Journal of Constructional Steel Research最新文献

{"title":"Biaxial eccentric behavior of improved multi-cell T-shaped concrete-filled steel tubes","authors":"Chao Hu ,&nbsp;Rui Cheng ,&nbsp;Yuhang Wang ,&nbsp;Meilan Gong ,&nbsp;Jichun Liu","doi":"10.1016/j.jcsr.2024.109131","DOIUrl":"10.1016/j.jcsr.2024.109131","url":null,"abstract":"<div><div>The special-shaped concrete-filled steel tube (CFST) structure has attracted considerable scholarly interest in recent years. However, limited attention has been given to research on multi-cell T-shaped CFST (MT-CFST) column, resulting in a lack of uniformity in calculation methods. This paper presents an improved MT-CFST column composed of three rectangular steel tubes, a steel plate, and concrete. This design ensures that welds avoid cold bending zones in steel tubes, thereby enhancing quality of welds. In practical engineering applications, columns often experience biaxial eccentric loads. A biaxial eccentric compression test was conducted on fifteen MT-CFST specimens. This study investigated the influence of eccentricity, eccentric angle, and web height on performance of MT-CFST column. The experimental results revealed a similar failure mode among specimens: prior to peak load, minor bending deformation was observed. For specimens T56.6–60-45° and T40–90-180°, the smaller width-to-thickness ratio of steel plates on compressed side prevented local buckling. For other specimens, slight local buckling on compressed side near mid-span section was observed. After peak load, local buckling progressively intensified, primarily due to substantial bending deformation. The failure of specimens was attributed to local buckling and overall bending deformation. For eccentricity greater than 20 mm, the bearing capacity and elastic-plastic stiffness of specimens exhibited an increasing trend followed by a decreasing trend with the increase in eccentric angle at the same eccentricity, with the peaks occurring at around 90°. Specimens with the compressed side located at flange demonstrated higher bearing capacity and elastic-plastic stiffness. Additionally, FE models have been established to simulate the bidirectional eccentric behavior. A simplified method for calculating flexural capacity was developed, grounded in stress analysis of section at ultimate conditions. In accordance with ANSI/AISC 360, a method was established for predicting uniaxial eccentric capacity. By conducting a parametric analysis of <em>M</em>_x/<em>M</em>_ux,n-<em>M</em>_y/<em>M</em>_uy,n curves, a simplified method for determining <em>M</em>_x/<em>M</em>_ux,n-<em>M</em>_y/<em>M</em>_uy,n curves was proposed, with calculation results in good agreement with FE results.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109131"},"PeriodicalIF":4.0,"publicationDate":"2024-11-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142586166","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}

{"title":"Post-fire behavior of cold-formed titanium-clad bimetallic steel angle section stub columns","authors":"Yu Shi ,&nbsp;Jie Wang ,&nbsp;Xuhong Zhou ,&nbsp;Xuanyi Xue","doi":"10.1016/j.jcsr.2024.109141","DOIUrl":"10.1016/j.jcsr.2024.109141","url":null,"abstract":"<div><div>This study included a series of experiments and a detailed numerical analysis to reveal the cross-sectional behaviors and residual compression ultimate capacities of cold-formed titanium-clad bimetallic steel (TCBS) angle section stub columns (ASSCs) following exposure to high temperatures. Four cold-formed TCBS ASSCs with different geometric dimensions were tested. The exposure temperature included 20 °C, 700 °C, and 900 °C. After experiment, a comprehensive numerical analysis was carried out, wherein 200 finite element models were included. Given the lack of specialized design approaches for cold-formed TCBS structures, the applicability of conventional design approaches for carbon steel structures to cold-formed TCBS ASSCs subjected to high temperatures was assessed, where the design approaches in EN 1993-1-1, AISI 100, and the Direct Strength Method were considered. It was found that the existing design approaches for post-fire cold-formed TCBS ASSCs lacked precision. Hence, modifications to the design approach in EN 1993-1-1 were proposed to improve the accuracy on the prediction of the residual compressive ultimate capacities of cold-formed TCBS ASSCs following exposure to high temperatures. This provided the foundation for evaluating the post-fire serviceability of cold-formed TCBS structures.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109141"},"PeriodicalIF":4.0,"publicationDate":"2024-11-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142578745","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}

{"title":"Data-driven design approaches for hollow section columns—Database analysis and implementation","authors":"Hyeyoung Koh ,&nbsp;Hannah B. Blum","doi":"10.1016/j.jcsr.2024.109085","DOIUrl":"10.1016/j.jcsr.2024.109085","url":null,"abstract":"<div><div>Structural engineering has a plethora of existing data from previous experiments and computational modeling results, yet the benefits of employing data methods in structural engineering are still largely unexplored. As a test case to demonstrate the use of data-driven design approaches in structural engineering, this study applies both conventional interpolation and advanced machine learning techniques, Extreme Gradient Boosting and Multi-layer Perceptron (MLP), to estimate capacity strength of SHS and RHS columns using a comprehensive database consisting of 695 experimental results and 3,794 finite element (FE) analysis results. The database covers a wide range of material and geometric properties, including steel grades ranging from normal-strength to high-strength steel, cross-sectional dimensions, member slenderness, and forming process (cold-formed or hot-rolled). The impact of data source (experiment or FE models) and ratios of training to testing sets on the model prediction accuracy are explored. The best model predictions are also compared to predictions from established design standards including AISC 360 and Eurocode 3. It was found that the MLP model performed the best among the data driven models and the MLP predictions across the range of member slenderness ratios, and steel grades, and forming methods performed better than either established design standard, indicating the potential benefits of using advanced data methods. To demonstrate the future potential of how data-driven design methods can enhance structural engineering design, the developed models and database are available in a public repository and a practical example of how to use the database is detailed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109085"},"PeriodicalIF":4.0,"publicationDate":"2024-11-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142578744","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}

{"title":"Analysis and design of the multi-Vierendeel-panels steel trusses with gusset plate connections","authors":"Dan Gan ,&nbsp;Xi Lu ,&nbsp;Yang Li ,&nbsp;Zexiang Li ,&nbsp;Xuhong Zhou","doi":"10.1016/j.jcsr.2024.109142","DOIUrl":"10.1016/j.jcsr.2024.109142","url":null,"abstract":"<div><div>Gusset plates are commonly used to connect chord and web members of a steel truss with a Vierendeel panel, which would impact the failure mode and overall stiffness of the steel truss. Gusset plates are important for seismic design of steel special truss moment frames and steel staggered truss frames but got little attention. This investigation established a high-fidelity finite element model for the multi-Vierendeel panels steel trusses, which was verified by large scale experimental results of a braced frame and truss with a Vierendeel panel. Then the influence of gusset plates on the load capacity and stiffness of the truss were analyzed in detail through parametric studies. Joint detailing was correspondingly proposed to prevent prior yielding and buckling of the chord flange. Formulas for calculating the cross section modulus ratio of the chord to the vertical web in the Vierendeel panel considering the gusset plate were put forward, which aimed to achieve a yielding mechanism that the vertical web members in the Vierendeel panel yield first to dissipate seismic energy. Lastly, a modified calculation model for trusses was proposed considering the gusset-plate connection region as a rigid link fixed-connected to members. This work provides a basis for the seismic design of trusses with Vierendeel panels.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109142"},"PeriodicalIF":4.0,"publicationDate":"2024-11-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142578746","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}

{"title":"Evaluation of overstrength-based interaction checks for columns in steel moment frames","authors":"Tomasz Falborski ,&nbsp;Greta Murtas ,&nbsp;Ahmed Elkady ,&nbsp;Dimitrios Lignos ,&nbsp;Amit Kanvinde","doi":"10.1016/j.jcsr.2024.109123","DOIUrl":"10.1016/j.jcsr.2024.109123","url":null,"abstract":"<div><div>Current design guidelines in the United States require a check for only column axial force under overstrength seismic loads for capacity-designed steel moment frames. A study is presented to examine the implications of this guidance, which disregards the column interaction check (including both axial force and moment) under overstrength seismic loads. A set of thirteen steel moment frames are designed using multiple rules that apply and disregard overstrength, drift, and cross-sectional compactness checks in various combinations. The frames are subjected to a suite of simulations including linear elastic, nonlinear static pushover, nonlinear response history, and continuum finite element simulations that are able to represent a range of physical behavior modes in the columns including interactive nonlinear geometric instabilities that could trigger loss of the load carrying capacity of the member. The simulations indicate no significant distinction between the seismic performance of steel moment resisting frames designed as per current code-based provisions (i.e., disregarding the column interaction check for overstrength seismic loads), and those designed with the use of the interaction check, with each providing acceptable response without failure. The simulations also indicate that design checks for drift and cross-sectional compactness play a significant role ensuring acceptable response, providing additional margin of safety beyond the member strength checks.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109123"},"PeriodicalIF":4.0,"publicationDate":"2024-11-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142571575","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}

{"title":"Advanced line-finite-element for lateral-torsional buckling of beams with torsion and warping restraints","authors":"Hao-Yi Zhang ,&nbsp;Goman W.M. Ho ,&nbsp;Si-Wei Liu ,&nbsp;Liang Chen ,&nbsp;Siu-Lai Chan","doi":"10.1016/j.jcsr.2024.109103","DOIUrl":"10.1016/j.jcsr.2024.109103","url":null,"abstract":"<div><div>Steel beams are susceptible to lateral-torsional buckling (LTB) failure when subjected to bending. Considering the effect of semi-rigid connections, the partial end restraints in torsion and warping can significantly influence the buckling behavior of members. However, these restraints are not properly simulated in the traditional line-finite-element method (LFEM), which may lead to an error in the estimation of member buckling capacity. To fill this gap, this research introduces an improved end-spring model into the formulation of an advanced co-rotational (CR)-LFEM, where the partial restraints in axial, bending, torsion, and warping degree of freedom (DOF) can be considered. A parametric study on the LTB behavior of steel beams is conducted using the modified CR-LFEM, where a series of elastic buckling analyses are conducted. The results show that the stiffness of partial torsion and warping restraints have a significant influence on the LTB capacity. The influence of various cross-section shapes and member slenderness ratios on the LTB behavior is also discussed. Finally, design recommendations are provided for classifying connection stiffness in torsion and warping DOF, offering guidelines for practitioners. In addition, the improved CR-LFEM with end-springs proposed in this study has been implemented into the educational software MSASect2.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109103"},"PeriodicalIF":4.0,"publicationDate":"2024-11-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142571574","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}

{"title":"Configuration and scale effect on cyclic performance of integrated plate dampers","authors":"Mohan Bajaj,&nbsp;Pankaj Agarwal","doi":"10.1016/j.jcsr.2024.109111","DOIUrl":"10.1016/j.jcsr.2024.109111","url":null,"abstract":"<div><div>The present study is focused on the experimental investigation of integrated metallic plate damper (IMPD) yielding under combined flexure and shear. Two configurations of the IMPDs with ADAS plates (AP) and K-butterfly plates (BP) as flexure components in two different scales are developed and tested under reverse cyclic loading. The square shear plate (SP) is utilized as a shear component in both configurations. In contrast, the number of flexure components varies from two to four in the AP-integrated damper and from four to eight in the BP-integrated damper. The height of the small and large-scale dampers is fixed at 140 mm and 273 mm, respectively, and other dimensions vary in accordance with their respective heights. The effect of damper size and configurations on overall performance in terms of hysteretic behavior, strength, stiffness, and energy dissipation potential is studied. The result demonstrated that IMPDs integrated with AP are more efficient than BP in terms of average enhancement of strength and energy dissipation by 23 % and 41 %, respectively. The increased size has an immense impact on the energy dissipation potential of the IMPDs, which is 1.77 to 2.8 times more than that of the smaller IMPDs. Additionally, the scale effect is found to be more prominent in AP-integrated IMPDs. The Digital Image Correlation (DIC) technique has proved helpful in finding the strain pattern in the plates, and the results are close to the preinstalled locations of the strain gauges.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109111"},"PeriodicalIF":4.0,"publicationDate":"2024-10-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142560749","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}

{"title":"Column face bending in anchored blind-bolted connections to concrete filled hollow sections","authors":"Mohammed Mahmood ,&nbsp;Walid Tizani","doi":"10.1016/j.jcsr.2024.109120","DOIUrl":"10.1016/j.jcsr.2024.109120","url":null,"abstract":"<div><div>This research investigates the bending behaviour of the column face component of concrete filled tubular columns connected to other structural members via Extended HolloBolt (EHB). The effect of bolt gauge and pitch distances and anchored length were investigated by experimental tests and finite element analysis. Totally, eighteen specimens were tested and 31 finite element models were analysed. Results showed that, the concrete acts compositely with the anchored bolts until it fails by forming a cone shape starting from the anchored nut and extending to the concrete surface. The cone radius at the concrete surface is equal to 0.82 times the anchorage length. The contribution of the anchored bolts in the component plastic strength can be quantified by considering the work required to initiate concrete cracking across the cone projection on the column face. The component initial stiffness seems to be influenced significantly by the bolt gauge and anchorage length. The use of small bolt pitch or bolt gauge limits the advantage of anchoring the EHB in the concrete and the large bolt gauges result in minor yield in the column walls (<em>g</em> ≥ 85 % of the column face width). A Major enhancement in the component strength can be achieved by increasing the bolt anchorage length to more than six times the internal bolt diameter (<em>d</em>_<em>b</em>).</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109120"},"PeriodicalIF":4.0,"publicationDate":"2024-10-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142560750","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}

{"title":"Seismic performance of end plate connection joint between I-beam and square steel tube column reinforced by casing tube","authors":"Bingsheng Huang ,&nbsp;Xiaobin Qiu ,&nbsp;Kaiwen Yuan ,&nbsp;Yuncheng Pan ,&nbsp;Xiamin Hu","doi":"10.1016/j.jcsr.2024.109121","DOIUrl":"10.1016/j.jcsr.2024.109121","url":null,"abstract":"<div><div>In this paper, the end plate connection joint between the I-beam and square steel tube column reinforced by the casing tube was designed. The failure mode, energy dissipation capacity, initial rotational stiffness, stiffness degradation, strength degradation, ductility index, and shearing deformation of the specimen were obtained. The results show that the seismic performance of T-shaped joints is better than that of cross-shaped joints. The failure modes of T-shaped joints are buckling of web and flange, while the column flange of cross-shaped joints is concave, and the end plate is warped. The weld quality between the casing and column directly affects the performance of the joint. All specimens in this paper are semi-rigid joints. The end plate thickness has a significant impact on the seismic performance of the joint. With the increase of the end plate thickness, the energy dissipation capacity of the joint increases. The initial rotational stiffness of the specimen is not only related to the end plate thickness, but also affected by the bolt diameter. The initial rotational stiffness of the joint can be significantly improved by increasing the end plate thickness and the bolt diameter. The finite element analysis shows that the seismic performance of the joint is affected by the end plate thickness and the bolt diameter, but it is less affected by the bolt diameter. The increase of end plate thickness can improve the seismic performance of the joint, but the continuous increase has little effect on the performance. The seismic performance of the joint increases with the increase of casing thickness. When the wall thickness exceeds 5 mm, the casing thickness has little influence on the joint performance.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109121"},"PeriodicalIF":4.0,"publicationDate":"2024-10-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142554725","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}

{"title":"Damage modes and mechanism of steel box arch ribs under contact explosion","authors":"Yulin Shan ,&nbsp;Zhouhong Zong ,&nbsp;Liew Jat Yuen Richard ,&nbsp;Jiaqi Li ,&nbsp;Yanchen Liu","doi":"10.1016/j.jcsr.2024.109115","DOIUrl":"10.1016/j.jcsr.2024.109115","url":null,"abstract":"<div><div>Field blast experiments were conducted on two single-span steel box arch ribs, aiming to understand their damage modes and mechanisms under contact explosions. A finite element model was developed to predict the local deformation of the steel box arch ribs, which was then used for parametric studies. These studies considered factors such as explosive type, rise-span ratio (<em>f</em>), cross-section size, arch plate slenderness ratio (<em>w</em>/<em>t</em>_<em>1</em>), and the depth-to-width ratio (<em>b</em>/<em>t</em>_<em>2</em>) of internal stiffener. The results revealed a localized damage pattern near the detonation point, with the steel box arch ribs absorbing the majority of the energy and exhibiting no global response. Damage modes were categorized as slight, moderate, severe, and localized collapse types, with repair options ranging from welding plates and stiffeners to replacing segments of the steel box arch ribs. A formula for calculating the damage size of a steel box arch rib subjected to contact explosions was also provided. It was also observed that internal and kinetic energy were significantly affected by the explosion type, cross-section size, rise-span ratio, and arch plate slenderness ratio (<em>w</em>/<em>t</em>_<em>1</em>), while being less influenced by the depth-to-width ratio (<em>b</em>/<em>t</em>_<em>2</em>) of the internal stiffener. The steel box arch rib exhibited significantly lower effective stress and maximum principal stress compared to the steel beam, owing to the arch effect. The present research work underscores the importance of understanding how various factors interact to mitigate explosion-induced damage to steel box arch ribs.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109115"},"PeriodicalIF":4.0,"publicationDate":"2024-10-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142554724","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}