Evaluation of the seismic performance of a three-story ordinary moment-resisting concrete frame
Author: Sang Whan Han ; ∗; † , Oh-Sung Kwon and Li-Hyung Lee | Size: 346 MB | Format:PDF | Quality:Unspecified | Publisher: EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Earthquake Engng Struct. Dyn. 2004; 33:669–685 (DOI: 10.1002/eqe.367) | Year: 2004 | pages: 17
This study focuses on the seismic performance of Ordinary Moment-Resisting Concrete Frames (OM- RCF) designed only for gravity loads. For this purpose, a 3-story OMRCF was designed in compliance with the minimum design requirements in the American Concrete Institute Building Code ACI 318
(1999). This model frame was a regular structure with exure-dominated response. A 1=3-scale 3-story model was constructed and tested under quasi-static reversed cyclic lateral loading. The overall behavior of the OMRCF was quite stable without abrupt strength degradation. The measured base shear strength was larger than the design base shear force for seismic zones 1, 2A and 2B calculated using UBC
1997. Moreover, this study used the capacity spectrum method to evaluate the seismic performance of the frame. The capacity curve was obtained from the experimental results for the specimen and the demand curve was established using the earthquake ground motions recorded at various stations with dierent soil conditions. Evaluation of the test results shows that the 3-story OMRCF can resist design seismic loads of zones 1, 2A, 2B, 3 and 4 with soil types SA and SB. For soil type SC, the specimen was satisfactory in seismic zones 1, 2A, 2B and 3. For soil type SD, the OMRCF was only satisfactory for seismic zones 1 and 2A.
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Author: Anil K. CHOPRA ___ Rakesh K. GOEL | Size: 251 KB | Format:PDF | Quality:Unspecified | Publisher: roceedings of the SEAOC Convention to be held in San Diego, California, 2001 | pages: 15
Evaluated is the accuracy of the modal pushover analysis in estimating the seismic demands for six
SAC buildings. These results are compared with those obtained by nonlinear response history
analysis and three force distributions in FEMA-273.
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INFLUENCE OF THE STORY STIFFNESS OF REINFORCED CONCRETE FRAME WITH PROPORTIONAL HYSTERETIC DAMPERS ON THE SEISMIC RESPONSE
Author: Juan andrés OviedO* | Size: 2.9 MB | Format:PDF | Quality:Unspecified | Publisher: Revista EIA, ISSN 1794-1237 Número 17, p. 121-137. Julio 2012 Escuela de Ingeniería de Antioquia, Medellín (Colombia) | Year: 2012 | pages: 17
This paper investigates the influence of the story stiffness of reinforced concrete (R/C) frame on the seismic
response of R/C buildings with proportional hysteretic dampers. For this purpose, non-linear time-history analyses
were conducted on a series of multi-degree-of-freedom system models that include a wide range of structural
parameters and vertical distributions of story stiffnesses and strengths of R/C main frame and dampers. Although
the basic purpose of damper installation is to reduce deformation demands, the results of analyses indicate that
the story-drift demand on an entire system could be larger than that of the structure without dampers, depending
highly on the stiffness and response period of R/C main frame. Moreover, dampers are shown to be more efficient
in reducing the story-drift demand when installed into a flexible R/C main frame.
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SEISMIC PERFORMANCE OF STORY-DRIFT-CONTROLLED REINFORCED CONCRETE FRAMES WITH HYSTERETIC DAMPERS
Author: Juan Andres OVIEDO-AMEZQUITA Candidate for the Degree of Doctor of Engineering Supervisor: Professor Mitsumasa MIDORIKAWA Division of Architectural and Structural Design | Size: 327 KB | Format:PDF | Quality:Unspecified | pages: 6
In the passive control of building structures, hysteretic
dampers are the most prevalent structural members
installed into a building to improve its seismic
performance through dissipating most of the vibration
energy imposed by ground motions.
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DESIGN DRIFT REQUIREMENTS FOR LONG-PERIOD STRUCTURES
Author: Gary R. Searer and Sigmund A. Freeman | Size: 96 KB | Format:PDF | Quality:Unspecified | Publisher: 3th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3292 | Year: 2004 | pages: 9
The code provisions for calculating the design seismic drift of buildings have been substantially revised over the past 40 years. While these changes in the code are fairly well documented, the reasons behind these changes and the consequences of the changes are not as well known. This paper presents a brief history of design drift requirements, technical background for the requirements, and the reasoning behind the changes, starting with the 1961 Uniform Building Code (UBC) through present day. Emphasis is given to the discussion of minimum base shears for calculation of drift for long-period structures. Specifically, in Section 1630.10.1 of the 1997 UBC, it is not immediately apparent why Equation 30-6 may be disregarded in the calculation of drift while Equation 30-7 may not, since both equations tend to give very similar minimum base shears for typical buildings. In prior versions of the UBC, the minimum design base shear was determined by only one equation that could be disregarded during determination of drift. This paper discusses the reasoning behind Equation 30-7 in the current UBC and discusses the current controversy and differences of opinion regarding this equation. Also discussed are equivalent requirements in the National Earthquake Hazards Reduction Program (NEHRP) and Minimum Design Loads for Buildings and Other Structures (ASCE 7-02), which require a similar minimum base shear for determining drift of long period structures.
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A simple procedure to estimate the local displacement demands in regular frame-type structures that respond in elastic limits
is described. Given the spectral displacement and beam-to-column stiffness ratio, the procedure estimates the maximum ground story and maximum interstory drifts along the height of the structure. A total of 145 near-fault ground motions recorded on dense-to-firm soil sites are used for the evaluation of the procedure. The approximate drift demands computed from this procedure and the exact results from 27,550 response history analyses are used for calculating the error statistics. The calculations show that the procedure can be used with confidence for frames with fundamental periods between 0.3 and 1.5 s when they are subjected to near-fault records without pulse. The approximations are in good agreement with the exact response history results of near-fault records with pulse when the fundamental period to pulse period ratio is less than 1.5. The performance of the new procedure is also compared with other approximate methods that
are employed for similar purposes. The method can be useful for preliminary design of new structures or rapid assessment of existing buildings.
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Control of Seismic Drift Demand for Reinforced Concrete Buildings with Weak First Stories
Author: Manabu Yoshimura 1) 1) Department of Architecture, Tokyo Metropolitan University, Minamiosawa 1-1, Hachioji, Tokyo, | Size: 730 KB | Format:PDF | Quality:Unspecified | Publisher: Earthquake Engineering and Engineering Seismology, Vol. 4, No. 1 | Year: | pages: 9
This paper studies seismic drift demand for RC buildings with weak first stories, the potential seismic vulnerability of which has been revealed in many past earthquakes including the 1995 Kobe and 1999 Chi-Chi earthquakes. In a building that collapsed during the Kobe earthquake the strength balance between the first story and the upper stories is shown to have had a significant effect on the collapse of this building. Nonlinear dynamic analyses are then conducted for a model representing weak-first-story buildings to study the first story drift demand, where the first-story strength and the strength balance along the height are taken as analysis variables. Based on the results,
conditions that the two parameters should satisfy for controlling the first-story drift demand within an allowable level are discussed.
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Seismic Drift Demand and Capacity of Non-seismically Designed Concrete Buildings in Hong Kong
Author: R.K.L. Su;N.T.K. Lam;H.H. Tsang | Size: 262 KB | Format:PDF | Quality:Unspecified | Publisher: EJSE Special Issue: Earthquake Engineering in the low and moderate seismic regions of Southeast Asia and Australia (2008) | Year: 2008 | pages: 12
ABSTRACT: This paper reviews the seismic engineering research conducted in Hong Kong with special
emphasis on the prediction of the seismic drift demand and capacity of existing buildings which have not been
designed and detailed to address potential seismic hazards. The paper begins with a comprehensive summary
of the local construction and detailing practice of concrete structures, followed by a summary of the drift ratio
capacity, ductility capacity, stiffness variation and non-linear damping properties of the non-seismically designed
reinforced concrete components. Seismic design response spectra for rock sites developed from Chinese
Code GB50011-2001 are compared with the uniform hazard response spectra developed at the University
of Hong Kong. The over-conservatism of the Chinese Code particularly in the long period range (T > 2 sec)
is highlighted. A direct displacement based method used for the prediction of the maximum drift demands of
existing buildings in Hong Kong is also introduced. Phenomena such as stiffness degradation, period shifting,
non-linear damping and higher mode effects have been incorporated into the modelling. Lastly, the predicted
maximum inter-storey drift demand of 0.3% is compared with the minimum ultimate drift capacity of approximately
1.5%. The capacity predictions were based on results from experimental cyclic load testings of
concrete sub-assemblages undertaken in Hong Kong in recent times. The potential risk of damage in Hong
Kong buildings under seismic attacks is discussed.
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1 BUILDING PERFORMANCE IN THE BOUMERDES, ALGERIA, EARTHQUAKE OF MAY 21, 2003
Author: Svetlana Brzev British Columbia Institute of Technology, Burnaby, | Size: 1.1 MB | Format:PDF | Quality:Unspecified | Year: 2003 | pages: 13
Algeria, a gateway between Europe and Africa, is located in Northern Africa. The Sahara desert covers over 80% of the country’s territory. A narrow northern zone is dominated by the Atlas mountain chain. The population of Algeria is over 30 million – most of the population lives in the northern part of the country. The capital city Algiers (including the suburbs) has the population of around 3.5 million. Algeria was under the French rule from 1830 to 1962, and prior to that under the Turkish rule for 300 years. With regards to the seismotectonic setting, the northern part of Algeria is located at the margin
between the north moving African plate and the Eurasian plate, creating a zone of compression,
which manifests itself by a series of thrust and normal faults that have been mapped in the area.
This region has a rich history of seismicity and had experienced many destructive earthquakes in the past (see Fig.1). According to the historic records, the capital Algiers was completely destroyed by a major earthquake in 1365; there are also reports of earthquakes that struck Northern Algeria in 1887, 1910, 1922, and 1934. On October 10, 1980, the city of El Asnam (formerly Orleansville and today Ech-Cheliff) was severely damaged by a magnitude 7.1 earthquake that killed at least 3000 people (El Asnam is situated approximately 220 km to the west of the May 21, 2003 earthquake). The same city, as Orleansville, had been heavily damaged on September 9, 1954, by a magnitude 6.7 earthquake that killed over 1000 people. Five other damaging earthquakes (of magnitude 5.4 or higher) were reported in the country in the period
from 1989 to 2000.
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