Seismic Design and Construction Practices for RC Structural Wall Buildings

Massone, Leonardo M.; Bonelli, Patricio; Lagos, René; Lüders, Carl; Moehle, Jack P.; Wallace, John W.

doi:10.1193/1.4000046

Cited by 75 publications

(40 citation statements)

References 4 publications

(8 reference statements)

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“…As noted by Massone et al (2012), median axial wall stress has increased from about 0.1A g f 0 c for pre-1965 construction and 0.2A g f 0 c for post-1980 construction. For taller buildings (15 to 25 stories), thinner walls, and walls with larger tributary areas, axial load ratios of 0.3A g f 0 c to 0.4A g f 0 c are possible (Massone et al 2012). …”

Section: The Role Of Axial Stressmentioning

confidence: 91%

Damage and Implications for Seismic Design of RC Structural Wall Buildings

et al. 2012

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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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Section: The Role Of Axial Stressmentioning

confidence: 91%

Damage and Implications for Seismic Design of RC Structural Wall Buildings

et al. 2012

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“…The building strength drop cannot be realized because of the significant contribution from the elastic slabs, which is clearly seen by subtracting the capacity curves (3) or (4) with (1) as shown in Fig. 7 as (3)-(1) or (4)- (1). Therefore, elastic slab model should not be used to compute the ultimate capacity of the building.…”

Section: Effects Of Floor Slabs On Lateral Load Capacity Of the Buildingmentioning

confidence: 99%

“…Majority of buildings with shear wall structures have a good performance with apparently little to no damage after an earthquake event, even though actual seismic demands from the earthquake exceed their design values [1,2]. This is due to the reserved strength or over-strength inherent in the design which prevents collapse of buildings.…”

Section: Introductionmentioning

confidence: 99%

Quantification of Different Sources of Over-Strength in Seismic Design of a Reinforced Concrete Tall Building

Khy¹,

Chintanapakdee²

2019

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An over-strength factor in seismic design plays an important role in computing actual forces in a structural member designed to remain elastic. However, sources contributing to this over-strength have not yet been systematically quantified for tall buildings. This paper aims to investigate the contribution from different sources of the over-strength factor in a reinforced concrete (RC) tall building. The effect of how floor slabs are modeled in nonlinear structural models to compute lateral load capacity of the building is also investigated. 39-story RC building subjected to earthquake ground motions in Bangkok was first designed according to the current building codes. Then, pushover analysis was conducted to compute lateral load capacity of the building with three different specified strengths: design strength (with  factor), nominal strength (without  factor), and actual strength (with material over-strength). It was found that modeling floor slabs by elastic shell elements in nonlinear structural model should not be used in computing the ultimate lateral load capacity of the building because the contribution from slab-column framing action is unrealistically large at large roof displacement. When floor slabs are modelled by inelastic effective beam width approach, slab-column framing action contributes about 60% of the ultimate lateral load capacity of the building. The building has an overall lateral over-strength factor of 3.36 to 3.71. The over-strength factor arising from design process is 2.12 to 2.42 in which the contributions from strength reduction factor, material over-strength, and other sources involving the design requirements are about 1.10, 1.17, and 1.77, respectively. The over-strength factor arising from redundancy due to the redistribution of internal forces is about 1.55 and the contribution from steel strain hardening to the over-strength factor is relatively small.

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“…The Alto Rio building had predominantly two‐way 150 mm thick solid RC slabs above ground. The vertical gravity load and lateral force resisting systems consisted of a dense array of 200 mm thick transverse (Y‐axis) and longitudinal (X‐axis) structural walls and a number of 250 mm thick mullions, which are commonly used in Chile . The transverse and longitudinal walls had T‐shaped, L‐shaped, U‐shaped and other cross sections, of which the former two are widely employed for this type of building in Chile.…”

Section: Description Of the Buildingmentioning

confidence: 99%

Nonlinear finite element modeling and response analysis of the collapsed Alto Rio building in the 2010 Chile Maule earthquake

Zhang

Restrepo

Conte

et al. 2017

Structural Design Tall Build

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The 15-story Alto Rio building built in 2006 in the city of Concepción, Chile, was the only modern building that collapsed catastrophically during the February 27, 2010 M w 8.8 Maule earthquake, resulting in eight human casualties. This building was typical of many medium rise reinforced concrete bearing wall buildings designed and built in Chile during the period 1996-2009. Understanding the mechanism that led to the collapse of the Alto Rio building is of high relevance in the earthquake engineering community. For this purpose, a detailed three-dimensional nonlinear model of the as-built Alto Rio building structure was developed in the OpenSees analysis framework using the beam-truss modeling approach. The geometry of the structure was obtained directly from the architectural blueprints. Realistic cyclic material constitutive models were used for the reinforcing steel and concrete materials. This paper describes in detail the development of the building model. Furthermore, it presents the results obtained from a nonlinear pushover analysis and from a nonlinear time-history analysis using a bi-axial horizontal input ground motion generated by blending time-history ground accelerations recorded at an accelerograph station located 1.2 km from the building and time-history ground displacements recorded at a GPS station located 3.7 km from the building. KEYWORDS beam-truss model, collapse, Maule earthquake, nonlinear pushover analysis, nonlinear time-history analysis, reinforced concrete bearing wall building

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Seismic Design and Construction Practices for RC Structural Wall Buildings

Cited by 75 publications

References 4 publications

Damage and Implications for Seismic Design of RC Structural Wall Buildings

Damage and Implications for Seismic Design of RC Structural Wall Buildings

Quantification of Different Sources of Over-Strength in Seismic Design of a Reinforced Concrete Tall Building

Nonlinear finite element modeling and response analysis of the collapsed Alto Rio building in the 2010 Chile Maule earthquake

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