Shear-critical reinforced concrete columns under various loading rates

doi:10.1007/s11709-014-0083-y

Front. Struct. Civ. Eng.

2014, Vol. 8

Issue (4) : 362-372 https://doi.org/10.1007/s11709-014-0083-y

RESEARCH ARTICLE

Shear-critical reinforced concrete columns under various loading rates

Witarto WITARTO¹, Liang LU²(

), Rachel Howser ROBERTS³, Y. L. MO¹, Xilin LU²

¹. Department of Civil and Environmental Engineering, University of Houston, Houston, TX 77004, USA
². College of Civil Engineering, Tongji University, Shanghai 200092, China
³. Energo Engineering, A KBR Company, Houston, TX 77002, USA

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Abstract

This paper presents an experimental study of shear-governed reinforced concrete columns subjected to different loading rates. Four typical short columns were tested cyclically with loading rate of 0.05, 1, 3, and 5 Hz, simulating seismic load. Test result indicated that the loading rate does not affect the column behavior when the rate is up to 5 Hz. Furthermore, Carbon Nano-Fiber Aggregates (CNFAs) were utilized as internal sensors to detect the damage in the column. The test result shows that the CNFAs work well sensing the structural behavior. The CNFA output was further quantitatively correlated to the structural damage level. Finally, a finite element analytical model was constructed to describe the behavior of short columns with shear failure. The analytical model successfully modeled the cyclic loading test results.

Keywords reinforced concrete columns shear failure loading rate Carbon Nano-Fiber Aggregates (CNFAs) finite element analysis OpenSees

Corresponding Author(s): Liang LU

Online First Date: 11 December 2014 Issue Date: 12 January 2015

Cite this article:

Witarto WITARTO,Liang LU,Rachel Howser ROBERTS, et al. Shear-critical reinforced concrete columns under various loading rates[J]. Front. Struct. Civ. Eng., 2014, 8(4): 362-372.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-014-0083-y
https://academic.hep.com.cn/fsce/EN/Y2014/V8/I4/362

Fig.1 Four-probe method to determining electrical resistance in CNFA (Howser [20])

Tab.1 Reinforcement bar nominal properties

Fig.2 (a) Cross-section of RC column; (b) plan view of RC column

Fig.3 CNFA installed inside RC column specimen

Fig.4 Circuit diagram of a typical CNFA-Resistor-DAS connection (Howser [20])

Fig.5 Test setup with horizontal actuator and RC column specimen

Tab.2 Cyclic loading protocol adopted for RC column specimens

Fig.6 Global force-horizontal displacement curves for RC columns

Fig.7 Damaged RC column specimens at failure. (a) Column 1 [0.05?Hz]; (b) Column 2 [1?Hz]; (c) Column 3 [3?Hz] (d) Column 4 [5?Hz]

Fig.8 Global force-horizontal displacement envelope curves for RC columns

Fig.9 Variation of measured hor. force, displacement and ERV (CNFA) with time for RC Column-3

Fig.10 Measured ΔERV versus displacement for RC columns

Fig.11 Proposed ΔERV versus displacement relationship for RC column

Fig.12 Finite element model of shear critical RC column

Fig.13 Experimental and analytical force-displacement relationship of RC Column-3

Tab.3 Comparison of analytical and experimental ultimate force for RC columns

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