝土组合墙体轴压性能研究

为获得轻钢轻质混凝土组合墙轴压性能,以试验模型为基础,采用ABAQUS软件建立墙体有限元模型,将数值模拟结果与试验结果对比,二者吻合较好。在此基础上,分析了含钢率、轻质混凝土强度对轻钢轻质混凝土组合墙轴压承载力的影响。结果表明随着含钢率的提高,其峰值荷载也随之提高,含钢率对组合墙体的轴压承载力及刚度有重要作用。随着泡沫混凝土强度的提高,组合墙体的刚度及轴压承载力显著提高,但延性系数有所降低。

双钢板混凝土组合墙偏心受压性能试验研究

为了研究双钢板混凝土组合墙在偏心受压荷载下的结构性能,设计制作了5个试件,以偏心距离和墙板厚度作为研究参数,进行偏心受压试验.利用ABAQUS软件对试件进行有限元分析,并采用截面分析法计算试件在轴力与弯矩共同作用下的截面承载力.试验结果表明,试件最终出现钢板局部屈曲与混凝土受压破坏.根据试验荷载-位移曲线,计算得到试件延性系数为1.28~1.92.墙厚相同时,随着加载偏心距离的增加,承载力逐渐下降.偏心距离相同时,增加墙体厚度可以有效提高试件承载能力.偏心受压试件的截面应变分布满足平截面假定.承载力试验值与有限元模型计算值和理论计算值的最大误差分别为4%和9%.

丹江口水库特大桥钢-混凝土组合围堰施工技术

丹江口水库特大桥为主跨760 m双塔双索面部分地锚式混合梁斜拉桥,主墩采用整体式承台+大直径群桩基础,主墩承台平面为八边形,尺寸为48 m(横桥向)×26 m(顺桥向)×6.5 m(高),承台底部设置26根直径2.8 m钻孔灌注桩。为适应库区倾斜裸岩地形,降低施工难度及施工费用,主墩围堰采用下部混凝土挡墙围堰+上部单壁钢围堰的钢-混凝土组合围堰方案。下部混凝土挡墙围堰采用衡重式挡墙围堰及抗滑桩挡墙围堰,高3~11 m;上部单壁钢围堰分块设置,其长度与下部挡墙围堰匹配,高8 m。钢-混凝土组合围堰施工时,首先根据地形条件进行挡墙围堰分段,之后采用破碎锤开挖混凝土挡墙围堰基础;混凝土挡墙围堰采用分层、分块施工,顶部圈梁与挡墙围堰同步浇筑;上部单壁钢围堰采用加工厂预制+现场分块安装,并预留竖向型钢接长部分;最后进行单壁钢围堰底部及组合围堰山体连接处止水混凝土施工,完成钢-混凝土组合围堰施工。钢-混凝土组合围堰的应用,有效缩短了基础施工周期,降低了围堰施工难度及施工费用,经济合理,满足现场施工各项要求。