INFLUENCE OF MASONRY INFILL WALLS AND OTHER B UILDING CHARACTERISTICS ON SEIS MIC COLLAPSE OF CONCRETE FRAME BUILDINGS
Author: SIAMAK SATTAR B.S ., Azad University of Najafa bad, Iran, 2004 M.S ., Mazandaran University of Science and Technology, Iran , 2007 M. S ., University of Colorado Boulder | Size: 5.2 MB | Format:PDF | Quality:Unspecified | Year: 2013 | pages: 225
Reinforced concrete frame buildings with masonry infill walls have been built all around the world, specifically in the high seismic regions in US. Observations from past earthquakes
show that these buildings can endanger the life of their occupants and lead to significant damage and loss. Masonry infilled frames built before the development of new seismic regulations are more susceptible to collapse given an earthquake event. These vulnerable buildings are known as non-ductile concrete frames. Therefore, there is a need for a comprehensive collapse assessment of these buildings in order to limit the loss in regions with masonry infilled frame buildings.
The main component of this research involves assessing the collapse performance of masonry infilled, non-ductile, reinforced concrete frames in the Performance Based Earthquake
Engineering (PBEE) framework. To pursue this goal, this study first develops a new multi-scale modeling approach to simulate the response of masonry infilled frames up to the point of
collapse. In this approach, a macro (strut) model of the structure is developed from the response extracted from a micro (finite element) model specific to the infill and frame configuration of interest. The macro model takes advantage of the accuracy of the micro model, yet is computationally efficient for use in seismic performance assessments requiring repeated nonlinear dynamic analyses. The robustness of the proposed multi-scale modeling approach is examined through comparison with selected experimental results.
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A welded steel moment-frame building is used to assess performancebased engineering guidelines. The full-scale four-story building was shaken to collapse on the E-Defense shake table in Japan. The collapse mode was a side-sway mechanism in the first story, which occurred in spite of a strongcolumn and weak-beam design. Computer analyses were conducted to simulate the building response during the experiment. The building was then evaluated using the Seismic Rehabilitation of Existing Buildings (ASCE-41) and Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings (FEMA-351) for the collapse prevention performance level via linear and nonlinear procedures. The guidelines had mixed results regarding the characterization of collapse, and no single approach was superior. They mostly erred on the safe side by predicting collapse at shaking intensities less than that in the experiment. Recommendations are made for guideline improvements.
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Seismic collapse analysis on core-outrigger structures
Author: F.F. Sun, R.X. Ge & J.M. Xu | Size: 1.1 MB | Format:PDF | Quality:Unspecified | Publisher: Dept. Of Building Engineering, College of Civil Engineering Tongji University, Shanghai, China | pages: 18
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Seismic Induced Global Collapse of Non-deteriorating Frame Structures
Author: Christoph Adam and Clemens J ̈ ager | Size: 784 KB | Format:PDF | Quality:Unspecified | Publisher: University of Innsbruck, Department of Civil Engineering Sciences, 6020 Innsbruck, Austria | pages: 20
Abstract In a severe seismic event the destabilizing effect of gravity loads, i.e. the P-delta effect, may be the primary trigger for global collapse of quite flexible structures exhibiting large inelastic deformations. This article deals with seismic
induced global collapse of multi-story frame structures with non-deteriorating material properties, which are vulnerable to the P-delta effect. In particular, the excitation intensity for P-delta induced structural collapse, which is referred to as collapse capacity, is evaluated. The initial assessment of the structural vulnerability to P-delta effects is based on pushover analyses. More detailed information about the collapse capacity renders Incremental Dynamic Analyses involving a set of recorded ground motions. In a simplified approach equivalent single-degree-of-freedom systems and collapse capacity spectra are utilized to predict the seismic collapse capacity of regular multi-story frame structures.
Design objectives and collapse prevention for building structures in mega-earthquake
Author: Ye Lieping, , Lu Xinzheng1,2‡ and Li Yi | Size: 11 MB | Format:PDF | Quality:Unspecified | Publisher: EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION June, 2010 | Year: 2010 | pages: 11
A “mega-earthquake” is one with an intensity larger than the most severe earthquake intensity category currently considered in design codes. For a “mega-earthquake,” the design objective of a given structure is to “preserve living spaces for people in the buildings.” In this paper, factors that may infl uence the collapse resistance of RC frames in a megaearthquake are analyzed based on seismic damage observed in the 2008 Wenchuan earthquake. Methodologies to improve structural collapse resistance focus on three aspects: global strength margin, global redundancy and global integration of the structural system. Fundamental principles and design concepts for collapse prevention under a mega-earthquake are proposed, and issues that need further research are identifi ed.
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Seismic collapse of reinfo rced concrete towers at Royal Palm Resort, Guam, USA
Author: B Ross, Exponent Failure Analysis Associates, USA J Osteraas, Exponent Failure Analysis Associates, USA G Luth, Exponent Failure Analysis Associates, USA P Moncarz, Exponent Failure Analysis Associates, USA Y Bozorgnia, Exponent Failure Analysis Associates, USA | Size: 1.3 MB | Format:PDF | Quality:Unspecified | Publisher: 25th Conference on OUR WORLD IN CONCRETE & STRUCTURES: 23 - 24 August 2000, Singapore | Year: 2000 | pages: 16
Structural damage and partial collapse of a 12-story hotel building in Tumon Bay, Guam, USA, caused by the August 1993 earthquake was investigated. Site reconnaissance, damage assessment, review of project specific documentation, detailed finite element modeling of structural components, analysis of globalbb structural response and progressive collapse studies were performed. Collapse was due to a fundamental design flaw; specifically architectural walls solidly locked into
the structural frame drastically altered response of the structure to earthquakebloading. Rather than dissipating earthquake loads throughout the building, the
design created a "soft story", which attracted and concentrated seismic energy in the
second floor columns.
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Collapse modes of structures under strong motions of earthquake
Author: Hiroshi Akiyama | Size: 195 KB | Format:PDF | Quality:Unspecified | Publisher: ANNALS OF GEOPHYSICS, VOL. 45, N. 6, December 2002 | Year: 2002 | pages: 8
Under strong motion earthquakes, structures receive various types of damage. The most fatal damage is the loss of lateral strengths of a structure. The loss of lateral resistance causes a total collapse of the structure due to the P−δ effect associated with the lateral displacements and the gravity loading. To eliminate such a collapse mode, to introduce into the ordinary stiff structure a flexible element which remains elastic is very effective. The flexiblestiff mixed structure can behave preferably in many aspects under strong earthquakes.
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VULNERABILITY TO PROGRESSIVE COLLAPSE OF SEISMICALLY DESIGNED RC FRAMED STRUCTURES: CORNER COLUMN CASE
Author: ADRIAN-MIRCEA IOANI and HORTENSIU-LIVIU CUCU | Size: 746 KB | Format:PDF | Quality:Unspecified | Publisher: BULETINUL INSTITUTULUI POLITEHNIC DIN IAŞI Publicat de Universitatea Tehnică „Gheorghe Asachi” din Iaşi Tomul LVI (LX), Fasc. 4, 2010 Secţia CONSTRUCŢII. ĂRHITECTURĂ | Year: 2010 | pages: 10
Abstract. As in the seismic design, to resist such catastrophic loads, structures should be provided with an adequate level of structural continuity, redundancy,
robustness and ductility, so that alternative load transfer paths can develop when the structure loses an individual member. Following the GSA Guidelines (2003), the paper
presents an investigation regarding the vulnerability to progressive collapse of a model
representing a 13-storey RC framed building when its seismic design was made
according to the provisions of the present seismic code P100-1/2006. . Numerical results
regarding the behavior of the model when the structure is damaged by the sudden removal of a corner column are given. Demands and capacities of structural members are assessed and DCR values for the lower part of the building are presented. A typical medium–rise building having RC frames seismically designed for Bucharest according to seismic design code P100-1/2006, does not experience failures or progressive collapse when subjected to different “missing column” scenarios, including the removal of a
corner column.
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STRUCTURAL COLLAPSE ANALYSIS OF FRAMED STRUCTURES UNDER SEISMIC EXCITATION
Author: R.Z. Wang , C.L. Wu , K.C. Tsai , Y.S. Yang , and B.Z. Lin | Size: 339 KB | Format:PDF | Quality:Unspecified | Publisher: The 14 th World Conference on Earthquake Engineering October 12-17, 2008, Beijing, China | Year: 2008 | pages: 8
This paper presents a numerical procedure which is called the vector form intrinsic finite element (VFIFE,V-5) method. It is used to analyze the nonlinear behavior of structural collapse under seismic excitation. The whole progressive collapse processes of the framed structures in various conditions are also simulated. The numerical procedure in V-5 method provided for new concept to deal with large deformation and rotation from continuous states to discontinuous states. The geometry nonlinear and the nonlinear material have been considered. The damage index of elements is adopted to decide the failure criteria of element joints. In order to simulate the progressive collapse behavior of the structure, the comparison between numerical simulation of V-5 method and shake table experiments demonstrates the accuracy of V-5 method.
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BEAM - COLUMN CONNECTION FLEXURAL BEHAVIOR AND SEISMIC COLLAPSE PERFORMANCE OF CONCENTRICALLY BRACED FRAMES
Author: CHRISTOPHER D. STOAKES | Size: 7.1 MB | Format:PDF | Quality:Unspecified | Publisher: University of Illinois at Urbana-Champaign, | Year: 2012 | pages: 232
This dissertation investigates the flexural behavior of beam-column connections with gusset plates and their ability to improve the seismic collapse performance of concentrically braced frames. Previous experimental and field observations demonstrated that reserve lateral force-resisting capacity due to the flexural strength of connections outside the primary lateral force-resisting system of steel frames can maintain structural stability if the primary system is damaged. Several experimental studies were conducted to quantify the flexural behavior of these connections, but there has only been limited investigation of beam-column connections with
gusset plates.
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