Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS SAC Joint Venture. Interim Guidelines (1995): Evaluation, Repair, Modification and Design of Welded Steel Moment Frame Structures. Report No. SAC-95-02, FEMA 267, August. SAC Joint Venture. Background Reports (1997): Metallurgy, Fracture Mechanics, Welding, Moment Connections and Frame System Behaviour. Report No. SAC-95-09, FEMA 288, March. Wald F. (1994): Second State of the Art Workshop, EU Project COST C1: Semi-rigid Behaviour of Civil Engineering Structural Connections. European Commission, Belgium, 561. Zhang J. and Dong P. (2000): Residual Stresses in Welded Moment Frames and Implications for Structural Performance. Journal of Structural Engineering, 126:306-315, 2000. 99
4.1 Introduction 4 SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS In seismic design practice, the possibility of relying appreciably on dissipation effects translates into seismic design actions lower than those called for in brittle structures, which can count on elastic resources alone. In turn, lower design actions, which standards provide through higher values of the behaviour factor, allow for lower design values of plastic resistance, and therefore smaller structural sections and lower weights as well. The savings in terms of structural weight, when coupled with sufficient ease of execution, may render ductile structures very competitive in seismic areas. Solutions assuring the necessary ductility can be obtained not only through careful study of building morphology, structural schemes and construction details, but also through the rational use of materials. Composite construction design, which represents a good compromise in term of strength and ductility solution, has been increasingly used over recent decades (USA, Japan and some European countries) mostly in office buildings, commercial buildings, parking areas and bridges. However, despite the advantages it presents, composite construction is still scarcely used in seismic design. The main reasons could possibly be the lack of experience, skilled workers and appropriate equipment on the one hand and the non-existence of codes for the design of these structures on the other hand. In fact, Eurocode 8 (prEN 1998-1, 2002) sets forth general principles for designing composite structures for seismic areas and imposes precise constructional and performance guidelines; however it does not provide adequate information on the use of the various structural schemes, or on the associated constructional solutions and design methodologies, for which it often refers designers to codes and regulations regarding non- earthquake-resistant structures.
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Dipartimento di Ingegneria Meccanic
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UNIVERSITÀ DEGLI STUDI DI TRENTO D
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Ai miei genitori
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INDEX 1 INTRODUCTION...............
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INDEX iii 4.10.3 Results of the PsD
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1.1 Introduction 1 1 INTRODUCTION I
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1. INTRODUCTION imposes precise con
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1. INTRODUCTION joints whilst 2D mo
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7 2 DUCTILITY AND SEISMIC RESPONSE
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2. DUCTILITY AND SEISMIC RESPONSE O
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3. SEISMIC BEHAVIOUR OF BOLTED END
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4. SEISMIC RESPONSE OF PARTIAL-STRE
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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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6. SUMMARY, CONCLUSIONS AND FUTURE
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