Acceso abierto

Cyclic behavior of precast concrete beam-column connection using steel fiber reinforced cast-in-place concrete

Vera Agustriana Noorhidana

Vera Agustriana Noorhidana

Department of Civil Engineering, Universitas LampungIndonesia
Buscar este autor en
Sciendo|Google Scholar
Noorhidana, Vera Agustriana
 y 
John P. Forth

John P. Forth

School of Civil Engineering, University of LeedsThe United Kingdom
Buscar este autor en
Sciendo|Google Scholar
Forth, John P.
  
10 nov 2021
Cyclic behavior of precast concrete beam-column connection using steel fiber reinforced cast-in-place concrete's Cover Image
Acerca de este artículo
Artículo anterior
Artículo siguiente
Cite
Descargar portada
Publicado en línea: 10 nov 2021
Páginas: 240 - 251
Recibido: 07 abr 2021
Aceptado: 13 sept 2021
DOI: https://doi.org/10.2478/msp-2021-0021
Palabras clave
© 2021 Vera Agustriana Noorhidana et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Fig. 1

Reinforcement detail of PCBC specimen, (A) Isometrics of PCBC connections, (B) Corbel reinforcement, (C) Beam cross sections. PCBC, precast concrete beam-column.
Reinforcement detail of PCBC specimen, (A) Isometrics of PCBC connections, (B) Corbel reinforcement, (C) Beam cross sections. PCBC, precast concrete beam-column.

Fig. 2

(A) Test setup of PCBC specimens; (B) Loading history for reversed cyclic load test. PCBC, precast concrete beam-column.
(A) Test setup of PCBC specimens; (B) Loading history for reversed cyclic load test. PCBC, precast concrete beam-column.

Fig. 3

Failure mode of the flexural test of the prism, (A) plain concrete, (B) steel fiber reinforced concrete.
Failure mode of the flexural test of the prism, (A) plain concrete, (B) steel fiber reinforced concrete.

Fig. 4

Load-deflection comparison for the prisms made of the concrete used in the CIP-connections of (A) Specimen P2 (Vf = 0%); (B) Specimen P3 (Vf = 0.5%) and P4 (Vf = 1%). CIP, cast-in-place.
Load-deflection comparison for the prisms made of the concrete used in the CIP-connections of (A) Specimen P2 (Vf = 0%); (B) Specimen P3 (Vf = 0.5%) and P4 (Vf = 1%). CIP, cast-in-place.

Fig. 5

Load-deflection hysteresis loops of PCBC specimens: (A) P2 with Vf = 0%, (B) P3 with Vf = 0.5%, (C) P4 with Vf = 1%. PCBC, precast concrete beam-column.
Load-deflection hysteresis loops of PCBC specimens: (A) P2 with Vf = 0%, (B) P3 with Vf = 0.5%, (C) P4 with Vf = 1%. PCBC, precast concrete beam-column.

Fig. 6

Crack pattern in the joint core (CIP-concrete): (A) P2 with Vf = 0%, (B) P4 with Vf = 1%. CIP, cast-in-place.
Crack pattern in the joint core (CIP-concrete): (A) P2 with Vf = 0%, (B) P4 with Vf = 1%. CIP, cast-in-place.

Fig. 7

Definition of normalized dissipated energy normalizing hysteretic energy dissipation at each load cycle [12].
Definition of normalized dissipated energy normalizing hysteretic energy dissipation at each load cycle [12].

Fig. 8

CED of PCBC specimens. CED, cumulative energy dissipation; PCBC, precast concrete beam-column.
CED of PCBC specimens. CED, cumulative energy dissipation; PCBC, precast concrete beam-column.

Fig. 9

NED of PCBC specimens P2, P3, and P4. PCBC, precast concrete beam-column; NED, normalized energy dissipation.
NED of PCBC specimens P2, P3, and P4. PCBC, precast concrete beam-column; NED, normalized energy dissipation.

Fig. 10

Secant stiffness degradation of the PCBC specimens. PCBC, precast concrete beam-column.
Secant stiffness degradation of the PCBC specimens. PCBC, precast concrete beam-column.

Average of compressive strength, modulus of elasticity, and modulus of rupture

Specimen Average compressive strength (MPa) Average modulus of elasticity (MOE) (GPa) Average modulus of Rupture (MOE) (MPa)
P2 Precast beam 40.95 30.697 4.03
Precast column 55.87 28.940 5.42
CIP-concrete 50.86 31.518 5.99
P3 Precast beam 36.82 30.461 5.36
Precast column 42.83 28.009 5.21
CIP-concrete 47.36 33.782 6.06
P4 Precast beam 50.58 31.304 5.88
Precast column 51.35 29.841 5.65
CIP-concrete 60.26 42.679 7.76

Properties of the steel fibers

Brand Dramix RC 65 35 BN
Length (lf) 35 mm
Diameter (df) 0.55 mm
Aspect ratio (lf/df) 65
Tensile strength 1345 N/mm2
Young's Modulus (Emod) 210000 N/mm2

Material composition of precast elements and CIP-connection of specimens P2, P3, and P4

Materials Precast elements CIP-connection of P2 CIP-connection of P3 CIP-connection of P4
Coarse aggregate (kg/m3) 1000.55 1028.4 1028.4 1028.4
Fine aggregate (kg/m3) 818.63 685.6 685.6 685.6
Cement (kg/m3) 335.82 441 441 441
Water (kg/m3) 208 210 213 213
Steel fiber (kg/m3) – – 39.25 78.5
w/c 0.62 0.47 0.52 0.52
Slump (mm) 150 140 125 85

Comparison of the mechanical properties of the CIP-concrete of the PCBC specimens

(Vf = 0%) (Vf = 0.5%) (Vf = 1.0%) Increase compared to (Vf = 0%)
(Vf = 0.5%) (Vf = 1.0%)
Average of compressive strength (MPa) 50.86 47.36 60.26 −6.88 18.48
Average modulus of elasticity (GPa) 31.518 33.782 42.679 7.18 35.41
Average modulus of rupture (MPa) 5.99 6.06 7.76 1.17 29.55
Idioma:
Inglés
Calendario de la edición:
4 veces al año
Temas de la revista:
Ciencia de los materiales, Ciencia de los materiales, otros, Nanomateriales, Materiales funcionales e inteligentes, Características y propiedades de los materiales
RSS Feed de revista