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In the framework of the revision of Eurocode 3, Part 1–1, several amendments have been proposed and accepted in order to improve the rules for the resistance to member buckling. For clarification, a flow chart connecting the global analysis (first or second order), the imperfections and the type of verification has been implemented for ease of use. Since the publication of the standard in 2005, many research projects have been conducted across Europe on this topic and their results have contributed to provide appropriate answers to problems identified in practice. Therefore, the revised code provides new design rules for stability. Important works of calibration have been performed in these different projects to derive appropriate values of the partial factor on the resistance side. For example, a new formulation for lateral–torsional buckling has been introduced for the calculation of the reduction factor. The consequence is a reduction of the discrepancy between the results obtained by these new methods and those from experimental or numerical tests. In order to extend the scope of Eurocode 3, Part 1–1, additional methods have been implemented in an annex to cover the stability of members with mono‐symmetric cross‐section under compression axial force, biaxial bending, with or without torsion. The format of the resistance criteria remains similar to the format of the current interaction formulae so that the designers can easily identify the evolution of the rules. This article presents in a systematic way the new implementations in the formal vote version FprEN 1993‐1‐1 of the code. [ABSTRACT FROM AUTHOR]

Monopiles are currently the predominant foundation type for offshore wind turbines in Europe. Due to the increasing dimensions of the turbines, pile diameters beyond 10m become necessary. A design‐relevant failure mode of monopiles is the local buckling of the pile wall in the embedded sections. Relevant buckling guidelines do not consider the soil‐structure interaction specifically, although the embedment may allow for a reduction of wall thickness. However, Eurocode‐based design concepts require a validation with comparative buckling cases for validation, either in terms of buckling curve parameters for both the algebraic stress‐based and semi‐numerical LBA/MNA design concept or as a calibration factor kGMNIA for fully numerical GMNIA calculations. These parameters are not yet available for embedded shells. To close this gap, we have conducted experiments on piles embedded in sand to investigate local buckling under soil‐structure‐interaction. The results will be used to calibrate numerical models. This research was carried out as part of the VERBATIM research project, funded by PTJ/BMWK and supported by the Carbon Trust's Offshore Wind Accelerator consortium. [ABSTRACT FROM AUTHOR]

In the framework of the revision of Eurocode 3 Part 1‐1, several amendments have been proposed and accepted in order to improve the rules for the resistance to member buckling. For clarification, a flow‐chart connecting the global analysis (1st or 2nd order), the imperfections and the type of verification has been implemented for ease of use. Since the publication of the standard in 2005, many research projects have been carried out across Europe on this topic and their results have contributed to provide appropriate answers to problems identified in practice. Therefore, the revised code provides new design rules for stability. Important works of calibration have been performed in these different projects to derive appropriate values of the partial factor on the resistance side. For example, a new formulation for lateral torsional buckling has been introduced for the calculation of the reduction factor. The consequence is a reduction of the discrepancy between the results obtained by these new methods and those from experimental or numerical tests. In order to extend the scope of Eurocode 3 Part 1‐1, additional methods have been implemented in an annex to cover the stability of members with mono‐symmetric cross‐section under compression axial force, biaxial bending, with or without torsion. The format of the resistance criteria remains similar to the format of the current interaction formulae so that the designers can easily identify the evolution of the rules. This paper presents in a systematic way the new implementations in prEN 1993‐1‐1. [ABSTRACT FROM AUTHOR]

The paper starts with a selective review of some basic contributions related to local-overall buckling mode interactions in thin-walled steel members. Then, the results of an intensive experimental study carried out at the Politehnica University of Timisoara with the purpose of evaluating the erosion of a theoretical bifurcation load in the distortional-flexural buckling interaction range in pallet rack uprights are presented. Two different sizes of cross sections, with and without perforations, have been studied. To evaluate and quantify the erosion, the erosion of the critical bifurcation load approach is applied. This approach enables one to use the European buckling curves in the Ayrton-Perry format, expressing the imperfection factor () in terms of the erosion coefficient (). It allows estimation of the member's ultimate capacity, taking into account the interaction of sectional (local or distortional) and member (flexural, torsional, or flexural-torsional) instability modes. Test results and the evaluation procedure for the erosion coefficient () and imperfection factor (), applied on tested specimens, are presented. [ABSTRACT FROM AUTHOR]

This paper outlines key aspects of the new European Standard on the Strength and Stability of Metal Shells EN 1993-1-6 with its extended commentary and expansion in the fifth edition of the European Recommendations on Shell Buckling. This European design standard is the first to be strongly oriented toward numerical analyses in design, with clear distinctions between different classes of both analysis and fabrication. It presents a different style of standard: Each limit state is defined in a separate chapter, but all shell geometries are treated and all analysis types are used within each chapter. The strength evaluation criteria differ according to the calculation that has been made. This new structure, with its new paradigm that permits generalization of the design procedure for all thin shells, geometries, load cases, boundary conditions, and qualities, represents a major step forward. It also offers the opportunity for future research studies of shell structures to be undertaken within a coherent conceptual framework that is completely general. The EN 1993-1-6 standard goes a long way toward bridging the gap between the computational engineering mechanics and structural engineering design communities. Unfortunately, this European standard EN 1993-1-6 has a complex and extensive background that cannot be stated within the document so the European Recommendations on Shell Stability, now published in its fifth edition, gives an extensive commentary, many expanded rules, and many additional geometries and load cases that are not formally presented within the standard itself. The development of both EN 1993-1-6 and the recommendations has been the work of the Eurocode shell structures development committee CEN/TC250/SC3/PT4 and the European Convention for Constructional Steelwork committee (ECCS) TWG 8.4. It is presented here by the convener of these two committees. This paper explains the reasoning behind several particular choices that have been taken in developing the standard, occasionally running counter to traditional views. It also identifies several tricky issues that have not been addressed well in the shell buckling literature but that have arisen through the attempts to achieve completely general rules and which need imaginative answers to ensure a fully consistent treatment of all systems. It is hoped that this paper will assist researchers and designers to understand the rules and recommendations and will encourage researchers to undertake and present their work in a manner that permits its rapid adoption into the new standardized design procedures. [ABSTRACT FROM AUTHOR]

The present paper investigates structural response and buckling of long unstiffened thin-walled cylindrical steel shells, subjected to bending moments, with particular emphasis on stability design. The cylinder response is characterized by cross-sectional ovalization, followed by buckling (bifurcation instability), which occurs on the compression side of the cylinder wall. Using a nonlinear finite element technique, the bifurcation moment is calculated, the post-buckling response is determined, and the imperfection sensitivity with respect to the governing buckling mode is examined. The results show that the buckling moment capacity is affected by cross-sectional ovalization. It is also shown that buckling of bent elastic long cylinders can be described quite accurately through a simple analytical model that considers the ovalized prebuckling configuration and results in very useful closed-form expressions. Using this analytical solution, the incorporation of the ovalization effects in the design of thin-walled cylinders under bending is thoroughly examined and discussed, considering the framework of the provisions of the new European Standard EN1993-1-6. [ABSTRACT FROM AUTHOR]

• Dynamic buckling behaviors of three stepped wall steel silos were assessed by an IDA study. • Critical PGA, base shear and base moment at the buckling instant were calculated. • Normal pressures and frictional tractions formed on wall of the silos were presented. • The effects of vertical component of seismic records on the results were evaluated. • Seismic buckling capacities of silos were compared with those under wind or discharge loads. Steel silos are one of the main structures for bulk solids handling and storage in many industries and agricultural sectors. A growing body of research suggests the importance of including the vertical component of earthquake ground motion in seismic analysis and design of certain structures. In the case of steel silos, this may induce additional meridional compression to exacerbate buckling failures in such thin shells. Accordingly, this paper investigates the buckling behavior of three cylindrical steel silos (i.e., a squat, an intermediate slender and a slender silo) with stepped walls subjected to horizontal only (H) and horizontal and vertical (HV) ground accelerations to address this point. Seven pairs of seismic records, each scaled to multiple levels of the peak ground acceleration (PGA), were applied to the silos. Using Incremental Dynamic Analyses (IDA), the critical base shear, base moment and the PGA at the buckling instant were evaluated for each structure. Moreover, the normal pressures and frictional tractions induced from ensiled material on silo walls were extracted under seismic conditions to reveal the influence of including the vertical component of seismic records on contact pressures. In accordance to the analyses performed, two different buckling modes were observed under seismic actions. Squat and intermediate slender silos buckled in the elastic range characterized by local diagonal shear wrinkles in the upper parts of the shell walls, while slender silo showed an elastic-plastic elephant's foot buckling mode at the base. Considering the obtained critical values, the observed dynamic buckling modes and the extracted pressure distributions, it is concluded that including the vertical component of seismic records in calculations has quite marginal effects on seismic response of the silos. In order to provide a helpful insight into governing action in silos design, as a supplementary section to the paper, the buckling capacities of sample silos under seismic actions were compared with those evaluated under wind actions or discharge loads. Regarding to the different seismicity levels of Europe, governing action was determined for each silo in the context of Eurocode limit state design. The results obtained highlight the importance of considering the seismic action in buckling design of steel silos. [ABSTRACT FROM AUTHOR]

Slip between layers, material properties of layers and geometric non-linearities largely dictate both the bearing capacity and the ductility of a composite beam. That is why the accuracy of their modelling in the numerical analysis of the composite beams is of utmost importance. In the present paper we present a new strain-based finite element model which considers these issues in a highly effective manner. Each layer of the beam is modelled by geometrically exact Reissner’s beam model. The layers are assumed to stay in the contact during deformation but the relative tangential displacement (slip) is possible. The non-linear load–slip law of the interface is considered. The formulation is found to be accurate, reliable and computationally time-effective. The further objective of the paper is an analysis of the buckling force of axially compressed layered wood columns, being simply supported, fixed–pinned or continuous. We compare the present numerical results with the analytical values of [Girhammar UA, Gopu VKA. Composite beam-columns with interlayer slip–exact analysis, J Struct Engng ASCE 1993;199(4):1265–82] and with the values, recommended by the European code for timber structures [Eurocode 5, Design of timber structures, Part 1-1: General rules and rules for buildings, 1993; ENV 1995-1-1]. The comparisons indicate that the European code for timber structures provides very conservative estimates for the buckling load. [Copyright &y& Elsevier]

Objective: To study success and failure in the treatment of uncomplicated rhegmatogenous retinal detachments (RRDs)., Design: Nonrandomized, multicenter retrospective study., Participants: One hundred seventy-six surgeons from 48 countries spanning 5 continents provided information on the primary procedures for 7678 cases of RRDs including 4179 patients with uncomplicated RRDs., Methods: Reported data included specific clinical findings, the method of repair, and the outcome after intervention., Main Outcome Measures: Final failure of retinal detachment repair (level 1 failure rate), remaining silicone oil at the study's conclusion (level 2 failure rate), and need for additional procedures to repair the detachment (level 3 failure rate)., Results: Four thousand one hundred seventy-nine uncomplicated cases of RRD were included. Combining phakic, pseudophakic, and aphakic groups, those treated with scleral buckle alone (n = 1341) had a significantly lower final failure rate than those treated with vitrectomy, with or without a supplemental buckle (n = 2723; P = 0.04). In phakic patients, final failure rate was lower in the scleral buckle group compared with those who had vitrectomy, with or without a supplemental buckle (P = 0.028). In pseudophakic patients, the failure rate of the initial procedure was lower in the vitrectomy group compared with the scleral buckle group (P = 3×10(-8)). There was no statistically significant difference in failure rate between segmental (n = 721) and encircling (n = 351) buckles (P = 0.5). Those who underwent vitrectomy with a supplemental scleral buckle (n = 488) had an increased failure rate compared with those who underwent vitrectomy alone (n = 2235; P = 0.048). Pneumatic retinopexy was found to be comparable with scleral buckle when a retinal hole was present (P = 0.65), but not in cases with a flap tear (P = 0.034)., Conclusions: In the treatment of uncomplicated phakic retinal detachments, repair using scleral buckle may be a good option. There was no significant difference between segmental versus 360-degree buckle. For pseudophakic uncomplicated retinal detachments, the surgeon should balance the risks and benefits of vitrectomy versus scleral buckle and keep in mind that the single-surgery reattachment rate may be higher with vitrectomy. However, if a vitrectomy is to be performed, these data suggest that a supplemental buckle is not helpful., Financial Disclosure(s): The author(s) have no proprietary or commercial interest in any materials discussed in this article., (Copyright © 2013 American Academy of Ophthalmology. Published by Elsevier Inc. All rights reserved.)

Investigates the seismic structures of the Central Alps in Europe. Subduction of oceanic lithospheres; Component of crustal shortening in continental collision; Characterization of the normal faulting of Penninic crust.

SUMMARY The aim of this paper is to investigate the plastic rotation capacity of composite beams as well as the overstrength factors for composite joints considering the actual European steel production. It relies on the statistical data of the mechanical properties of steel profiles and reinforcement bars produced in several European steel mills that have been collected during the European research project OPUS. Several steel and composite structures have been designed following the EN 1998 rules, and the effect of the statistical distribution of the steel properties on the design has been analyzed. In such structures, the first attainment of the rotation capacity is expected to happen in the hogging region. The plastic rotation capacity was evaluated using the so-called standard beam concept. The moment-rotation curve was constructed by joining together the pre-buckling branch, determined using a fiber model, and the post-buckling part derived by considering the local plastic failure mechanism as suggested by Gioncu. A program in MATLAB (MATLAB version 7.10.0. Natick, Massachusetts: The MathWorks Inc., 2010) was developed to establish such curve for arbitrary composite beams. The predictions of the model compare favorably against the experimental results. On the basis of the probabilistic model for the mechanical properties of steel, we derive the statistical distribution of the maximum rotation defined at the intersection of the pre-buckling and post-buckling curves. Next, we estimate the so-called overstrength factors. Copyright © 2012 John Wiley & Sons, Ltd. [ABSTRACT FROM AUTHOR]

The seismic design of steel systems recently experienced profound changes and progress; in Europe, the research on this topic is very prolific in terms of importance and number of results achieved, even pushed by the recent process of the updating of Eurocode 8. The paper analyzes and discusses the scientific literature on the subject produced approximately over the last twenty years, focusing on both recent research and findings on traditional steel systems and innovative structural types and solutions. The review of the state of the art suggested that most of the authors are now concerned about the numerous criticisms widely encountered in the design of traditional systems according to current Eurocode 8, as well as the difficulty of the application of the relevant detailing rules. The scientific community is also aware of the need to include specific codified design procedures for innovative and promising structural types. Further investigations are needed to deepen the design of moderate-ductile systems and to extend the seismic European prequalification of beam-to-column joints to further typologies. [ABSTRACT FROM AUTHOR]

• Review of provisions for seismic qualification of BRBs prescribed in various codes. • BRB core strain (JP) is a more practical way to specify the deformation amplitudes. • The AISC (US) loading protocol specifies the largest target deformation amplitude. • Requirement of minimum cumulative inelastic deformation in JP code is the most severe. • EN 15129 (EU) loading protocol imposed the largest cumulative inelastic demands. • Two new loading protocols for qualification of BRBs with enhanced requirements. The paper presents a research on testing protocols for seismic performance assessment and qualification of buckling-restrained braces (BRBs). The purpose of the study was to propose new loading protocols that consider the most demanding performance requirements available worldwide. In this study, the loading protocols for qualification testing of BRBs prescribed in the codes of four countries/regions, United States, Europe, China, and Japan, plus a non-official Canadian loading protocol, were consulted. The review focused on the background and characteristics, such as the maximum deformation amplitude, deformation range, and number of cycles, of each loading sequence. Then, a database composed of 35 BRB specimens, selected from 16 past experimental studies, was compiled to perform a series of simulations of quasi-static cyclic tests of BRBs under the five different loading histories. The OpenSees platform was used to carry out the modeling, calibration, and analyses. The demands imposed to BRBs were evaluated in terms of cumulative inelastic deformation and cumulative dissipated energy. In addition, the cumulative distribution of the hysteretic energy was defined as a parameter for the assessment of the amplitude-growth rule of the loading protocols. Based on the code review and analyses results, a series of criteria were established and two new loading protocols, GLP-1 and GLP-2, were proposed. Results demonstrated that both proposed loading histories impose superior cumulative inelastic demands and showed a good agreement with the reference cumulative distribution of the hysteretic energy. Thus, they are recommended as loading protocols for BRB qualification testing with global applicability. [ABSTRACT FROM AUTHOR]

Objective: To study the outcome of the treatment of complex rhegmatogenous retinal detachments (RRDs)., Design: Nonrandomized, multicenter, retrospective study., Participants: One hundred seventy-six surgeons from 48 countries spanning 5 continents reported primary procedures for 7678 RRDs., Methods: Reported data included clinical manifestations, the method of repair, and the outcome., Main Outcome Measures: Failure of retinal detachment repair (level 1 failure rate), remaining silicone oil at the study's conclusion (level 2 failure rate), and need for additional procedures to repair the detachments (level 3 failure rate)., Results: The main categories of complex retinal detachments evaluated in this investigation were: (1) grade B proliferative vitreoretinopathy (PVR; n = 917), (2) grade C-1 PVR (n = 637), (3) choroidal detachment or significant hypotony (n = 578), (4) large or giant retinal tears (n = 1167), and (5) macular holes (n = 153). In grade B PVR, the level 1 failure rate was higher when treated with a scleral buckle alone versus vitrectomy (P = 0.0017). In grade C-1 PVR, there was no statistically significant difference in the level 1 failure rate between those treated with vitrectomy, with or without scleral buckle, and those treated with scleral buckle alone (P = 0.7). Vitrectomy with a supplemental buckle had an increased failure rate compared with those who did not receive a buckle (P = 0.007). There was no statistically significant difference in level 1 failure rate between tamponade with gas versus silicone oil in patients with grade B or C-1 PVR. Cases with choroidal detachment or hypotony treated with vitrectomy had a significantly lower failure rate versus treatment with scleral buckle alone (P = 0.0015). Large or giant retinal tears treated with vitrectomy also had a significantly lower failure rate versus treatment with scleral buckle (P = 7×10(-8))., Conclusions: In patients with retinal detachment, when choroidal detachment, hypotony, a large tear, or a giant tear is present, vitrectomy is the procedure of choice. In retinal detachments with PVR, tamponade with either gas or silicone oil can be considered. If a vitrectomy is to be performed, these data suggest that a supplemental buckle may not be helpful., Financial Disclosure(s): The author(s) have no proprietary or commercial interest in any materials discussed in this article., (Copyright © 2013 American Academy of Ophthalmology. Published by Elsevier Inc. All rights reserved.)

• Experimental investigation of full-scale SRG jacketed columns under seismic loading. • Alternative SRG jackets were used differing in textile density and number of layers. • SRG jacketing modified poor columns response from brittle bar buckling to flexural. • Sufficient displacement ductility & low strength degradation observed up to 5% drift. The effectiveness of steel-reinforced grout (SRG) jacketing in improving the structural performance of deficient reinforced concrete (RC) columns is experimentally investigated in this study. Four full-scale cantilever columns were designed following the old construction practice (pre-1970s) in southern Europe. Due to lack of adequate seismic detailing, the columns were susceptible to buckling failure when subjected to combined axial loading and cyclic lateral displacement reversals, simulating seismic loading. Three alternative SRG jacketing configurations were applied differing in the number of layers and density of the Ultra High Tensile Strength Steel (UHTSS) textile. The test results demonstrated the efficiency of SRG jacketing to modify the response of the columns with poor detailing from brittle to ductile by substantially improving their overall structural performance. Finally, code formulations were used to assess the performance of the SRG jacketed columns. [ABSTRACT FROM AUTHOR]

Copyright of Bautechnik is the property of Wiley-Blackwell and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Ordinary (customary) light gauge steel framing is a convenient construction technology; however, given the studs low axial capacity, it has been considered mainly for low-rise buildings in low seismicity regions. This paper investigates the boundaries of application of this type of steel framing (in moderate and high seismicity areas) by designing the structures of three representative 5, 7 and 10-storey buildings in order to examine their feasibility. The necessity of using built-up columns consisting of two or more sections is investigated. The axial capacity of studs is estimated by code-type analyses. The critical buckling stress is determined with well-known closed-form expressions; as they do not contemplate the flexibility of the screwed connections (in built-up sections), the obtained results are complemented with those of the finite strip method and generalized beam theory formulations. [ABSTRACT FROM AUTHOR]

A randomized controlled clinical trial was conducted on a series of 120 consecutive cases of rhegmatogenous retinal detachment. One group of 60 eyes, randomly selected, was managed with a scleral buckling operation which included the drainage of subretinal fluid. The other group of 60 had a similar operation without drainage of subretinal fluid. A new method for evaluating complications, the "Complications Score," was devised. The score was significantly higher for the drainage group but this did not decrease the final anatomic or visual results. Eight-seven percent of the drainage group were reattached with one operation, a figure not significantly different from the 83% reattached in the nondrainage group. The final cure rate after reoperations was 97% for both groups. The best corrected visual acuity, measured six months postoperatively, was not significantly different for the two groups. This study concludes that equally good results can be obtained with either a drainage or nondrainage operation.

1. Increasingly more patients with PPRD are seen. A retinal detachment can occur after any type of implant or cataract extraction. 2. The pseudophakic patient is better equipped than the aphakic patient to recognize symptoms of a retinal detachment, and most PPRDs are seen soon after they occur. 3. Visual access to the retina is sometimes decreased. The IOL requires more precautions. Hazy media and lens remnants are a major handicap, and the examination is more difficult and time-consuming. 4. Characteristic pseudophakogenic retinal changes or breaks are not obvious. Retinal tears are small and located near the ora serrata retinae. 5. When the breaks are found, the lengthy examination can be followed by a simple scleral buckle with minimal insult to the eye. When the breaks are not found, the treatment is extensive. 6. The anatomical and visual results are comparable to results of other rhegmatogeneous retinal detachments.

Lattice towers are extensively built in Europe and worldwide to serve power transmission purposes. Their members mainly consist of single angle profiles, while built‐up sections, such as star‐battened ones, are usually preferred for the strengthening of individual members or in case of very high compression loads. Recent upwards developments of the power grid requests also lead to the need to use high strength steels (HSS) for the design and construction of higher and heavier loaded steel lattice transmission towers. Within the present paper, investigations conducted on the bearing capacity of a star‐battened member made of two S460 L250×250×28 angles are presented, even if the conclusions may be extended to any angle size and steel grade. Firstly, a critical review of the current European normative documents (EN 50341, EN1993‐1‐3, prEN1993‐3) is made and the buckling resistance of the above‐mentioned member is evaluated. Secondly, the results of an experimental compression test performed on the studied member are presented; these results are complemented by a full non‐linear finite element numerical simulation. All the obtained results are finally compared and discussed. [ABSTRACT FROM AUTHOR]

Copyright of Mauerwerk is the property of Wiley-Blackwell and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Currently, there is still no explicit design approach for cold-formed stainless steel columns with equal-leg angle sections in Europe. A comprehensive numerical investigation, validated by the available experiments collected in the literature, has therefore been undertaken to provide benchmark data for the assessment of design procedures for cold-formed stainless steel angle columns currently adopted in European and Australian codes. Minor-axis flexural buckling, as well as flexural-torsional buckling have been considered. In total, 27 different cross-section sizes covering both slender and non-slender sections, and a wide range of column slenderness values have been examined including austenitic, duplex and ferritic grades. On the basis of the experimental and numerical results, new design recommendations for cold-formed stainless steel equal-leg angle columns have been made per family of stainless steel. The suitability of the proposals was confirmed by means of a reliability analysis. • FE parametric studies including geometric and material nonlinearity performed. • Accuracy of European and Australian codified procedures assessed. • Proposal provided for different buckling curves per stainless steel family. • Reliability analysis of existing and proposed design recommendations carried out. [ABSTRACT FROM AUTHOR]

The current paper resumes the design of a steel lattice transmission tower carried out in the framework of the RFCS‐funded research project ANGELHY. The scope of ANGELHY is the establishment of analysis methods for lattice towers and the development of design rules for steel and hybrid angle sections, as well as built‐up members composed of angles. In Europe, the design of transmission towers for overhead electrical lines can be carried out according to EN 1993‐3‐1: 2006 or for electrical lines exceeding 1 kV according to EN 50341‐1: 2012. Both standards prescribe linear elastic global analyses for the design of steel lattice towers. In the current paper, the linear elastic design of the suspension transmission tower according to the German National Annex of EN 50341‐1:2012 is presented. In a first step, common typologies of lattice transmission towers used in Europe are described. In a second step, the chosen tower typology is explained in detail. The Danube tower represents the widest spread tower typology in Europe. Finally, the detailed design procedure of the tower according to EN 50341‐1:2012 is presented. The design is carried out with the software TOWER – Version 15.0 from Power Line Systems. [ABSTRACT FROM AUTHOR]

The need to consider tunnel safety, especially with respect to fire, has been highlighted in the past by various severe tunnel fires that have occurred throughout Europe. This article provides a general overview of the current rules and regulations governing the fire resistance design of tunnel structures. Subsequently, the engineering perspective is presented, focusing on the assessment of fire severity and the resulting thermal loading on the tunnel structure, which may result in spalling of concrete. Thereafter, a scientific perspective is provided, reflecting recent advances made in numerical calculations with respect to the spalling mechanism. From the numerical results and comparison with observations from full-scale tests, it is concluded that thermal restraint is dominant for spalling. Spalling is triggered by the buckling of concrete layers loaded with strains imposed by temperature, which is a new perspective for future scientific research and innovative engineering solutions. [ABSTRACT FROM AUTHOR]

In the 2022 summer, western–central Europe and several other regions in the northern extratropics experienced substantial soil moisture deficits in the wake of precipitation shortages and elevated temperatures. Much of Europe has not witnessed a more severe soil drought since at least the mid-20th century, raising the question whether this is a manifestation of our warming climate. Here, we employ a well-established statistical approach to attribute the low 2022 summer soil moisture to human-induced climate change using observation-driven soil moisture estimates and climate models. We find that in western–central Europe, a June–August root zone soil moisture drought such as in 2022 is expected to occur once in 20 years in the present climate but would have occurred only about once per century during preindustrial times. The entire northern extratropics show an even stronger global warming imprint with a 20-fold soil drought probability increase or higher, but we note that the underlying uncertainty is large. Reasons are manifold but include the lack of direct soil moisture observations at the required spatiotemporal scales, the limitations of remotely sensed estimates, and the resulting need to simulate soil moisture with land surface models driven by meteorological data. Nevertheless, observation-based products indicate long-term declining summer soil moisture for both regions, and this tendency is likely fueled by regional warming, while no clear trends emerge for precipitation. Finally, our climate model analysis suggests that under 2 ∘ C global warming, 2022-like soil drought conditions would become twice as likely for western–central Europe compared to today and would take place nearly every year across the northern extratropics. [ABSTRACT FROM AUTHOR]

The seismic performance and safety of major European industrial facilities have a global interest for the whole of Europe and its citizens. However, the seismic design of these facilities is based on national, sometimes outdated seismic hazard analyses. The results of the commonly developed, fully harmonized newly released European Seismic Hazard Model ESHM20 provide a pertinent reference for seismic hazard at European scale and have been officially adopted as an "acceptable representation of the seismic hazard in Europe" in the ongoing revision of Eurocode 8. This study presents a large-scale investigation of the impact of the potential adoption of ESHM20 on the design of new industrial facilities as well as on the potential seismic risk of existing facilities at European level with respect to the current seismic codes. The horizontal elastic response spectra using ESHM20 in combination with the revised Eurocode 8 for selected industrial sites are compared with the respective response spectra of the national regulations for return periods of 475, 2500 and 5000 years. In addition, a single containment LNG tank is analysed for an industrial site in Germany using the design approach for liquid filled tanks according to the revised Eurocode 8. Furthermore, a deterministic and probabilistic seismic risk assessment of a vessel installed in a five-storey frame is performed for industrial sites in Greece and Germany. The examples show that a consistent procedure all over Europe would be desirable and a benefit for engineers in terms of comparability and achievement of the same safety targets. Based on the conducted illustrative studies, the consequences of a potential adoption of the revised Eurocode 8 and ESHM20 hazard maps are discussed and summarized with respect to the standard harmonisation process in Europe. [ABSTRACT FROM AUTHOR]

Introduction: Facing the global threat of antimicrobial resistance, the reduction of antibiotic use in semen extenders is a main goal in artificial insemination (AI) of pigs. The aim of this study was to investigate the potential of a commercial extender containing an organic bactericidal supplement in the absence of conventional antibiotics to control bacterial growth and to maintain the quality of boar spermatozoa during long-term semen storage for up to 144 h at 17°C. Methods: Semen from 233 boars housed at 16 European AI centers was split and diluted in the long-term extender "Androstar Plus without antibiotics + organic bactericidal supplement" (APlus) and in the control extender Beltsville Thawing Solution (BTS) with gentamicin, which is routinely used in many AI centers. Sperm motility was assessed with computer-assisted semen analysis (CASA) and membrane integrity was evaluated with flow cytometry. The number of bacteria was determined by counting colonies on agar plates. Results: At the end of storage, bacterial counts were ≥ 106 CFU/mL in 10.7% of the APlus and in 0.4% of the BTS samples. At the same time, bacterial counts were only weakly correlated with sperm motility (r = -0.23, p < 0.05), and there was no correlation with sperm membrane integrity (p > 0.05). Among the 12 identified bacterial species in APlus samples, loss of sperm quality was exclusively observed in the presence of >106 CFU/mL Serratia marcescens and Klebsiella oxytoca. Both these bacterial species, despite their known multi-drug resistance and the continuous use of gentamicin in Europe, proved sensitive to this antibiotic, thus indicating an efficient quality assurance program and responsible antibiotic use. Conclusion: Long-term storage of boar semen at 17°C without conventional antibiotics in an extender containing an organic bactericidal supplement is an option if semen samples are regularly tested for the presence of S. marcescens and K. oxytoca, and the source of contamination is eliminated. [ABSTRACT FROM AUTHOR]

Musculoskeletal disorders are common occupational diseases that have become a major social problem. Mechanization has been promoted as a solution to this problem. However, several tasks still require manual labor, such as fruit harvesting in orchards, making the introduction of machinery difficult in many cases. Recently, from the viewpoint of worker protection and ergonomics, various wearable robots for work support have attracted attention. In Europe and the US, there has been much development of arm-lifting assistive devices that support upward work while holding tools in the hands for industrial applications. However, most of the devices currently on the market are expensive compared to their assistive capabilities. Against this background, we developed three types of arm-lifting assistive devices with different concepts (an exoskeleton arm-lifting assistive device utilizing a gas spring, an exoskeleton arm-lifting assistive device utilizing McKibben-type artificial muscles, and an arm-lifting assistive suit utilizing rubber) to develop inexpensive, high-power devices. Furthermore, comparative verification of the assist effectiveness of each device was conducted. [ABSTRACT FROM AUTHOR]

The technical and intellectual capabilities of past societies are reflected in the monuments they were able to build. Tracking the provenance of the stones utilised to build prehistoric megalithic monuments, through geological studies, is of utmost interest for interpreting ancient architectures as well as to contribute to their protection. According to the scarce information available, most stones used in European prehistoric megaliths originate from locations near the construction sites, which would have made transport easier. The Menga dolmen (Antequera, Malaga, Spain), listed in UNESCO World Heritage since July 2016, was designed and built with stones weighting up to nearly 150 tons, thus becoming the most colossal stone monument built in its time in Europe (c. 3800–3600 BC). Our study (based on high-resolution geological mapping as well as petrographic and stratigraphic analyses) reveals key geological and archaeological evidence to establish the precise provenance of the massive stones used in the construction of this monument. These stones are mostly calcarenites, a poorly cemented detrital sedimentary rock comparable to those known as 'soft stones' in modern civil engineering. They were quarried from a rocky outcrop located at a distance of approximately 1 km. In this study, it can be inferred the use of soft stone in Menga reveals the human application of new wood and stone technologies enabling the construction of a monument of unprecedented magnitude and complexity. [ABSTRACT FROM AUTHOR]

European beech is one of the dominating wood species in central Europe and the most abundant hardwood species in Austrian, German and Swiss forests. Today, it is predominantly used for the provision of energy and in the furniture industry. With the increasing demand on forests to provide sustainable raw materials for energy as well as products, the importance of lesser-used wood species like European beech has continuously increased over the last decade. The application in load-bearing products has gained significant interest. In order to connect the current and historical state of knowledge about this wood species, this review provides an overview of the past and present utilization of European beech wood. On the basis of the historical literature, technical approvals and standards of established products, it aims to summarize the extensive state of the art of this wood species and provide an overview of recent scientific publications in the field of wood material science. Based on the reviewed literature, current research efforts deal with different engineered wood products like glued laminated timber, cross-laminated timber and laminated veneer lumber. Furthermore, strength grading, adhesive technology as well as improving dimensional stability is of particular interest. [ABSTRACT FROM AUTHOR]

Recent innovations in composite dowels have led to the realization that robust hybrid systems can provide excellent strength and stiffness. In this contemporary era, puzzle-shaped and modified clothoid-shaped shear connectors are attracting interest, particularly in Europe. Their popularity stems from their outstanding shear capacities and their ease of manufacturing by virtue of having a single cutting line. Moreover, earlier studies based on pushout tests have proven this fact. Composite beams in buildings experience fully reversed cyclic stress between compression and tension during seismic events. When the concrete slab starts to crack under tensile stress, the shear capacity of the composite dowel can deteriorate considerably. Nevertheless, the influence of this cyclically applied stress on mechanical performance remains unclear. This study specifically examined puzzle-shaped shear connectors, with cyclic loading tests conducted using a component model of the composite beam, which can carry the various stress histories to the concrete slab. In all, findings obtained from 14 specimens with several influential factors clarified the cyclic behaviors and stress transfer mechanisms of puzzle-shaped shear connectors. Based on the experimentally obtained results, the applicability of existing evaluation equations was investigated with respect to the ultimate shear strength and shear force–slip displacement relation. Results indicate that those formulas overestimate the mechanical capacities of composite dowels under fully reversed cyclic stress. For that reason, this study has led to an evaluation formulation of mechanical performance that reflects the stress history effects. Ultimately, this study has proven that the proposed equations can assess the ultimate shear strength and shear force–slip displacement accurately while embracing simplicity. [ABSTRACT FROM AUTHOR]

Over the last two decades, the tidal energy industry has laid the groundwork for creating commercially viable tidal power generation projects to strengthen sustainable energy policies around the world. At the end of 2021, the cumulative installation of tidal stream technology that has been deployed in Europe reached 30.2 MW, where the majority of the installations are by small and medium-sized companies. Due to a growing demand among investors related to the global tidal energy industry, the reliability and safety of operational-stage tidal energy systems' components are becoming increasingly important. In this context, companies, universities and research institutes are focusing on conducting large- and small-scale tests of tidal turbine elements to validate their projected design life, and major attention is being given to assessing the structural integrity of turbine blades. This review paper focuses on structural tests that have been reported for axial flow tidal turbine blades manufactured using composite materials around the world, highlighting the testing standards, equipment and instrumentation required. Overall, this review article discusses the state of the art in the structural testing of tidal turbine blades. In addition, it highlights the global concerns and research gaps to ensure the long-term sustainability of axial flow tidal turbine blades. In addition, the information contained in this article will be useful for formulating a smooth and reliable mechanism to enhance the evaluation process of the structural properties of tidal turbine blades in the future. [ABSTRACT FROM AUTHOR]

In the 2022 summer, West-Central Europe and several other northern-hemisphere mid-latitude regions experienced substantial soil moisture deficits in the wake of precipitation shortages and elevated temperatures. Much of Europe has not witnessed a more severe soil drought since at least the mid-20th century, raising the question whether this is a manifestation of our warming climate. Here, we employ a well-established statistical approach to attribute the low 2022 summer soil moisture to human-induced climate change, using observation-driven soil moisture estimates and climate models. We find that in West-Central Europe, a June-August root-zone soil moisture drought such as in 2022 is expected to occur once in 20 years in the present climate, but would have occurred only about once per century during pre-industrial times. The entire northern extratropics show an even stronger global warming imprint with a 20-fold soil drought probability increase or higher, but we note that the underlying uncertainty is large. Reasons are manifold, but include the lack of direct soil moisture observations at the required spatiotemporal scales, the limitations of remotely sensed estimates, and the resulting need to simulate soil moisture with land surface models driven by meteorological data. Nevertheless, observationbased products indicate long-term declining summer soil moisture for both regions, and this tendency is likely fueled by regional warming, while no clear trends emerge for precipitation. Finally, our climate model analysis suggests that in a 2 °C world, 2022-like soil drought conditions would become twice as likely for West-Central Europe compared to today, and would take place nearly every year across the northern extratropics. [ABSTRACT FROM AUTHOR]

The giant liver fluke (Fascioloides magna) is an invasive parasite found permanently in three foci in Europe. The fluke has an indirect life cycle involving a final and an intermediate host. The currently accepted terminology determines three types of final hosts: definitive, dead-end, and aberrant hosts. Recently, roe deer (Capreolus capreolus) has been classified as an aberrant host, which cannot contribute to the reproduction of F. magna. This study investigated the hatchability of F. magna eggs of red deer (Cervus elaphus) and roe deer origin to compare the suitability of the two host species for the maintenance of the parasite. The study was carried out on a newly invaded area, two years after the first reported observation of F. magna. The prevalence of the parasite proved to be 68.4% (CI95% 44.6–85.3%) in red deer and 36.7% (CI95% 24.8–50.0%) in roe deer. The difference between the two species was confirmed to be significant (p = 0.02). The mean intensity proved to be 10.0 (CI95% 4.9–22.6) and 7.59 (CI95% 2.7–24.2) in the red deer and the roe deer, respectively. The difference of the mean intensities did not prove to be significant (p = 0.72). Of the 70 observed pseudocysts, 67 originated from red deer and 3 from roe deer. Most of the pseudocysts contained two flukes, while a few pseudocysts contained one or three parasites. Egg production was observed in all three types of pseudocysts. We did not find more than three flukes in any pseudocyst. The apparent proportion of self-fertilisation in flukes without mating partners was 23.5% and 100% in red deer and roe deer, respectively. The survival of single-parent eggs was not confirmed to be worse than that of gregarious parents. The viability of offspring originating from roe and red deer differed significantly. Our findings suggest that F. magna adapted to the new populations of susceptible hosts rather than vice versa. [ABSTRACT FROM AUTHOR]

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Copyright of Acta Technica Napocensis: Civil Engineering & Architecture is the property of Universitatea Tehnica din Cluj-Napoca, Facultatea de Constructii and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Heating and cooling systems account for a considerable portion of the energy consumed for domestic reasons in Europe. Burning fossil fuels is the main way to produce this energy, which has a detrimental effect on the environment. It is essential to consider a building's characteristics when determining how much heating and cooling is necessary. As a result, a study of the related buildings' characteristics, such as the type of cooling and heating systems required for maintaining appropriate indoor air conditions, can help in the design and construction of energy-efficient buildings. Numerous studies have used machine learning to predict cooling and heating systems based on variables that include relative compactness, orientation, overall height, roof area, wall area, surface area, glazing area, and glazing area distribution. Fuzzy logic, however, is not used in any of these methods. In this article, we study a fuzzy logic approach, i.e., HHO−ANFIS (combination of Harris hawks optimization and adaptive neuro-fuzzy interface system), to predict the heating load in residential buildings and investigate the feasibility of this technique in predicting the heating load. Fuzzy techniques obtain perfect results. The analysis results show that the HHO−ANFIS with a population size of 400, the highest value of R2 (0.98709 and 0.98794), and the lowest value of RMSE (0.08769 and 0.08281) in the training and testing dataset, respectively, can predict the heating load with high accuracy. According to the high value of R2 (98%) and low value of RMSE, HHO−ANFIS can be used in predicting the heating load of residential buildings. [ABSTRACT FROM AUTHOR]

The importance of non-structural elements on the seismic performance of buildings is now widely recognized. A building cannot achieve a life-safety or continuous functionality performance after an earthquake if all its non-structural elements are damaged and/or out of function. Suspended non-structural elements, such as piping and mechanical services, play a crucial role in maintaining life-safety and functionality of a building after an earthquake. The importance of non-structural elements for the seismic performance of buildings have prompted the development of both force-based and displacement-based seismic design methodologies that can be applied to suspended non-structural elements. This paper focuses on appraising force-based and displacement-based seismic design methodologies available in Europe for suspended non-structural elements by comparing fragility functions for a case-study suspended piping trapeze restraint installation layout located in a mid-to-high seismic zone in Italy. The aim of this study is to determine if the seismic design methodologies available for suspended non-structural elements are capable of producing archetypes that achieve a life-safety performance objective for a design level earthquake (return period of 475 years) and maintain a reasonable performance, in terms of life-safety, for other earthquake intensity levels. Advantages and disadvantages of these methodologies are also highlighted. [ABSTRACT FROM AUTHOR]

Although the outcome of parasitic infections can be explained by a combination of environmental and host/parasite genetic factors, these factors are often confounded by geography. Thus, linking temperature, a locally variable environmental factor, with host and parasite genetics can reveal complex spatial host-parasite interactions. We used Daphnia magna genotypes from Central Europe, where the Hamiltosporidium tvaerminnensis parasite has not yet been reported, and from two regions where it is frequently found, Northern Europe and Mediterranean basin. In Central Europe habitats are usually permanent and hosts are typically in their planktonic phase during summer – the hottest time of the year. In Northern Europe and the Mediterranean basin, on the other hand, hosts inhabit ponds that frequently dry-up in summer. We predicted that high temperatures during host and parasite active phases would prevent long-term parasite persistence. By exposing all hosts to two parasite isolates at ambient and stressfully high temperatures we tested this prediction. At ambient temperatures, we confirmed that long-term parasite persistence is only possible in Northern and Mediterranean host genotypes, while we observed reduced persistence at high temperature, but only for the Mediterranean hosts. Virulence was higher in Northern host genotypes only at ambient temperature. These results were consistent among the two parasites isolates. Our findings, thus, do not corroborate our hypotheses and suggest that predictions about responses to future climate change are highly complex in this host-parasite system. We confirm earlier research showing that at ambient temperature, a microsporidian parasite (Hamiltosporidium tvaerminnensis) persists only in host (Daphnia magna) genotypes, originating from the parasite's natural geographic range–Northern Europe and around the Mediterranean basin. Extreme temperature highs reduce parasite persistence in Mediterranean host genotypes. In Northern host genotypes, virulence is higher at ambient temperature. Temperature does not explain the geographic mosaic of distribution of the microsporidian parasite. To understand complex host–parasite interactions and the effects of environmental factors on parasitic diseases, both host and parasite need to be studied simultaneously considering their geographic distribution. This can help to predict the response of complex host–parasite interactions to climate change. [ABSTRACT FROM AUTHOR]

The active interaction of the foreland domain represented by the Adria Foreland Plate and the surrounding orogenic systems is discussed by taking a perspective from the Central-Northern Apennines. The present-day tectono-kinematic framework of the Adriatic and surrounding regions is considered with respect to structural setting of the Central-Northern Apennines, developed as a Pliocene lateral chain relative to the NW-SE Africa-Europe convergence. Within this context, the short-term kinematics of the Adria Plate, characterized by a firm NNE-directed kinematics relative to the stable Europe, seismicity and the crustal structure are taken into account to explain the role of Adria on the kinematics of the Apennine orogenic prism and on the active deformation affecting the retro-belt. In this study, the current central-northern portion of the Adria Plate is considered as dissected into four independent crustal/lithospheric blocks, characterized by distinctive kinematic patterns, structural and seismotectonic characteristics. Notwithstanding the largely debated geodynamic models proposed in the literature, the active interaction among the identified crustal blocks within the framework of the short-term kinematics and seismogenic context of the Adria Plate, characterized by a roto-translational counterclockwise motion, and surrounding orogenic systems is discussed. [ABSTRACT FROM AUTHOR]

The purpose of this article is to compare the level of digitization and technical development of LA countries and Europe based on the correlation coefficient between CISCO and HDI countries from these regions. The descriptive statistics summary of used variables, along with the correlation coefficients, measured on both regions separately to compare them together have been calculated. The countries' selection in each of the regions fulfilled the criteria of values presence simultaneously in the Cisco Digital Readiness Index of 2019 and the Human Development Index of 2019, as the most recent time horizon of calculated indicator. The hypothesis tests have been tested whether the regression parameters were significant, and the p-values were analysed, indicating the smallest level of significance for the null hypothesis (non-significant parameters) to be rejected. The results were analysed according to the countries that are part of each region and their level of development to justify them. The results show that the variables have been correlated and that Europe has demonstrated higher average values for both indexes compared to the Latin America. The main results have been commented accordingly to the levels of development of the member countries of both regions, together with the consequences of digitalization. [ABSTRACT FROM AUTHOR]

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