Analytical study to evaluate the effect of higher modes of reinforced concrete moment-resisting frames with thin steel shear wall under simple pulse

2018 ◽  
Vol 21 (15) ◽  
pp. 2311-2325 ◽  
Author(s):  
S Reza Salimbahrami ◽  
Majid Gholhaki
Keyword(s):  
Reinforced Concrete ◽  
Shear Force ◽  
Flexible Structures ◽  
Shear Wall ◽  
Moment Frames ◽  
Maximum Displacement ◽  
Higher Modes ◽  
Near Fault ◽  
Steel Shear Wall ◽  
Near Fault Earthquakes

The response of flexible structures with long period to near-fault earthquakes shows an imposed demand on these structures which exceeds their capacity. Also, the relationship between frequency content of earthquake and the main frequency of structure is a significant parameter to the response of structure. Therefore, the sensitivity of the response of structure to period of pulse and the lack of enough records for near-fault earthquakes with different amounts of period of pulse is the most important challenge of structural analysis. Of all methods for this analysis, proposed model by Agraval was used in this study. To achieve this goal, various ratios of period of pulse to main period of structure ( Tp/ T1) were considered, where the effect of higher modes on estimating displacement demands was assessed. Meanwhile, the distribution of shear forces for 6-, 12-, and 24-story reinforced concrete moment frames with steel shear wall was evaluated. The results showed that maximum displacement and force demands were obtained for different structures with Tp/ T1 = 1. Meanwhile, by increasing the number of stories, the effect of higher modes decreased and structures tended to fluctuate in first mode. Furthermore, the most effect of higher modes was obtained for shear force at the roof ( Vroof) and then base shear force ( Vbase), where displacement of roof ( Uroof) did not have any effect on the period of models.

Failure Mechanism of Reinforced Concrete Rib Arch Bridge under Near-Fault Earthquakes

2011 ◽  
Vol 90-93 ◽  
pp. 940-945
Author(s):  
Wen Jun Gao ◽  
Guang Wu Tang ◽  
Yi Da Kong
Keyword(s):  
Reinforced Concrete ◽  
Nonlinear Response ◽  
Plastic Hinge ◽  
Seismic Damage ◽  
Arch Bridge ◽  
2008 Wenchuan Earthquake ◽  
Near Fault ◽  
Pulse Type ◽  
Near Fault Earthquakes ◽  
Far Fault

A typical reinforced concrete rib arch bridge was chosen to investigate its nonlinear response to near-fault ground motions recorded in 2008 Wenchuan earthquake. Results showed that significant seismic damage may occur, maximum demands were higher for near-fault records having forward directive than far-fault motions, and the rotational capacity of rib plastic hinge is not enough for the large compression force of arch rib. While backward-directivity motions, typically do not exhibit pulse-type motions, only have medium seismic damage to the arch bridge.

Elastic interactive buckling strength of corrugated steel shear wall under pure shear force

2017 ◽  
Vol 26 (8) ◽  
pp. e1357 ◽  
Author(s):  
Leila Hosseinzadeh ◽  
Massood Mofid ◽  
Armin Aziminejad ◽  
Fereshteh Emami
Keyword(s):  
Shear Force ◽  
Pure Shear ◽  
Shear Wall ◽  
Buckling Strength ◽  
Steel Shear Wall ◽  
Interactive Buckling

scholarly journals Response of a reinforced concrete shear wall structure during the 1972 Managua earthquake

1974 ◽  
Vol 7 (3) ◽  
pp. 95-104
Author(s):  
V. V. Bertero ◽  
S. A. Mahin ◽  
J. Hollings
Keyword(s):  
Reinforced Concrete ◽  
Structural Damage ◽  
Flexible Structures ◽  
Shear Walls ◽  
Shear Wall ◽  
Lateral Force ◽  
Wall Structure ◽  
Nonlinear Analyses ◽  
Observed Damage ◽  
Code Type

The 1972 Managua, Nicaragua earthquake was a severe test of modern earthquake resistant design and construction procedures. This paper examines the behaviour of the 18-story reinforced concrete Banco de America building which performed exceptionally well during the earthquake. Although the building suffered some structural and non-structural damage, its large, symmetrically located, coupled shear walls limited this damage to levels significantly below those observed in
more flexible structures. Several linear elastic and nonlinear analyses were conducted to evaluate the building's behaviour and determine the probable cause of the observed damage. Both static and dynamic elastic analyses were used to determine the members that would have failed and the consequence of these failures on the subsequent dynamic response. The effects of biaxial ground motions, foundation flexibility and ground motion characteristics were considered in the elastic investigations. To get a better idea of the dynamic behaviour of the principal lateral force resisting system considered in the design, nonlinear analyses were performed for the coupled shear wall cores as constructed and for the idealized case where the coupling girders were assumed to have unlimited ductility. Even code type static analyses satisfactorily identified the damaged regions. The principal design deficiency was the low shear strength of the coupling girders. However, the nonlinear results indicated that had these girders been able to develop their flexural capacity they would have suffered substantial numbers of reversals and the shear walls would have been subjected to undesirable states of stress. The analytical results as well as the building’s performance demonstrated that buildings with coupled shear walls combined with moment resisting frames offer excellent protection against seismic excitations, minimizing nonstructural damage while providing several lines of defense in the event of localized failure. Design and repair recommendations are offered.

Sign in / Sign up

Export Citation Format

Share Document