“…The mean ratio of measured to calculated shear strength and its COV are 1.02 and 0.09, respectively. As for columns that experienced shear failure, the proposed model matches reasonably better than columns with flexure-shear failure.Figure 9.Measured to calculated shear strength ratio for columns from this paper and database: (a) Ascheim and Moehle (1992), (b) Priestley et al (1994), (c) Kowalsky and Priestley (2000), (d) Sezen and Moehle (2004), (e) Shin et al (2013), (f) ACI 318-14 (2014), and (g) proposed in this paper.…”
Section: Verification Of the Proposed Modelmentioning
confidence: 82%
“…The normalized shear without considering ductility demand of 8 tested columns in this study and 29 tested columns in the database is plotted in Figure 8. For columns subjected to monotonic lateral load, the displacement ductility was taken equal to one at the yield displacement (Shin et al, 2013). The section of the HHSCS column is regarded as equivalent to square with a uniform thickness of 75 mm, namely, takes the minimum wall thickness, which takes the equivalent stress and equivalent failure mode as box columns into consideration.…”
Section: Proposed Shear Strength Modelmentioning
confidence: 99%
“…Other models are developed based on columns with hollow sections. They are from Ascheim and Moehle (1992), Shin et al (2013) and ACI 318-14 (2014). All units of measurement used in this paper are SI units.…”
Section: Existing Shear Strength Modelsmentioning
confidence: 99%
“…They observed that columns characterized by a low aspect ratio failed in flexure-shear, they also identified existing models for predicting the shear strength of columns that needed to be modified. Shin et al (2013) compared and examined the effect of different loading patterns on the shear strength of rectangular hollow RC columns. According to the literature statistics, 63% of studies adopted the cyclic loading pattern to investigate the behavior of hollow RC columns.…”
Rectangular hollow reinforced concrete (RC) columns have been used extensively for bridge structures. Inadequate transverse confinement and thin wall thickness lead to brittle shear failure, whilst limited studies have reported on the shear model. A hollow high-strength concrete and high-strength stirrups (HHSCS) column, which consisted of high-strength materials, were developed in this paper. The prior monotonic loading tests were conducted to investigate the shear performance on eight specimens. The test variables included aspect ratio, axial compression ratio, and transverse reinforcement ratio. The results revealed that all specimens experienced typical shear failure. On the basis of the modified truss-arch model, a theoretical formula was developed for estimating the shear strength of rectangular hollow RC columns. Also, six existing shear strength models were reviewed and compared with the proposed model using the test data including 37 shear-critical rectangular hollow RC columns. The comparison results showed that the proposed model provided high accuracy of shear strength whether shear-critical rectangular hollow RC columns with high-strength or normal-strength materials.
“…The mean ratio of measured to calculated shear strength and its COV are 1.02 and 0.09, respectively. As for columns that experienced shear failure, the proposed model matches reasonably better than columns with flexure-shear failure.Figure 9.Measured to calculated shear strength ratio for columns from this paper and database: (a) Ascheim and Moehle (1992), (b) Priestley et al (1994), (c) Kowalsky and Priestley (2000), (d) Sezen and Moehle (2004), (e) Shin et al (2013), (f) ACI 318-14 (2014), and (g) proposed in this paper.…”
Section: Verification Of the Proposed Modelmentioning
confidence: 82%
“…The normalized shear without considering ductility demand of 8 tested columns in this study and 29 tested columns in the database is plotted in Figure 8. For columns subjected to monotonic lateral load, the displacement ductility was taken equal to one at the yield displacement (Shin et al, 2013). The section of the HHSCS column is regarded as equivalent to square with a uniform thickness of 75 mm, namely, takes the minimum wall thickness, which takes the equivalent stress and equivalent failure mode as box columns into consideration.…”
Section: Proposed Shear Strength Modelmentioning
confidence: 99%
“…Other models are developed based on columns with hollow sections. They are from Ascheim and Moehle (1992), Shin et al (2013) and ACI 318-14 (2014). All units of measurement used in this paper are SI units.…”
Section: Existing Shear Strength Modelsmentioning
confidence: 99%
“…They observed that columns characterized by a low aspect ratio failed in flexure-shear, they also identified existing models for predicting the shear strength of columns that needed to be modified. Shin et al (2013) compared and examined the effect of different loading patterns on the shear strength of rectangular hollow RC columns. According to the literature statistics, 63% of studies adopted the cyclic loading pattern to investigate the behavior of hollow RC columns.…”
Rectangular hollow reinforced concrete (RC) columns have been used extensively for bridge structures. Inadequate transverse confinement and thin wall thickness lead to brittle shear failure, whilst limited studies have reported on the shear model. A hollow high-strength concrete and high-strength stirrups (HHSCS) column, which consisted of high-strength materials, were developed in this paper. The prior monotonic loading tests were conducted to investigate the shear performance on eight specimens. The test variables included aspect ratio, axial compression ratio, and transverse reinforcement ratio. The results revealed that all specimens experienced typical shear failure. On the basis of the modified truss-arch model, a theoretical formula was developed for estimating the shear strength of rectangular hollow RC columns. Also, six existing shear strength models were reviewed and compared with the proposed model using the test data including 37 shear-critical rectangular hollow RC columns. The comparison results showed that the proposed model provided high accuracy of shear strength whether shear-critical rectangular hollow RC columns with high-strength or normal-strength materials.
“…The hollow section reinforced concrete (RC) columns have the advantages of better seismic performance, larger moment of inertia, lighter weight, and higher material efficiency compared with compact section RC columns. Both their structural and economic benefits have led them to be widely used in electric transmission poles, bridge piers, and other structures [1,2]. When hollow section RC columns are used in coastal areas, the corrosion of rebars caused by chloride ingression is inevitable, and a protective solution must be chosen [3].…”
In this paper, the behavior of corroded hollow section RC (reinforced concrete) columns strengthened by an Impressed Current Cathodic Protection and Structural Strengthening (ICCP-SS) system was investigated. The Carbon Fabric-Reinforced Cementitious Matrix (C-FRCM) composite serves dual functions in the intervention method. The axial compression behavior of strengthened columns was firstly investigated through axial compression tests. The influence of corrosion ratio and C-FRCM strengthening on the test results, such as failure mode, load–displacement curve, ultimate load, and ultimate strain, were analyzed. Test results showed that the ultimate load of the corroded specimens could be enhanced significantly by C-FRCM, and the ductility of the strengthened specimens was larger than the specimens without strengthening, especially for the specimens with higher corrosion ratios. Secondly, the effects of the ICCP-SS system on the migration and distribution laws of chloride ions (Cl−) in hollow section RC columns were analyzed by the potentiometric titration method. The main parameters include charging time, current density, and salt addition. Results showed that the rebar would have a certain blocking effect on the migration of Cl−, which resulted in that the content of Cl− in the inner side of the rebar was always larger than that of the outer side; and research results also showed that the increase of impressed current density and charge time would reduce the Cl− content on both sides of the rebar, while the impressed current would cause the Cl− near the rebars to constantly move toward the vicinity of CFRP.
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