Axial Compression Behavior of Large-Diameter, Concrete-Filled, Thin-Walled Galvanized Helical Corrugated Steel Tubes Column Embedded with Rebar
Abstract
:1. Introduction
2. Experimental Program
2.1. Test Specimens
2.2. Material Properties
2.3. Test Setup and Instrumentation Layout
3. Experimental Results and Discussion
3.1. Failure Modes
- Initial Loading Stage: The load and deformation of the specimen increased linearly, with no obvious test phenomenon. The corrugations of the CFHCST specimen were closely engaged with the core concrete, and the deformation was coordinated without visible damage.
- Post-Peak Failure Stage: The bearing capacity of the specimen gradually decreased, requiring a longer time and greater vertical deformation to drop to 85% of the peak load. The middle and upper part of the specimen expanded significantly, compressing the corrugations on the outer surface vertically.
- Failure Process: The failure process entailed the expansion of the core concrete under pressure, followed by an increase in the confinement effect of the HCST on the core concrete. This resulted in severe compression at the HCST ends and substantial lateral expansion deformation of the core concrete, ultimately leading to the slipping and tearing of the HCST lock seam (Figure 6c).
- Damage Mode: After peeling off the specimen, it was observed that the HCST and core concrete were tightly interlocked, with no significant slipping in the concrete. The core concrete underwent shear failure almost perpendicular to the helix angle (Figure 6b). The tensile failure test of the lock seam is shown in Figure 7. The lock seam opened by unfolding, indicating that the dents or bites in the crests and troughs observed during the test were not the strength limit of the plate, but rather a local stress release process. The lock seam strength of the HCST was identified as a key factor affecting the axial compression performance of the CFHCST.
3.2. Load–Vertical Strain Curves
3.3. Strength Index and Ductility Index
4. Working Mechanism
4.1. Transverse Deformation Coefficient
4.2. Steel Tube Stress Analysis
4.3. Prediction of Shear Direction of Concrete Core in CST
- (1)
- Bending, tensile, and compressive equivalents perpendicular to the corrugation direction;
- (2)
- Bending, tensile and compressive equivalents along the corrugation direction.
5. Ultimate Load-Bearing Capacity
5.1. Comparison with Design Codes
5.2. Revised Formula for Compressive Capacity
5.2.1. Proposition of Calculation Formula
5.2.2. Verification of Calculation Formula
6. Summary and Conclusions
- (1)
- Lock seam slip and tear failure is a typical failure mode of the HCST. The lock seam strength and helical angle are key factors that affect the axial compression performance and the failure mode of the CFHCST columns. CFHCST columns with a helix angle of 33° exhibit a brittle failure mode with open lock seams, while those with a helix angle not greater than 26° exhibit a better ductile failure mode.
- (2)
- Under an axial compression load, the HCST closely engages with the core concrete, resulting in coordinated deformation. Compared to plain steel tubes, HCSTs provide greater circumferential restraint to the core concrete, and transfer only a portion of the longitudinal stress. This circumferential restraint offered by HCSTs effectively limits the shear deformation of and crack development in the core concrete. Consequently, the failure mode of the composite components becomes more predictable and controllable.
- (3)
- The axial compression load transmission mechanism of the CFHCST composite members: The transmission of longitudinal stress in an HCST is blocked at the crest, resulting in less longitudinal force being borne by the HCST across the entire section. Instead, under the joint action of the “vertical deformation effect” and the “circular tightening effect,” the HCST provides greater circumferential restraint for the core concrete. This circumferential confinement exhibits alternating strong and weak discontinuities along the corrugation direction.
- (4)
- According to the JGJT 471-2019 specifications, a prediction formula for the ultimate load-bearing capacity of CFHCST columns under axial compression is proposed. This formula takes into account the strong restraining effect of HCSTs on the core concrete, as well as the characteristics of HCSTs, such as their corrugated profile and helical angle. The accuracy of this formula is verified using specimens from other researchers. It has been found that this formula provides better predictions for the axial compression ultimate bearing capacity of both steel tube-confined concrete components and CFHCST components.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
Nomenclature
λ | corrugation angle, in ° |
l | corrugation length, in mm |
h | corrugation height, in mm |
Din | inner diameter, in mm |
Dout | outer diameter, in mm |
D0 | nominal diameter, in mm |
t | steel tube thickness, in mm |
L | short column length, in mm |
ρb and ρs | volumetric steel ratio of longitudinal and transverse steel bars, in % |
α | steel ratio of steel tube, in % |
ξ | confinement index |
Nu | peak load or ultimate load-bearing capacity, in kN |
εu | member deformation at peak load, in με |
SI | strength index |
DI | ductility index |
B | width of the strip, in mm |
ηc | corrugated amplification factor |
ws | length of one period of corrugation, in mm |
As and Ac | cross-sectional areas of the steel tube and core concrete, in mm2 |
fy | average yield strength of the steel tube, in MPa |
fcp | average prism compressive strength of concrete, in MPa |
Es and Ec | elastic modulus of steel and concrete, in MPa |
fy-crest, fy-waist, and fy-trough | yield strengths of crest, waist, and trough, respectively, in MPa |
λcrest, λwaist, and λtrough | ratios of each position to a complete corrugation |
Nu | test ultimate axial load, in kN |
Nuc | nominal ultimate axial load, in kN |
Δ85% | corresponding displacement when the test ultimate load drops to 85%, in mm |
Δy | axial yield displacement, in mm |
U | transverse deformation coefficient |
εh | hoop strain of the steel tube, in με |
εv | vertical strain of the steel tube, in με |
Eθ | equivalent elastic modulus of steel perpendicular to the direction of corrugation, in MPa |
Ez | equivalent elastic modulus of steel along corrugation direction, in MPa |
G | shear modulus of steel, in MPa |
equivalent shear modulus of steel in local coordinates 1–2 and 1–3, in MPa | |
equivalent shear modulus of steel in local coordinates 2–3, in MPa | |
fcc | design value of concrete axial compressive strength considering lateral restraint, in MPa |
fcd | design value of concrete axial compressive strength, in MPa |
Ab | area of longitudinal steel bars in the composite column, in mm2 |
Ac | area of concrete in the composite column, in mm2 |
fyr | yield strength of the longitudinal steel bars in the composite column, in MPa |
fel | equivalent restraint stress of helical corrugated steel tube, in MPa |
kc | corrugated factor |
fyt | yield strength of CST, in MPa |
A, B, and C | undetermined parameters |
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Specimens | Tubular Type | λ (°) | l × h | D0 | t | L | ρb (%) | ρs (%) | α (%) | ξ | Nu | εu | SI | DI |
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
(mm) | (kN) | (με) | ||||||||||||
P-300-0-1 | PST | / | / | 327 | 2.0 | 750 | 0 | 0 | 2.477 | 0.195 | 3983 | 5826 | 1.13 | 1.60 |
H-300-0-0 | HCST | 33 | 68 × 13 | 315 | 2.0 | 750 | 0 | 0 | 2.663 | 0.162 | 4738 | 3927 | 1.06 | / |
H-400-0-0 | 26 | 68 × 13 | 415 | 2.0 | 750 | 0 | 0 | 2.036 | 0.124 | 7640 | 5012 | 1.02 | 1.11 | |
H-500-0-0 | 21 | 68 × 13 | 515 | 2.0 | 750 | 0 | 0 | 1.648 | 0.100 | 12,700 | 5796 | 1.12 | 1.78 | |
H-500-1.74-0 | 21 | 68 × 13 | 515 | 2.0 | 750 | 1.74 | 0.09 | 1.648 | 0.100 | 12,900 | 6206 | 1.03 | 4.20 | |
H-500-2.87-0 | 21 | 68 × 13 | 515 | 2.0 | 750 | 2.87 | 0.09 | 1.648 | 0.100 | 14,900 | 6839 | 1.11 | 2.68 | |
Type | Code | fcp (MPa) | Ec (MPa) | Thickness or Diameter (mm) | fy (MPa) | Es (MPa) |
---|---|---|---|---|---|---|
Concrete | C40 | 44.7 | 33,700 | / | / | / |
HCST | Crest | / | / | 2.019 | 419.9 | 205,000 |
Waist | / | / | 2.083 | 348.1 | ||
Trough | / | / | 2.105 | 405.3 | ||
Lock seam | / | / | 2.019 | 407.6 | ||
Rebar | Φ6 | / | / | 6 | 402.3 | 205,000 |
Φ16 | / | / | 16 | 396.2 |
Specimens | Nu (kN) | NJGJT (kN) | NJGJT/Nu | NGB (kN) | NGB/Nu | NEC-4 (kN) | NEC-4/Nu |
---|---|---|---|---|---|---|---|
P-300-0-1 | 3983 | 4456 | 1.119 | 3990 | 1.001 | 4125 | 1.035 |
H-300-0-0 | 4110 | 5023 | 1.222 | 4487 | 1.091 | 4578 | 1.113 |
H-400-0-0 | 7640 | 8075 | 1.057 | 6815 | 0.892 | 7488 | 0.980 |
H-500-0-0 | 12,700 | 11,829 | 0.931 | 9761 | 0.768 | 11,100 | 0.874 |
H-500-1.74-0 | 12,900 | 12,957 | 1.004 | 10,089 | 0.844 | 12,228 | 0.947 |
H-500-2.87-0 | 14,900 | 13,687 | 0.918 | 11,619 | 0.779 | 12,957 | 0.869 |
Mean | 1.042 | 0.896 | 0.970 | ||||
Standard deviation | 0.106 | 0.117 | 0.086 |
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Sun, H.; Zhang, L.; Liu, Y.; Liu, B.; Feng, M. Axial Compression Behavior of Large-Diameter, Concrete-Filled, Thin-Walled Galvanized Helical Corrugated Steel Tubes Column Embedded with Rebar. Buildings 2024, 14, 24. https://doi.org/10.3390/buildings14010024
Sun H, Zhang L, Liu Y, Liu B, Feng M. Axial Compression Behavior of Large-Diameter, Concrete-Filled, Thin-Walled Galvanized Helical Corrugated Steel Tubes Column Embedded with Rebar. Buildings. 2024; 14(1):24. https://doi.org/10.3390/buildings14010024
Chicago/Turabian StyleSun, Haibo, Linlin Zhang, Yu Liu, Baodong Liu, and Mingyang Feng. 2024. "Axial Compression Behavior of Large-Diameter, Concrete-Filled, Thin-Walled Galvanized Helical Corrugated Steel Tubes Column Embedded with Rebar" Buildings 14, no. 1: 24. https://doi.org/10.3390/buildings14010024