Optimum design for unbonded posttensioned precast concrete frames with damping

2020 ◽  
Author(s):  
Yue Chen ◽  
Kejian Cai ◽  
Tao Sheng ◽  
Hao Wu
Keyword(s):  
Optimum Design ◽  
Precast Concrete ◽  
Concrete Frames

Behavior of HPFRC Connections for Precast Concrete Frames Under Reversed Cyclic Loading

PCI Journal ◽  
1998 ◽  
Vol 43 (6) ◽  
pp. 58-71 ◽  
Author(s):  
Rosa M. Vasconez ◽  
Antoine E. Naaman ◽  
James K. Wight
Keyword(s):  
Cyclic Loading ◽  
Precast Concrete ◽  
Concrete Frames ◽  
Reversed Cyclic Loading ◽  
Reversed Cyclic

Seismic performance of precast concrete frames with debonded reinforcement

2018 ◽  
Vol 51 (2) ◽  
Author(s):  
Huang Yuan ◽  
Yi Weijian ◽  
Clay J. Naito ◽  
Zhang Rui
Keyword(s):  
Seismic Performance ◽  
Precast Concrete ◽  
Concrete Frames

Nonlinear modelling and seismic behaviour of precast concrete structures with steel shear walls

2016 ◽  
Vol 49 (4) ◽  
pp. 293-304
Author(s):  
Farhad Behnamfar ◽  
Rafeek Artoonian ◽  
Mehdi Ghandil
Keyword(s):  
Precast Concrete ◽  
Shear Walls ◽  
Structural System ◽  
Concrete Frames ◽  
Seismic Behaviour ◽  
Fem Model ◽  
Shell Elements ◽  
Connection Type ◽  
Nonlinear Static ◽  
Good Agreement

A new structural system consisting of precast concrete frames and steel shear walls (SSW's) is introduced and studied numerically in this paper. Two different models, first using ''exact'' FEM and second using approximate equivalent strip model (ESM), are utilized for analysis of such a system with nonlinear static (pushover) procedure. In the FEM model use is made of shell elements while the ESM benefits from simple links that replace the wall panels in the model and are oriented such that they work in tension. Because of good agreement observed between the results of the models in smaller structures, for taller buildings only the ESM approach is followed where computationally applying the FEM approach is impractical. The lateral behaviour of the systems under consideration is investigated with regard to parameters such as number of stories and beam-column connection type. As a result, the ductility, overstrength and response modification factors are calculated for this new structural system as quantities required for their practical design.

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