Truss-arch model for shear strength of seismic-damaged SRC frame columns strengthened with CFRP sheets

doi:10.1007/s11709-019-0557-z

Front. Struct. Civ. Eng.

2019, Vol. 13

Issue (6) : 1324-1337 https://doi.org/10.1007/s11709-019-0557-z

RESEARCH ARTICLE

Truss-arch model for shear strength of seismic-damaged SRC frame columns strengthened with CFRP sheets

Sheng PENG¹(

), Chengxiang XU¹, Xiaoqiang LIU^1,²

¹. Department of Civil Engineering, Wuhan University of Science and Technology, Wuhan 430065, China
². School of Architectural Enginieering, Weifang University of Science and Technology, Weifang 262700, China

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Abstract

Carbon fiber reinforced polymer (CFRP) materials are important reinforcing substances which are widely used in the shear strengthening of seismic-damage steel reinforced concrete (SRC) frame structures. To investigate the shear strength of SRC frame columns strengthened with CFRP sheets, experimental observations on eight seismic-damaged SRC frame columns strengthened with CFRP sheets were conducted at Yangtze University and existing experimental data of 49 SRC columns are presented. Based on the existing experiments, the theories of damage degree, zoning analysis of concrete, and strengthening material of the column are adopted. To present the expression formula of the shear strength of SRC frame columns strengthened with CFRP sheets, the contributions of strengthening material and transverse reinforcement to shear strength in the truss model are considered, based on the truss-arch model. The contribution of arch action is also considered through the analysis of the whole concrete and that of the three zones of the concrete are also considered. The formula is verified, and the calculated results are found to match well with the experimental results. Results indicate that the proposed whole analysis model can improve the accuracy of shear strength predictions of shear seismic-damaged SRC frame columns reinforced with CFRP sheets.

Keywords carbon fiber reinforced polymer material steel reinforced concrete frame column seismic-damaged trussed-arch model shear strength

Corresponding Author(s): Sheng PENG

Just Accepted Date: 26 July 2019 Online First Date: 11 September 2019 Issue Date: 21 November 2019

Cite this article:

Sheng PENG,Chengxiang XU,Xiaoqiang LIU. Truss-arch model for shear strength of seismic-damaged SRC frame columns strengthened with CFRP sheets[J]. Front. Struct. Civ. Eng., 2019, 13(6): 1324-1337.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-019-0557-z
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I6/1324

Tab.1 Specimens experimental parameters

Fig.1 Specimen dimension and strengthening (unit: mm). (a) Geometry and steel reinforcement configuration for specimens; (b) strengthening of CFRP sheets at column bottom.

Fig.2 Skeleton curves of specimens.

Fig.3 Geometric dimension and compression zone. (a) Column cross-section; (b) compression zone; (c) compression zone of inclined cracks region; (d) simplify the compression zone of inclined cracks region.

Fig.4 Comparison of effective area formula.

Fig.5 The truss model. (a) Balance of truss model force; (b) balance of isolated-body force.

Fig.6 The arch model. (a) The actual arch model; (b) the simplified arch model.

Fig.7 Arch model graph of RC part in SRC short column. (a) The outer and left sides without flange and web restraint; (b) the upper and lower zones of the flange; (c) the restricted flange inboard zone.

Tab.2 Comparisons of shear strength between proposed model and other models

specimen	reference	a_F	l	n	f_c (MPa)	b× h (mm²)	L (mm)	r_a	f_a (MPa)	r_sv	f_yv (MPa)	f_st (MPa)	t_st (mm)	b_st (mm)	I*	V_e (kN)
SRC-1	[21]	1	1	0.36	66.4	200 × 160	370	6.11	261.6	0.8	462.6	−	−	−	I14	371.6
SRC-2		1	1	0.36	67.3	200 × 160	480	6.11	261.6	1.2	354.5	−	−	−	I14	395.3
SRC-3		1	1	0.36	70.4	200 × 160	480	6.11	261.6	1.6	354.5	−	−	−	I14	424.2
SRC-4		1	1.5	0.36	66.4	200 × 160	480	6.11	261.6	0.8	462.6	−	−	−	I14	282.6
SRC-5		1	1.5	0.36	67.3	200 × 160	480	6.11	261.6	1.2	354.5	−	−	−	I14	292.8
SRC-6		1	1.5	0.36	70.4	200 × 160	480	6.11	261.6	1.6	354.5	−	−	−	I14	315.4
SRC-7		1	2.5	0.36	66.4	200 × 160	700	6.11	261.6	0.8	462.6	−	−	−	I14	189.7
SRC-8		1	2.5	0.36	65.3	200 × 160	700	6.11	261.6	1.2	354.5	−	−	−	I14	193.9
SRC-9		1	2.5	0.36	73.1	200 × 160	700	6.11	261.6	1.6	354.5	−	−	−	I14	198.1
SRC-10		1	2	0.2	81.8	200 × 160	590	6.11	261.6	0.8	462.6	−	−	−	I14	195.7
SRC-11		1	2	0.2	81.8	200 × 160	590	6.11	261.6	1.2	354.5	−	−	−	I14	205.7
SRC-12		1	2	0.2	83.1	200 × 160	590	6.11	261.6	1.6	354.5	−	−	−	I14	212.1
SRC-13		1	2	0.28	83.1	200 × 160	590	6.11	261.6	0.8	462.6	−	−	−	I14	228.8
SRC-14		1	2	0.28	81.8	200 × 160	590	6.11	261.6	1.2	354.5	−	−	−	I14	232.6
SRC-15		1	2	0.28	84.9	200 × 160	590	6.11	261.6	1.6	354.5	−	−	−	I14	241.5
SRC-16		1	2	0.36	84.9	200 × 160	590	6.11	261.6	0.8	462.6	−	−	−	I14	237.7
SRC-17		1	2	0.36	84.4	200 × 160	590	6.11	261.6	1.2	354.5	−	−	−	I14	242.7
SRC-18		1	2	0.36	84.4	200 × 160	590	6.11	261.6	1.6	354.5	−	−	−	I14	249.1
SRC-19		1	1	0.36	84.4	200 × 160	590	6.11	261.6	1.2	354.5	−	−	−	I14	473.8
SRC-20		1	1.5	0.36	84.9	200 × 160	590	6.11	261.6	1.6	354.5	−	−−	/	I14	371.6
SRC1	[28]	1	2.75	0.15	25.9	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	245
SRC2		1	2.75	0.3	25.9	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	251
SRC3		1	2.75	0.4	25.9	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	275
SRC4		1	2.75	0.3	29	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	275
SRC5		1	2.75	0.3	29	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	255
SRC6		1	2.75	0.45	29	300 × 300	825	4.53	309.6	1.19	513.4	−	−	−	I20a	296
SRC7		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	1.55	513.4	−	−	−	I20a	270
SRC8		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	2.42	466.1	−	−	−	I20a	226
SRC9		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	1.61	466.1	−	−	−	I20a	266
SRC10		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	2.27	466.1	−	−	−	I20a	287
SRC11		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	1.61	466.1	−	−	−	I20a	260
SRC12		1	2.5	0.3	34.3	300 × 300	825	3.95	309.6	1.61	466.1	−	−	−	I20a	278
SRC13		1	2.25	0.3	34.3	300 × 300	825	3.95	309.6	1.61	466.1	−	−	−	I20a	304
SRC14		1	2.25	0.3	34.3	300 × 300	825	3.95	309.6	1.55	466.1	−	−	−	I20a	312
SRC-0	[28]	1	3.33	0.32	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	136.0
XSRC-01		1	3.33	0.2	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	148.5
XSRC-02		1	3.33	0.32	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	158.8
XSRC-03		1	3.33	0.5	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	162.6
XSRC-11		0.96	3.33	0.2	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	143.1
XSRC-12		0.96	3.33	0.32	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	148.4
XSRC-13		0.96	3.33	0.5	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	155.5
XSRC-21		0.89	3.33	0.2	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	137.5
XSRC-22		0.89	3.33	0.32	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	139.9
XSRC-23		0.89	3.33	0.5	39.6	200 × 270	900	4.84	264.5	0.68	312.4	3560	0.111	500	I16	142.2

Tab.3 Parameters of 49 SRC columns

Fig.8 Variation of measured to calculated strength ratio versus shear span-to-depth ratio. (a) Method in GB 50010-2010; (b) method in ACI 318; (c) method in CSA-04; (d) proposed model of the whole analysis model; (e) proposed model of the three zones analysis model.

Fig.9 Variation of measured to calculated strength ratio versus axial-load ratio. (a) Method in GB 50010-2010; (b) method in ACI 318; (c) method in CSA-04; (d) proposed model of the whole analysis model; (e) proposed model of the three zones analysis model.

Fig.10 Variation of strength reduction factor. (a) Method in GB 50010-2010; (b) method in ACI 318; (c) method in CSA-04; (d) proposed model of the whole analysis model; (e) proposed model of the three zones analysis model.

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