Statutory Interpretation and the Public Interest

Many legal theorists have attempted to explain what legitimizes the exercise of judicial authority, and/or how judges should make decisions. In this article, I will argue that judges should, within the constraints of their power, interpret statutes to best serve the public interest. The public interest principle can be contrasted to theories such as Justice Scalia\u27s textualism, Ronald Dworkin\u27s fit, or Judge Bork\u27s neutral principles

Development of aluminum alloy compounds for electroluminescent light sources

Aluminum alloy compounds as wide band gap semiconductors for electroluminescent light source

Finite element modelling of sheathed cold-formed steel beam-columns

The structural behaviour of sheathed cold-formed steel lipped channel section columns (studs) subjected to combined compression and major axis bending is investigated herein by means of numerical modelling. Finite element (FE) models of single studs, set in tracks and connected to oriented strand board (OSB) and gypsum plasterboard sheathing under varying combinations of axial compression and horizontal loading were developed in ABAQUS and validated against experimental results reported in the literature. The developed numerical models incorporated cross-sectional and global geometric imperfections, while geometrical and material nonlinearities for both the steel and the sheathing were considered in the analyses. Particular emphasis was given to replicating the “as-built” boundary conditions at the ends of the columns, controlled by the screws connecting the column to the track and by the column–track contact interaction. The interaction between the sheathing and the column, as well as the behaviour of the fasteners connecting the two components, were also explicitly modelled. Both the shear and pull-through characteristics of the fasteners were considered and simulated based on experimental findings. Following successful validation of the finite element models, parametric studies were conducted. The results showed that substantial structural performance benefits can be achieved by the addition of sheathing to cold-formed steel members and that the spacing of the connectors has a strong influence on the member response. For a typical system, decreasing the connector spacing from 300 mm to 75 mm was found to increase stud capacity and stiffness by up to 12% and 10% respectively when in pure compression and up to 26% and 22% respectively when in pure bending; under combined loading, capacity increases of up to 29% were found

Evaluation of Bolt-hole Elongation Stiffness for the Stiffness Prediction of Cold-formed Steel Bolted Moment-connections

Cold-formed steel bolted moment-connections cannot be considered as rigid because of localised in-plane elongation of the bolt-holes due to bearing of the bolt-shank against the bolt-hole. To therefore calculate the rotational stiffness of such bolted moment-connections, it is necessary to know the load-extension characteristics of bolt-hole elongation. In this paper, a non-linear large- displacement elasto-plastic finite element idealisation of a plain bolt-shank in bearing against a bolt-hole is presented. Graphs of load against bolt-hole elongation are plotted that show good comparison with laboratory test results. A proposed modification of the results allows for the results of a fully-threaded bolt-shank to be predicted. The bolt-hole elongation stiffness so obtained is the main parameter required for the analysis of cold-formed steel frames that use such bolted moment-connections for the joints

Progressive collapse of multi-storey buildings due to failed floor impact

Accepted versio

Design of stainless steel structural systems by GMNIA with strain limits

Design by GMNIA (Geometrically and Materially Nonlinear Analysis with Imperfections) allows the key behavioural features of structures to be directly captured in the analysis, improving accuracy and dramatically reducing the need for subsequent design checks. Since the analysis of frames typically employs beam elements, in which local buckling of cross-sections cannot be explicitly simulated, cross-section classification and capacity checks remain necessary. However, the step-wise and overly conservative nature of these traditional checks restricts accuracy. To resolve this, the use of strain limits, defined using the Continuous Strength Method, in place of these cross-section checks has been proposed. This design method is extended to indeterminate stainless steel structural systems herein. Ultimate load-carrying capacity predictions from the proposed design approach are compared against results obtained from benchmark shell finite element models as well as predictions using traditional stainless steel design methods. The new design framework allows for element interaction at the cross-section level, the influence of local moment gradients, the partial spread of plasticity, moment redistribution, strain hardening and the visualisation of the structural failure mechanism, resulting in more accurate and consistent resistance predictions. The method is included in AISC 370 and prEN 1993-1-14 offering a step change in efficiency for the future direction of structural stainless steel design

Reka bentuk untuk kestabilan struktur

Buku ini mengandungi beberapa bab iaitu kandungan: kata penghantar, prakata, tatatanda, bab 1 tabii ketakstabilan, pengenalan, bab 2 ketakstabilan sesatah bagi tiang, pengenalan, lengkokan euler keseluruhan, tiang berhujung-cemat sempurna – pendekatan klasik, lengkungan awal dalam tiang berhujung-cemat tiang dikenakan beban sisi-tiang rasuk, tiang berbeban sipi, tegasan di dalam tiang bergeometri taksempurna, tegasan baki, tiang terpencil sebenar dan kod rekabentuk, keadaan hujung tiang, fungsi kestabilan, anggota prisma tanpa huyung, anggota prisma berhuyung, anggota tak-prisma, perembat, bibliografi, bab 3 lengkokan sisi bagi rasuk, pengenalan, piuhan keratan-i, lengkokan rasuk, runtuhan rasuk ‘nyata’, penggunaan teori lengkokan sisi terhadap rekabentuk rasuk, kesan dari momen tak-segaya, kegunaan faktor–m di dalam rekabentuk, kesan tahap pengenaan beban melintang, kesan dari keadaan sokong hujung, kelakuan rasuk selanjar, halangan sisi berkesan, rasuk jalur, kesan lengkokan tempatan, rasuk selain dari keratan-i seragam berbebibir-sama, bibliografi, bab 4 beban genting anjal bagi kerangka satah, pengenalan, kelakuan kerangka dan ketakstabilan kerangka, beban genting anjal bagi kerangka kerja tanpa huyung: teknik corak momen, beban genting anjal bagi kerangka kerja tanpa huyung: teknik santaian winter, beban genting anjal bagi kerangka kerja tanpa huyung: teknik kerangka gantian bolton, beban genting anjal bagi kerangka kerja tanpa huyung: portal terembat, pendekatan ‘agihan kekukuhan’ wood, beban genting anjal bagi kerangka kerja huyung: fungsi tiada-ricih n dan o, beban genting anjal bagi kerangka kerja huyung: teknik corak momen, beban genting anjal bagi kerangka kerja huyung: teknik santaian winter, beban genting anjal bagi kerangka kerja huyung: kaedah wood, beban genting anjal bagi kerangka kerja huyung: kaedah horne, beban genting anjal dan rekabentuk kerangka, bibliografi, lampiran serta indeks

Influence of Deformed Metal Decking Composite Floors to Beam-column Connections

A series of tests designed to investigate the interaction of a variety of different steel beam to column connection details with a composite metal deck floor is described. The main emphasis is on assessing the connections\u27 moment capacity, rotational stiffness and rotation capacity. The full details of the experimental behaviour of the flush end plate and partial depth end plate connections will be described in this paper. A simple method for moment capacity calculation based on the test results is proposed herein