scholarly journals U Tipi Plan Düzensizliği olan Betonarme Yapılarda Perde Yeri Seçiminin Yapısal Davranışa Etkisinin İrdelenmesi

2019 ◽  
Vol 2 (2) ◽  
pp. 284-294
Author(s):  
Mehmet HOCAOĞLU ◽  
Necati MERT ◽  
Hüseyin KASAP
Keyword(s):  
Reinforced Concrete ◽  
Shear Walls ◽  
Structural Behavior ◽  
Earthquake Risk ◽  
Reinforced Concrete Buildings ◽  
Cross Sectional ◽  
Earthquake Loads ◽  
Concrete Buildings ◽  
Frame Systems ◽  
Earthquake Zone

Damage to structures may occur due to irregularities and other effects on reinforced concrete structures. Due to the earthquake zone, the buildings to be designed in our country should be designed according to the earthquake loads. In this study, the effects of the location and directions of the shear walls on the earthquake loads in the case of discontinuity in reinforced concrete buildings were examined. In this study, the effect of curtain placement on structural behavior in reinforced concrete buildings with U type plan irregularity was investigated.In order to determine the behavior of the structure under the effect of the earthquake and to find the relevant cross-sectional effects, the regular or irregularity of the structure of the structure of the structure is significantly effective. Irregularities present in the design cause further strain of the carrier elements. With the increase in the number of floors in earthquake risk regions, curtains are needed in order to ensure sufficient rigidity and strength in the frame systems and to limit the floor displacements. When the shear walls are used together with the frame system in a conveyor system, their stiffness is larger than the columns and they meet a significant part of their horizontal loads such as earthquake and wind.In this study, the effect of shear walls placement on structural behavior in reinforced concrete buildings with U-type irregularity was investigated. For this purpose, 7 models, each of which are 5,10,15 stories and one of which are reference models, have been examined on the irregularity and behavior of the structure in different shear walls settlements. The results obtained by using the İDECAD V7 program were compared with the results analyzes were made using the principles of TBDY 2018 and the results were reached.

Performance of reinforced concrete buildings during the 27 February 2010 Maule (Chile) earthquake

2013 ◽  
Vol 40 (8) ◽  
pp. 693-710 ◽  
Author(s):  
Murat Saatcioglu ◽  
Dan Palermo ◽  
Ahmed Ghobarah ◽  
Denis Mitchell ◽  
Rob Simpson ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Vertical Wall ◽  
Shear Walls ◽  
Poor Performance ◽  
Reinforced Concrete Buildings ◽  
Concrete Buildings ◽  
Concrete Frame ◽  
Maule Earthquake ◽  
Observed Damage

The paper presents observed damage in reinforced concrete buildings during the 27 February 2010 Maule earthquake in Chile. Performance of concrete frame and shear wall buildings are discussed with emphasis on seismic deficiencies in design and construction practices. It is shown that the majority of structural damage in multistorey and high-rise buildings can be attributed to poor performance of slender shear walls, without confined boundary elements, suffering from crushing of concrete and buckling of vertical wall reinforcement. Use of irregular buildings, lack of seismic detailing, and the interference of nonstructural elements were commonly observed seismic deficiencies. A comparison is made between Chilean and Canadian design practices with references made to the applicable code clauses. Lessons are drawn from the observed structural performance.

scholarly journals Reinforced concrete building performance in the Mw 7.8 1931 Hawke's Bay, New Zealand, earthquake

2002 ◽  
Vol 35 (3) ◽  
pp. 149-164 ◽  
Author(s):  
G. van de Vorstenbosch ◽  
A.W. Charleson ◽  
D.J. Dowrick
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Earthquake Engineering ◽  
Structural Damage ◽  
Assessment Procedure ◽  
Reinforced Concrete Buildings ◽  
Cross Sectional ◽  
Concrete Buildings ◽  
Asymmetric Buildings ◽  
Seismic Shear

This paper examines the seismic performance of over half of the existing low-rise reinforced concrete buildings that survived the 3 February 1931 Hawke's Bay earthquake. Lateral resistance of these buildings is provided by reinforced concrete walls, unreinforced brick masonry infill frames and open reinforced concrete moment-resisting frames. Twenty-five buildings are analysed in both orthogonal directions for the lateral loads estimated to have occurred during the earthquake. The probable shear and bending strengths of structural members are compared to the maximum calculated seismic shear forces and bending moments. Wall restoring moments are compared to overturning moments. Whereas analyses suggest that most structures should have been severely damaged during the earthquake, in fact they performed well. In most cases no structural damage to reinforced concrete members was reported. Asymmetric buildings performed about as well as symmetric buildings. Possible reasons for these observations are examined and it is recommended how current practice might reflect these findings. The paper also contributes to an approximate assessment procedure, based on ratios of structural cross-sectional area to ground floor area, and reports on the structural areas of buildings that performed well in the earthquake. The excellent seismic performance of reinforced concrete buildings during the 1931 Hawke's Bay earthquake suggests current earthquake engineering analyses of similar pre-1935 low-rise non-domestic reinforced concrete buildings may underrate their seismic performance.

Performance of Reinforced Concrete Buildings during the 2002 Molise, Italy, Earthquake

2004 ◽  
Vol 20 (1_suppl) ◽  
pp. 221-255 ◽  
Author(s):  
Luis D. Decanini ◽  
Adriano De Sortis ◽  
Agostino Goretti ◽  
Laura Liberatore ◽  
Fabrizio Mollaioli ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Shear Walls ◽  
Structural Elements ◽  
Reinforced Concrete Buildings ◽  
Concrete Buildings ◽  
Moment Resisting ◽  
Infill Masonry ◽  
Rc Slabs ◽  
Almost All ◽  
Clay Tiles

About 10% of the almost 20,000 buildings damaged by the 2002 Molise, Italy, seismic sequence were reinforced concrete (RC). The most frequent type of damage affected the infill masonry walls, but in some cases cracks in concrete columns were observed. Heavy damage to both infills and structural elements was restricted to a few cases in the meizoseismal area. Almost all the affected municipalities were only classified as seismic in May 2003, following this earthquake. Consequently, construction generally used vertical-load-bearing moment-resisting frames with no explicit design for seismic lateral forces. In particular, the reinforced concrete buildings typically consist of cast-in-place unidirectional RC slabs lightened with hollow clay tiles, supported by RC beams and columns. Usually no shear walls are present, except in some cases for the elevator shaft. This paper covers: a) an overview and statistical analysis of damage to RC buildings, and b) a detailed analysis of two damaged buildings.

Damage and Implications for Seismic Design of RC Structural Wall Buildings

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 281-299 ◽  
Author(s):  
John W. Wallace ◽  
Leonardo M. Massone ◽  
Patricio Bonelli ◽  
Jeff Dragovich ◽  
René Lagos ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Seismic Design ◽  
Shear Walls ◽  
The United States ◽  
Reinforced Concrete Buildings ◽  
Structural Wall ◽  
Concrete Buildings ◽  
Number Of Factors ◽  
Detailed Assessment ◽  
Observed Damage

In 1996, Chile adopted NCh433.Of96, which includes seismic design approaches similar to those used in ASCE 7-10 (2010) and a concrete code based on ACI 318-95 (1995) . Since reinforced concrete buildings are the predominant form of construction in Chile for buildings over four stories, the 27 February 2010 earthquake provides an excellent opportunity to assess the performance of reinforced concrete buildings designed using modern codes similar to those used in the United States. A description of observed damage is provided and correlated with a number of factors, including relatively high levels of wall axial load, the lack of well-detailed wall boundaries, and the common usage of flanged walls. Based on a detailed assessment of these issues, potential updates to U.S. codes and recommendations are suggested related to design and detailing of special reinforced concrete shear walls.

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