bluuebunny/crossref_metadata_2025_split huggingface dataset:
Syntheses and Structures of trans‐bis(Alkenylacetylide) Ruthenium Complexes
Authors: Hall Michael R. , Moggach Stephen A. , Low Paul J. 
Published: September 2021

AbstractA series of ruthenium alkenylacetylide complexes trans‐[Ru{C≡CC(=CH2)R}Cl(dppe)2] (R=Ph (1 a), cC4H3S (1 b), 4‐MeS‐C6H4 (1 c), 3,3‐dimethyl‐2,3‐dihydrobenzo[b]thiophene (DMBT) (1 d)) or trans‐[Ru{C≡C‐cC6H9}Cl(dppe)2] (1 e) were allowed to react with the corresponding propargylic alcohol HC≡CC(Me)R(OH) (R=Ph (A), cC4H3S (B), 4‐MeS‐C6H4 (C), DMBT (D) or HC≡C‐cC6H10(OH) (E) in the presence of TlBF4 and DBU to presumably give alkenylacetylide/allenylidene intermediates trans‐[Ru{C≡CC(=CH2)R}{C=C=C(Me)}(dppe)2]PF6 ([2]PF6). These complexes were not isolated but deprotonated to give the isolable bis(alkenylacetylide) complexes trans‐[Ru{C≡CC(=CH2)R}2(dppe)2] (R=Ph (3 a), cC4H3S (3 b), 4‐MeS‐C6H4 (3 c), DMBT (3 d)) and trans‐[Ru{C≡C‐cC6H9}2(dppe)2] (3 e). Analogous reactions of trans‐[Ru(CH3)2(dmpe)2], featuring the more electron‐donating 1,2‐bis(dimethylphosphino)ethane (dmpe) ancillary ligands, with the propargylic alcohols A or C and NH4PF6 in methanol allowed isolation of the intermediate mixed alkenylacetylide/allenylidene complexes trans‐[Ru{C≡CC(=CH2)R}{C=C=C(Me)}(dmpe)2]PF6 (R=Ph ([4 a]PF6), 4‐MeS‐C6H4 ([4 c]PF6). Deprotonation of [4 a]PF6 or [4 c]PF6 gave the symmetric bis(alkenylacetylide) complexes trans‐[Ru{C≡CC(=CH2)R}2(dmpe)2] (R=Ph (5 a), 4‐MeS‐C6H4 (5 c)), the first of their kind containing the dmpe ancillary ligand sphere. Attempts to isolate bis(allenylidene) complexes [Ru{C=C=C(Me)R}2(PP)2]2+ (PP=dppe, dmpe) from treatment of the bis(alkenylacetylide) species 3 or 5 with HBF4 ⋅ Et2O were ultimately unsuccessful.
Do investors care about carbon emissions under the European Environmental Policy?
Authors: Basse Mama Houdou , Mandaroux Rahel 
Published: September 2021

AbstractWe explore the extent to which cross‐sectional differences in carbon dioxide emissions matter for future valuations of European firms regulated under the European Union Trading Scheme (EU ETS). Counterintuitively, we find that firm‐level emissions share a robust concave relationship with future market valuations. Initially, market valuations increase in emissions potentially because emissions are considered essential for normal production processes; however, the valuation premium decreases and becomes negative beyond a threshold of emissions due to looming regulatory and transition risks. Firms in the lower quartile of emissions trade at an average premium of 2.42%, against a 20.78% discount in the upper quartile (the peak is 3.85%). Importantly, the concave relationship obtains only in smaller firms with lower analyst coverage and lower institutional ownership, and the predictive power of emissions is limited to firms with no reported investments in clean technology. Therefore, policymakers might consider promoting the development and diffusion of green technologies.
A prospective Phase III trial evaluating patient self‐reported pain and cosmesis in accelerated partial breast irradiation utilizing 3‐D versus intensity‐modulated radiotherapy
Authors: Leonard Charles E. , Wang Yunfei , Asmar Lina , Lei Rachel Y. , Howell Kathryn T. , Henkenberns Phyllis L. , Johnson Timothy K. , Hobart Tracy L. , Tole Shannon P. , Kercher Jane M. , Widner Jodi L. , Barke Lora , Kaske Terese , Carter Dennis L. 
Published: September 2021

AbstractPurpose/ObjectiveThe primary objective is to examine patient self‐assessment of breast pain and cosmesis between three‐dimensional (3D‐CRT) versus intensity‐modulated radiotherapy (IMRT). The secondary objective is to evaluate any relationship of treatment planning conformality of both cohorts to patient‐assessed pain. Assessments were performed at interim 12, 24, 36, and 48 months with a final 5‐year assessment.Materials/MethodsIn total, 656 patients (3D‐CRT n = 328; IMRT n = 328) were randomly assigned to either IMRT or 3D‐CRT accelerated partial breast radiotherapy to 38.5 Gy in 10 BID 3.85 Gy fractions.ResultsMedian follow‐up was 3 years. Multivariate analysis showed that pain severity significantly decreased from baseline to the 12‐month follow‐up visit (<0.001 for both 3D‐CRT and IMRT) in each cohort. There was significantly less pain at 2 (p = 0.002) and 3 years (0.045) in the IMRT arm versus the 3D‐CRT arm when compared to the baseline pain level. There was no difference in patient‐assessed cosmesis at any follow‐up point; however, although MD‐assessed cosmesis showed no difference from years 1 to 4, there was significantly better cosmesis for 3D‐CRT versus IMRT (p = 0.047) at 5 years. There was a significant correlation between a maximum pain score and an increase in the CI100 (indicating less conformity) in the IMRT cohort (p < 0.01) and in the IMRT subgroup when the CI100 was ≤0.37 cohort arm (p = 0.01).ConclusionIn the analysis of our primary objective we found that at 2 years, IMRT resulted in more interval improvement in breast pain after baseline when compared to patients treated with 3D‐CRT planning. As seen in our secondary analysis, this may be due to the ability of IMRT to achieve higher conformality (as evidenced by lower CI values) resulting in less fibrosis. There were no differences in patient‐assessed cosmesis or MD‐assessed cosmesis for years 1–4; however, physician‐assessed 5‐year cosmesis was better with 3D‐CRT.
Head to head comparison of quantitative flow ratio using 4‐French and 6‐French catheters versus fractional flow reserve
Authors: Cuenin Léo , Honton Benjamin , Aminfar Farhang , Meyer Pierre , Mariottini Claude , Haessler Maelle , Vareille Philippe , Wijns William , Maillard Luc , Adjedj Julien 
Published: September 2021

AbstractObjectivesTo validate QFR using 4‐F diagnostic catheters compared to using 6‐F guiding catheters, with conventional guidewire‐based FFR as the reference standard, using independent core laboratory analysis.BackgroundQuantitative Flow Ratio (QFR) allows Fractional Flow Reserve (FFR) calculation based on the coronary angiogram, using 5‐ or 6‐French (F) catheters. However, the use of 4‐F diagnostic catheters to perform coronary angiography is currently routine in some centers.MethodsWe included all consecutive patients with stable coronary artery disease and indicated for physiological assessment. QFR was performed using a 4‐F diagnostic catheter, then QFR was performed using a 6‐F guiding catheter while conventional FFR was measured using a pressure guidewire. Angiograms were sent to two separate core laboratories.ResultsOne hundred lesions in 67 consecutive patients with QFR performed using 4‐F and 6‐F catheters, and with conventional FFR, were included. Pearson's correlation coefficient was for QFR 4‐F vs. FFR 0.91 [0.87–0.94], for QFR 6‐F vs. FFR 0.90 [0.86–0.94], and for QFR 4‐F vs. QFR 6‐F 0.93 [0.90–0.95]. Receiver‐operator characteristic curves (ROC) comparing the ability to predict an FFR value above or below 0.80 with QFR 4‐F and 6‐F were generated. The area under the ROC curve (AUC) vs. FFR was 0.972 [0.95–0.99] for QFR 4‐F and 0.970 [0.94–0.99] for QFR 6‐F.ConclusionsOur study demonstrated the feasibility of performing QFR analysis from angiograms obtained by 4‐F catheters, and showed a good correlation with QFR performed using 6‐F catheters as well as with conventional FFR performed using a pressure guidewire.
Update on the revision of Eurocode 3 – Evolution by improvement and harmonisation
Authors: Kuhlmann Ulrike , Schmidt‐Rasche Christina , Jörg Fabian , Spiegler Jennifer , Euler Mathias 
Published: September 2021

AbstractThis paper gives an overview on recent work regarding the revision of Eurocode 3 on European level including selected scientific and technical issues and a summary of the activities executed within the European Standardisation committee CEN/TC250/SC3 “Design of Steel Structures” under the chair of Prof. Dr.‐Ing. Ulrike Kuhlmann. This includes the description of current normative developments for the 2nd Generation of Eurocodes which aim at an evolution by improvements and harmonisation of the existing codes. In addition, a technical review of selected rules is given on a number of issues, which support the code revision and reflect well the recent tendencies in steel structures.
High Strength Steel and Fuse Dissipative Solutions for Seismic Resistant Building Structures
Authors: Dubina Dan 
Published: September 2021

AbstractThe robustness of structures against severe seismic action is ensured by their global performance, in terms of ductility stiffness and strength, properly calibrated. The “plastic“ members of ductile Mild Carbon Steel ‐ MCS – (S235 to S355) will dissipate the seismic energy, acting as “structural fuses“, while the “elastic“ members, must be provided of adequate overstrength, to have the capacity to carry the supplementary stresses after the plastic hinges have been formed and the redistribution forces were occurred. For these elastic members, High Strength Steels (HSS), such as S460 to S690, might be used, provide them the necessary overstrength, without enhancing the stiffness, because that could unbalance the structural system. These structures, which combine HSS with MCS, are termed Dual‐Steel (DS). The braced frames can be equipped with detachable dissipative MCS members, which are acting as seismic fuses. In case of CBF, the fuses might be the Buckling Restrained Braces (BRB), while for EBF, the links could take this role. In case of MRF, Steel Plate Shear Walls (SW) can be used as fuses. To make possibly to replace the used fuses, the HSS elastic part of the structure, has the mission to re‐centring the structure after the earthquake. This is the subject of present paper.
Enhanced Composite Behavior of CFST with Blind‐Bolted Connections under Tensile Pull‐out Tests
Authors: Debnath Partha Pratim , Chan Tak‐Ming 
Published: September 2021

AbstractThe structural behavior and efficiency of high strength hollo‐bolts for moment connections in square CFST are evaluated. Investigations are carried out numerically to assess the composite behavior and tensile pull‐out capacity of the bolts. FE models were developed for existing experimental specimens and validated to further carry out parametric studies. It is observed that though the presence of concrete in hollow steel tube can effectively reduce the overall deformation of the tube, there has been very little enhancement in strength and stiffness for a normal hollo‐bolted connection under tensile loading. Whereas, with an enhanced bolt embedment length has led to considerable increase in strength and stiffness of the connection. The head of the elongated bolt anchored into the concrete core has also been useful to use the tensile strength of the bolts thus effectively using the bolt capacity. It is also observed that, the failure modes of the extended hollo‐bolt connections can be altered from concrete cone failure to bolt necking to tube wall yielding or a combination of two of them as per the strength arrangement of the components. Several parametric studies based on bolt length, bolt grade, concrete grade, tube wall thickness has been investigated and failure modes have been reported.
A simplified analytical model for a T‐stub component with preloaded bolts
Authors: Bendjahene Chamseddine , Soltani Rabah , Mahdjouba Sadek 
Published: September 2021

AbstractEndplate bolted joints are largely used in steel frames and have been the subject of many theoretical studies. The purpose of this work is to present an analytical model, which takes into account the bolt preloading effect on the axial behaviour of the tensile zone of an endplate bolted beam‐to‐column connection under increasing monotonous static loading. The article describes the necessary formulation used to evaluate the properties of the proposed analytical model. Specimens considered for the validation of the theoretical model reflect different geometries, strengths and preloading conditions of bolts. These prototypes were designed to undergo the collapse modes contained in Eurocode3. The analytical model permits to form trilinear and non‐linear load‐displacement curves covering elastic, plastic and ultimate domains. The load‐displacement curves of the theoretical model were compared with the experimental ones.
Fatigue life of preloaded injection bolts in a bridge strengthening scenario – sensitivity analysis of fatigue life estimators
Authors: Pedrosa Bruno , Rebelo Carlos , Correia José , Veljkovic Milan , da Silva Luís Simões 
Published: September 2021

AbstractOld metallic bridges are prone to high levels of structural degradation due to their long service life, therefore, it is essential to study strengthening techniques. Implementation of injection bolts to replace riveted joints exposed to fatigue damages has been studied. The mechanical performance of injection bolts has been studied mainly based on quasi‐static or creep tests. The objective of this paper is comparison of fatigue resistance between bolted joints with preloaded injection bolts opposing bolted joints with preloaded high strength bolts. Specimens were defined aiming to reproduce as close as possible a strengthening scenario. Single and double lap joints were tested. The fatigue phenomenon has a stochastic nature and therefore robust models are necessary to estimate parameters of distribution functions. Therefore, different estimation methodologies were implemented to determine the parameters of Weibull distribution. The main goal was to define reliable S‐N design curves. Results showed that the use of preloaded injection bolts contribute to increase the fatigue life and to reduce the scatter, mainly for double lap joints. It is shown that S‐N curves of EN1993‐1‐9 do not represent the fatigue strength of structural details with old metallic materials.
Experimental Analyses on the Resistance of Tapped Blind Holes
Authors: Kraus Matthias , Klaus Martin , Wittor Björn 
Published: September 2021

AbstractBolted connections are commonly used in steel construction. The load‐bearing behavior of bolt fittings has extensively been studied in various research activities and the bearing capacity of bolted connections can be assessed well by standard regulations for practical applications. With regard to tensile loading, the nut does not have strong influence on resistances, since the failure occurs in the bolts due to higher material strengths of the nuts. In some applications, so‐called “blind holes” are used to connect plated components. In a manner of speaking, the nut is replaced by the “outer” plate with a prefabricated hole and thread, in which the bolt can be screwed and tightened. In such connections, the limit load capacity cannot solely be assessed by the bolt resistance, since the threaded hole in the base material has strong influence on the structural behavior. In this context, the available screw‐in depth of the blind hole is of fundamental importance. The German National Annex of EN 1993‐1‐8 provides information on a necessary depth in order to transfer the full tensile capacity of the bolt. However, some connections do not allow to fabricate such depths. In these cases, the capacity of the connection is unclear and not specified. In this paper, first experiments on corresponding connections with different screw‐in depths are presented and compared to limit load capacities according to the standard.
Duroplastic gap filling materials in preloaded bolted connections
Authors: Makevičius Lukas , Stranghöner Natalie , Kunde Carsten , Thelen Sebastian 
Published: September 2021

AbstractIn steel structures, bolted connections are preloaded either for load‐bearing capacity reasons or for serviceability reasons. Single and multi‐section connections of wind turbines, offshore plants, bridges etc. are typical application examples.Gap formation due to production‐ and assembly‐related imperfections poses a risk for a controlled application of the required preload level, which is vital for slip‐resistant and fatigue loaded connections. Furthermore, it might significantly affect the desired behaviour of the connection or even lead to premature failure. For this reason, EN 1090‐2 provides regulations on the allowable gap formation and even prescribes measures to avoid negative outcomes. One of the possibilities for a gap compensation are gap filling materials, also known as liquid shim or load transfer materials, such as MM1018 of DIAMANT Metallplastic GmbH, Germany, a two‐component composite system filled with special metallic materials.Currently, systematic investigations into the application of duroplastic gap filling materials in preloaded bolted connections are carried out in the frame of the German cooperation project “Bri‐San‐T ‐ DuroFüllSta”. Herein, the slip factor is experimentally determined according to EN 1090 2, Annex G under variation of application type, gap thickness, curing time, temperature and surface condition. Furthermore, relaxation tests are carried out to determine possible preload losses over the intended service life of the structure.The presented contribution intends to provide an insight into the main properties of duroplastic gap filling materials with regard to their application in preloaded bolted connections under various conditions.
Greece's new high‐speed railway line: Detailed design and construction engineering of bridge SG26
Authors: Mavrakis Georgios 
Published: September 2021

AbstractThe paper presents the several aspects of the detailed design and the construction engineering procedure of the most important Railway Bridge of the New Double High‐Speed Railway Line connecting Athens and Thessaloniki, the two biggest cities in Greece. The total length of the bridge is 404.8m consisting of three simply supported tied arches with a width of 18.03m. The two piers, 45.5m height each, are supported on rigid caisson foundations. The bridge has been constructed using the incremental launching method due to the deep valley below. The special characteristic of the bridge is that it crosses an active fault zone, associated with large seismic events (e.g. 1954 magnitude 6.8). Seismic devices (Friction Pendulum System and Fluid Viscous Damper) are installed between the deck and the substructure in order to absorb the anticipated seismic energy and consequently reduce deck displacement and force transmission to the structural elements. I. MAVRAKIS & PARTNERS S.A. carried out the detailed design and construction engineering, including the design of the temporary steel piers, the incremental launching procedure, the precamber design of the arches, the prestressing sequence of the hangers, the seismic isolation design and the shop drawings of the whole structure.
Influence on the buckling behaviour from imperfections of different launching bearings
Authors: Maier Nadine , Mensinger Martin , Ndogmo Joseph , Tallushi Enea 
Published: September 2021

AbstractIn general, today two types of launching bearings are used in the construction of large steel and steel concrete composite bridges. These are sliding rockers and systems with hydraulic bearings. During incremental launching, the center of the webs of the superstructure is not perfectly in line with the center of the launching bearings due to unavoidable tolerances. In contrast to sliding rockers, the hydraulic bearings are not supported linearly in the transverse direction and the buckling behaviour may be affected by eccentricities. There is currently no scientific explanation for this assumption. The advantages and disadvantages of the respective systems are under discussion. At the Technical University, large‐scale buckling tests were carried out on longitudinally stiffened plates under biaxial stresses with different launching bearings and eccentric load introduction. In this paper we present the test results and discuss the advantages and disadvantages of the respective systems. Based on the experimental results, a numerical model was validated. The test results as well as the results from the validated numerical model will show the influence on the buckling behaviour from the respective launching bearings.
Damage to transmission towers under thunderstorm winds
Authors: Calotescu Ileana , Bîrsan Marius 
Published: September 2021

AbstractA thunderstorm downburst, as defined by Fujita (1985) is “a strong downdraft which induces an outburst of damaging winds on or near the ground”. The vertical profile of wind velocities associated with downburst winds are substantially different than those corresponding to the traditional boundary layer vertical profile. In case of thunderstorms, the wind velocity does not increase with height as in the case of synoptic winds but rather maximum values are found around 50m up to 100m and thus inducing larger responses of low‐rise and mid‐rise buildings such as, for example transmission towers. These are structures of extreme ecconomic importance for any country as their damage may affect a considerable number of people. This paper presents a review of damage caused by recent thunderstorm winds to transmission towers in Romania. The date, location and intensity of thunderstorms were identified based on a vast online research of massmedia reports documenting strong wind events and associated damage between 2013 and 2017. Events that have produced partial damage or total collapse to transmission towers are described in detail. Measured wind data provided by the National Meteorological Administration from meteorological stations nearby the location of damage for each event are provided.
Mechanical Behavior of Steel Bridge Deformed by Collision
Authors: Yamaguchi Eiki , Amamoto Takuya 
Published: September 2021

AbstractA bridge over a highway is damaged by a truck running underneath occasionally. Typical collision damages observed in a steel girder bridge are as follows: a lower flange is deformed in the vertical direction and/or in the horizontal direction; a web plate is bent; a transverse stiffener is buckled; and a transverse stiffener is partly separated from the web. The influence of the damage on the safety of the bridge has to be judged right away. Nevertheless, it is not an easy task, since the mechanical behavior of a deformed girder has not been studied well. The first author has been involved in the evaluation of a steel girder bridge damaged by collision. Based on the data obtained from this bridge, the mechanical behavior of the deformed girder is studied numerically in the present study. To be specific, the deformation of the main girder due to collision is reproduced by the finite element analysis and the deformed steel girder is loaded to investigate its mechanical behavior. The result indicates that the damage influences the mechanical behavior of the girder, yet as far as the damage is confined to the deformation of the girder, the collision does not threaten the safety of the bridge even when the deformation is quite large. It is also clarified that the influence is mostly attributable to the configuration change and that the residual stress plays a relatively small role.