bluuebunny/crossref_metadata_2025_split huggingface dataset:
03.35: Rivet shear strength in long connections
Authors: Tide Raymond H.R. 
Published: September 2017

ABSTRACTRivet shear limit states are based on historical test data. Several different grades of rivets and plate material were used, which were accommodated by transforming the test data into a non‐dimensional form. Because an exact solution for rivet shear in a connection requires solving non‐linear simultaneous equations, a more practical empirical solution is proposed that eliminates this requirement. A statistical analysis was performed using the existing partial factor, of 1.25 to demonstrate that an acceptable reliability, β, close to or slightly greater than the desired 4.0 is obtained for all connection lengths when a length reduction factor R2 (βLF) of 0.90 is used, thus eliminating the need for a variable connection length reduction factor, βLF. The data was also analyzed for the case with no length reduction factor R2 (βLF) = 1.0. The statistical analysis of the test data indicates that there is no justification for a variable shear strength reduction due to connection length provided there is only a limited amount of second‐order effects in combination with gross and net areas equal to or greater than the specification limits.The assembled research data, based on rivet strengths of 392 N/mm2 and 523 N/mm2, were compared with the Eurocode 3 (EN 1993) provisions to determine compatibility. It was determined that the research test data did not support the Eurocode 3 provisions for a variable shear strength for rivets in connections longer than a specified basic length based on rivet diameter.This investigation identified a riveted connection condition wherein with appropriate connection strength and quasi‐stiffness, there would be no need to reduce the rivet shear strength with increasing connection length. Typically it was found that this condition was achieved when both current Eurocode 3 checks for the limit state of yielding on the gross section and the limit state of fracture on the net section were satisfied.
04.01: Buckling of very short elastic cylinders with weld imperfections under uniform bending
Authors: Fajuyitan O. Kunle , Sadowski Adam J. , Wadee M. Ahmer 
Published: September 2017

ABSTRACTThe length‐dependent domains of behaviour of thin elastic cylindrical shells under uniform bending have recently received significant research attention. Ovalisation is known to affect very long cylinders which undergo significant cross‐sectional flattening before failing by local buckling. This effect is restrained by the end boundary condition in shorter cylinders, which fail instead by local buckling at moments close to the classical analytical prediction. In very short cylinders, however, even this local buckling is restrained by the end boundary, and failure occurs instead through the development of a destabilising meridional fold on the compressed side. Although this is a limit point instability under bending, ovalisation does not play any role at all. This ‘very short’ length domain has only recently been explored for the first time with the aid of finite element modelling.A brief overview of the nonlinear buckling behaviour of very short elastic cylinders under uniform bending is presented in this paper. Two types of edge rotational restraint are used to illustrate the influence of a varying support condition on the stability in this short length range. It is shown that short cylinders under bending do not suffer at all from local short‐wave buckling. Additionally, when the meridional dimension of such cylinders becomes particularly short the resulting numerical models may predict indefinite stiffening without a limit point, even when the shell is modelled using more complete 3D solid continuum finite elements. Idealised weld depressions, which are realistic representations of a systemic manufacturing defect, are used to demonstrate only a very mild sensitivity to geometric imperfections at such short lengths owing to a pre‐buckling stress state dominated by local compatibility bending. The topic should be of interest to researchers studying shell problems dominated by local bending with computational tools and designers of multi‐segment shells with very close segment spacing.
04.21: Buckling of externally pressurised spherical shells: Experimental results compared with recent design recommendations
Authors: Błażejewski Paweł , Marcinowski Jakub , Rotter Michael 
Published: September 2017

ABSTRACTThe buckling resistance of a steel spherical dome shell under external pressure is controlled by the geometry, material properties and fabrication quality class [1, 2]. A simple algorithm to determine the buckling resistance of such shells with a clamped boundary, in terms of the description used in [1], was recently developed by the authors [3, 4]. The assessment is based on the elastic critical pressure pRcr and the plastic resistance pressure pRpl, followed by evaluation of the imperfection sensitivity for the assumed fabrication quality class, assessment of the other buckling parameters that define the capacity curve, deduction of the characteristic value of the buckling resistance pRk, and determination of the design buckling resistance pRd. The new procedure was previously [3, 4] compared with the current design recommendations [2] and was found to give 30‐45% higher buckling resistances in some cases, making the new proposals less conservative.The safety of the new proposals is here compared with many previous experimental results that have been presented in the literature. It is found that the new proposals are safe and more economic than the current rules.
05.02: Influence of rails on the stability of crane runway girders
Authors: Kraus Matthias , Mämpel Silvio , Crisan Andrei 
Published: September 2017

ABSTRACTDue to the stressing of crane runway girders, they are usually susceptible to lateral torsional buckling. In this paper, the contribution of crane rails to bending stiffness, torsional rigidity and load bearing capacity of crane runway girders is presented. The torsional and warping stiffness of the combined cross section is being determined by numerical approaches, i.e. two‐dimensional isoparametric finite elements for cross sections. The influence of the increased stiffness and cross sectional capacity is then considered for stability verifications based on an application of equivalent initial geometric imperfections. The corresponding non‐linear member analyses are performed using finite beam elements with seven degrees of freedom. In addition, the influence of the rails on the stress states of the total cross sections is evaluated and presented.
05.08: Lateral‐torsional buckling of beams of monosymmetrical cross‐sections loaded perpendicularly to the axis of symmetry: Theoretical analysis
Authors: Balázs Ivan , Melcher Jindřich 
Published: September 2017

ABSTRACTDetermination of the critical moment is a crucial step of the process of assessment of the buckling resistance of a metal beam with no intermediate restraints between supports. The critical moment of an ideal beam depends, among others, on support conditions and variation of the bending moment along the span of the beam. It can be found as a solution of the eigenvalue problem of differential equations of bending. This complex procedure can generally provide a formula for the calculation of the critical moment with certain coefficients varying depending on the variation of the bending moment along the span and support conditions of the beam. The formula for the critical moment and numerical values of the coefficients taking into account the type of supports and variation of the bending moment for some common cases can be found in literature.The paper focuses on process of derivation of the formula for calculation of the elastic critical moment of beams of double symmetrical and monosymmetrical cross‐sections (channels) loaded perpendicularly to the plane of symmetry. Based on classical Vlasov's theory and variational method, a formula for the elastic critical moment of beams of double symmetrical cross‐sections and channels loaded perpendicularly to the plane of symmetry and coefficients for not only simple cases of loads but also selected special cases are derived using mathematical methods and presented in the paper. Numerical values of the above mentioned coefficients are summarized in tables and charts.
05.18: Maximum chord slenderness ratio of compressed stainless steel closely spaced built‐up members
Authors: Dobrić Jelena , Marković Zlatko , Budjevac Dragan , Spremić Milan 
Published: September 2017

ABSTRACTStructural response of compressed closely spaced built‐up member is more complex than that of solid cross‐section member, considering that built‐up member is restrained at discrete points along its length. Effects of longitudinal shear caused by interaction between the contact areas of the individual chords may affect the overall behaviour and reduce the flexural buckling resistance of built‐up member. In the numerous design codes, the effect of shear deformation is considered through the equivalent slenderness ratio that includes the overall slenderness ratio of entire built‐up member, and the local slenderness ratio of individual chord that depends on the distance between interconnections. The EN 1993‐1‐4 does not provide explicit design guidelines for stainless steel built‐up members and refers to application of the EN 1993‐1‐1. This paper presents a part of extensive experimental and numerical investigation of behaviour of compressed stainless steel built‐up members. The members are formed by two C‐section chords directly connected by bolts or by groove welds and oriented back‐to‐back. The chord members are press‐braked from flat strips of austenitic stainless steel grade 1.4301. The member lengths and distance between interconnection are varied. The structural response of built‐up members that are connected at the ends and at one‐half of the member length is highlighted. The experimental and numerical values of buckling resistance are compared with design values according to Eurocode 3. The purpose of this paper is estimation of acceptability of existing design guidelines for carbon steel in the calculation of stainless steel built‐up members. In addition, this paper examines if the requirement regarding to limitations of maximum chord slenderness ratio can be modified in case of stainless steel closely spaced built‐up members with compact or semi‐compact cross‐sections.
05.22: Stainless steel prestressed stayed columns
Authors: Pichal Radek , Machacek Josef 
Published: September 2017

ABSTRACTBehavior of stainless steel prestressed stayed columns with a central crossarm is investigated numerically in 3D, following 3 tests of a reasonable size. The paper discusses previous analyses concerning critical loading and strength capacity with respect to influence of geometrical and material properties, prestressing and boundary conditions. Critical buckling loads and post‐buckling paths with regards to 2D and 3D GMNIA (geometrically and materially nonlinear analysis with imperfections) are demonstrated using ANSYS software. The buckling of the main column in 3D is shown, resulting into deflection in between the arms of the central crossarm, while the value of critical loading is rather unaffected in comparison with 2D analysis. Other results cover influence of the imperfection level with both symmetrical and antisymmetrical imperfection mode, boundary conditions at central crossarm (fixed or sliding stays) and nonlinear stainless steel material.
05.26: Reliability assessment for local buckling of plates
Authors: Schillo Nicole , Taras Andreas , Feldmann Markus 
Published: September 2017

ABSTRACTIn the current Eurocode 3‐1‐5 [10] for local buckling, the resistance curve used to represent the reduction factor of plated elements due to local failure is based on the so‐called “Winter‐curve”, which was derived using a semi‐empirical approach by George Winter in 1947. This design curve reproduces the mean reduction values achieved in the experiments conducted by Winter and other researchers. However, when applying the safety concept of the Eurocode (EN 1990) [8], an additional safety factor is necessary to ascertain a defined level of failure probability. Currently, this factor is set to 1.0 for applications in building structures.In the study at hand, 131 stub column tests on welded, squared box sections from steel grades S275 up to S960 were evaluated to assess a realistic safety factor in conformity with the safety standard EC0 [8]. A considerable amount of tests where thereby classified as high strength steel. The results showed to be comparable for all steel grades in dependence of their local slenderness.The evaluation of test results revealed a considerable scatter, which is partly attributed to the stability failure mode, but could be also found to be originated from lack of information concerning unintended eccentricities in the experimental test setups. Therefore, the data set was divided into two sets, one consisting of all data, and one including only tests where these information were available and thus had reduced scatter. The second set lead consequently to a more favourable safety factor than the first one.For all sets using the procedure to derive a safety factor, assumptions have to be made regarding the property‐specific Coefficients of Variation (CoVs). Standard values often given in literature, although correct for their specific applications, cannot be simply adjusted when including high strength steel material. Additionally, as the resistance function for local buckling is complex, the impact of e.g. the thickness has to be taken into account carefully. Different approaches and variations are presented in this paper, leading to scientifically justified ‐values.
05.42: Evaluation of ultimate strength and plastic deformation capacity of square hollow section members under bending shear
Authors: Sato Kosuke , Ikarashi Kikuo 
Published: September 2017

ABSTRACTThe purpose of this study is to evaluate ultimate strength and plastic deformation capacity of square hollow section members under bending shear governed by local buckling as a function of member shapes and loading conditions. First, elastic local buckling strength under bending shear derived from theoretical analysis is shown. A new normalized width–thickness ratio SH based on elastic local buckling strength and full plastic strength is proposed. Then, after understanding the elastic local buckling behavior purely determined by member shapes and loading conditions, the large deformation behavior under monotonic bending shear is examined using numerical analysis and structural testing. The ultimate strength and plastic deformation capacity are evaluated using the new normalized width–thickness ratio SH as a function of width–thickness ratio, aspect ratio, gradient of bending moment, and angle of applied force. Finally, the large deformation behavior under cyclic bending shear is examined using structural testing. The relation between the ultimate strength or plastic deformation capacity and the new normalized width–thickness ratio SH is reported.
06.05: Wind and Earthquake Damping System for the Isozaki/Allianz Tower in Milan, Italy
Authors: Castellano M. Gabriella , Borella Rudy , Pigouni Aikaterini E. , Infanti Samuele 
Published: September 2017

ABSTRACTThe Isozaki or Allianz Tower in Milan, designed by Arata Isozaki and Andrea Maffei, is one of the three office towers of the CityLife, redevelopment project in the area of the historic exhibition area of Milan. It's a mixed reinforced concrete and steel structure of 202 m height (207 m considering the city ground level) and 247 m including the television antenna. It has 50 storeys above ground, and is the tallest Italian building according to the criteria of highest occupied floor and height to tip. Due to the height and the slender shape (24 m × 60 m in plan) of the tower, the wind and seismic protection system comprises 8 special fluid viscous dampers (FVDs) connected to the base of the building by means of 4 long struts (two for each strut). Each FVDs is characterized by 1304 kN maximum force and ±150 mm maximum displacement capacity. They manage to mitigate the wind effects by suppressing the anticipated wind‐induced accelerations and improving the comfort inside the building. Although Milan is a low seismicity area, the dampers were also designed to sustain also earthquake effects. Therefore, due to the completely different dynamic behaviour of wind and earthquake, the dampers were designed to change behaviour passively, i.e. activated only by the different velocity of the relative displacement between the two ends of the damper. Thus, the velocity exponent α of the typical force vs. velocity constitutive law of the fluid viscous dampers is 1 (linear behaviour) under wind input while is lower than 0.1 (strongly non‐linear behaviour) under earthquake input. Two of the 8 FVDs were subjected to a complete test protocol required by European Standard “Anti‐seismic devices” EN15129:2009 in FIP Industriale Laboratories. This paper describes the FVDs and reports the most important test results, confirming the required behaviour of the devices both under service wind and ULS wind or earthquake.
06.06: Vibration reduction of steel girder bridges: Using shape memory alloy cables
Authors: Liu Airong , Liu Chun‐Hui , Pi Yong‐Lin , Huang Yong‐Hui 
Published: September 2017

ABSTRACTTorsional vibration caused by moving vehicle loads traversing a steel girder bridge is likely to cause the traffic safety and people comfort problems. This paper investigates the use of cables made of shape memory alloy as the devices of reduction of torsional vibration for steel girder bridges. The shape memory alloy cables are featured by their small volume and expedient installation. To investigate their effect on the vibration of girder bridges, numerical simulation and experimental study are carried out. The results of torsional vibration obtained by finite element simulations are compared with the experimental ones from model testing. The finite element results have good correlation with the experimental counterparts. Comparisons have shown that the finite element model for torsional vibration of steel girder bridges with the shape memory alloy cables being treated as dampers can be used to predict the effects of shape memory alloy cables on the vibration reduction. The finite element and experimental results have shown that shape memory alloy cables can effectively reduce torsional vibrations of steel girder bridges.
06.08: Vibration Control of Novel Passive Multi‐joints Rotational Friction Dampers
Authors: Mualla Imad , Koss Holger 
Published: September 2017

ABSTRACTThis work presents a novel passive friction damper for vibration control of structures.The device is designed to dissipate input energy and protect buildings, especially large and tall buildings from structural and non‐structural damage during moderate and severe vibration caused by earthquakes or strong winds. The damper is based on a rotational friction concept that was developed by Mualla, I.H.The devices have a stable energy dissipating behavior. They are flexible in the application, since they only need limited space. The devices can be installed easily. The damping capacity of the devices can be easily increased by adding additional friction layers. The friction damper device proves to be an efficient and economical device for a reduction of dynamic response of structures.The damper has been tested intensively at the Technical University of Denmark and in Osaka, Japan confirming that the damper performance is:
‐ Independent of forcing frequency within applicable range
‐ Linearly dependent on displacement amplitudes
‐ Linearly dependent on normal forces
‐ Very stable over many cycles
Furthermore, a numerical model of the 4‐joint damper has been developed based on an analytical derivation of the internal work in the damper. A comparison of results obtained from the experimental work and numerical model showed that the model well represented the behavioral characteristics of the damper, and that the dissipated energy was reliably predicted.So far several models of the rotational friction dampers that are supplied by Damptech A/S have been installed in many projects in Japan, among them Japan tallest building and in other countries around the world. The paper provides a number of show cases demonstrating versatile application of rotational friction dampers (RFD).
07.07: Numerical study of screw fasteners in built‐up CFS chord studs
Authors: Kechidi Smail , Fratamico David C. , Bourahla Nouredine , Castro José M. , Schafer Benjamin W. 
Published: September 2017

ABSTRACTThis paper presents the development of finite element (FE) models for advanced analyses of screw connected and axially‐loaded back‐to‐back, built‐up cold‐formed steel (CFS) chord studs. Results are validated using column test data from displacement‐controlled experiments conducted at Johns Hopkins University. Shell finite element‐based models have been assembled in ABAQUS and include non‐linear geometric, material, and contact behavior. A unique feature of the developed models is the simulation of screw‐fastener connections using a user‐defined element (UEL), which can reproduce strength and stiffness deterioration under a monotonic load as well as the pinched response that occurs in the shear behavior of these connections when subjected to cyclic loading. Connection stiffness and strength data from pure shear tests of steel‐to‐steel and steel‐to‐oriented strand board (OSB) connections are used in the formulation of the subroutine and is discussed herein. Seventeen monotonic and concentric compression tests on two different built‐up CFS cross‐section sizes with varying fastener layouts and sheathing conditions were simulated. The buckling, peak, and post‐peak behavior of the built‐up columns is examined. Good agreement was reached among experimental and numerical results in terms of load‐deformation histories, as well as buckling and failure modes. Results indicate that under the tested end boundary conditions there is no significant boost in axial capacity with the addition of member end fastener groups at the top and bottom of the built‐up columns in common sheathed configurations; further, the response of screw fasteners remains elastic up until the post‐peak regime, revealing conservatism in the built‐up column fastener layout currently required by AISI S100‐16 section I1.2. The goal of this study is to improve existing design guidelines in which all relevant failure modes are considered in the design of built‐up CFS columns. In addition, the characterization of monotonic and cyclic behavior of columns is sought so that chord stud buckling limit states are captured in simulations of shear walls.