Reports & Papers from "nisee.berkeley.edu"

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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 07-28-2012

The FPS earthquake resisting system: experimental report
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Zayas, Victor A.; Low, Stanley S.; Mahin, Stephen A.
UCB/EERC-87/01, Earthquake Engineering Research Center, University of California, Berkeley, 1987-06, 98 pages (530/Z32/1987)

The advantages of the friction pendulum system (FPS) connections are discussed. The high-strength steel connection consists of an articulated friction slider which moves on a spherical concave surface, resulting in small-amplitude pendulum motions of the supported structure. The connections provide seismic isolation and ductility for the building, with the friction slider effectively absorbing the earthquake's energy. Building models using the FPS system were subjected to severe and moderate earthquake motions on the shaking table at the Earthquake Engineering Research Center, Univ. of California at Berkeley. The responses of these building models were compared with responses predicted using computer simulations. This report summarizes the test procedures and results and presents comparisons between the measured and predicted responses.

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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 08-03-2012

Static and dynamic analysis of inelastic frame structures
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Porter, Frank L.; Powell, Graham H.

UCB/EERC-71/03, Earthquake Engineering Research Center, University of California, Berkeley, 1971-06, 119 pages (530/P66/1971)

A method is developed for the analysis of frame structures exhibiting both material and geometric nonlinearities and subjected to both static and dynamic loads. This method is applied to a variety of problems, with the use of two computer programs. It appears to be more general than previously reported analysis procedures. The frame members are assumed to yield at generalized hinges of zero length at the member ends. Hinge formation is governed by arbitrary yield surfaces composed of multidimensional planar facets. The material is assumed to be elastic-plastic, and loads are applied only at the joints. The tangent stiffness for an elasto-plastic member is first derived, and a consistent procedure is then presented for adding the geometric stiffness. A convenient technique for solving the equation of dynamic equilibrium for arbitrary support motions is developed, using a step-by-step method. The features of two computer programs are described. The first analyzes statically loaded plane frames, including determination of the post-collapse unloading behavior. The second performs a dynamic analysis on three dimensional piping systems assuming geometric nonlinearity can be ignored. Examples using both programs are presented.

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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 08-05-2012

Water pressures on dams during earthquakes
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Westergaard, Harold M.

Transactions of the American Society of Civil Engineers, American Society of Civil Engineers, New York, New York, Paper 1835, 1933, pdf (4.6 mb) (400/A483/v.98/1933)

Formulas are derived for the changes in water pressures during an earthquake for a straight dam with a vertical upstream face. The vibrations in the earthquake are assumed horizontal in a direction perpendicular to the dam. It is found that the pressures are the same as if a certain body of water were forced to move back and forth with the dam while the remainder of the reservoir is left inactive. The influence of the dynamic action of the water is found to be neither excessively large nor negligible. A discussion section accompanies the paper.

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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 08-08-2012

Seismic response and design of liquid storage tanks
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Veletsos, Anestis S.

American Society of Civil Engineers, New York, Guidelines for the Seismic Design of Oil and Gas Pipeline Systems, prepared by the Committee on Gas and Liquid Fuel Lifelines of the ASCE Technical Council on Lifeline Earthquake Engineering. Ch. 7, 1984, pdf (615/A45/1984)

The principal objectives of this section are (1) to describe the salient features of the response of liquid storage tanks subjected to earthquake ground motions; (2) to present simple, practical procedures for evaluating the response and designing these structures; and (3) to identify the limitations of the current state of knowledge on the subject. The response quantities examined include the hydrodynamic pressures induced by the liquid on the tank wall; the associated tank forces, particularly the maximum values of the base shear and overturning base moments; and the maximum vertical displacement or sloshing height of the liquid surface. In Appendix C: Details of analysis of dynamic response of liquid storage tanks, by Veletsos, Anestis S., some of the fundamental steps involved in the dynamic analysis of liquid storage tanks are briefly reviewed and a derivation of the expressions governing the response of rigid tanks is presented.

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Details of analysis of dynamic response of liquid storage tanks
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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 08-13-2012

Normalization and scaling accelerograms for nonlinear structural analysis
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Shome, Nilesh; Cornell, C. Allin

Earthquake Engineering Research Institute (EERI), Proceedings of 6th U.S. National Conference on Earthquake Engineering, Seattle, WA, May 31 - June 4, 1998, 1998-06, PDF (270 KB)

The paper makes a case for the legitimacy and the benefits of scaling strong ground motion records and investigates how best to do it. In order to study scaling, comparison is made between the statistics of ductility and normalized hysteresis energy (NHE) results for different SDOF and MDOF structures from two sets of 20 recorded ground-motions where each set is chosen from a specific magnitude and distance "bin". "Normalization," defined as scaling of records within a bin to the bin median "intensity" level is examined and several different alternative normalization parameters or "intensity" measures, e.g, normalization to the PGA level, normalization to spectral acceleration at the structure's lowest frequency and different damping levels, frequency-averaged normalization, etc. are compared. Uncritical use of PGA is discouraged especially for low frequency building structures while the normalization to the spectral acceleration at the lowest natural frequency of the structure and at higher damping (typically 5%-20%) is most convenient for practical use and best among the alternatives. The primary advantage of normalization is that it reduces the variance of damage estimation without causing bias, therefore permitting the use of fewer records.

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Seismic behavior of concentrically braced steel frames - RICARDI - 08-29-2012

Seismic behavior of concentrically braced steel frames

UCB/EERC-88/01, Earthquake Engineering Research Center, University of California, Berkeley, 1988-01, 222 pages (515/K42/1988)

Concentrically braced steel frames designed by conventional methods may exhibit several undesirable modes of behavior. In particular, chevron-braced frames have an inelastic cyclic behavior that is often characterized by a rapid redistribution of internal forces, a deterioration of strength, a tendency to form soft stories, and fracture due to excessive deformation demand. Through analytical studies and numerical simulations, parameters having a significant influence on these phenomena are identified. Recommendations are proposed for preferable ranges of brace slenderness, approaches for designing beams, and a simplified capacity design approach for proportioning columns and connections. Optimization techniques are applied to the design of chevron-braced frames to improve their seismic response. Further improvements related to changes in structural systems are presented and discussed. These include the use of double-story X-braced framing, incorporation of a secondary moment-resisting frame, and the use of braces in a V configuration. The advantages of each of these approaches in certain circumstances are discussed. Analytical parametric studies are used to assess the disadvantages of the approaches. A new structural system, which incorporates vertical linkage elements in a conventional chevron-braced frame, is presented. The basis of this system is examined, its effectiveness is demonstrated using analytical results, and, finally, further research directions are outlined.

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RE: Reports & Papers from "nisee.berkeley.edu" - kowheng - 09-20-2012

Stresses and deflections in foundations and pavements
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Lysmer, John; Duncan, J. M.

Berkeley, Calif. : Dept. of Civil Engineering, University of California, 1969, 1v - PDF (475 S77 1969)

A collection of tables, charts, and computer programs for the solution of stress and deformation problems in elastic media assembled by the faculty and students in Geotechnical Engineering at the Berkeley Campus of The University of California (1969). The purpose of collecting this information has been to provide graduate students in soil mechanics, rock mechanics, and highway engineering with a single convenient reference to available, but widely scattered, solutions which may be of assistance in the solution of problems in research and in various courses of the instructional program at the time.

PDF 31.27 MB | RAR 31.22 MB

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RE: Reports & Papers from "nisee.berkeley.edu" - atram - 10-16-2012

The effects of method of sample preparation on the cyclic stress-strain behavior of sands

Mulilis, John P.; Chan, Clarence K.; Seed, H. Bolton

UCB/EERC-75/18, Earthquake Engineering Research Center, University of California, Berkeley, 1975-07, 138 pages (495/M78/1975)

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RE: Reports & Papers from "nisee.berkeley.edu" - atram - 11-20-2012

Preliminary experimental investigation of a broad base liquid storage tank
Bouwkamp, Jack G.; Kollegger, Johann P.; Stephen, Roy M.
UCB/EERC-81/06, Earthquake Engineering Research Center

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Response of a Cylindrical Liquid Storage Tank to Static and Dynamic Lateral Loads
Manos, George C.; Clough, Ray W.

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RE: Reports & Papers from "nisee.berkeley.edu" - ssobhan - 09-03-2013

Dynamic Interaction Factors for Floating Pile Groups

A comprehensive set of dimensionless graphs of complex-valued dynamic interaction factors versus frequency is presented for vertical, horizontal, and rocking harmonic excitations at the head of individual piles. These readily-applicable graphs have been developed with a rigorous analytical-numerical formulation for two idealized soil profiles (a homogeneous halfspace with modulus proportional to depth) and three pile separation distances (3, 5 and 10 pile-diameters). A wide range of values have been parametrically assigned to pile slenderness and pile-to-soil stiffness ratios. The results are discussed at length to gain valuable insight into the nature of dynamic pile-soil-pile interaction. Geotechnical and earthquake engineers can use the presented graphs exactly as they use the classical interaction factors for static deformation analysis of pile groups.

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