Testing of 50 year old prestressed concrete railway sleepers
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This was a final year undergraduate civil engineering degree project which undertook testing to determine the remaining strength in old railway sleepers. Testing was done on concrete compressive strength and static bending test.
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The installation of Helical Confinement in the Compression Zone of reinforced High Strength Concrete beams is also investigated in this study. Helical Confinement is more effective than the rectangular ties, Compression Longitudinal reinforcement and steel fibers in increasing the strength and ductility of Confined Concrete. A total number of 3 Specimens were casted. The Pitch distance for helical confinement of two specimens is 50mm, 60mm and the Pitch distance for normal confinement is 50mm. The Specimen is of a size of 600mm X 300mm X 300mm. It contains of 8 mm dia bar as longitudinal reinforcement and 6mm dia bar as transverse reinforcement. M 40 and Fe 500 Grade steels were used. After 28 Days of Curing. The Specimens were taken out and allowed to dry and tested under universal testing machine of capacity 1000 KN. The Effect of Yield strength ductility, were studied from Stress – Strain and Load – Displacement Curves. This Study Concluded the Helical Reinforcement is an effective method for increasing the Strength and Ductility of Reinforcement High Strength Concrete Beam.Final Design Report
The team designed and tested a wooden beam to hold between 1000-2000 pounds. They calculated stresses and deflections, predicting the beam would fail by glue shear above 3500 pounds. During testing, the beam failed at 1783 pounds due to an unexpected flange crack in the top plate. While the failure load was in the target range, it was lower than predicted. To improve the design, the team recommends a cross-section shape less prone to flange cracks, like an I-beam with double webs.
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This document discusses a study on the flexural strength of reinforced concrete beams with hollow cores at various depths below the neutral axis. Four beams were cast - one control beam without a hollow core, and three beams with a hollow core created using a 25mm PVC pipe placed at depths of 46.5mm, 79mm, and 112.5mm below the neutral axis. The beams were tested after 28 days and the load carrying capacity, deflection behavior, crack patterns, and flexural strength were analyzed and compared. The results showed that the beam with a hollow core at 79mm depth had the highest load carrying capacity and flexural strength, indicating the optimal depth is below the neutral axis. Introducing a hollow core provided
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Testing of 50 year old prestressed concrete railway sleepers
- 1. Testing of 50 year old prestressed concrete railway sleepers Daniel Dwyer June, 2016
- 2. What are they? 12 x narrow gauge sugar cane railway sleepers Length = 1220 mm Mass = 40 kg
- 3. What did we do? 1. Tested the concrete compressive strength Using a Schmidt hammer
- 4. 2. Tested the sleepers in static bending Displacement control test Loading rate = 0.5 mm per minute
- 5. What did we aim to find? How much strength remained in the aged sleepers? Could they be safely put back into service? What was the concrete compressive strength after 50 years in service? What can we interpret from these findings in relation to concrete structures in general?
- 6. How did we structure the test? Categorised the sleepers into three groups Bad, Average and Good Based on visual assessment Marked the sleepers at specified locations 1 2 3 4 5 6 7 G stands for Good
- 7. The marked sleepers provided… Consistent Schmidt hammer test point locations & Reference points to monitor cracking during static bending tests 345
- 8. What did we find? The compressive strength was highest at the rail seat locations and visual assessment did prove to be an effective method for the top of sleeper 25 30 35 40 45 50 55 60 65 0 1 2 3 4 5 6 7 Strength (MPa) Point number Top of sleeper compressive strengths Good Average Bad Design strength
- 9. It was believed that the rails had protected the top concrete surface from environmental exposure which helped maintained strength
- 10. The compressive strength was considerably lower for the side of sleeper 25 30 35 40 45 50 55 60 65 0 1 2 3 4 5 6 7 Strength (MPa) Point number Side of sleeper compressive strengths Good Average Bad Design strength
- 11. Static bending test results were not predictable from the visual assessment method 0 10 20 30 40 50 60 70 80 0 300 600 900 1200 1500 1800 2100 Load(kN) Time (s) BA BB AA AB GB GD
- 12. However, all sleepers easily exceeded the proof bending test requirement of, “no cracking visible to the naked eye at 32.5 kN” Sleeper code Cracking load (kN) Ultimate load (kN) BA 72 73.1 BB 61 61.2 AA 52 53.4 AB 60 61.9 GB 65 65.7 GD 72 72.8 Bad Average Good
- 13. 0 10 20 30 40 50 60 70 80 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Load(kN) Deflection (mm) BA BB AA AB GB GD
- 14. Sleeper AB failure video
- 15. How did they fail? All sleepers exhibited the same failure method - believed to be shear Diagonal cracking initiated at the bottom
- 16. Although cracking did not initiate at the supports, there was no sign of flexural cracking at the centre span Flexural cracking was not present There was only one major crack in each specimen
- 17. What did we learn? The prestressing strands were still in very good condition visually but were not tested
- 18. Even after 50 years, the sleepers’ strength was high They could potentially be put back into service safely