Seismic retrofitting of severely damaged RC connections made with recycled concrete using CFRP sheets

doi:10.1007/s11709-020-0613-8

Front. Struct. Civ. Eng.

2020, Vol. 14

Issue (2) : 554-568 https://doi.org/10.1007/s11709-020-0613-8

RESEARCH ARTICLE

Seismic retrofitting of severely damaged RC connections made with recycled concrete using CFRP sheets

Yasmin MURAD(

), Wassel AL BODOUR, Ahmed ASHTEYAT

Civil Engineering Department, The University of Jordan, Amman 11942, Jordan

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Abstract

An experimental and numerical program is carried out in this research to investigate the influence of CFRP sheets on the cyclic behavior of unconfined connections made with recycled concrete. Cement is partially replaced by silica fume, iron filling and pulverised fuel ash using two different percentages: 15% and 20%. Each specimen is partially loaded at the first stage and then specimens are repaired using CFRP sheets. The repaired specimens are then laterally loaded until failure. In addition, a finite element model is built in ABAQUS and verified using the experimental results. The experimental results have shown that the repaired specimens have regained almost double the capacity of the un-repaired specimens and hence the adopted repair configuration is recommended for retrofitting seismically vulnerable RC connections. Increasing cement replacement percentage by silica fume, fuel ash or iron filling from 15% to 20% has reduced joint carrying capacity and weakened the joint. It is recommended using 15% pulverised fuel ash or silica fume as cement partial replacement to enhance the strength and ultimate drift of beam-column joints under cyclic loading. Iron filling concrete is also recommended but the enhancement is relatively less than that found with pulverised fuel ash concrete and silica fume concrete.

Keywords retrofitting CFRP sheets recycled concrete pulverised fuel ash silica fume cyclic beam-column connections

Corresponding Author(s): Yasmin MURAD

Just Accepted Date: 19 March 2020 Online First Date: 27 April 2020 Issue Date: 08 May 2020

Cite this article:

Yasmin MURAD,Wassel AL BODOUR,Ahmed ASHTEYAT. Seismic retrofitting of severely damaged RC connections made with recycled concrete using CFRP sheets[J]. Front. Struct. Civ. Eng., 2020, 14(2): 554-568.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0613-8
https://academic.hep.com.cn/fsce/EN/Y2020/V14/I2/554

Tab.1 Chemical composition of the implemented materials.

Fig.1 Test specimen details.

Fig.2 The adopted repair configuration.

Fig.3 (a) Specimens constraints; (b) lateral load pattern.

Fig.4 Test setup.

Fig.5 Retrofit application.

specimen	cement partial replacement (%)	concrete compressive strength, $f c'$ (MPa)	strain at maximum compressive strength	ultimate compressive strain
P-1	0	15	0.0100	0.0160
P-2	0	15	0.0100	0.0160
S-15	15	24	0.0075	0.0216
S-20	20	17	0.0015	0.0080
A-15	15	31	0.0050	0.0360
A-20	20	22	0.0060	0.0320
I-15	15	20	0.0075	0.0120
I-20	20	14	0.0075	0.0240

Tab.2 Specimens’ compressive behavior

Tab.3 Specimens’ tensile behavior

Fig.6 Applied lateral load. (a) Applied lateral load on specimen P-1; (b) applied lateral load on all other specimens.

Fig.7 Displacement transducers location.

specimen	concrete compressive strength, $f c'$ (MPa)	repaired experimental lateral load capacity (kN)	ultimate drift ratio (%)	absolute ultimate shear strain (rad)
P-1	15	140	4.4	0.016
P-2	15	110	3.7	0.012
S-15	24	130	4.9	0.035
S-20	17	110	4??	0.012
A-15	31	130	4.2	0.031
A-20	22	110	4??	0.011
I-15	20	100	2.5	0.012
I-20	14	?90	3.2	0.028

Tab.4 Test results

Fig.8 Typical finite element mesh of RC beam-column connection.

Fig.9 Concrete response to uniaxial loading in (a) compression and (b) tension [²⁴].

Tab.5 Proposed empirical damage parameters

Fig.10 The experimental and the numerical response of test specimens. (a) Specimen P-1; (b) specimen P-2; (c) specimen A-15; (d) specimen A-20; (e) specimen I-15; (f) specimen I-20; (g) specimen S-15; (h) specimen S-20.

Fig.11 The experimental and numerical crack pattern. (a) Specimen P-1 (experimental); (b) specimen P-1 (numerical); (c) specimen P-2 (experimental); (d) specimen P-2 (numerical); (e) specimen A-15 (experimental); (f) specimen A-15 (numerical); (g) specimen A-20 (experimental); (h) specimen A-20 (numerical); (i) specimen I-15 (experimental); (j) specimen I-15 (numerical); (k) specimen I-20 (experimental); (l) specimen I-20 (numerical); (m) specimen S-15 (experimental); (n) specimen S-15 (numerical); (o) specimen S-20 (experimental); (p) specimen S-20 (numerical).

Fig.12 The experimental and numerical envelope curves. (a) Specimen P-1; (b) specimen P-2; (c) specimen A-15; (d) specimen A-20; (e) specimen I-15; (f) specimen I-20; (g) specimen S-15; (h) specimen S-20.

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