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

Aref A. Abadel

Aref A. Abadel

Department of Civil Engineering, College of Engineering, King Saud UniversityRiyadh 11421, Saudi Arabia
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Abadel, Aref A.
, 
Abedulgader Baktheer

Abedulgader Baktheer

Faculty of Civil Engineering, Institute of Structural Concrete, RWTH Aachen University: Rheinisch-Westfalische Technische Hochschule AachenAachen, Germany
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Baktheer, Abedulgader
, 
Mohamed Emara

Mohamed Emara

Structural Engineering Department, Faculty of Engineering, Zagazig UniversityZagazig 44519, Egypt
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Emara, Mohamed
, 
Mohammed Ghallah

Mohammed Ghallah

Civil Engineering Department, Faculty of Engineering, Kafrelsheikh UniversityKafrelsheikh, Egypt
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Ghallah, Mohammed
 e 
Ahmed Hamoda

Ahmed Hamoda

Civil Engineering Department, Faculty of Engineering, Kafrelsheikh UniversityKafrelsheikh, Egypt
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Hamoda, Ahmed
  
08 nov 2024
Flexural behavior of precast concrete-filled steel tubes connected with high-performance concrete joints's Cover Image
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Categoria dell'articolo: Research Article
Pubblicato online: 08 nov 2024
Pagine: 72 - 85
Ricevuto: 03 ago 2024
Accettato: 14 set 2024
DOI: https://doi.org/10.2478/msp-2024-0032
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© 2024 the Aref A. Abadel et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

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_

Group Specimen’s ID Concrete type Connection length (L) Objective
G1 B0 NC — Control beam
N-L1 15 cm Impact 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 ECC 15 cm Impact 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 UHFRC 15 cm Impact 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 ID Cracking stage Ultimate stage Elastic 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 12.95 1.00 0.66 44.01 1.00 3.92 19.62 1.00 148.35 1.00
N-L1 10.21 0.79 0.99 38.27 0.87 3.82 10.31 0.53 98.81 0.67
N-L2 10.96 0.85 0.83 40.16 0.91 3.90 13.20 0.67 137.76 0.93
N-L3 11.32 0.87 0.78 42.43 0.96 3.74 14.51 0.74 135.54 0.91
G2 B0 12.95 1.00 0.66 44.01 1.00 3.92 19.62 1.00 148.35 1.00
E-L1 11.56 0.89 0.95 42.54 0.97 4.43 12.17 0.62 152.93 1.03
E-L2 12.32 0.95 0.77 46.08 1.05 4.11 16.00 0.82 208.01 1.40
E-L3 13.91 1.07 0.49 48.97 1.11 4.62 28.39 1.45 251.11 1.69
G3 B0 12.95 1.00 0.66 44.01 1.00 3.92 19.62 1.00 148.35 1.00
H-L1 13.84 1.07 0.61 46.85 1.06 3.21 22.69 1.16 130.14 0.88
H-L2 14.52 1.12 0.43 49.24 1.12 3.50 33.77 1.72 205.44 1.38
H-L3 15.26 1.18 0.37 51.37 1.17 3.89 41.24 2.10 252.77 1.70

Mix proportion and compressive strength of the used concrete_

Concrete Cement (kg/m3) Fine aggregate (kg/m3) Coarse aggregate (kg/m3) Fly ash (kg/m3) Water/binder PVA/steel fiber (%) in volume HRWR (kg/m3) f c ′ {f}_{\text{c}}^{^{\prime} } (MPa)
NC 350 700 1,150 — 0.43 — — 32.56
ECC 580 450 — 610 0.22 2.10 35.3 63.67
UHFRC 500 600 990 35 0.24 2.00 15.6 126.75
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