Issue 72
M. A. M. Khalil, Fracture and Structural Integrity, 72 (2025) 263-279; DOI: 10.3221/IGF-ESIS.72.19
1400
1400
Ptheo FEA
Ppequ FEA
1241
1200
1220
1200
1109
1058
986
1121
1100
1016
1000
1061
1000
855
891
803
860
761
842
800
821
800
600
600
Pmax (kN)
Pmax (kN)
400
400
200
200
0
0
0.79%
1.23%
1.77%
3.14%
0.79%
1.23%
1.77%
3.14%
a) Conventional column b) Composite columns Figure 14: Effect of the reinforcement ratio on theoretical and numerical maximum axial load.
1400
P = 66.099 ρ + 1011 R2 = 0.9916
1200
1000
800
P = 28.635 ρ + 803.89 R2 = 0.9712
600
Load (kN)
400
Composite Columns Conventional Columns
200
0
ρ (%)
Figure 15: Relationship between reinforcement ratio and axial load.
GFRP dimensions (mm)
GFRP I-section ratio (%)
Stress in GFRP (MPa) 181.41 212.00 213.09 166.67 140.53 116.70 292.43 199.97 321.55 205.90 257.64 147.14
GFRP section
P FEM (kN)
Stress in steel (Mpa)
No.
P Equ (kN)
P FEM / P PEqu
RGFRP-P1 RGFRP-P2 RGFRP-P3 RGFRP-P4 RGFRP-P5 RGFRP-P6 RGFRP-I1 RGFRP-I2 RGFRP-I3 RGFRP-I4 RGFRP-I5 RGFRP-I6
89x5.5 84x8 80x10 76x12 70x15 60x20
2.03 2.88 3.52 4.13 4.98 6.25 5.35 7.63 9.38
899.91 940.08 970.55 999.52 1040.20 1058.35 1057.76 1165.96 1249.17 1329.42 1444.21 1578.45
935.00 998.75 1040.00 995.00 980.00 980.00 1100.00 1107.50 1178.75 1195.00 1197.50
1.04 1.06 1.07 1.00 0.94 0.93 1.04 0.95 0.94 0.90 0.83 0.77
349.05 400.00 400.00 362.04 359.82 301.61 400.00 400.00 400.00 400.00 400.00 338.93
Flat Plate
100x80x5.5 100x80x8 100x80x10 100x80x12 100x80x15 100x80x20
I-section
11.06 13.48 17.18
1210
Table 9: Effect of GFRP ratio on theoretical and numerical maximum axial load.
Effect of GFRP ratio To investigate the influence of the GFRP ratio on the behavior of RC composite columns, analyses were performed for twelve different values ranging from 2.03% to 17.18% using two different shapes of GFRP sections, flat plates and I-shaped sections. The concrete compressive strength was set at 40 MPa and steel yield strength was 400 MPa.
276
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