Ductility of a Structural Wall with Spread Rebars Tested in Full Scale
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by Marco Pretia & Ezio Giuriania,
Journal Earthquake Engineering,
Volume 15, Issue 8, 2011,
pages 1238-1259
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This work brings together the results, information and data that emerged from an international cooperative project, DECOVALEX, 1992-1995. This project was concerned with the mathematical and experimental studies of coupled thermo(T) -hydro(H) -mechanical(M) processes in fractured media related to radioactive waste disposal.
The book presents, for the first time, the systematic formulation of mathematical models of the coupled T-H-M processes of fractured media, their validation against theoretical bench-mark tests, and experimental studies at both laboratory and field scales. It also presents, for the first time, a comprehensive analysis of continuum, and discrete approaches to the study of the problems of (as well as a complete description of), the computer codes applied to the studies.
The first two chapters provide a conceptual introduction to the coupled T-H-M processes in fractured media and the DECOVALEX project. The next seven chapters give a state-of-the-art survey of the constitutive models of rock fractures and formulation of coupled T-H-M phenomena with continuum and discontinuum approaches, and associated numerical methods. A study on the three generic Bench-Mark Test problems and six Test Case problems of laboratory and field experiments are reported in chapters 10 to 18. Chapter 19 contains lessons learned during the project.
The research contained in this book will be valuable for designers, practising engineers and national waste management officials who are concerned with planning, design and performance, and safety assessments of radioactive waste repositories. Researchers and postgraduate students working in this field will also find the book of particular relevance.
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Size: 1.4 MB | Format:PDF | Quality:Original preprint | Publisher: The Steel Construction Institute | pages: 118 | ISBN: 978-1859421949
The design of steel framed buildings in the UK, including those where composite (steel and concrete) construction is used, has, since 1990, generally been in accordance with the British Standard BS 5950. However, that Standard is due to be ithdrawn in March 2010; it will be replaced by the rresponding Parts of the Eurocodes.
For steel framed buildings, the main Eurocode Part that will need to be consulted is BS EN 1993-1-1 and its National Annex. Reference will also be needed to BS EN 1990 and BS EN 1991-1-1, together with their National Annexes, in order to determine the design values of the effects of actions.
Those documents are comprehensive, covering more situations than normally found within the scope of ordinary multi-storey buildings. To help the designer, this guide selects those rules most commonly needed for the design of orthodox multi-storey buildings and presents them in a single concise document. Particular items of non-contradictory complimentary nformation (NCCI) that would be of assistance are included alongside the elected Eurocode clauses.
This publication provides the key requirements from BS EN 1990, BS EN 1991-1-1 and certain parts of BS EN 1993 (mainly from Part 1-1 but also from Parts 1-5, 1-8 and 1-10). Since steel framed buildings often have composite floor beams, brief references are made to BS EN 1994-1-1 and to BS EN 992-1-1.
NCCI information is distinguished from the requirements derived from the Eurocode Parts and their National Annexes by a dark blue shading behind the text, tables and graphics.
This publication was prepared by Mary Brettle and David Brown, with assistance from James Way and David Iles, all of SCI.
The preparation of this guide was funded by Tata Steel Europe*, and their support is gratefully acknowledged.
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Dear members,
Please someone kindly find the following paper:
Modeling soil–foundation–structure interaction
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Kindly please somebody find the following paper for me:
The structure of the Sumatran Fault revealed by local seismicity.
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Wavelet-Based Generation of Energy- and Spectrum-Compatible Earthquake Time Histories
Azad Yazdani and Tsuyoshi Takada
DOI: 10.1111/j.1467-8667.2009.00621.x
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The fifth edition of the Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals incorporates recent work performed under the National Cooperative Highway Research Program (NCHRP) and state-sponsored research activities. NCHRP 20-07 Task 209 reviewed past research and recommended updates to the Specifications. Changes are primarily a result of NCHRP Report 469: Fatigue-Resistant Design of Cantilevered Signal, Sign, and Light Supports, and NCHRP Report 494: Structural Supports for Highway Signs, Luminaires and Traffic Signals.
Section 3, “Loads,” includes a metric conversion of the wind map presented in ASCE/SEI 7-05. The basic wind speed map is updated based on a new analysis of hurricane wind speeds and more detailed maps are included for hurricane-prone regions. Drag coefficients for multisided shapes are included which utilize a linear transition from a round to a multisided cross section.
Design guidelines for bending about the diagonal axis for rectangular steel sections are included in Section 5, “Steel Design.” The width-to-thickness ratios and the non-compact limit for stems of tees are also specified. Guidance is provided on the selection of base plate thickness because thicker base plates can dramatically increase fatigue life of the pole to base plate connection. Section 5 also includes updates to the anchor bolt material specifications used in traffic signal support structures; the design loads of double-nut and single-nut anchor bolt connections; allowable stresses in anchor bolts; specifications to proportion anchor bolt holes in the base plate; and guidance on anchor bolt tightening.
The scope of Section 11, “Fatigue Design,” is expanded to include non-cantilevered support structures and the associated fatigue importance factors. Vortex shedding response has been observed in tapered lighting poles often exciting second or third mode vibrations. Tapered poles are now required to be investigated for vortex shedding. Drag coefficients to be used in the calculation of vortex shedding, natural wind gusts, and truck induced wind gusts have been clarified, and additional guidance is provided as commentary for the selection of the fatigue importance category. Finally, the influence of unequal leg fillet welds on the fatigue performance has been included.
The Specifications are based on the allowable stress design methodology and are intended to address the usual structural supports. Requirements more stringent than those in the Specifications may be appropriate for atypical structural supports. The commentary is intended to provide background on some of the considerations contained in the Specifications; however it does not provide a complete historical background nor detailed discussions of the associated research studies. The Specifications and accompanying commentary do not replace sound engineering knowledge and judgment.
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This study investigates the influence of isolation damping on the response of multi-storey steel moment frames isolated by lead–rubber bearings (LRB) and high damping rubber bearings (HDRB) subjected to near-fault ground motions. The LRB is modeled as a bilinear system and the HDRB is modeled as an equivalent linear system with viscous damping. The structures meet the gravity and seismic requirements of IBC 2006 and are analyzed in SAP2000 by the Fast Non-linear Analysis method. Past studies have shown that although the base response decreases effectively with increasing isolation damping, the super-structure response is not steadily decreased; there exists a value of damping for which the superstructure response, displacement and acceleration, of a given system attains a minimum and then starts increasing. As the isolation damping is increased, the imposed ground acceleration increasingly influences the dynamic modes of the structural response via the interaction terms. The results of this study show that the significance of the modal interaction terms is almost singularly dependent on the characteristics of the ground-motion. Some ground motions coupled with increasing damping in the isolation significantly increase the super-structure response, other ground motions coupled with increasing damping in the isolation effectively decrease the super-structure response, and still others show a combination of both behaviors. Further studies are necessary to characterize the specific traits of the ground-motions that adversely effect the interaction terms. Important precautionary steps can be taken in the interim to lessen the negative impact that certain ground motions present to heavily damped base isolated structures. For lead-rubber bearings the damping should not exceed 25%. For a range of near fault ground motions, hysteretic damping in the isolators up to 25% can show significant benefits in lowering the base response as well as the response in the superstructure; exceeding this magnitude can exacerbate the unfavorable behavior some ground motions present to any hysteretic damping. HDRB or LRB with a low value of the post-yield stiffness ratio with stiffening measures in the super-structure are strongly recommended to reduce the floor accelerations and inter-storey drifts respectively. In addition, a low value of the effective stiffness is one of the most effective ways to minimize the increase in floor acceleration and inter-storey drift due to high isolation damping. An effective strategy to moderate the base displacement and the isolation damping is to select the lowest value of the effective stiffness, which will allow the base displacement to stay within necessary limits, for the damping levels recommended.
Advisor: Professor Sashi Kunnath
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