DOC

These citations are from the QUAKELINE database and the ...

By Roberta Stewart,2014-12-23 16:28
6 views 0
These citations are from the QUAKELINE database and the ...

?These citations are from the QUAKELINE database and the Earthquakes and the Built Environment Index on CD-ROM. The QUAKELINE database is developed and maintained by the Multidisciplinary Center for Earthquake Engineering Research (MCEER), SUNY at Buffalo. Begun in 1987, the database currently includes over 35,000 records. QUAKELINE is updated on a monthly basis. An effort is made to exclude from the QUAKELINE database those items that are covered in the NTIS, COMPENDEX, and GeoRef databases. QUAKELINE is a registered trademark of The Research Foundation of the State University of New York. The QUAKELINE database is copyrighted by The Research Foundation of the State University of New York. All rights reserved. EBEI is a cooperative effort of the Multidisciplinary Center for Earthquake Engineering Research (MCEER) at SUNY at Buffalo, the Earthquake Engineering Research Center (EERC) at U/C Berkeley, and the Newcastle Earthquake Project in Australia. It includes the QUAKELINE* database produced at MCEER and also the Earthquake Engineering Abstracts database produced by U/C Berkeley's Center, in addition to the Newcastle Earthquake Database. Also included on EBEI are records for the book collections of MCEER and EERC. EBEI contains a total of 100,000 citations. EBEI is updated twice a year. To reduce duplication, this search may be a combination of a QUAKELINE search followed by an EBEI search, in which case the EBEI records will not include any QUAKELINE records. In order to supply a comprehensive listing on this topic, other databases may have been consulted and included as a part of this computersearch. These databases may be copyrighted and permission might be required for their use. Use of the citations in this computersearch for purposes other than for non-profit research or education is forbidden. All items cited in the QUAKELINE database are available in the collection of the MCEER Information Service. To obtain materials, or for information on QUAKELINE or on earthquake hazards mitigation, contact the MCEER Information Service: Email: mceeris@acsu.buffalo.edu Telephone (716) 645-3377 Fax: (716) 645-3379 Mail: MCEER Information Service c/o Science and Engineering Library 304 Capen Hall SUNY at Buffalo Buffalo, NY 14260 _______________ * Registered in the U.S. Patent and Trademark Office

Computer search in the QUAKELINE? Database (39 records); Earthquakes and the Built Environment Index (EBEI) on CD-ROM (43 records) Performed by S. Salisbury September 2002 QUAKELINE DATABASE 1987 - JULY 2002 1 _:FILIATRAULT.AU. 39 docs Document 1 of 39 AN 2001-0816. AU Fischer, David. Filiatrault, Andre. Folz, Bryan. Uang, Chia-Ming. Seible, Frieder. TI SHAKE TABLE TESTS OF A TWO-STORY WOODFRAME HOUSE. PB Consortium of Universities for Research in Earthquake Engineering, Richmond, CA, 2001. LO In process. NU REPORT: CUREE publication number W-06. NT 627 pages. 29 references. Appendices. Tables, graphs, diagrams, photographs. Research funded by the Federal Emergency Management Agency through a Hazard Mitigation Grant Program award administered by the California Governor's Office of Emergency Services. Series: CUREE publication number W-06. ID Shaking table tests. Two story houses. Wood frame buildings. Wood frame houses. Earthquake simulation systems. Dynamic characteristics. Seismic performance. Structural performance. Material tests. Material properties. Quasistatic tests. Seismic evaluation. Numerical models. Comparative studies. Frequency tests. Damping. Earthquake performance. Seismic response. AB This publication documents the test objectives, procedures, and results for a two-story single-family woodframe house using the UC San Diego uniaxial earthquake simulation system under Task 1.1.1 of the CUREE-Caltech Woodframe Project. The main objectives of the study were to determine the dynamic characteristics and the seismic performance of the test structure under various levels of seismic shaking and structural configurations. The report documents testing during ten phases of construction to determine the performance of the structure. Chapters discuss the shake table tests performed and the instrumentation used; material property testing; quasi-static tests; frequency evaluation tests; damping evaluation tests, seismic tests, and the development of a numerical model to compare with experimental results. Appendices provide other relevant information about the test structure and selected results. A list of references along with many diagrams, photographs, and charts accompany the text. Document 2 of 39 AN 2001-0815. AU Filiatrault, Andre, ed. TI WOODFRAME PROJECT: TESTING AND ANALYSIS LITERATURE REVIEWS. PB Consortium of Universities for Research in Earthquake Engineering, Richmond, CA, 2001. LO In process. NU REPORT: CUREE publication number W-03. NT 261 pages. 258 references. Appendices. Tables, diagrams, graphs, photographs. Research funded by the Federal Emergency Management Agency. Series: CUREE publication number W-03. ID Literature reviews. Wood frame buildings. Shaking table tests. Two story buildings. Seismic performance. Seismic loads. Loading effects. Seismic behavior. Wood structures. Seismic protection. Shear walls. Cripple walls. Gypsum walls. Stucco walls. Shear transfer. Sheathing to wood connections. Head penetration. AB As its title indicates, this report compiles the literature reviews performed for Element 1 of the CUREE-Caltech Woodframe Project devoted to Testing and Analysis into a one-volume reference document. The Project is designed to make the engineering of woodframe buildings more scientific and their construction technology more efficient. Chapters include

literature reviews of shake table tests of a simplified two-story single family house; loading protocol and loading rate effects; dynamic characteristics of woodframe buildings; seismic behavior of cripple walls; seismic performance of gypsum and stucco walls; innovative systems for seismic protection of wood structures; and experimental program to study anchorage of hillside woodframe buildings, among others. Numerous diagrams, drawings, and charts accompany the text. The methods and results for these individual investigations are included in separately published documents in the Woodframe Project report series. Document 3 of 39 AN 2001-0625. AU Filiatrault, A. TI SUMMARY REPORT OF TASK GROUP SESSION B: ANALYSIS. SO Proceedings of the Invitational Workshop on Seismic Testing, Analysis, and Design of Woodframe Construction; Los Angeles, March 5-6, 1999. Seible, Frieder, et al, eds. California Universities for Research in Earthquake Engineering, Richmond, CA, 1999, pages 145-146. LO SEL TH1101.I58 1999. NT Workshop was convened as part of the CUREe-Caltech Woodframe Project and funded by the Federal Emergency Management Agency through the California Office of Emergency Services. Series: CUREe publication number W-01. Availability refers to complete volume and not to individual paper. ID Wood frame construction. Response models. Seismic loads. Connection models. Timber structures. Component models. System models. Research needs. AB The task group Session B on Analysis included four different presentations followed by a panel discussion. Three of these presentations discussed various aspects of the modeling of woodframe construction under seismic loading. The fourth presentation focused on the needs of practicing engineers involved in the seismic design of woodframe structures. The important points raised during these presentations and during the panel discussion that followed are briefly reported here. (Author's abstract). Document 4 of 39 AN 2001-0600. AU Seible, F. Filiatrault, A. Uang, C-M. TI RECOMMENDED RESEARCH PLAN FOR ELEMENT 1. SO Proceedings of the Invitational Workshop on Seismic Testing, Analysis, and Design of Woodframe Construction; Los Angeles, March 5-6, 1999. Seible, Frieder, et al, eds. California Universities for Research in Earthquake Engineering, Richmond, CA, 1999, pages 149-154. LO SEL TH1101.I58 1999. NT Diagram. Workshop was convened as part of the CUREe-Caltech Woodframe Project and funded by the Federal Emergency Management Agency through the California Office of Emergency Services. Series: CUREe publication number W-01. Availability refers to complete volume and not to individual paper. ID CUREe-Caltech Woodframe Project. Research Plan. Wood frame research. Research strategy. Timber frame research. AB The objective of this Invitational Workshop on Seismic Testing, Analysis and Design of Woodframe Construction was to collect opinions and suggestions from experts in the field in order to develop a technically sound research program for Element 1 (Testing and Analysis) of the CUREe-Caltech Woodframe Project. The authors are convinced that this objective has been admirably achieved. This paper summarizes the preliminary research plan the Element 1 is proposing as a result of the workshop. Comments from the Workshop participants are summarized in the Appendix. (Authors' abstract). Document 5 of 39 AN 2001-0329. AU Christopoulos, C. Filiatrault, A. TI NON-INVASIVE PASSIVE ENERGY DISSIPATION SYSTEMS FOR THE SEISMIC DESIGN AND RETROFIT OF STEEL STRUCTURES. SO Behaviour Steel Structures in Seismic Areas: Proceedings of the Third International Conference: STESSA 2000; Montreal, Canada, August 21-24, 2000. Mazzolani, Federico and Tremblay, Robert, eds. A A Balkema, Rotterdam, Netherlands, 2000, pages 387-394.

LO SEL TA684.S767 2000. NU ISBN: 90-5809-130-9. NT 5 references. Graphs, tables, diagrams. Proceedings of the 3rd International Conference: STESSA 2000. ID Passive energy dissipation systems. Earthquake resistant design. Retrofitting. Steel structures. Geometry. Stiffness. Slip loads. Yield loads. Energy dissipation. Multistory frames. Moment resisting frames. Time history analysis. AB A passive axial elasto-plastic device is introduced locally near beam-to-column joints of steel moment resisting frames to enhance the energy dissipating capacity during earthquakes. The geometry, stiffness and slip or yield load are chosen to maximize the energy dissipated during a monotonic push. A typical six- story moment resisting frame is first retrofitted with haunch type connections, with no slipping allowed. The building is then retrofitted with the same geometric configuration of the haunch but with an increased stiffness. Finally a third retrofit strategy consisting of replacing the haunch with energy dissipating devices is implemented. Non-linear time-history analyses where the fracture of welds is modeled with a strength degrading element are performed under different intensities of seismic ground motions. Results indicate that an increased haunch stiffness is more effective in protecting the weld fractures under large seismic loading. The energy dissipating haunch reduced significantly the response of the structure while still protecting the welded connections. (Authors' abstract). Document 6 of 39 AN 2000-1464. AU Filiatrault, Andre. Kremmidas, Spyridon. TI SEISMIC BEHAVIOR OF STEEL MOMENT-RESISTING FRAMES RETROFITTED WITH PASSIVE FRICTION ENERGY DISSIPATING SYSTEMS UNDER NEAR-FAULT GROUND MOTIONS. SO Earthquake Engineering: Proceedings [of the] Eighth Canadian Conference on Earthquake Engineering; Vancouver, BC, Canada, June 13-16, 1999. Canadian Association for Earthquake Engineering, Vancouver, BC, Canada, 1999, pages 379-384. LO SEL TA654.6.C36 1999. NU ISBN: 0-9685376-0-X. NT 7 references. Graphs, diagrams. Research funded by the Natural Sciences and Engineering Research Council of Canada (NSERC) and the Fonds pour la formation de chercheurs et l'aide a la recherche (FCAR) of Quebec. 8th Canadian Conference on Earthquake Engineering. 8CCEE. ID Seismic behavior. Steel frames. Moment resisting frames. Friction damping systems. Retrofitting. Energy dissipation system. Near fault ground motion. Multistory frames. Strong ground motion. Dynamic analysis. Passive control. AB The performance of two passive friction-damping systems for retrofitting steel moment-resisting frames is evaluated. Non- linear dynamic analyses were performed on a six-story moment- resisting frame designed according to current code provisions for California. Six-story moment-resisting frame subjected to three different ensembles of strong ground motions. Two of those ensembles are representative of near-field conditions in the Los Angeles area. The third ensemble includes two historical records that have been extensively used in past research. (Abstract adapted from text). Document 7 of 39 AN 2000-1450. AU Christopoulos, C. Filiatrault, A. Leger, P. TI EFFECTS OF NEAR-FAULT VERTICAL SEISMIC ACCELERATIONS ON THE RESPONSE OF STEEL MOMENT-RESISTING FRAMES. SO Earthquake Engineering: Proceedings [of the] Eighth Canadian Conference on Earthquake Engineering; Vancouver, BC, Canada, June 13-16, 1999. Canadian Association for Earthquake Engineering, Vancouver, BC, Canada, 1999, pages 293-298. LO SEL TA654.6.C36 1999. NU ISBN: 0-9685376-0-X. NT 11 references. Graphs, diagrams, table. 8th Canadian Conference on Earthquake Engineering. 8CCEE. ID Near fault effects. Vertical acceleration. Steel moment resisting frames. Inelastic dynamic analysis. Seismic response. Multistory buildings. Los Angeles, California. Strain rate. Parametric analysis. Rotational ductility. Story deflections. AB Inelastic dynamic analyses are performed on a 6-story

moment-resisting frame designed according to current California seismic provisions for the city of Los Angeles. The frame is subjected to historically based and artificially generated impulsive near-field time histories proposed by the SAC Steel Project. In this study through extensive parametric analyses, the effects of the vertical seismic accelerations on this moment- resisting frame are investigated. It is shown that the effect of the vertical accelerations on the demand in rotational ductility and on the maximum story deflections is negligible, even though a large increase in the maximum axial loads of columns is noted. Furthermore, vertical accelerations are found to increase the strain rate substantially especially in the early part of the shaking, when the structure is in the elastic domain. (Authors' abstract). Document 8 of 39 AN 2000-1307. AU Bondonet, G. Filiatrault, A. TI DEVELOPMENT OF A NOVEL BASE ISOLATION SYSTEM FOR BRIDGES IN CANADA. SO Proceedings of the Eleventh [European] Conference on Earthquake Engineering; [September 6-11, 1998, Paris, France] [CD- ROM]. Bisch, Philippe, et al, eds. A A Balkema, Rotterdam, 1998. LO SEL TH1095.E8 1998b CD-ROM. NU ISBN: 90-5410-982-3. NT 8 pages. 7 references. Graphs, diagrams, photograph. 11th European Conference on Earthquake Engineering. 11 ECEE. ID Highway bridges. Base isolation. Friction based isolation systems. Canada. Dynamic response. Polytetrafluoroethylene (PTFE) steel interface. AB This paper describes the development of a new friction base isolation system for bridges in Canada. The system consists of a polytetrafluoroethylene (PTFE)-steel interface to dissipate the seismic energy acting in parallel with linear pre-stressed compression springs to provide re-centering capabilities at the end of the earthquake. In the first part of the paper, an experimental investigation on the frictional component of the isolator is presented. In the second part of the paper, results of dynamic tests on complete 400-kN capacity prototypes of the proposed base isolation system are described. (Authors' abstract). Document 9 of 39 AN 2000-0013. AU Seible, Frieder. Filiatrault, Andre. Uang, Chia-Ming, editors. TI PROCEEDINGS OF THE INVITATIONAL WORKSHOP ON SEISMIC TESTING, ANALYSIS AND DESIGN OF WOODFRAME CONSTRUCTION; LOS ANGELES, MARCH 5-6, 1999. PB California Universities for Research in Earthquake Engineering (CUREe), Richmond, CA, 1999. LO SEL TH1101.I58 1999. NT 172 pages. References. 1 appendix. Graphs, tables, diagrams, photographs. Workshop was convened as part of the CUREe-Caltech Woodframe Project and funded by the Federal Emergency Management Agency through the California Office of Emergency Services. On cover: Earthquake Hazard Mitigation of Woodframe Construction. Series: CUREe publication number W-01. ID Wood frame construction. Earthquake resistant design. Performance capabilities. Building code development. Seismic performance. Timber framed bracing panels. Retrofitting. Japan. New Zealand. Europe. Eurocode 8. Canada. United States. System identification. Performance based design. Research needs. Structural failures. Residential buildings. Houses. AB The 28 papers in this volume were presented to help shape the work of the CUREe-Caltech Woodframe Construction Project. The papers address various aspects of the project's 5 main elements: 1) testing and analysis; 2) field investigations; 3) building codes and standards; 4) economic aspects; and 5) education and outreach. Specific topics include retrofit of existing wood frame structures; tests on wood frames that failed during the 1994 Northridge earthquake; code development in the US, Japan, and Europe; seismic testing and performance capabilities; research projects in Canada; system identification; seismic response analyses; performance based design; and research needs. The volume also contains the workshop agenda, a list of

participants and an appendix that presents participants' comments on the workshop, on the overall FEMA/Caltech/CUREe Woodframe Project; on the analysis research program, and on the testing research program. Each of the papers is more completely described in separate QUAKELINE records. Document 10 of 39 AN 1999-0858. AU Kar, R. Filiatrault, A. Tremblay, R. TI ENERGY DISSIPATION DEVICE FOR SEISMIC CONTROL OF STRUCTURES. SO Proceedings [of the] Sixth US National Conference on Earthquake Engineering: Seismic Design and Mitigation for the Third Millennium; Seattle, Washington, May 31-June 4, 1998 [CD-ROM]. Earthquake Engineering Research Institute, Oakland, CA, 1998. LO EQE QE531.U7 1998 CD-ROM. NT 12 pages. 8 references. Graphs, tables, diagrams, photographs. Research partially funded by the Industrial Research Assistance Program (IRAP) of the National Research Council of Canada. Availability refers to CD-ROM rather than to individual papers. 6th US National Conference on Earthquake Engineering. 6NCEE. ID SHAPIA. Friction based damping devices. Energy dissipation devices. Hysteretic response. Shaking table tests. Passive control. Durability. Ring springs. Performance characteristics. Damping characteristics. Frequency dependent characteristics. Force displacement response. AB Passive energy dissipation has emerged as an attractive new technology to absorb and dissipate a substantial amount of energy induced into a structure by an earthquake. This paper reports the development of a friction-based damper device named SHAPIA that uses a ring spring (friction spring) as the key element for absorbing seismic energy. The device provides displacement-dependent supplemental damping to structures, and has a stable and repeatable hysteretic response. It offers spring effect and damping in a single unit and is self- centering. Results are presented of performance characterization tests and shake table tests on moment resistant steel frames with and without the SHAPIA damper. Potential applications of the device are also suggested. (Authors' abstract). Document 11 of 39 AN 1999-0682. AU Filiatrault, A. Lachapelle, E. Lamontagne, P. TI SEISMIC BEHAVIOR OF DUCTILE AND NOMINALLY DUCTILE REINFORCED CONCRETE MOMENT RESISTING FRAMES. SO Proceedings [of the] Sixth US National Conference on Earthquake Engineering: Seismic Design and Mitigation for the Third Millennium; Seattle, Washington, May 31-June 4, 1998 [CD-ROM]. Earthquake Engineering Research Institute, Oakland, CA, 1998. LO EQE QE531.U7 1998 CD-ROM. NT 13 pages. 6 references. Graphs, tables, diagrams, photograph. Research funded by the National Science and Engineering Research Council of Canada and the Fonds pour la Formation de Chercheurs et l'Aide a la Recherch‚ (FCAR) of Quebec. Availability refers to CD-ROM rather than to individual papers. 6th US National Conference on Earthquake Engineering. 6NCEE. ID Reinforced concrete frames. Moment resisting frames. Ductile frames. Shaking table tests. Seismic behavior. Nominal ductility. Model tests. Longitudinal reinforcement. Strain ductility. Interstory drift. Amplification. Base shear. Stiffness. Dynamic characteristics. Damping ratios. Hysteresis. AB The seismic behavior of two, half scale, reinforced concrete moment resisting frames is investigated by shake table tests. Each frame had two bays and two stories with overall dimensions of five meters in width and three meters in height. The first structure was designed as a ductile frame according to current Canadian standards, while the second structure incorporated only nominally ductile details. Two levels of intensity were retained for the historical ground motion used in the tests. The first level was representative of the design earthquake considered, while the amplitudes were doubled for the second intensity. The ductile structure performed well during both tests. The frame with nominal ductility performed well during the first test, but was on the verge of collapse after the second test. Based on these experimental results, recommendations are presented to harmonize the seismic protection of ductile and nominally ductile reinforced concrete frames. (Authors' abstract).

Document 12 of 39 AN 1996-1778. AU Filiatrault, Andre. Wagner, Pierre. Cherry, Sheldon. TI ANALYTICAL PREDICTION OF EXPERIMENTAL BUILDING POUNDING. SO Earthquake engineering and structural dynamics, volume 4, number 8, August 1995, pages 1131-1154. LO SEL Per TA654.6.E37. NU ISSN: 0098-8847. NT 30 references. Graphs, tables, diagrams, photograph. Research supported by the Natural Science and Engineering Research Council of Canada (NSERC). Journal of the International Association for Earthquake Engineering. ID Shaking table tests. Multistory buildings. Steel frames. Building pounding. SLAM-2. Elastic gap elements. PC-ANSR. Impact forces. Displacements. Impact elements. Scaled models. Floor to column impacts. Numerical studies. Absolute acceleration. Time histories. Microcomputer pounding analysis programs. AB Valuable insights on the problem of seismic pounding have been obtained recently from analytical studies. So far, the proposed analytical models have not been validated experimentally. This paper presents the results of shake table tests of pounding between adjacent three- and eight-story single-bay steel framed model structures. The pounding response of the frames was measured for various earthquake intensities and initial separations. The experimental results were compared to the predictions resulting from two existing pounding analysis programs. The solution strategy of the first program, SLAM-2, is based on a modal superposition technique. The second program, PC-ANSR, is a nonlinear timestep analysis code in which an elastic gap element has been included. Modelling the pounding effect by elastic gap elements in the two programs produced accurate displacement and impact force results. Amplitudes of short acceleration pulses were not well predicted, however, for practical time-step increments. Relative rotations between adjacent floors induced grinding contacts which cannot be captured by uni-axial gap elements. (Authors' abstract). Document 13 of 39 AN 1996-1521. AU Park, R. Billings, I J. Clifton, G C. Cousins, J. Filiatrault, A. Jennings, D N. Jones, L C P. Perrin, N D. Rooney, S L. Sinclair, J. Spurr, D D. Tanaka, H. Walker, G. TI HYOGO-KEN NANBU EARTHQUAKE (THE GREAT HANSHIN EARTHQUAKE) OF 17 JANUARY 1995. SO Bulletin of the New Zealand National Society for Earthquake Engineering, volume 28, number 1, March 1995, pages 1-98. LO SEL Per TH1095.N46a. NU ISSN: 0110-0718. NT 34 references. Photographs, graphs, maps, tables, accelerograms. Research partially supported by the New Zealand National Society for Earthquake Engineering and Natural Sciences and Engineering Research Council of Canada (NSERC). ID Kobe, Japan earthquake, January 17, 1995. Hanshin-Awaji, Japan earthquake, January 17, 1995. Hyogo-ken Nanbu, Japan earthquake, January 17, 1995. Lifelines. Bridges. Seismicity. Geology. Tectonics. Ground motions. Strong motion records. Liquefaction. Lateral spreading. Elevated roads. Railroads. Highways. Port facilities. Water supply. Pipelines. Automatic valves. Damage. Fires. Telecommunications. Wastewater treatment plants. Building codes. Connections. Retrofitting. Industries. Rokko Island. Port Island. Tanks. Traditional houses. Multistory buildings. Cladding. Commercial buildings. Preparedness. Emergency services. News media. New Zealand. AB This report describes the observations and preliminary assessments of the members of the Reconnaissance Team of the New Zealand National Society for Earthquake Engineering which visited Kobe, Japan and the surrounding areas following the Hyogo-ken Nanbu earthquake of 17 January 1995. This report covers aspects of the effects of the earthquake on the ground, lifelines, buildings, bridges and other structures, and the community. Lessons for New Zealand are discussed. The issue contains numerous photographs showing damage caused by the earthquake and detailed maps of the Kobe region. (Adapted from authors' abstract). Document 14 of 39 AN 1996-0569. AU Filiatrault, Andre. Leger, Pierre. Tinawi, Rene.

TI ON THE COMPUTATION OF SEISMIC ENERGY IN INELASTIC STRUCTURES. SO Engineering structures: the journal of earthquake, wind and ocean engineering, volume 16, number 6, August 1994, pages 425-436. LO SEL Per TA630.E54. NU ISSN: 0141-0296. NT 40 references. Graphs, tables. ID Energy balance. Energy methods. Nonlinear response analysis. Algorithmic damping. Time step analysis. Input energy. Inelastic structures. Newmark method. Alpha method. AB The explicit computation of energy balance for structures subjected to seismic excitation is useful to assess the accuracy with which dynamic equilibrium is achieved in each time-step. Examples on the use of the energy balance concept are presented in the first part of this paper for simple inelastic structures excited by various ground motions. It is shown how the energy approach can guide the designer in appreciating the nonlinear behavior of the structure, the hierarchy of mechanisms that occur in time, and the ductility requirements of the various components. This was achieved using an unconditionally stable time marching algorithm with no algorithmic damping. A parametric study is then presented on the influence of algorithmic damping on seismic energy response of multi-degree-of-freedom structures. Finally, the Newmark-Beta method, with and without algorithmic damping, and the Alpha method are used in comparative analyses to evaluate the response of bilinear hysteresis models of multi-degree-of-freedom structures. (Authors' abstract). Document 15 of 39 AN 1996-0189. AU Filiatrault, Andre. Ladicani, Karim. Massicotte, Bruno. TI SEISMIC PERFORMANCE OF CODE-DESIGNED FIBER REINFORCED CONCRETE JOINTS. SO ACI structural journal, volume 91, number 5, September/October 1994, pages 564-571. LO SEL Per TA680.A25. NU ISSN: 0889-3241. NT 15 references. Graphs, diagrams, photographs. ACI title number 91-S54. ID Steel fiber reinforced concrete joints. Beam column joints. Experimental tests. Reversed cyclic loads. Ductility. Hysteretic behavior. Code designed joints. AB An experimental investigation is presented on the use of steel fiber reinforced concrete to provide ductility in beam-to-column joints during earthquake excitation. Four full-scale exterior beam-column joints, part of a prototype building designed according to the National Building Code of Canada, were tested under cyclic reverse loading. The first specimen was made of normal concrete but ignored all the special seismic recommendations related to the spacing of lateral reinforcement in the beams, columns, and joints. The second specimen was also made of normal concrete and incorporated full seismic details. The third and fourth specimens were similar to the first one but used steel fiber reinforced concrete in the joint region. Experimental results indicated that fiber reinforced concrete is an appealing alternative to conventional confining reinforcement. Steel fibers bridging across cracks in the concrete mix increase the joint shear strength and can diminish requirements for closely spaced ties. The performance of a joint is closely related to the volume content and aspect ratio of the fibers. (Authors' abstract). Document 16 of 39 AN 1996-0151. AU Cherry, S. Filiatrault, A. TI SOME SEISMIC STUDIES OF FRICTION DAMPED STRUCTURES. SO Proceedings of the Seventeenth Regional European Seminar on Earthquake Engineering; Haifa, Israel, 5-10 September 1993. Rutenberg, Avigdor, ed. A A Balkema, Rotterdam, 1994, pages 367-386. LO SEL TA654.6.E93 1993. NU ISBN: 90-5410-391-4. NT 17 references. Graphs, diagrams. Proceedings of the 17th Regional European Seminar on Earthquake Engineering. ID Friction damping devices. Friction bracing systems. Slotted bolted dampers. Concentrically braced frames. Steel frames. Semi-active control. Hysteresis. Optimum slip load distribution. Nonlinear dynamic analysis. Time history analysis. Cyclic load tests. Shaking table tests. Pall Marsh friction dampers. AB Energy dissipating systems that incorporate friction damping can be

used to protect structures from serious earthquake damage. In a friction damped system, friction damping devices are inserted in a structure and slip at a predetermined optimum load during severe seismic excitations, before any yielding of the structural members has occurred. Slipping of the devices allows the structure to dissipate the input seismic energy mechanically by friction rather than by inelastic deformation of the structural elements. This paper presents an overview of some recent analytical and experimental research and development on friction damping systems, which was conducted at the University of British Columbia (UBC), with emphasis on a particular type of friction damped bracing. In addition, new research underway at UBC, involving slotted bolted dampers, semi-active friction damping control devices and full-scale friction damped concentrically braced steel frames, is also discussed. It is shown that the earthquake performance of conventional building systems can be significantly improved when they incorporate friction damping. (Author's abstract). Document 17 of 39 AN 1995-0852. AU Filiatrault, Andre. Aronco, Danilo D. Tinawi, Rene. TI SEISMIC SHEAR DEMAND OF DUCTILE CANTILEVER WALLS: A CANADIAN CODE PERSPECTIVE. SO Canadian Journal of Civil Engineering (Revue Canadienne De Genie Civil), volume 21, number 3, June 1994, pages 363-376. LO SEL Per TA1.N17513. NU ISSN: 0315-1468. NT 18 references. Tables, diagrams. ID Shear walls. National Building Code of Canada (NBCC), 1990 edition. Reinforced concrete. Structural walls. Ductile walls. Force reduction factors. Shear demands. Building codes. AB During severe earthquakes, ductile flexural walls are expected to exhibit inelastic flexural behavior while other brittle deformation mechanisms, such as shear, should remain elastic. The philosophy of the Canadian seismic provisions for flexural walls is based on the assumption that the force reduction factor is applicable to both flexure and shear. If the bending moments are limited because of the flexural strength of a wall, then the shear forces are considered to be limited by the same ratio. Recent case studies have not confirmed this philosophy. Brittle shear failures in walls are still possible even if their shear strengths are established by the Canadian standards. This paper presents an analytical investigation on the shear demand of ductile flexural walls designed for three different seismic zones in Canada. For each zone, an ensemble of code compatible historical earthquake ground motions is identified. The shear demand of each structure, under each earthquake record, is obtained by nonlinear time-history dynamic analyses. In 77 percent of the cases, the computed dynamic shear demand is higher than the current code shear strength. To address this issue, a force modification factor for shear, different from the one for flexure, is suggested for the Canadian code. (Abstract from journal). Document 18 of 39 AN 1994-2300. AU Filiatrault, A. Wagner, P. Cherry, S. Ventura, C E. TI SHAKE TABLE STUDY ON THE POUNDING OF BUILDINGS DURING EARTHQUAKES. SO [Proceedings of the] Fifth US National Conference on Earthquake Engineering; July 10-14, 1994, Chicago, Illinois. Earthquake Engineering Research Institute, Oakland, CA 1994, volume II, pages 671-680. LO SEL QE531.U7 1994 v.2. EERC 400/U823/1994/v.2. NU ISBN: 0-943198-46-1. NT 5 references. Graphs, tables, diagrams. Research funded by the National Sciences and Engineering Research Council (NSERC) of Canada. 5th US National Conference on Earthquake Engineering. 5NCEE. ID Structural pounding. Structural hammering. Model tests. Shaking table tests. Modal analysis. Dynamic characteristics. Impact force time histories. Pounding response. Multistory buildings. Adjacent buildings. Steel frame buildings. Displacements. AB This paper presents the results of seismic shake table tests of pounding between an 8-story and adjacent 3-story single-bay steel framed model structures. Modal analysis tests were performed to determine the dynamic characteristics (natural frequencies, mode shapes and damping values) of the 3 and 8-story models. For the pounding tests, three special impact elements were designed to

measure the impact force time-histories at each level of the 3-story frame. The pounding responses of the frames were measured under various earthquake intensities and initial separations. After completion of the tests, the experimental results were compared to the predictions resulting from two existing pounding analysis software programs. (Authors' abstract). Document 19 of 39 AN 1994-2118. AU Filiatrault, Andre. Cervantes, Mario. Folz, Bryan. Prion, Helmut. TI POUNDING OF BUILDINGS DURING EARTHQUAKES: A CANADIAN PERSPECTIVE. SO Canadian journal of civil engineering (Revue canadienne de genie civil), volume 21, number 2, April 1994, pages 251-265. LO SEL Per TA1.N17513. NU ISSN: 0315-1468. NT 33 references. Graphs, diagrams. ID Pounding. Adjacent buildings. Canada. Plane steel frames. Nonlinear dynamic analysis. Nonlinear elastic gap elements. Mitigation countermeasures. Retrofitting. AB This paper provides information to structural engineers on how to consider and mitigate the phenomenon of pounding between adjacent structures during earthquakes. The first part of the paper reviews the problem of seismic pounding; observations of damage from pounding during recent earthquakes are described as well as the pounding potential for buildings in large Canadian cities. A review of literature on analytical and numerical studies of earthquake pounding is presented along with methods that have been proposed to mitigate pounding. In the second part of the paper, the seismic behavior of three closely spaced, Canadian code designed, plane steel frames is investigated. Nonlinear time-step dynamic analyses and nonlinear elastic gap elements, to model pounding, are used for this purpose. Several parameters, such as separation distances, pounding locations, and ground motion characteristics, are considered. (Abstract from journal). Document 20 of 39 AN 1994-2087. AU Tinawi, R. Sarrazin, M. Filiatrault, A. TI RESPONSE SPECTRA FOR STRUCTURES ON SOFT SOILS IN EASTERN CANADA. SO Earthquake Engineering and Soil Dynamics VI: Proceedings of the Sixth International Conference; Bath, UK, June 1993. Cakmak, A S and Brebbia C A, eds. Computational Mechanics Publications, Southampton, UK and Elsevier Applied Science, London, 1993, pages 705-718. LO SEL TA711.A1.S6545 1993. NU ISBN: 1-85166-846-2. 1-85312-231-9. 1-56252-154-3. NT 20 references. Graphs, tables, diagrams. Research funded by the Natural Sciences and Engineering Research Council of Canada. ID Eastern Canada. Response spectra. Soft soils. Free field spectral design curves. Ground amplification curves. Montreal, Quebec. Charlevoix region. Clay soils. Maximum spectral accelerations. AB The National Building Code of Canada makes a clear distinction between Eastern and Western Canada in terms of seismic acceleration and velocity zones. While it is well established that ground motions can be amplified significantly through loose soil deposits, no results are available that take into consideration the high frequency content of ground motions in Eastern Canada. This paper presents for two regions in Quebec ground amplification curves for clays having depths between 10 and 70 m. Simplified free-field spectral design curves show that maximum spectral accelerations occur for structural periods between .2 and .5 seconds. In addition, soil depth does not appear to be an important parameter for typical clays in Eastern Canada. (Authors' abstract). Document 21 of 39 AN 1994-0903. AU Cherry, S. Filiatrault, A. TI SEISMIC RESPONSE CONTROL OF BUILDINGS USING FRICTION DAMPERS. SO Earthquake spectra, volume 9, number 3, August 1993, pages 447-466. LO SEL Per TA654.6.E384. NU ISSN: 8755-2930. NT 14 references. Figures, graphs. Research supported by the National Research Council of Canada. Professional journal of the Earthquake Engineering Research Institute. Special issue: Passive Energy Dissipation. ID Seismic response. Friction dampers. Cyclic testing. Shake table

Report this document

For any questions or suggestions please email
cust-service@docsford.com