bluuebunny/crossref_metadata_2025_split huggingface dataset:
Building Maintenance Management for Steel Structures in Industrial Facilities
Authors: Hemker Andreas , Bartenbach Jochen , Dürr André 
Published: September 2019

ABSTRACTThe building infrastructure in Europe is becoming older and older. Steel structures in industrial facilities and plant constructions are also affected by this ageing process. With a Building Maintenance Management (BMM) program it is possible to prevent the reduction of the load‐bearing capacity of the structure with increasing age. Repair and remediation costs can also be reduced if defects are detected by BMM in time.In Germany guideline VDI 6200 (1) provides a framework for the procedure of BMM pertaining to public buildings as well as industrial and plant buildings, but it does not take into account the type of construction. The special characteristics of steel structures such as those found in industrial prefabrication, with minor variations in the execution, or the generally favourable accessibility of critical joints and the time‐dependent corrosion effects are, therefore, not considered within the procedures of BMM in guideline VDI 6200 (1).HOCHTIEF Engineering has gained a wealth of experience in recent years with regard to steel structures in industrial facilities and plant constructions through the BMM program. Within this paper the special issues for these steel structures in BMM are summarized. The main focus lies in the implementation of a BMM program for these steel structures and in the preparation of regular inspections by experts according to the type of structure. In addition, typical defects and remediation measures for industrial steel structures are compiled and presented within this paper.
Compression behaviour of cold formed steel trapezoidal sheeting with transverse corrugations
Authors: Casariego Pedro , Casafont Miquel , Ferrer Miquel , Marimon Frederic 
Published: September 2019

ABSTRACTOver the past decades, the cold‐formed steel industry has developed a manufacturing technique to produce self‐supporting arches from trapezoidal steel sheets. The press‐forming procedure is based on introducing transverse corrugations to the main direction of the flat profile in order to bend it. The main problem is that these indentations, which are essential to curve the profile, change the effective properties of the original steel sheet. Nowadays, there is neither design code, nor a standardized test procedure from which to obtain the effective properties of the corrugated profile. The present investigation analyses the behaviour of the corrugated profile when it is submitted to pure compression and compares it to the behaviour of the flat profile.
Numerical study of semi‐rigid behaviour joints for slender purlins
Authors: Gutiérrez Ruth María , Loureiro Alfonso , Reinosa Jose Manuel , Lopez Manuel 
Published: September 2019

ABSTRACTConnections made in the multi‐span purlins are usually analysed employing the 3 points load test. In this test, the connection withstands a bending moment emulating the real work conditions under gravity. Considering the behaviour hypothesis of continuous beam on multiple supports, the 3 points load test approaches the bending moment distribution over the connection, approximating the parabolic law by straight‐line segments.This test performed numerically is used to model the semi‐rigid behaviour of the sleeve connection, which significantly affects movements and the stresses developed by the multi‐span purlin, and therefore, influences its design (1), (2).The span length of the 3 points load test is related to the span length of the purlin whose connections are to be study. A change in the test span length involves a different multi‐span purlin.Previous work has dealt with the study of the sleeve connections for two profiles sections, small and large, varying the ratio lap length to depth, for the design of multi‐span purlins with span lengths of 6 and 11 m. This paper extends this study to consider larger span lengths. Thus, the range of the proposed formulations is expanded to include more slender purlins, expanding the knowledge for design optimization of these structural systems.
Different load‐bearing mechanisms in headed stud shear connections in composite beams with profiled steel sheeting
Authors: Vigneri Valentino , Odenbreit Christoph , Lam Dennis 
Published: September 2019

ABSTRACTThe current regulations of EN1994‐1‐1 for headed stud shear connections in composite beams with profiled sheeting lead, for some configurations, to an over‐estimation of the load‐bearing capacity. Since these design equations are based on empirical considerations, they are not able to capture the real mechanical behaviour of the connector and they do not consider appropriately the influence of the geometry of sheeting on the shear capacity. For this reason, the load‐bearing mechanisms of the shear connection are identified in this work with the support of experimental and numerical results. According to the static system presented, the concrete rib is modelled as a system of diagonal struts acting simultaneously in combination with the stud in bending.It is observed that at 2÷4 mm slip, a “Strut and beam” mechanism prevails where the resistance of the connector depends mostly on the plastic hinges activated in the stud and on the capacity of the diagonal strut in front of it. By increasing the slip (ca. 4÷10 mm), the surrounding concrete progressively crushes while the tensile stresses at the edge of the rib reach the tensile strength of the material. As a consequence of this loss of rotational stiffness, the bending capacity developed in the stud reduces and the upper hinges gradually moves towards the slab. At higher displacements (ca. 20÷40 mm), due to nonlinear geometric effects, high tensile forces develop in the stud and the load is carried through a “Strut and Tie” resistance mechanism, if the embedment of the stud is sufficient. By further increasing the slip, the whole rib rotates or the failure occurs either for concrete pull‐out or stud rupture.This contribution describes the sequence of the activated load‐bearing mechanisms in headed stud shear connections with profiled steel sheeting at different displacements.
Vertical shear behaviour of steel‐concrete composite slabs
Authors: Simões Rui , Pereira Miguel 
Published: September 2019

ABSTRACTThe design of short span steel‐concrete composite slabs, or even the spans currently used in building construction but with the longitudinal shear behaviour improved by some type of reinforcement system, usually tends to be governed by the vertical shear resistance. Nevertheless, the design model for vertical shear resistance of composite slabs, according to European standard EN 1994‐1‐1, because it is based on the design model for reinforced concrete slabs predicted in standard EN 1992‐1‐1, does not take the contribution of the steel sheeting into account adequately. In this paper several vertical shear design methodologies are presented and compared. The results of an experimental programme, composed by 4 tests on composite slabs with short spans carried out at the University of Coimbra, are shown and discussed. In order to induce a collapse by vertical shear, the composite slabs tested were provided with a longitudinal shear reinforcement system. The experimental results showed that the design model prescribed by EN 1994‐1‐1 is conservative as it neglects the contribution of the steel sheet resistance to the slab's vertical shear resistance.
Influencing Parameters on the Load‐bearing Capacity of Composite Dowels positioned close to the free Surface of Concrete Slabs
Authors: Broschart Yannick , Kurz Wolfgang , Wolters Kevin , Christou Georgios , Claßen Martin 
Published: September 2019

ABSTRACTComposite dowels as shear connectors between steel profiles and concrete sections have been investigated for decades. The long‐term aim is to develop consistent design approaches and implement them within Eurocode 4 covering both fields of bridge and building construction. Especially in building construction, where the concrete slabs are dimensioned increasingly slimmer in contrast to bridge construction, the composite dowels are positioned unavoidably close to free concrete surfaces (1). This causes further failure modes which have not been entirely investigated yet. At University of Kaiserslautern experimental push‐out tests were performed within a research project in cooperation with RWTH Aachen University focusing on the behaviour of these composite dowels in dependence of varying influence parameters, such as the dowel's distance to the edge, the concrete strength and the position of the reinforcement stirrups. Some results showed a significant reduction of the load‐bearing capacity and an affection of the deformability, mostly accompanied by the spalling of the concrete cover. Based on the tests, numerical simulations were calibrated and utilized to understand more about the load transfer mechanisms and to interpolate between existing experimental results. This paper will particularly show the influence of three parameters and present considerations on the load transfer model including further primary, secondary and tertiary failure mechanisms leading to the overall failure of the specimens.
Characterization of the behaviour of welded steel joints through modal components
Authors: Bayo Eduardo , Gracia Javier 
Published: September 2019

ABSTRACTThe analysis and design of joints constitutes one of the most important aspects when designing steel structures. It is a common practice to model the joint behaviour by zero‐length rotational springs placed between the beam and corresponding column, or by mechanical models composed of springs and rigid bars. These models have serious limitations when considering the interactions between the shear, bending and axial forces and deformations of the panel zone.In this research, a new approach based on the characterization of modal components is presented. First, the steel joint is modelled as a cruciform finite element of 12 degrees of freedom. Then, the stiffness matrix is decomposed in eigenvectors and eigenvalues. The eigenvectors provide information about the joint deformation modes, while the eigenvalues give information about the stiffness associated with each mode. To identify the main modes and their characteristics, a parametric study has been carried out for welded joints with and without stiffeners. For both cases, all combinations of IPE 120 to IPE 600 profiles for beams and HEA 160 to HEA 1000 profiles for columns have been studied. The only restraint imposed in the combination process is that the beam width be smaller than the column width.First, the cruciform finite element stiffness matrices are obtained. Subsequently, a spectral decomposition is carried out using MATLAB, and then Python scripts are developed to classify the modes and eigenvalues. The statistical analysis of the results shows that after removing the three rigid solid modes the most relevant deformation modes are the shear and the two possible bending modes including their interaction. The remaining six modes correspond to deformation modes with high stiffness values that are not excited under common loading situations.
Resistance of Direct Fixings of Sandwich Panels under Cyclic Loading
Authors: Engel Alexander , Lange Jörg 
Published: September 2019

ABSTRACTWithin the scope of a research project, the pull‐through resistance of direct fixings of sandwich panels under cyclic loading was determined on small‐scale sandwich specimens. The tests were carried out on wall panels with lined steel face sheets. Various core materials (PU foam, mineral wool), face sheet thicknesses, panel depths and various screw manufacturers were combined. From the test results, cyclic reduction factors for fixings on the mid and end support were determined according to prEN 14509‐2.
3‐D‐Printing with Steel: Additive Manufacturing of Connection Elements and Beam Reinforcements
Authors: Feucht Thilo , Lange Jörg , Erven Maren 
Published: September 2019

ABSTRACTAutomated steel construction manufacturing with robots is becoming reality. The Institute for Steel Construction and Materials Mechanics of the Technische Universität Darmstadt has two welding robots. These robots are being used to assess various application for Additive Manufacturing. For the construction of steel, Wire + Arc Additive Manufacturing (WAAM) is suitable, which is similar to Gas‐Shielded Metal Arc Welding. The wire electrode serves as printing material. With this method we can produce components in layers and achieve deposition rates of 5 kg/h. The components studied in this research project are connection elements such as simply supported girder connections and head plates, as well as reinforcing elements such as stiffeners and beam reinforcements. In this paper topology‐optimized structures are presented, which can be printed with the WAAM directly on steel beams. First investigations on additive manufactured test specimens are shown.
Cost optimization of end‐plate connections
Authors: Mela Kristo , Hietaharju Lauri 
Published: September 2019

ABSTRACTMinimum cost beam‐to‐column end‐plate joints are determined in this study. The goal is to achieve partial automation of the time‐consuming joint design. The premise is that the joint is to be designed for target bending moment and shear force resistance and initial rotational stiffness. It is assumed that the designer has prescribed the beam and column profiles and the initial rotational stiffness a priori. The joint design task is formulated as a mathematical optimization problem, where the total cost of the joint is minimized such that the resistance and stiffness requirements are satisfied. The component method described in the standard EN 1993‐1‐8 is used for evaluating the bending resistance and initial rotational stiffness of the joint. The end‐plate dimensions and bolt positions are taken as the design variables of the optimization problem. The number of bolt rows, bolt sizes and bolt strength are incorporated as parameters with fixed values during optimization. The applicability and performance of the proposed approach for joint cost minimization is demonstrated on case studies, with a comparison to an alternative procedure found in the literature. The results indicate that mathematical optimization provides a useful tool for design automation of steel joints.
Strength evaluation of bolted connections with slotted holes in non‐structural components
Authors: Kurosawa Miku , Kishiki Shoichi , Tatsumi Nobuhiko 
Published: September 2019

ABSTRACTIn the bolted connections of the non‐structural exterior wall to structural frames, slotted holes are often used to improve the workability. In Japan, in case the slotted holes are used in the bolted connections of structural frame, a reduction factors according to European Recommendations for bolted connections in structural steel work(1) have to be employed to reduce the slip strength of the connections. However, the strength reduction ratio equals to 1.0 when the major axis direction and the stress direction of the slotted holes are orthogonal; thus, the strength reduction factor is not considered to be substantial in many cases. Furthermore, these provisions are not employed for connections of non‐structural components to structural frames.In this study, a tension test of bolted connection with slotted hole was carried out to evaluate the slip coefficient and confirm the strength reduction. In order to consider influences of the surface treatment of the specimen on slip proof stress, five different types of surface treatment are considered in the test, which are hot dip galvanizing with and without antirust processing, electroplated zinc colored chromate coating with and without antirust coating, and stainless steel. From the test results, it is found that the slip strength ratio of the bolted connection with the slotted holes to that of with the conventional holes was ranging from 0.70 to 0.80. As next step, a series of slip coefficient evaluation experiments of actual non‐structural components are planned to investigate that the reduction factor obtained from the element tests could be adopted to the components. In that case, eccentricity and stress distribution in the connection should be considered.
Thor – a New Design of Overhead Transmission Line Towers
Authors: Schmidt Mark Kokborg , Nielsen Mogens G. , Endahl Brian , Steenholt‐Eliasson Karl Emil 
Published: September 2019

ABSTRACTIn these years Denmark puts a significant effort into reducing the CO2‐emission. Consequently, a more flexible and strong electricity transmission grid is needed to be able to transmit the power from the offshore wind farms to the consumers. Furthermore, the grid must be able to reach the international markets.Therefore, a new detailed design of a series of overhead line (OHL) towers have been carried out. The contemporary design has been prepared by the engineers, Ramboll, together with architects, Dissing+Weitling, for the Danish transmission system operator (TSO), Energinet, and the main purpose is to have an aesthetic OHL acceptable to the public together with a cost‐efficient series of towers.The towers are designed as lattice structures. All the traditional lattice OHL towers are constructed using angle bars, while the new design is constructed of circular tubes for all lattice members. This design gives a more open appearance of the tower that is not as massive as the resent designed OHL towers with a shaft of monopoles. The tubes have multiple advantages compared to angle bars: smaller width, lower wind resistance, higher buckling capacity and wider profile opportunities.The traditional angle bar towers are prepared as almost fully bolted structures with no welding. However, even though the members are bolted together welding must be done on lattice towers of circular tubes, and new connections have been developed; also, to meet the aesthetic requirements.This paper introduces the new transmission line design with focus on the tower structure and the special aesthetic designed connections.
Research on the Semi‐rigid Joint with T‐stub in Beam‐to‐Column Connection: Suggestion for Initial Rotational Stiffness Formula
Authors: Xia Yong‐Qiang , Xiao Nan , Qian Xiao‐Qian 
Published: September 2019

ABSTRACTThe stiffness of the joint has great influences on the internal force distribution in structures. Therefore the initial rotational stiffness of semi‐rigid joint with T‐stub connectors should be determined prior to internal force analysis in steel structures with T‐stub connectors in beam‐to‐column connection. According to the deformation characteristics of the joint during elastic phase, the flange of T‐stub connector bolted on the tensile side of the beam section was deemed as main research object, and was regarded as simply supported beam. Based on this calculation model, the initial rotational stiffness of the joint is determined by the flange thickness of the T‐stub connector, distance between bolts linking the flange of T‐stub connector to steel column, and lastly the height of the beam. Then the analytical formula of initial rotational stiffness was established. Numerical simulation and experimental data were employed for comparison with the results from the proposed formula, respectively, and a stiffness modified coefficient was introduced into the analytical formula, which shows that the results from proposed formula applied for case studies match well with finite element analysis data and the experimental data.
Experimental Test of Novel Honeycomb Structural Fuse
Authors: Yang T.Y. , Li Tianyi , Tobber Lisa , Pan Xiao 
Published: September 2019

ABSTRACTThis paper proposes a novel type of metallic damper, named Honeycomb Structural Fuse (HSF), a modified version of the previously developed Welded Wide Flange Fuse (WWFF). Based on the commonly available welded wide flange section, honeycomb‐shape perforations were laser cut on web. The HSF is designed to dissipate earthquake energy through plastic deformation of the web in shear, while the flanges remain elastic. To investigate the seismic behaviour of HSF, a total of 9 specimens with different honeycomb cell wall aspect ratios (cell wall thickness to cell wall centre length) and honeycomb cell combinations (number of cell rows and columns) were manufactured and tested to examine the influence of different parameters on its performance including force‐drift relationship, working mechanism and buckling modes etc., are summarized. The experiment shows that the newly proposed HSF exhibits stable energy dissipation capability, which can be used as an efficient metallic damper for seismic applications.
An Experimental Verification of Seismic Structural Control: Using In‐Plane Oval Dampers
Authors: Lee Chien‐Liang , Wang Yen‐Po , Cai Meng‐Yan , Kuan Yu‐Tung , Huang Ging‐Huei 
Published: September 2019

ABSTRACTAs an effort to enhance the material utilization efficiency of metallic yielding dampers, this paper explores a new type of in‐plane oval damper fabricated to deform inelastically in an in‐plane flexural mode. Seismic performance assessment of the proposed damper was conducted via shaking table tests of a five‐story steel building frame under the Kobe earthquake with various intensities. Significant reductions of the structural acceleration and displacement responses have been achieved with the proposed device implemented, suggesting that the effectiveness and feasibility of using the in‐plane oval energy‐dissipative device for earthquake protection of building structures. Moreover, a series of nonlinear time history analysis of the five‐story model frame corresponding to the tests was further performed. The inelastic behavior of the proposed dampers was simulated by the Bouc‐Wen's model and the predicted structural vibration responses were in turn compared with the experimental results. The simulated structural responses with identified parameters of the Bouc‐Wen's model agree well with the experimental results, indicating that the proposed analytical model for nonlinear dynamic analysis of inelastic systems is adequate.
Proposal of a design curve for the overall resistance of cold formed RHS and SHS members
Authors: Toffolon Andrea , Taras Andreas 
Published: September 2019

ABSTRACTPossible inaccuracies and conservatism in the design against the local and local+global buckling of slender square (SHS) and rectangular (RHS) hollow‐sections is currently hindering the construction sector from a wider application of high‐strength steel (HSS) and slender hollow sections. Eurocode and other design provisions define class 4 at a cross‐section slenderness > 42ε (compression only) with ε2=235/fy. Thus, a significant number of SHS and RHS with fy ≥ 690 MPa – both cold formed and hot‐finished – are considered to be slender and consequently penalized. Besides that, the classification approach itself presents discontinuities in the estimation of the buckling reduction factor, whereas a design curve ranging from the plastic to the slender range would be more efficient and cost‐effective both for steel producers and designers. This paper discusses the results of an extensive numerical campaign, showing that the Eurocode 3 classification is too conservative in the case of SHS and RHS. The local buckling and local+global buckling behaviour will be analysed through an extensive parametric FEM‐model study. The gathered data are collated, and the resulting design curve is a proposal for the determination of an overall buckling reduction factor for the determination of the member resistance. The study represents one of the steps of the RFCS research project “HOLLOSSTAB”, during which new design rules for HSS hollow sections are developed on the basis of an “Overall Interaction Concept” (OIC). The paper discusses the effectiveness of this approach in the general framework of buckling design checks for hollow sections, discusses existing rules and their implications, shows the numerical campaign results and introduces overall design formulas based on the overall buckling resistance approach