Journal of Constructional Steel Research最新文献_第4页

Seismic performance of self-tapping bolts-octagonal core sleeve flange square steel column connection 自攻螺栓-八角形核心套筒法兰方钢柱连接的抗震性能

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-23 DOI: 10.1016/j.jcsr.2024.109157

Ailin Zhang , Zhengqi Lin , Yanxia Zhang , Binglong Wu , Hongwei Li

This study proposes a fully bolted connection joint for a square steel column incorporating an octagonal core sleeve. To ensure smooth assembly of the joint at the construction site, a certain gap is maintained between the core sleeve and the square steel column. However, this gap may exert a certain influence on the seismic performance of the joint. To enhance the seismic performance of the joints, the application of self-tapping bolt technology is recommended for optimizing the design of the joints. Based on these considerations, this study designed and conducted quasi-static tests on two specimens: the self-tapping bolt-octagonal core sleeve flange square steel column connection joint (SOFC) and the traditional column-column welded connection joint (TWC). The seismic performance of the two connection joints was compared and analyzed. The test results demonstrate that the SOFC specimen achieves the seismic design goal of “strong-joints and weak-members,” with a maximum bearing capacity of −1128.17 kN·m, which represents a 11.42 % improvement over that of the TWC specimen. Furthermore, the total energy dissipation of the two specimens across all loading levels differs by 11.2 %, indicating that their seismic performance is comparable. Additionally, a finite element numerical simulation was also performed to analyze the failure mode of the SOFC model in the limit state, clarify its failure path, and verify that the use of self-tapping bolts can effectively optimize the joint force transmission and improve the seismic performance.

本研究提出了一种包含八角形核心套筒的方形钢柱全螺栓连接接头。为确保连接件在施工现场顺利组装，核心套筒与方形钢柱之间保持一定间隙。然而，这种间隙可能会对接头的抗震性能产生一定影响。为了提高连接处的抗震性能，建议采用自攻螺栓技术来优化连接处的设计。基于上述考虑，本研究设计并进行了两个试件的准静力试验：自攻螺栓-八角形核心筒法兰方钢柱连接接头（SOFC）和传统柱-柱焊接连接接头（TWC）。对两种连接接头的抗震性能进行了比较和分析。试验结果表明，SOFC 试件实现了 "强连接、弱构件 "的抗震设计目标，其最大承载力为 -1128.17 kN-m，比 TWC 试件提高了 11.42%。此外，两种试样在所有荷载水平下的总能量耗散相差 11.2%，表明它们的抗震性能相当。此外，还进行了有限元数值模拟，分析了 SOFC 模型在极限状态下的失效模式，明确了其失效路径，并验证了使用自攻螺栓可有效优化连接力传递并改善抗震性能。

{"title":"Seismic performance of self-tapping bolts-octagonal core sleeve flange square steel column connection","authors":"Ailin Zhang , Zhengqi Lin , Yanxia Zhang , Binglong Wu , Hongwei Li","doi":"10.1016/j.jcsr.2024.109157","DOIUrl":"10.1016/j.jcsr.2024.109157","url":null,"abstract":"<div><div>This study proposes a fully bolted connection joint for a square steel column incorporating an octagonal core sleeve. To ensure smooth assembly of the joint at the construction site, a certain gap is maintained between the core sleeve and the square steel column. However, this gap may exert a certain influence on the seismic performance of the joint. To enhance the seismic performance of the joints, the application of self-tapping bolt technology is recommended for optimizing the design of the joints. Based on these considerations, this study designed and conducted quasi-static tests on two specimens: the self-tapping bolt-octagonal core sleeve flange square steel column connection joint (SOFC) and the traditional column-column welded connection joint (TWC). The seismic performance of the two connection joints was compared and analyzed. The test results demonstrate that the SOFC specimen achieves the seismic design goal of “strong-joints and weak-members,” with a maximum bearing capacity of −1128.17 kN·m, which represents a 11.42 % improvement over that of the TWC specimen. Furthermore, the total energy dissipation of the two specimens across all loading levels differs by 11.2 %, indicating that their seismic performance is comparable. Additionally, a finite element numerical simulation was also performed to analyze the failure mode of the SOFC model in the limit state, clarify its failure path, and verify that the use of self-tapping bolts can effectively optimize the joint force transmission and improve the seismic performance.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109157"},"PeriodicalIF":4.0,"publicationDate":"2024-11-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701685","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Optimal design of double-level guyed towers against buckling 双层塔架抗屈曲优化设计

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-22 DOI: 10.1016/j.jcsr.2024.109173

Cheng Ye , Wenhao Pan , Ruhao Wang , Yaozhi Luo

This paper is concerned with the optimal design of double-level guyed towers against buckling with a given material volume. The double-level guyed tower is simplified as a lateral braced column considering the pre-tensioned cable stiffness. The buckling criterion for double-level guyed towers is then analytically derived based on a matrix stiffness method (MSM) that enables the use of one element per member for an exact solution. Optimal designs of double-level guyed towers under various base fixity factors are obtained through an optimization procedure involving two decision variables: the height ratio and the cross-sectional area ratio between the upper level and the lower level. Optimization results indicate that pinned-ended double-level guyed towers achieve their maximum buckling load at a height ratio of 1.19 and a cross-sectional area ratio of 1.19. In contrast, fixed-ended towers achieve their maximum buckling load with a height ratio of 0.70 and a cross-sectional area ratio of 1.13. Transitioning from pinned to fixed base conditions increases the maximum buckling load by approximately 1.52 times. Design recommendations for double-level guyed towers are further presented.

本文关注的是给定材料体积下双层盖梁塔抗屈曲的优化设计。考虑到预张拉索刚度，双层锚索塔被简化为横向支撑柱。然后，根据矩阵刚度法（MSM）分析推导出双层锚索塔的屈曲标准，该方法可使每个构件只使用一个元素就能获得精确的解决方案。通过涉及两个决策变量（高度比以及上层和下层之间的横截面积比）的优化程序，获得了不同基座固定系数下双层盖梁塔架的最佳设计。优化结果表明，在高度比为 1.19 和横截面积比为 1.19 时，销端式双层格构塔达到最大屈曲载荷。相比之下，固定端塔架在高度比为 0.70 和横截面积比为 1.13 时可达到最大屈曲荷载。从销钉基座过渡到固定基座条件下，最大屈曲载荷增加了约 1.52 倍。此外，还进一步介绍了双层索基塔的设计建议。

{"title":"Optimal design of double-level guyed towers against buckling","authors":"Cheng Ye , Wenhao Pan , Ruhao Wang , Yaozhi Luo","doi":"10.1016/j.jcsr.2024.109173","DOIUrl":"10.1016/j.jcsr.2024.109173","url":null,"abstract":"<div><div>This paper is concerned with the optimal design of double-level guyed towers against buckling with a given material volume. The double-level guyed tower is simplified as a lateral braced column considering the pre-tensioned cable stiffness. The buckling criterion for double-level guyed towers is then analytically derived based on a matrix stiffness method (MSM) that enables the use of one element per member for an exact solution. Optimal designs of double-level guyed towers under various base fixity factors are obtained through an optimization procedure involving two decision variables: the height ratio and the cross-sectional area ratio between the upper level and the lower level. Optimization results indicate that pinned-ended double-level guyed towers achieve their maximum buckling load at a height ratio of 1.19 and a cross-sectional area ratio of 1.19. In contrast, fixed-ended towers achieve their maximum buckling load with a height ratio of 0.70 and a cross-sectional area ratio of 1.13. Transitioning from pinned to fixed base conditions increases the maximum buckling load by approximately 1.52 times. Design recommendations for double-level guyed towers are further presented.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109173"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701684","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

On the behaviour of diagonally-stiffened concrete-filled steel tube-to-SHS steel brace T-joints: An experimental and numerical investigation 关于斜向加固混凝土填充钢管-SHS 钢支撑 T 型接头的行为：实验和数值研究

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-22 DOI: 10.1016/j.jcsr.2024.109176

Yan Diao , Yukai Wang , Hongzhi He , Yu Zou , M.F. Hassanein

In this paper, the behaviour of the T-joint between concrete filled-steel tube (CFST) chord members with diagonal PBL (Perfobond Leiste) stiffeners and square hollow section (SHS) steel braces is investigated. First, seven T-joint specimens were prepared and experimentally tested under axial load of the steel brace. The results were analysed and discussed with respect to the failure modes, load-displacement responses and load-strain curves. Obviously, the diagonal PBL stiffeners were found to effectively limit the cracking range of concrete, thereby improving the bearing capacity of the T-joints. This is followed by a finite element (FE) analysis for the T-joints using ABAQUS software. FE models were validated using the test results and then parametric studies were generated. These studies included the effects of the ratio of brace-to-chord width (

β

), the ratio of brace-to-chord thickness (

τ

), the position and thickness of the PBL stiffeners and the steel and confined concrete material grades. Based on the experimental and numerical results, the bending characteristics were obtained for the steel brace-CFST chord T-joint under the axially compressed steel tube brace. Furthermore, the accuracy of the Chinese, Japanese, American and European specifications to calculate the bending bearing capacity of the T-joints were checked, and the results yielded highly conservative results. Therefore, a new calculation method was currently proposed, which takes into account the strengthening effect of the brace on the upper flange of the chord. The comparisons showed that the obtained results of this proposed method are in good agreement with experimental and FE results, and therefore can safely and reliably be used in design.

本文研究了带有对角 PBL（Perfobond Leiste）加劲件和方形空心截面（SHS）钢支撑的混凝土填充钢管（CFST）弦杆构件之间的 T 型连接性能。首先，制备了七个 T 型接头试样，并在钢支撑的轴向载荷下进行了实验测试。对试验结果进行了分析和讨论，包括失效模式、载荷-位移响应和载荷-应变曲线。显然，对角 PBL 加劲件可有效限制混凝土的开裂范围，从而提高 T 型连接的承载能力。随后，使用 ABAQUS 软件对 T 型接头进行了有限元（FE）分析。利用测试结果对 FE 模型进行了验证，然后进行了参数研究。这些研究包括弦杆宽度比 (β)、弦杆厚度比 (τ)、PBL 加劲件的位置和厚度以及钢和密实混凝土材料等级的影响。根据实验和数值结果，得出了轴向受压钢管支撑下钢支撑-CFST 弦T 型接头的弯曲特性。此外，还检验了中国、日本、美国和欧洲计算 T 型接头弯曲承载力的规范的准确性，结果非常保守。因此，目前提出了一种新的计算方法，该方法考虑了支撑对上弦翼缘的加强作用。比较结果表明，该方法的计算结果与实验结果和 FE 结果非常吻合，因此可以安全可靠地用于设计。

{"title":"On the behaviour of diagonally-stiffened concrete-filled steel tube-to-SHS steel brace T-joints: An experimental and numerical investigation","authors":"Yan Diao , Yukai Wang , Hongzhi He , Yu Zou , M.F. Hassanein","doi":"10.1016/j.jcsr.2024.109176","DOIUrl":"10.1016/j.jcsr.2024.109176","url":null,"abstract":"<div><div>In this paper, the behaviour of the T-joint between concrete filled-steel tube (CFST) chord members with diagonal PBL (Perfobond Leiste) stiffeners and square hollow section (SHS) steel braces is investigated. First, seven T-joint specimens were prepared and experimentally tested under axial load of the steel brace. The results were analysed and discussed with respect to the failure modes, load-displacement responses and load-strain curves. Obviously, the diagonal PBL stiffeners were found to effectively limit the cracking range of concrete, thereby improving the bearing capacity of the T-joints. This is followed by a finite element (FE) analysis for the T-joints using ABAQUS software. FE models were validated using the test results and then parametric studies were generated. These studies included the effects of the ratio of brace-to-chord width (<span><math><mi>β</mi></math></span>), the ratio of brace-to-chord thickness (<span><math><mi>τ</mi></math></span>), the position and thickness of the PBL stiffeners and the steel and confined concrete material grades. Based on the experimental and numerical results, the bending characteristics were obtained for the steel brace-CFST chord T-joint under the axially compressed steel tube brace. Furthermore, the accuracy of the Chinese, Japanese, American and European specifications to calculate the bending bearing capacity of the T-joints were checked, and the results yielded highly conservative results. Therefore, a new calculation method was currently proposed, which takes into account the strengthening effect of the brace on the upper flange of the chord. The comparisons showed that the obtained results of this proposed method are in good agreement with experimental and FE results, and therefore can safely and reliably be used in design.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109176"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701683","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Impact of structural adhesive creep on the performance of CFRP-strengthened steel beams 结构胶蠕变对 CFRP 加固钢梁性能的影响

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-22 DOI: 10.1016/j.jcsr.2024.109178

Songbo Wang , Siyuan Yang , Zhuo Duan , Jun Su , Jiali Yu

This paper examines the viscoelastic creep response of the structural strengthening epoxy adhesive and develops a viscoelastic constitutive model for numerical analyses to assess its impact on the long-term performance of carbon fibre reinforced polymer (CFRP)-strengthened steel beams. The numerical studies explore the behaviour of CFRP-strengthened steel beams subjected to both three-point and four-point bending over a one-year period, with temperatures ranging from −20 to 60 °C. The results revealed that the stiffeners could reduce the deflection and peak stress in the steel under four-point bending, yet they had the opposite effect under three-point bending. Furthermore, whilst the larger CFRP plates could reduce the slip at the plate ends, they provided only a limited enhancement in the strengthening effectiveness. The impact of viscoelastic creep in the adhesive is more marked and apparent, particularly at higher temperatures. Over time, the increased slip leads to a rise in maximum stress and deflection of the steel beams, thereby diminishing the effectiveness of the strengthening. A low-temperature environment can mitigate these negative impacts, whereas elevated temperatures can significantly exacerbate them. Notably, at a moderate temperature of 30 °C, the maximum CFRP stress can already be reduced by 32.25 %, which corresponds to an increase in steel stress by 4.15 %. Therefore, in practical applications at warm service temperatures, the creep of CFRP-strengthened steel beams should be carefully considered to ensure their long-term safety.

本文研究了结构加固环氧树脂粘合剂的粘弹性蠕变响应，并开发了用于数值分析的粘弹性结构模型，以评估其对碳纤维增强聚合物（CFRP）加固钢梁长期性能的影响。数值研究探讨了碳纤维增强聚合物加固钢梁在一年时间内承受三点和四点弯曲的行为，温度范围为 -20 至 60 °C。研究结果表明，在四点弯曲情况下，加劲件可以减少钢材的挠度和峰值应力，但在三点弯曲情况下，加劲件的效果却与之相反。此外，虽然较大的 CFRP 板可以减少板端滑移，但对加固效果的提升有限。粘合剂中粘弹性蠕变的影响更为明显，尤其是在较高温度下。随着时间的推移，滑移的增加会导致钢梁的最大应力和挠度增加，从而降低加固效果。低温环境可以减轻这些负面影响，而高温则会明显加剧这些影响。值得注意的是，在 30 °C 的适度温度下，CFRP 的最大应力可减少 32.25%，这相当于钢应力增加了 4.15%。因此，在使用温度较高的实际应用中，应仔细考虑 CFRP 加固钢梁的蠕变问题，以确保其长期安全性。

{"title":"Impact of structural adhesive creep on the performance of CFRP-strengthened steel beams","authors":"Songbo Wang , Siyuan Yang , Zhuo Duan , Jun Su , Jiali Yu","doi":"10.1016/j.jcsr.2024.109178","DOIUrl":"10.1016/j.jcsr.2024.109178","url":null,"abstract":"<div><div>This paper examines the viscoelastic creep response of the structural strengthening epoxy adhesive and develops a viscoelastic constitutive model for numerical analyses to assess its impact on the long-term performance of carbon fibre reinforced polymer (CFRP)-strengthened steel beams. The numerical studies explore the behaviour of CFRP-strengthened steel beams subjected to both three-point and four-point bending over a one-year period, with temperatures ranging from −20 to 60 °C. The results revealed that the stiffeners could reduce the deflection and peak stress in the steel under four-point bending, yet they had the opposite effect under three-point bending. Furthermore, whilst the larger CFRP plates could reduce the slip at the plate ends, they provided only a limited enhancement in the strengthening effectiveness. The impact of viscoelastic creep in the adhesive is more marked and apparent, particularly at higher temperatures. Over time, the increased slip leads to a rise in maximum stress and deflection of the steel beams, thereby diminishing the effectiveness of the strengthening. A low-temperature environment can mitigate these negative impacts, whereas elevated temperatures can significantly exacerbate them. Notably, at a moderate temperature of 30 °C, the maximum CFRP stress can already be reduced by 32.25 %, which corresponds to an increase in steel stress by 4.15 %. Therefore, in practical applications at warm service temperatures, the creep of CFRP-strengthened steel beams should be carefully considered to ensure their long-term safety.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109178"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701681","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Numerical analysis and experimental validation of new steel-stiffened hybrid steel-PFRP bolted joints 新型钢加固混合钢-PFRP 螺栓连接的数值分析和实验验证

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-22 DOI: 10.1016/j.jcsr.2024.109174

Yang Zhan , Benben Li , Zhangjian Wu , Senjie Xu

A new hybrid steel-PFRP (Pultruded Fiber-Reinforced Polymer) bolted joint stiffened by steel plates is proposed in this paper to improve the joint efficiency for hybrid steel-PFRP lattice structures. The performance of the new steel-stiffened hybrid steel-PFRP joint (SHJ) was investigated and compared with that of ordinary steel-PFRP bolted joint (OBJ) using finite element method (FEM) and experimental test. In the numerical simulations, three-dimensional (3D) progressive damage joint models were developed and validated by joint tests, in which damage was investigated by employing Hashin failure criterion for PFRP part. Moreover, full-scale structural tests were also performed to further calibrate the performance of SHJ and OBJ in hybrid steel-PFRP lattice structures. The results from both joint level and structure level indicate that the performance of SHJ including ultimate bearing capacity, stiffness and joint efficiency is prominently superior to that of OBJ. SHJ is feasible and effective for application in hybrid steel-PFRP lattice structures. Parametric studies on SHJ were further conducted. The influences of the geometric parameters, such as the end distance to bolt diameter ratio (e/d) and the PFRP width to bolt diameter ratio (w/d), on the failure mode of SHJ were also discussed with the validated 3D progressive damage models.

本文提出了一种由钢板加固的新型钢-PFRP（拉挤纤维增强聚合物）混合螺栓连接，以提高钢-PFRP 混合晶格结构的连接效率。本文采用有限元法（FEM）和实验测试研究了新型钢加固混合钢-PFRP 连接（SHJ）的性能，并与普通钢-PFRP 螺栓连接（OBJ）的性能进行了比较。在数值模拟中，建立了三维（3D）渐进损伤接头模型，并通过接头试验进行了验证，其中采用 Hashin 失效准则对 PFRP 部分的损伤进行了研究。此外，还进行了全尺寸结构试验，以进一步校准 SHJ 和 OBJ 在钢-PFRP 混合晶格结构中的性能。连接层面和结构层面的结果表明，SHJ 的性能（包括极限承载能力、刚度和连接效率）明显优于 OBJ。SHJ 在钢-PFRP 混合网格结构中的应用是可行且有效的。对 SHJ 进一步进行了参数研究。此外，还利用经过验证的三维渐进破坏模型讨论了端距与螺栓直径比（e/d）和 PFRP 宽度与螺栓直径比（w/d）等几何参数对 SHJ 失效模式的影响。

{"title":"Numerical analysis and experimental validation of new steel-stiffened hybrid steel-PFRP bolted joints","authors":"Yang Zhan , Benben Li , Zhangjian Wu , Senjie Xu","doi":"10.1016/j.jcsr.2024.109174","DOIUrl":"10.1016/j.jcsr.2024.109174","url":null,"abstract":"<div><div>A new hybrid steel-PFRP (Pultruded Fiber-Reinforced Polymer) bolted joint stiffened by steel plates is proposed in this paper to improve the joint efficiency for hybrid steel-PFRP lattice structures. The performance of the new steel-stiffened hybrid steel-PFRP joint (SHJ) was investigated and compared with that of ordinary steel-PFRP bolted joint (OBJ) using finite element method (FEM) and experimental test. In the numerical simulations, three-dimensional (3D) progressive damage joint models were developed and validated by joint tests, in which damage was investigated by employing Hashin failure criterion for PFRP part. Moreover, full-scale structural tests were also performed to further calibrate the performance of SHJ and OBJ in hybrid steel-PFRP lattice structures. The results from both joint level and structure level indicate that the performance of SHJ including ultimate bearing capacity, stiffness and joint efficiency is prominently superior to that of OBJ. SHJ is feasible and effective for application in hybrid steel-PFRP lattice structures. Parametric studies on SHJ were further conducted. The influences of the geometric parameters, such as the end distance to bolt diameter ratio (<em>e/d</em>) and the PFRP width to bolt diameter ratio (<em>w/d</em>), on the failure mode of SHJ were also discussed with the validated 3D progressive damage models.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109174"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701682","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Hysteretic and low-cycle fatigue performance of arc-shaped corrugated steel plate dampers 弧形波纹钢板阻尼器的滞后和低循环疲劳性能

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-20 DOI: 10.1016/j.jcsr.2024.109168

Chenghao Shang , Yun Zhou , Jiale Li , Ke Jiang , Genquan Zhong

Shear panel dampers (SPDs) are widely recognized for their outstanding performance and straightforward configuration, positioning them as a favored option for energy dissipation in the field of structural engineering. A primary issue with SPDs is the buckling of the web plate, which significantly diminishes their strengths and energy dissipation capabilities. To address this issue, a novel arc-shaped corrugated steel plate damper (ACSPD) has been developed in this paper, which is featured by an arc-shaped corrugated web plate to enhance the out-of-plane buckling resistance. This paper presents both experimental and numerical investigations into the hysteretic and fatigue characteristics of ACSPDs. Incremental-amplitude cyclic tests and constant-amplitude low-cycle fatigue tests were conducted on two identical sets of ACSPDs, with each set consisting of four ACSPD specimens featuring different corrugation parameters. The key test results, including the failure mechanisms, hysteresis curves, low-cycle fatigue properties and energy dissipation capacities, were fully reported and discussed. Finite element models were developed and validated against test results to enable a further understanding of the behavior of ACSPDs. Both the experimental and numerical results conclusively demonstrate that ACSPDs with appropriate corrugation parameters exhibit superior hysteretic and fatigue performance.

剪力板阻尼器（SPD）因其出色的性能和简单的配置而广受认可，成为结构工程领域消能的首选。SPD 的一个主要问题是腹板的屈曲，这会大大降低其强度和消能能力。为解决这一问题，本文开发了一种新型弧形波纹钢板阻尼器（ACSPD），其特点是采用弧形波纹腹板来增强平面外抗屈曲能力。本文对 ACSPD 的滞后和疲劳特性进行了实验和数值研究。对两组相同的 ACSPD 进行了增量-振幅循环试验和恒定-振幅低循环疲劳试验，每组包括四个具有不同波纹参数的 ACSPD 试样。对主要试验结果，包括失效机理、滞后曲线、低循环疲劳特性和耗能能力进行了全面报告和讨论。为了进一步了解 ACSPD 的行为，研究人员开发了有限元模型，并根据测试结果进行了验证。实验和数值结果均确凿证明，具有适当波纹参数的 ACSPD 具有优异的滞后和疲劳性能。

{"title":"Hysteretic and low-cycle fatigue performance of arc-shaped corrugated steel plate dampers","authors":"Chenghao Shang , Yun Zhou , Jiale Li , Ke Jiang , Genquan Zhong","doi":"10.1016/j.jcsr.2024.109168","DOIUrl":"10.1016/j.jcsr.2024.109168","url":null,"abstract":"<div><div>Shear panel dampers (SPDs) are widely recognized for their outstanding performance and straightforward configuration, positioning them as a favored option for energy dissipation in the field of structural engineering. A primary issue with SPDs is the buckling of the web plate, which significantly diminishes their strengths and energy dissipation capabilities. To address this issue, a novel arc-shaped corrugated steel plate damper (ACSPD) has been developed in this paper, which is featured by an arc-shaped corrugated web plate to enhance the out-of-plane buckling resistance. This paper presents both experimental and numerical investigations into the hysteretic and fatigue characteristics of ACSPDs. Incremental-amplitude cyclic tests and constant-amplitude low-cycle fatigue tests were conducted on two identical sets of ACSPDs, with each set consisting of four ACSPD specimens featuring different corrugation parameters. The key test results, including the failure mechanisms, hysteresis curves, low-cycle fatigue properties and energy dissipation capacities, were fully reported and discussed. Finite element models were developed and validated against test results to enable a further understanding of the behavior of ACSPDs. Both the experimental and numerical results conclusively demonstrate that ACSPDs with appropriate corrugation parameters exhibit superior hysteretic and fatigue performance.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109168"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702947","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Elastic local buckling of double-skinned UHPC composite plates considering interfacial shear slip 考虑界面剪切滑移的双层超高性能混凝土复合板的弹性局部屈曲

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-20 DOI: 10.1016/j.jcsr.2024.109170

Lipeng Sun , Yongjian Liu , Lin Wang , Qiang Han

This study explores the elastic local buckling behavior of double-skinned ultra-high-performance concrete (DS-UHPC) composite plates, focusing on the effects of interfacial shear slip. A theoretical model, based on the first-order shear deformation theory for sandwich plates, was developed to predict the elastic local buckling behavior of these composite plates. An analytical solution for the elastic buckling coefficient under uniform compression with a simply supported boundary condition was derived. The results reveal that interfacial shear stiffness and the proportion of cross-sectional steel content significantly affect the elastic buckling coefficient. Specifically, lower interfacial shear stiffness and higher steel content proportion result in a decreased buckling coefficient, while increasing interfacial shear stiffness reduces the sensitivity of the buckling coefficient to variations in steel content proportion. Finite element models were established and validated against previous studies on the buckling performance of single-layer steel-concrete composite plates and classical solutions of buckling coefficients without interfacial shear slip. Semi-analytical solutions for the elastic buckling coefficient under various boundary conditions were also developed through a comprehensive set of finite element results. Building on these findings, a design procedure for DS-UHPC composite plates is proposed, emphasizing the optimization of interfacial connectors to minimize shear slip effects on local buckling. This procedure ensures the prevention of local buckling in both the external steel plates and the entire composite plate, thereby enhancing structural stability.

本研究探讨了双层超高性能混凝土（DS-UHPC）复合板的弹性局部屈曲行为，重点关注界面剪切滑移的影响。基于夹层板的一阶剪切变形理论，建立了一个理论模型来预测这些复合板的弹性局部屈曲行为。推导出了在简单支撑边界条件下均匀压缩条件下弹性屈曲系数的解析解。结果表明，界面剪切刚度和横截面钢含量比例对弹性屈曲系数有显著影响。具体来说，较低的界面剪切刚度和较高的含钢比例会导致屈曲系数降低，而增加界面剪切刚度则会降低屈曲系数对含钢比例变化的敏感性。根据以往对单层钢-混凝土复合板屈曲性能的研究以及无界面剪切滑移屈曲系数的经典解法，建立并验证了有限元模型。通过一组全面的有限元结果，还开发出了各种边界条件下弹性屈曲系数的半解析解。在这些研究结果的基础上，提出了一种 DS-UHPC 复合板材的设计程序，强调优化界面连接件，以尽量减少剪切滑移对局部屈曲的影响。该程序可确保防止外部钢板和整个复合板发生局部屈曲，从而提高结构稳定性。

{"title":"Elastic local buckling of double-skinned UHPC composite plates considering interfacial shear slip","authors":"Lipeng Sun , Yongjian Liu , Lin Wang , Qiang Han","doi":"10.1016/j.jcsr.2024.109170","DOIUrl":"10.1016/j.jcsr.2024.109170","url":null,"abstract":"<div><div>This study explores the elastic local buckling behavior of double-skinned ultra-high-performance concrete (DS-UHPC) composite plates, focusing on the effects of interfacial shear slip. A theoretical model, based on the first-order shear deformation theory for sandwich plates, was developed to predict the elastic local buckling behavior of these composite plates. An analytical solution for the elastic buckling coefficient under uniform compression with a simply supported boundary condition was derived. The results reveal that interfacial shear stiffness and the proportion of cross-sectional steel content significantly affect the elastic buckling coefficient. Specifically, lower interfacial shear stiffness and higher steel content proportion result in a decreased buckling coefficient, while increasing interfacial shear stiffness reduces the sensitivity of the buckling coefficient to variations in steel content proportion. Finite element models were established and validated against previous studies on the buckling performance of single-layer steel-concrete composite plates and classical solutions of buckling coefficients without interfacial shear slip. Semi-analytical solutions for the elastic buckling coefficient under various boundary conditions were also developed through a comprehensive set of finite element results. Building on these findings, a design procedure for DS-UHPC composite plates is proposed, emphasizing the optimization of interfacial connectors to minimize shear slip effects on local buckling. This procedure ensures the prevention of local buckling in both the external steel plates and the entire composite plate, thereby enhancing structural stability.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109170"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702946","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Comparing traditional and suction piles in steel design of wind turbine structures 比较风力涡轮机钢结构设计中的传统桩和吸力桩

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-20 DOI: 10.1016/j.jcsr.2024.109169

Shen-Haw Ju, Chueh-Sheng Chiu, Yi-Chen Huang

For proper structural analysis and steel design of suction piles in offshore wind turbine support structures, a Q-z spring with the rigid link effect was developed to support both axial forces and bending moments at the bottom of suction piles. Moreover, the t-z spring with the axial shear and torsion was considered to avoid the suction pile oscillation in the axial rotation direction. The optimal ultimate design shows that the structure with suction piles requires nearly 1.4 times the steel of that with traditional piles. However, after deducting the pile foundation, the weight of the remaining components is similar. For both types of foundations, design situation 6 (parked with high wind and wave loads) dominates for nearly 50 % of the steel structure design. For suction pile cases, design situation 8 (construction for piles) controls all the steel design for the suction pile due to the buckling of the thin shell cylinder under the large hoop water pressure. Another critical issue is fatigue at connections. To overcome this problem, one can select an appropriate yaw stiffness to ensure the first torsional natural frequency greater than the rotor frequency at the rated power (F_1P) and less than three times of F_1P (F_3P).

为了对海上风力涡轮机支撑结构中的吸水桩进行适当的结构分析和钢结构设计，开发了一种具有刚性连接效应的 Q-z 弹簧，用于支撑吸水桩底部的轴向力和弯矩。此外，还考虑了具有轴向剪力和扭力的 t-z 弹簧，以避免吸力桩在轴向旋转方向上的振荡。最佳终极设计表明，吸力桩结构所需的钢材是传统桩基的近 1.4 倍。不过，扣除桩基后，其余构件的重量相近。对于这两种地基类型，设计情况 6（高风浪荷载停放）占钢结构设计的近 50%。对于吸水桩，设计情况 8（桩基施工）控制了吸水桩的所有钢结构设计，这是因为薄壳圆柱体在大箍水压力下会发生屈曲。另一个关键问题是连接处的疲劳。为克服这一问题，可选择适当的偏航刚度，以确保第一扭转固有频率大于额定功率下的转子频率 (F1P)，且小于 F1P 的三倍 (F3P)。

{"title":"Comparing traditional and suction piles in steel design of wind turbine structures","authors":"Shen-Haw Ju, Chueh-Sheng Chiu, Yi-Chen Huang","doi":"10.1016/j.jcsr.2024.109169","DOIUrl":"10.1016/j.jcsr.2024.109169","url":null,"abstract":"<div><div>For proper structural analysis and steel design of suction piles in offshore wind turbine support structures, a Q-z spring with the rigid link effect was developed to support both axial forces and bending moments at the bottom of suction piles. Moreover, the t-z spring with the axial shear and torsion was considered to avoid the suction pile oscillation in the axial rotation direction. The optimal ultimate design shows that the structure with suction piles requires nearly 1.4 times the steel of that with traditional piles. However, after deducting the pile foundation, the weight of the remaining components is similar. For both types of foundations, design situation 6 (parked with high wind and wave loads) dominates for nearly 50 % of the steel structure design. For suction pile cases, design situation 8 (construction for piles) controls all the steel design for the suction pile due to the buckling of the thin shell cylinder under the large hoop water pressure. Another critical issue is fatigue at connections. To overcome this problem, one can select an appropriate yaw stiffness to ensure the first torsional natural frequency greater than the rotor frequency at the rated power (<em>F</em><sub><em>1P</em></sub>) and less than three times of <em>F</em><sub><em>1P</em></sub> (<em>F</em><sub><em>3P</em></sub>).</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109169"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702944","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Experimental study on the interfacial bond behavior of UHPC filled circular stainless steel tubes 超高性能混凝土填充圆形不锈钢管界面粘结行为的实验研究

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-20 DOI: 10.1016/j.jcsr.2024.109172

Bing-Lin Lai , Yi-Ran Li , Jia-Hui Zhao , Zheng-Yi Kong , Sheng-Gang Fan

As the interfacial bond property is of great significance to derive the composite action between stainless steel tube and UHPC for the Ultra-High Performance Concrete Filled Stainless Steel Tubular (UHPCFSST) columns, the push-out tests were conducted in this program, which includes 8 specimens having different stainless steel tube diameter and tube thickness. Based on the test results, the damage patterns and the full range load-slip curves are analyzed in detail, and the interfacial bond stress constitutes at different loading stages were also identified and evaluated. On top of that, the longitudinal strain of the stainless steel tube was analyzed based on elastic theory to derive the non-dimensional bond stress distribution law along the steel-concrete interface. The comparison between test results and the predictions from current code specification or the available empirical formulas indicate a large discrepancy and inconsistency. Therefore, the bond strength and corresponding slippage value of UHPCFSST columns were predicted by a new equation based on regression analysis. The research discovery obtained from this study provides theoretical significance and practical value for improving the design theory and application of UHPCFSST columns in practical engineering.

由于界面粘结特性对于推导超高性能混凝土填充不锈钢管（UHPCFSST）柱的不锈钢管与 UHPC 之间的复合作用具有重要意义，因此本项目进行了推挤试验，包括 8 个具有不同不锈钢管直径和管厚的试件。根据试验结果，详细分析了破坏模式和全范围载荷-滑移曲线，并确定和评估了不同加载阶段的界面粘结应力构成。此外，还根据弹性理论分析了不锈钢管的纵向应变，得出了钢-混凝土界面的非尺寸粘结应力分布规律。测试结果与现行规范或现有经验公式的预测结果之间的比较表明，两者之间存在很大的差异和不一致。因此，通过基于回归分析的新方程预测了 UHPCFSST 柱的粘结强度和相应的滑移值。本研究的发现为改进 UHPCFSST 柱的设计理论和在实际工程中的应用提供了理论意义和实用价值。

{"title":"Experimental study on the interfacial bond behavior of UHPC filled circular stainless steel tubes","authors":"Bing-Lin Lai , Yi-Ran Li , Jia-Hui Zhao , Zheng-Yi Kong , Sheng-Gang Fan","doi":"10.1016/j.jcsr.2024.109172","DOIUrl":"10.1016/j.jcsr.2024.109172","url":null,"abstract":"<div><div>As the interfacial bond property is of great significance to derive the composite action between stainless steel tube and UHPC for the Ultra-High Performance Concrete Filled Stainless Steel Tubular (UHPCFSST) columns, the push-out tests were conducted in this program, which includes 8 specimens having different stainless steel tube diameter and tube thickness. Based on the test results, the damage patterns and the full range load-slip curves are analyzed in detail, and the interfacial bond stress constitutes at different loading stages were also identified and evaluated. On top of that, the longitudinal strain of the stainless steel tube was analyzed based on elastic theory to derive the non-dimensional bond stress distribution law along the steel-concrete interface. The comparison between test results and the predictions from current code specification or the available empirical formulas indicate a large discrepancy and inconsistency. Therefore, the bond strength and corresponding slippage value of UHPCFSST columns were predicted by a new equation based on regression analysis. The research discovery obtained from this study provides theoretical significance and practical value for improving the design theory and application of UHPCFSST columns in practical engineering.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109172"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702945","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Laboratory test and design methods of horizontal-ellipse corrugated-steel-plate–utility-tunnel with varying top–side plate ratios 不同顶板比的水平椭圆波纹钢板多功能隧道的实验室测试和设计方法

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-19 DOI: 10.1016/j.jcsr.2024.109159

Kun Lang , Mingzhou Su , Xihao Ye , Wei Shi , Pengyuan Yan , Zi Zhu , Chenqian Zhang , Jing Jin

Corrugated steel-plate culverts, particularly in horizontal ellipse form, are commonly used in large-span projects. Despite the guidelines on plate radius ratios, the impact of these ratios on mechanical properties remains unexplored. This gap highlights the need for research to guide utility tunnel design because existing studies mainly focus on round culverts compressed into elliptical shapes. Therefore, this study conducted backfill, simulated vehicle live load, and ultimate-load tests on two horizontal-ellipse corrugated steel utility tunnel structures with different top-side plate ratios to examine their response characteristics under various load conditions. Moreover, they were compared with those of existing design methods to offer new insights for the design analysis of soil–steel structures. The results demonstrated that the ratio significantly influenced bending moment distribution, and the critical section was concentrated beneath the loading pad for live loads. The ultimate capacity varied with the ratio, with the higher ratio specimen reaching approximately 92.5 % of the capacity of its counterpart. Both specimens failed via tri-plastic hinge mechanisms, with reduced capacity as corrugations flattened. The Canadian Highway Bridge Design Code, which considers thrust force and bending moment, accurately predicted bearing capacity than the other methods in this study. These findings are vital for optimising design and ensuring safety in horizontal-ellipse corrugated steel utility tunnels.

波形钢板涵洞，尤其是水平椭圆形涵洞，通常用于大跨度工程。尽管有关于钢板半径比的指南，但这些半径比对机械性能的影响仍未得到探讨。由于现有的研究主要集中在被压缩成椭圆形的圆形涵洞上，因此这一空白凸显了指导公用事业隧道设计的研究需求。因此，本研究对两种具有不同顶侧板比率的水平椭圆波纹钢隧道结构进行了回填、模拟车辆活载和极限载荷试验，以考察它们在各种载荷条件下的响应特性。此外，还与现有的设计方法进行了比较，为土钢结构的设计分析提供了新的见解。结果表明，上侧板比对弯矩分布有显著影响，在活载情况下，临界截面集中在加载垫下方。极限承载力随比率的变化而变化，比率较高的试样的承载力约为同类试样的 92.5%。两个试样都是通过三塑性铰链机制失效的，随着波纹变平，承载力也随之降低。加拿大公路桥梁设计规范考虑了推力和弯矩，与本研究中的其他方法相比，它能准确预测承载能力。这些发现对于优化设计和确保水平椭圆波纹钢结构隧道的安全至关重要。

{"title":"Laboratory test and design methods of horizontal-ellipse corrugated-steel-plate–utility-tunnel with varying top–side plate ratios","authors":"Kun Lang , Mingzhou Su , Xihao Ye , Wei Shi , Pengyuan Yan , Zi Zhu , Chenqian Zhang , Jing Jin","doi":"10.1016/j.jcsr.2024.109159","DOIUrl":"10.1016/j.jcsr.2024.109159","url":null,"abstract":"<div><div>Corrugated steel-plate culverts, particularly in horizontal ellipse form, are commonly used in large-span projects. Despite the guidelines on plate radius ratios, the impact of these ratios on mechanical properties remains unexplored. This gap highlights the need for research to guide utility tunnel design because existing studies mainly focus on round culverts compressed into elliptical shapes. Therefore, this study conducted backfill, simulated vehicle live load, and ultimate-load tests on two horizontal-ellipse corrugated steel utility tunnel structures with different top-side plate ratios to examine their response characteristics under various load conditions. Moreover, they were compared with those of existing design methods to offer new insights for the design analysis of soil–steel structures. The results demonstrated that the ratio significantly influenced bending moment distribution, and the critical section was concentrated beneath the loading pad for live loads. The ultimate capacity varied with the ratio, with the higher ratio specimen reaching approximately 92.5 % of the capacity of its counterpart. Both specimens failed via tri-plastic hinge mechanisms, with reduced capacity as corrugations flattened. The Canadian Highway Bridge Design Code, which considers thrust force and bending moment, accurately predicted bearing capacity than the other methods in this study. These findings are vital for optimising design and ensuring safety in horizontal-ellipse corrugated steel utility tunnels.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109159"},"PeriodicalIF":4.0,"publicationDate":"2024-11-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142703424","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0