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Laced Reinforced Concrete (LRC) structural elements are generally used in the defence environments where the structure encounters blast/impulsive loading. It comprises of equal number of reinforcements in both the faces of the beam with lacings as shear reinforcements bent at 45 0 along the plane of principal bending and fastened in position by cross rod. This paper presents the performance of LRC beam by experimental investigation and compared with conventional Reinforced Concrete (RC) beam using four point flexural load testing. Experimental results indicate that the LRC beam perform well than the RC beam considering the deformation. Failure modes could not be ascertained, since the experiments were stopped due to limitations in test set-up. At this stage, the support rotation achieved by LRC beam and RC beam is found to be 4.70 and 2.430 respectively. The LRC beam is found to be more ductile than RC beam. The structural response of LRC beam and RC beam is compared and presented.

The steel-concrete composite column comprises a steel core and surrounding concrete. The purpose of the system is to provide analysis and design techniques for a newly invented class of laced steel-concrete composite short columns for cyclic axial loads. To minimize the increasing density issues associated with nominal strength concrete and in consideration of the depletion of natural resources required to produce concrete, factory-obtained lightweight sintered fly ash aggregates with and without basalt fiber are employed. The normal-weight concrete containing basalt fiber is shown to be more ductile than any other column. The axial deformation of columns LNA and LSA at failure was found to be 3.5 mm, whereas columns LNAF and LSAF reached an axial shortening of 4.5 mm at failure. The column LSAF was found to have 5.3% more energy absorption than the LSA and 11.5% less than the column LNAF. It was observed that the rigidity of these fabricated components had been enhanced. It was found that the section configuration with a lacing system had improved confinement effects and ductility. Comparing the finite element analysis to the experimental data revealed a strong connection with numerical modeling, with a variance of around 8.77%.

This study aims to investigate the seismic behavior of concrete-filled steel tubular (CFST)-laced piers; after verifying the model through engineering tests, the simplified finite element models (S-FEM) and refined ones (R-FEM) with CFST-laced piers are developed in this manuscript, respectively. Through comparison, it is found that the S-FEM can effectively improve analyzing efficiency while meeting the requirements of engineering analysis accuracy. In addition, the seismic response of assembled flange-connected CFST-laced piers bridge was studied based on the S-FEM, and different structural parameters, including pier height, axial compression ratios, steel ratios of CFST columns, steel lacing tube arrangement, and longitudinal slope, are considered to optimize the bridge design scheme. Results indicate that the parameters of 0.1 axial pressure ratios and 1:30 longitudinal slope show superior seismic performance. Meanwhile, the peak axial force and peak bending moment of CFST column limbs occur at the pier bottom, and the flanges, which are subject to larger bending moments, are generally located at the two connection positions above the pier bottom.

This study investigates the analytical approach of web reinforcement techniques, including high-strength concrete and laced reinforcement, to enrich improvement for the structural behavior of these beams. The analysis compares an unmodified cellular beam (LB1) with a web-reinforced beam (LB2), including the improvements in load-carrying capacity. The study considers the effects of reinforcement on critical design limit states, such as flexural strength, Vierendeel bending, web post-buckling, and shear resistance. The outcomes reveal significant enhancements in LB2’s structural behavior, with over a 100% increase in flexural strength and local axial force capacity and a 165% increase in web post-buckling strength. This research validates the effectiveness of web reinforcement techniques in concentrating on the limitations of cellular beams and maximizing their potential in structural applications.

Naloxone utilization by JMH ED a 2015 2016 % change July 92 217 136 August 65 436 571 September 55 568 933 Total 212 1221 476 b Source SS Df MS F P Mean naloxone utilization July-Sept 2015-16 169,680.1667 1 169,680.1667 10.67 0.030891 Within group 63,594.6667 4 15,898.6667 1 Substance Abuse and Mental Health Services Administration, Results from the 2013 national survey on drug use and health: summary of national findings. (SMA) 11-4658 2 Centers for Disease Control and Prevention, Synthetic opioid data, Available from:, Accessed February 3, 2017 3 National Center for Biotechnology Information, 62156, Available from:, Accessed October 11, 2016 4 T.J. Kreeger, J.M.R. Arnemo, Handbook of wildlife chemical immobilization, 2002, Wildlife Pharmaceuticals Inc., Fort Collins, Colorado 5 A. Drug, P. Advisory, FDA advisory committee on the most appropriate dose or doses of naloxone to reverse the effects of life-threatening opioid overdose in the community settings, 2016, September 6 Weltman, Andre, Longenberger, Allison, M. Moll, Acetyl fentanyl overdose fatalities - Rhode Island, March-May 2013, MMWR Morb Mortal Wkly Rep, Vol. 62, Iss. 34, 2013, 703-704 7 Network HA, Network HA. Figure 1, 2008, 4-7 8 J. Sanburn, Heroin is being laced with a terrifying new substance: what to know about carfentanil, Time, 2016, Accessed February 3, 2017 9 C.R. Grudzen, J.R. Anderson, C.R. Carpenter, E.P. Hess, The 2016 academic emergency medicine consensus conference, shared decision making in the emergency department: development of a policy-relevant patient-centered research agenda May 10, 2016, New Orleans, LA, Acad Emerg Med, Vol. 23, Iss. 12, 2016, 1313-1319 10 J. Nelson, A. Venkat, M. Davenport, Responding to the refusal of care in the emergency department, Narrat Inq Bioeth, Vol. 4, Iss. 1, 2014, 75-80

In this study, a novel coordination polymer [CdL2(H2O)0.5]n (1), [HL = 4-(2-(4-((pyridin-3-yl)methoxy)phenyl)diazenyl)benzoic acid] was fabricated via an in situ ligand transformation reaction under solvothermal conditions. The as-prepared polymer exhibited a selectivity and efficiency for Cr(III) removal with a high uptake capacity of 106.13 mg·g−1. Interestingly, even in the low concentration (0.02–0.20 ppm), it still performs a relatively high efficiency (≥ 92.5%) towards the removal of Cr(III) in aqueous solution. Remarkably, it also presents good selectivity and high efficiency (93.3%) for Cr(III) removal in the presences of interfering metal ions. The good removal performance for Cr(III) was demonstrated to be a structure-dependent chemical process between polymer and Cr(III) involving the diazene and methoxy groups in polymer 1, which happened not only on the surfaces of the adsorbent but also in the pores of polymer, giving rise to a strong affinity toward Cr(III) adsorption. The possible adsorption mechanism of Cr(III) was proposed and systematically verified by FT-IR, scanning electron microscope (SEM), atomic force microscope (AFM) and energy dispersive spectrometer (EDS) measurements.

The present work focuses on the seismic behaviour of timber-laced masonry buildings with timber floors, before and after the application of intervention techniques. A two-storey building with timber ties (scale 1:2) was subjected to biaxial seismic actions. Prior to the execution of shaking table tests, the dynamic characteristics of the model were identified. The base acceleration was increased step-wise until the occurrence of significant but repairable damages. Afterwards, the masonry was strengthened by means of grouting, whereas the diaphragm action of the top floor of the building was enhanced and the model was re-tested. The tests on the timber reinforced model before strengthening show that the presence of timber ties within the masonry elements contributes to improved seismic behaviour. The performance of the model after strengthening shows that the selected intervention techniques led to a significant improvement of the seismic behaviour of the building model.

Due to the small section dimension, high compressive strength, large stiffness, and excellent deformation capacity, the use of concrete filled steel tube (CFST) piers is attractive, especially to high-pier and super-high-pier bridges located in mountains. This paper reviews available information concerning the application and development of CFST piers. Three bridge examples are then introduced, while the structural design and the construction methods of CFST column piers are described in detail. Furthermore, main parameters of CFST piers, such as slenderness ratio and material strength are concluded. Finally the future research direction of CFST column piers is viewed.

This study seeks to understand the season and location of manufacturing of Roman-era north-western Adriatic laced vessels through an analysis of the pollen trapped inside the cordage and seam wadding used to hold these boats together. Samples were collected from three separate hull remains of this tradition of boatbuilding. Results suggest that, in most instances, the esparto grass (Stipa tenacissima) cordage was manufactured in Spain and then shipped to Italy, while the seam wadding (bast fibres) was likely processed in close proximity to the shipyard. By expanding pollen analysis, especially of seam wadding material, it may be possible to distinguish various building locations within this region of Italy in antiquity.

According to existing provisions, large separation distance has to be maintained between two conventional explosive storage structures to prevent sympathetic detonation. In this paper, reduction of the separation distance with the use of earth covered laced reinforced concrete (LRC) storage structure is demonstrated, which will result in saving of land cost. Details of blast resistant design of 75T (NEC) storage structure based on unit risk principle are presented. Performance of the storage structure is evaluated in an actual blast trial. Strain and deflection profiles are obtained from the trial. Based on these, the storage structure is found to be re-usable after the blast trial. [PUBLICATION ABSTRACT]