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Flexural behavior of precast concrete-filled steel tubes connected with high-performance concrete joints Cover

Flexural behavior of precast concrete-filled steel tubes connected with high-performance concrete joints

Materials Science-Poland
Volume 42 (2024): Issue 3 (September 2024)
By: Aref A. Abadel,  Abedulgader Baktheer,  Mohamed Emara,  Mohammed Ghallah and  Ahmed Hamoda  
Open Access
|Nov 2024

Figures & Tables

Figure 1

Geometric and reinforcement details: (a) reinforcement details for beam B0 and (b) details of the connection zone (units: mm).
Geometric and reinforcement details: (a) reinforcement details for beam B0 and (b) details of the connection zone (units: mm).

Figure 2

Uniaxial tensile and compressive tests for concrete: (a) concrete specimen dimensions for tension, (b) test of the concrete specimen under tension, and (c) test of the concrete specimen under compression.
Uniaxial tensile and compressive tests for concrete: (a) concrete specimen dimensions for tension, (b) test of the concrete specimen under tension, and (c) test of the concrete specimen under compression.

Figure 3

Constitutive stress–strain law for all concrete specimens: (a) under compression and (b) under tension.
Constitutive stress–strain law for all concrete specimens: (a) under compression and (b) under tension.

Figure 4

Actual and idealized stress strain law for steel elements.
Actual and idealized stress strain law for steel elements.

Figure 5

Preparation of connected beams: (a) preparation of pre-casted panels and (b) connecting of panels and casting of the connection zone.
Preparation of connected beams: (a) preparation of pre-casted panels and (b) connecting of panels and casting of the connection zone.

Figure 6

Test set-up and details of the instrumentations: (a) schematic of tested connected beam and (b) image of the beam during the test (units: mm).
Test set-up and details of the instrumentations: (a) schematic of tested connected beam and (b) image of the beam during the test (units: mm).

Figure 7

Failure mode of master beam (B0).
Failure mode of master beam (B0).

Figure 8

Failure modes of Group G1: (a) Beam N-L1, (b) Beam N-L2, and (c) Beam N-L3.
Failure modes of Group G1: (a) Beam N-L1, (b) Beam N-L2, and (c) Beam N-L3.

Figure 9

Failure modes of Group G2: (a) Beam E-L1, (b) Beam E-L2, and (c) Beam E-L3.
Failure modes of Group G2: (a) Beam E-L1, (b) Beam E-L2, and (c) Beam E-L3.

Figure 10

Failure modes of Group G3: (a) Beam H-L1, (b) Beam H-L2, and (c) Beam H-L3.
Failure modes of Group G3: (a) Beam H-L1, (b) Beam H-L2, and (c) Beam H-L3.

Figure 11

Load–deflection relationships for tested connected beams: (a) Group G1, (b) Group G2, and (c) Group G3.
Load–deflection relationships for tested connected beams: (a) Group G1, (b) Group G2, and (c) Group G3.

Figure 12

Absorbed energy (E) for all beams (kN mm).
Absorbed energy (E) for all beams (kN mm).

Figure 13

Elastic index (K) for all beams (kN/mm).
Elastic index (K) for all beams (kN/mm).

Test matrix_

GroupSpecimen’s IDConcrete typeConnection length (L)Objective
G1 B0 NC—Control beam
N-L1 15 cmImpact of NC connection with varied lengths in connected beams under sagging moment
N-L2 20 cm
N-L3 30 cm
G2 B0 NC—Control beam
E-L1 ECC15 cmImpact of ECC connection with varied lengths in connected beams under sagging moment
E-L2 20 cm
E-L3 30 cm
G3 B0 NC—Control beam
H-L1 UHFRC15 cmImpact of UHFRC connection with varied lengths in connected beams under sagging moment
H-L2 20 cm
H-L3 30 cm

Test results of the tested connected beams_

Specimen’s IDCracking stageUltimate stageElastic stiffness index (K) K B/K B0 Absorbed energy (E) E B/E B0
P cr (kN) P crB/P crB0 Δcr (mm) P u (kN) P uB/P uB0 ΔPu (mm)
G1 B0 12.951.000.6644.011.003.9219.621.00148.351.00
N-L1 10.210.790.9938.270.873.8210.310.5398.810.67
N-L2 10.960.850.8340.160.913.9013.200.67137.760.93
N-L3 11.320.870.7842.430.963.7414.510.74135.540.91
G2 B0 12.951.000.6644.011.003.9219.621.00148.351.00
E-L1 11.560.890.9542.540.974.4312.170.62152.931.03
E-L2 12.320.950.7746.081.054.1116.000.82208.011.40
E-L3 13.911.070.4948.971.114.6228.391.45251.111.69
G3 B0 12.951.000.6644.011.003.9219.621.00148.351.00
H-L1 13.841.070.6146.851.063.2122.691.16130.140.88
H-L2 14.521.120.4349.241.123.5033.771.72205.441.38
H-L3 15.261.180.3751.371.173.8941.242.10252.771.70

Mix proportion and compressive strength of the used concrete_

ConcreteCement (kg/m3)Fine aggregate (kg/m3)Coarse aggregate (kg/m3)Fly ash (kg/m3)Water/binderPVA/steel fiber (%) in volumeHRWR (kg/m3) f c ′ {f}_{\text{c}}^{^{\prime} } (MPa)
NC3507001,150—0.43——32.56
ECC580450—6100.222.1035.363.67
UHFRC500600990350.242.0015.6126.75
DOI: https://doi.org/10.2478/msp-2024-0032 | Journal eISSN: 2083-134X | Journal ISSN: 2083-1331
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Language: English
Page range: 72 - 85
Submitted on: Aug 3, 2024
Accepted on: Sep 14, 2024
Published on: Nov 8, 2024
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
Precast columns,
Concrete-filled steel tubes,
Galvanized steel sheets,
High-strength concrete,
Finite element modeling
Related subjects:
Materials sciences,
Materials sciences, other,
Nanomaterials,
Functional and smart materials,
Materials characterization and properties

© 2024 Aref A. Abadel, Abedulgader Baktheer, Mohamed Emara, Mohammed Ghallah, Ahmed Hamoda, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

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