Intrinsic Properties of Composite Double Layer Grid Superstructures †
Abstract
:1. Introduction
2. Bridge Decks Composed of Double Layer Grids and Reinforced Concrete Decking
2.1. Characteristics of the Proposed CDLGS
2.2. Experimental Description
2.3. Single Span Bridges with CDGLS Deck System
2.3.1. Experiment Setup
2.3.2. Result of Comparison with Benchmark Deck
- Stage (1): where the double layer grid should bear its own weight plus the weight of fresh concrete and probable additional construction loads, followed by;
- Stage (2): in which the composite system after the hardening of concrete should resist any additional dead weight of paving, piping, guard rails, etc., together with live loads on the bridge.
2.4. Extension to Continuous Superstructures Supported by Reinforced Concrete Bents
2.4.1. Weight Reduction Compared to Benchmark
2.4.2. Seismic Response Compared to Benchmark
2.5. Impact of Number and Lengths of Spans
2.5.1. Experiment Configuration
- CPGS bridge configurations: The lateral distance between the stringer beams was taken at 2 m and, the heights of plate girders were taken as 1/20 of the span lengths. The longitudinal distance between the transverse vertical diaphragms for the CPGS was between 5 to 6 m.
- CDLGS bridge configurations: The transversal subdivisions were considered at 2 m and the longitudinal subdivisions were equal to 2, 2.6, 3.2, and 4 m for the 20, 26, 32, and 40m span bridges, respectively. Three different ratios of the heights of superstructures to span lengths of 1/12.5, 1/15, and 1/17.5 were investigated for each span length (a total of 12 cases).
2.5.2. Weight Reduction Compared to Benchmark
- Single-span bridges: The reduction in steel material consumption was calculated as 33%, 36%, 40%, and 43% for the 20, 26, 32, and 40 m bridge spans, respectively.
- Two-span bridges: The weight of steel reduction was higher, ranging from 45%, 47%, 50%, and 52% for 2 × 20, 2 × 26, 2 × 32, and 2 × 40 m span bridges, respectively.
- Three-span bridges: The reduction was even higher ranging from 47%, 50%, 52%, and 56% for 3 × 20, 3 × 26, 3 × 32, and 3 × 40 m span bridges, respectively.
2.6. Load Transfer in the Traverse Direction
2.6.1. Experiment Configuration
2.6.2. Load Transfer Efficiency Compared to Benchmark
2.7. Effect of the Vertical Component of Earthquake Ground Motion
2.7.1. Experimental Setup
- CPGS bridge configurations: The span-to-length ratio was considered as 20. The side-by-side distance of the stringer beams was 2 m. The slab thickness was calculated as 180 mm and taken as 200 mm for the analysis to account for the one-way behavior and arching action in CPGS bridges. The distance between the transverse vertical diaphragms was set as 5 m in all cases for the CPGS.
- CDLGS bridge configurations: The span length to depth ratios were taken as 16. Regular 2 × 2 m modules (Figure 1a) were employed. The slab thickness was calculated as 120 mm controlled by punching shear, however, increased to 150 mm to preserve practicality and durability.
2.7.2. Space Grid CDLGS Member Modelling
2.7.3. Nonlinear Static Analyses Results
- push from the top towards the bottom, in which the incremental loading was applied in the same direction as the gravity loading (Figure 7a); and
- push from the bottom towards the top, in which the incremental loading was applied in the opposite direction of the gravity loading.
2.7.4. Nonlinear Dynamic Analyses Results
2.8. Multi-Objective Design Optimization
2.8.1. Design Optimization Setup
2.8.2. Design Optimization Results
3. Discussions: General Construction and Functionality Considerations
3.1. Further Design Considerations
3.2. Corrosion
3.3. Maintenance, Inspection, and Health Monitoring
3.4. Fatigue
3.5. Mass Production and Industrialization
3.6. Quality Control
3.7. Economic and Affordability Considerations
3.8. Sustainability
4. Conclusions
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
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Considered Application Areas | Metrics of Validation/Comparison | |
---|---|---|
Composite Steel Double Layer Grid Superstructure (CDLGS) vs. Composite Plate-Girder Superstructure (CPGS-Benchmark) | Single Span Bridges | Material Consumption (Weight). |
Continuous Superstructures on Reinforced Concrete Bents | Material Consumption (Wight); Seismic Response. | |
Impact of Number and Length of Spans | Material Consumption (Weight). | |
Load Transfer Efficiency in Traverse Direction | Time−series Deflection. | |
Effect of Vertical Component of Earthquake Ground Motion | Non-linear Static; Non-linear Dynamic. | |
Integral Variable Depth Spatial Grid Bridge Structures (IVD-CDLGS) | Multi-objective Design Optimization | Weight (representing Embodied Carbo and Energy); Fundamental Frequency; Strain Energy; Cost of Construction. |
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Maalek, S.; Maalek, R.; Maalek, B. Intrinsic Properties of Composite Double Layer Grid Superstructures. Infrastructures 2023, 8, 129. https://doi.org/10.3390/infrastructures8090129
Maalek S, Maalek R, Maalek B. Intrinsic Properties of Composite Double Layer Grid Superstructures. Infrastructures. 2023; 8(9):129. https://doi.org/10.3390/infrastructures8090129
Chicago/Turabian StyleMaalek, Shahrokh, Reza Maalek, and Bahareh Maalek. 2023. "Intrinsic Properties of Composite Double Layer Grid Superstructures" Infrastructures 8, no. 9: 129. https://doi.org/10.3390/infrastructures8090129