Author Contributions
The authors contribute as follows: Conceptualization, J.S., J.L., and B.K.; data curation, Y.L.; Formal analysis, J.S. and J.L.; funding acquisition, J.S.; investigation, J.S. and B.K.; methodology, Y.L. and B.K.; project administration, B.K.; resources, J.L.; software, J.S.; validation, J.S. and B.K.; visualization, J.S. and J.L.; writing—original draft, J.S.; writing—review and editing, Y.L. and B.K.
Figure 1.
Deck-plate system bolted with truss girder. (a) Side view. (b) Top view.
Figure 1.
Deck-plate system bolted with truss girder. (a) Side view. (b) Top view.
Figure 2.
Section detail for the truss girder-bolted deck plate.
Figure 2.
Section detail for the truss girder-bolted deck plate.
Figure 3.
Section detail for test specimens of truss girder-bolted deck plates.
Figure 3.
Section detail for test specimens of truss girder-bolted deck plates.
Figure 4.
Experimental view.
Figure 4.
Experimental view.
Figure 5.
Loading equipment. (a) Support plate (80 N for each). (b) Loading plate (40 N for each).
Figure 5.
Loading equipment. (a) Support plate (80 N for each). (b) Loading plate (40 N for each).
Figure 6.
Loading method.
Figure 6.
Loading method.
Figure 7.
Loading conditions for 135-ED1-3.2.
Figure 7.
Loading conditions for 135-ED1-3.2.
Figure 9.
Strain-gauge plan. (a) Side view. (b) Top view.
Figure 9.
Strain-gauge plan. (a) Side view. (b) Top view.
Figure 10.
Stress–strain curves obtained from tensile tests. (a) SWM-R, 10 mm. (b) SGC 570.
Figure 10.
Stress–strain curves obtained from tensile tests. (a) SWM-R, 10 mm. (b) SGC 570.
Figure 11.
Distributed load as a function of deflection for (a) Specimen 135-ED1-3.2A and (b) Specimen 135-ED1-3.2B.
Figure 11.
Distributed load as a function of deflection for (a) Specimen 135-ED1-3.2A and (b) Specimen 135-ED1-3.2B.
Figure 12.
Distributed load as a function of deflection for (a) Specimen 150-ED3-3.8A and (b) Specimen 150-ED3-3.8B.
Figure 12.
Distributed load as a function of deflection for (a) Specimen 150-ED3-3.8A and (b) Specimen 150-ED3-3.8B.
Figure 13.
Distributed load as a function of deflection for (a) Specimen 200-ED5-4.5A and (b) Specimen 200-ED5-4.5B.
Figure 13.
Distributed load as a function of deflection for (a) Specimen 200-ED5-4.5A and (b) Specimen 200-ED5-4.5B.
Figure 14.
Distributed load as a function of strain for (a) Specimen 135-ED1-3.2A and (b) Specimen 135-ED1-3.2B.
Figure 14.
Distributed load as a function of strain for (a) Specimen 135-ED1-3.2A and (b) Specimen 135-ED1-3.2B.
Figure 15.
Distributed load as a function of strain for (a) Specimen 150-ED3-3.8A and (b) Specimen 150-ED3-3.8B.
Figure 15.
Distributed load as a function of strain for (a) Specimen 150-ED3-3.8A and (b) Specimen 150-ED3-3.8B.
Figure 16.
Distributed load as a function of strain for (a) Specimen 200-ED5-4.5A and (b) Specimen 200-ED5-4.5B.
Figure 16.
Distributed load as a function of strain for (a) Specimen 200-ED5-4.5A and (b) Specimen 200-ED5-4.5B.
Figure 17.
Deflections and restoration rate varying specimen. (a) Deflection. (b) Restoration rate.
Figure 17.
Deflections and restoration rate varying specimen. (a) Deflection. (b) Restoration rate.
Figure 18.
Numerical model for Specimen 135-ED1-3.2. (a) Full-scale numerical model. (b) Mesh in the vicinity of the support.
Figure 18.
Numerical model for Specimen 135-ED1-3.2. (a) Full-scale numerical model. (b) Mesh in the vicinity of the support.
Figure 19.
Distributed loads as a function of deflection between numerical predictions and test results. (a) Specimen 135-ED1-3.2. (b) Specimen 150-ED3-3.8. (c) Specimen 200-ED5-4.5.
Figure 19.
Distributed loads as a function of deflection between numerical predictions and test results. (a) Specimen 135-ED1-3.2. (b) Specimen 150-ED3-3.8. (c) Specimen 200-ED5-4.5.
Figure 20.
Simulation results for Specimen 135-ED1-3.2. (a) von Mises stress distribution for deck plate. (b) Axial stress distribution for truss girder.
Figure 20.
Simulation results for Specimen 135-ED1-3.2. (a) von Mises stress distribution for deck plate. (b) Axial stress distribution for truss girder.
Figure 21.
von Mises stresses as a function of distributed load for numerical models. (a) Specimen 135-ED1-3.2. (b) Specimen 150-ED3-3.5. (c) Specimen 200-ED5-4.5.
Figure 21.
von Mises stresses as a function of distributed load for numerical models. (a) Specimen 135-ED1-3.2. (b) Specimen 150-ED3-3.5. (c) Specimen 200-ED5-4.5.
Figure 22.
von Mises stresses and effective plastic strain for deck plate and truss girder in the vicinity of the support for 135-ED1-3.2. (a) von Mises stress for deck plate. (b) Effective plastic strain for deck plate. (c) von Mises stress for truss girder. (d) Effective plastic strain for truss girder.
Figure 22.
von Mises stresses and effective plastic strain for deck plate and truss girder in the vicinity of the support for 135-ED1-3.2. (a) von Mises stress for deck plate. (b) Effective plastic strain for deck plate. (c) von Mises stress for truss girder. (d) Effective plastic strain for truss girder.
Table 1.
Text matrix.
No | Specimen ID | Upper Rebar (mm) | Lower Rebar (mm) | Lattice Steel Wire (mm) | Depth (mm) | Span (mm) |
---|
1 | 135-ED1-3.2A | 10 | 8 | 5 | 135 | 3200 |
2 | 135-ED1-3.2B | 10 | 8 | 5 | 135 | 3200 |
3 | 150-ED3-3.8A | 13 | 8 | 5 | 150 | 3800 |
4 | 150-ED3-3.8B | 13 | 8 | 5 | 150 | 3800 |
5 | 200-ED5-4.5A | 13 | 13 | 6 | 200 | 4500 |
6 | 200-ED5-4.5B | 13 | 13 | 6 | 200 | 4500 |
Table 2.
Construction load.
Table 2.
Construction load.
Specimen Type | Clear Span (mm) | Construction Load (kN/m2) |
---|
Self-Weight of Deck Plate | Self-Weight of Concrete | Workload | Total |
---|
135-ED1-3.2 | 3100 | 0.25 | 3.10 | 1 | 4.35 |
150-ED3-3.8 | 3700 | 0.25 | 3.45 | 1 | 4.70 |
200-ED5-4.5 | 4400 | 0.25 | 4.60 | 1 | 5.85 |
Table 3.
Results of material tests.
Table 3.
Results of material tests.
Coupon | Diameter/Thickness (mm) | Steel Type | Yield Strength (MPa) | Yield Strain (10−6) | Tensile Strength (MPa) | Elongation (%) |
---|
Upper/Lower rebar | 13 | SWM-R | 548 | 2330 | 693 | 12.8 |
Upper rebar | 10 | SWM-R | 628 | 2700 | 713 | 12.0 |
Lower rebar | 8 | SWM-R | 542 | 2680 | 582 | 13.3 |
Lattice steel wire | 5 | SWM-P | 532 | 2560 | 582 | 22.7 |
6 | SWM-P | 519 | 2560 | 624 | 17.8 |
Steel sheet | 0.5 | SGC 570 | 464 | 2320 | 546 | 24.3 |
Table 4.
Test results.
Specimen ID | Construction Load (kN/m2) | Measured Deflection (mm) | Design Deflection (mm) | Measured/Design (%) | Residual Deflection (mm) | Restoration Rate (%) | Max Load (kN/m2) |
---|
Planned | Measured |
135-ED1-3.2A | 4.35 | 4.38 | 20.5 | 25.5 | 80 | 0.57 | 97.2 | 6.84 |
135-ED1-3.2B | 4.35 | 4.38 | 23.0 | 25.5 | 90 | 0.40 | 98.3 | 6.84 |
150-ED3-3.8A | 4.70 | 4.70 | 27.3 | 28.5 | 96 | 0.52 | 98.1 | 7.57 |
150-ED3-3.8B | 4.70 | 4.70 | 24.4 | 28.5 | 86 | 0.01 | 99.9 | 8.59 |
200-ED5-4.5A | 5.85 | 5.90 | 26.1 | 32.0 | 82 | 0.07 | 99.7 | 8.64 |
200-ED5-4.5A | 5.85 | 5.90 | 22.4 | 32.0 | 70 | 0.23 | 99.0 | 8.86 |
Table 5.
Comparison of deflection between numerical predictions and test results.
Table 5.
Comparison of deflection between numerical predictions and test results.
Specimen ID | Measured Construction Load (kN/m2) | Measured Deflection (mm) | Numerical Deflection (mm) | Design Deflection (mm) |
---|
135-T1-3.2A | 4.38 | 20.5 | 22.5 | 25.5 |
135-T1-3.2B | 4.38 | 23.0 | 25.5 |
150-T3-3.8A | 4.70 | 27.3 | 23.0 | 28.5 |
150-T3-3.8B | 4.70 | 24.4 | 28.5 |
200-T5-4.5A | 5.90 | 26.1 | 22.0 | 32.0 |
200-T5-4.5A | 5.90 | 22.4 | 32.0 |
Table 6.
Failure modes between numerical models and test specimens.
Table 6.
Failure modes between numerical models and test specimens.
Specimen ID | Test Specimens | Numerical Models |
---|
135-ED1-3.2A | Buckling of upper truss near the center | Buckling of lower truss and lattice near the end |
135-ED1-3.2B | Buckling of upper truss near the center |
150-ED3-3.8A | Buckling of lattice steel wire near the end | Buckling of lower truss and lattice near the end |
150-ED3-3.8B | Buckling of upper truss near the center |
200-ED5-4.5A | Welding failure at joints between the bottom rebar and lattice steel wire | Buckling of lower truss and lattice near the end |
200-ED5-4.5A | Welding failure at joints between the bottom rebar and lattice steel wire |