Paper Title: Nonlinear time history analysis of a super-tall building with setbacks in elevation Authors: Xilin Lu, Ningfen Su, Ying Zhou
DOI: 10.1002/tal.717
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Considerations in the Design and Analysis of an ASME Section VIII, Div. 2 Reactor Support Skirt
Author: Dennis K. Williams, Trevor G. Seipp | Size: 402 KB | Format:PDF
This paper describes the considerations employed in the finite element analysis of a relatively “short” support skirt on a hydrocarbon reactor vessel. The analysis is accomplished in accordance with ASME B&PV Code, Section VIII, Division 2 alternate rules in conjunction with the guidelines outlined in WRC Bulletin 429. This provides a sound basis for the classification of the calculated stress intensities. The support skirt is capable of sustaining the deadweight load in addition to resisting the effects of thermal displacements, wind loadings, overturning moments from external piping loads on the attached hydrocarbon reactor vessel, and friction between the skirt base plate and concrete foundation. The displacement and thermal boundary conditions are well defined and discussed in detail. The effects of multiple scenarios for the displacement boundary conditions are examined. The skirt design also employs a hot-box arrangement whereby the primary mode of heat transfer is by radiation. A discussion of the two-part analysis is included and details the interaction between the heat transfer analysis and the subsequent structural analysis. The heat transfer finite element analysis is utilized to determine the temperatures throughout the bottom of the vessel shell and head, as well as the integrally attached support skirt. Of prime importance during the analysis is the axial thermal gradient present in the skirt from the base plate up to and slightly beyond the skirt-to-shell junction. While the geometry of the subject vessel and skirt is best described as axisymmetric, the imposed loadings are a mixture of axisymmetric and nonaxisymmetric. This combination lends itself to the judicious selection and utilization of the harmonic finite element and properly chosen Fourier series representation of the applied loads. Comparison of the thermally induced axial stress gradient results from the FEA to those obtained by the closed form beam-on-elastic-foundation are also tendered and discussed. Finally, recommendations are included for the design and analysis of critical support skirts for large, heavy-wall vessels.
The Second part of this thread i am sharing Hot-box Finite Element Analysis report using ANSYS with helping this paper, and i am sure that will help this kind of analysis.
Considerations in the Design and Analysis of an ASME Section VIII, Div. 2 Reactor Support Skirt
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Discrete Numerical Modeling of Granular Materials
Farang Radjai, Frederic Dubois
Product Details
Hardcover: 496 pages
Publisher: Wiley-ISTE; 1 edition
Language: English
ISBN-10: 1848212607
ISBN-13: 978-1848212602 Moderator note: Please use our image host next time; unless you will be warned by a moderator (3fan)
This British Standard has been prepared by Subcommittee ISE/9/1. BS 4449:2005 +A2:2009 supersedes BS 4449:2005+A1:2007, which is withdrawn. This edition incorporates a full revision of the standard. The characteristic yield strength has been increased to 500 MPa, and a third ductility class has been added, compared to BS 4449:1997.
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Towards a Better Built Environment - Innovation, Sustainability,
Information Technology
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This guide is intended for the prediction of shrinkage and creep in compression in hardened concrete. It may be assumed that predictions apply to concrete under tension and shear. It outlines the problems and limitations in developing prediction equations for shrinkage and compressive creep of hardened concrete. It also presents and compares the prediction capabilities of four different numerical methods. The models presented are valid for hardened concrete moist cured for at least 1 day and loaded after curing or later. The models are intended for concretes with mean compressive cylindrical strengths at 28 days within a range of at least 20 to 70 MPa (3000 to 10,000 psi). This document is addressed to designers who wish to predict shrinkage and creep in concrete without testing. For structures that are sensitive to shrinkage and creep, the accuracy of an individual model’s predictions can be improved and their applicable range expanded if the model is calibrated with test data of the actual concrete to be used in the project.
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[Thesis] Experimental and numerical investigations of higher mode effects on seismic inelastic response of reinforced concrete shear walls
Author: Iman Ghorbanirenani | Size: 13 MB | Format:PDF | Year: December 2010 | pages: 254
Abstract
Past numerical simulations performed by previous researchers have shown that higher mode response can be significant for high-rise reinforced concrete shear walls used in building structures to resist lateral loads, when subjected to ground motions rich in high frequency that are expected in earthquakes occurring in Eastern North America. Higher mode response can lead to the development of plastic hinges in the upper portion of walls, in addition to the base plastic
hinge assumed in design according to current codes and design standards. Higher mode effects can also result in significant dynamic shear amplification at the base of walls, in excess of the shear resistance prescribed in current code documents. Experimental testing was needed on reinforced concrete walls under Eastern North America earthquake motions to validate these higher mode effects predicted by numerical simulations. This thesis presents two experimental programs together with companion numerical studies that were carried out on reinforced concrete shear walls: static tests and dynamic (shake table) tests.
The first series of experiments were monotonic and cyclic quasi-static testing on ductile reinforced concrete shear wall specimens designed and detailed according to the seismic provisions of NBCC 2005 and CSA-A23.3-04 standard. The tests were carried out on full-scale and 1:2.37 reduced scale wall specimens to evaluate the seismic design provisions and similitude law and determine the appropriate scaling factor that could be applied for further studies such as dynamic tests. Ductile flexural response was observed under cyclic loading up to a displacement ductility of 4.0. At this deformation level, inelastic shear deformations in the plastic hinge contributed to approximately 20% of the total lateral deformation. In the subsequent cycles, strength degradation took place due to shear sliding developing along the large flexural cracks at the wall base. Comparisons of the test results between prototype and reduced scale walls showed excellent agreement, which proved that using of scaling factor around 2.3 for the model wall could adequately predict the inelastic responses of prototype reinforced concrete shear walls
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