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Shear and Moment Capacity of the Ruytenschildt Bridge

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In August 2014, the Ruytenschildt Bridge, a reinforced concrete solid slab bridge, in Friesland, the Netherlands was tested until failure. One of the goals of the experiment is to analyze the failure mode of the slab bridge under a tandem of 4 wheel loads and to compare the capacity of the full bridge structure to the predicted results, to have an idea of the residual strength of existing bridges. The methods used are experi-mental (testing of the bridge to failure in two of its five spans) and analytical. The analytical work involved predicting the bending moment capacity, the shear capacity and the punching capacity of the bridge. In both spans, the bridge failed in flexure. The total capacity during the experiment was significantly higher than pre-dicted. The results indicate that the traditional rating procedures for shear are very conservative when applied to slab bridges that benefit from transverse load redistribution.

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Shear and Moment Capacity of the Ruytenschildt Bridge

  1. 1. Challenge the future Delft University of Technology Shear and Moment Capacity of the Ruytenschildt Bridge Eva Lantsoght, Cor van der Veen, Ane de Boer, Karen Flores
  2. 2. 2 Overview • Introduction to case • Prediction of capacity • Test results • Discussion • Summary & Conclusions Slab shear experiments, TU Delft
  3. 3. 3 Proof loading Case Ruytenschildt Bridge • Proof loading to assess capacity of existing bridge • ASR affected bridges • Insufficient information • Study cracks and deformations for applied loads • Crack formation: acoustic emissions measurements • Control load process • Ruytenschildt Bridge: testing to failure in 2 spans
  4. 4. 4 Proofloading Ruytenschildt Bridge Existing bridge Partial demolition and building new bridge
  5. 5. 5 Cross-sections Ruytenschildt Bridge • Testing in span 1 and span 2 • close to end support • close to mid support • Critical position for shear
  6. 6. 6 Predicted bending moment capacity Flexural capacity Span 1 Span 2, support Span 2, span Mcr (kNm) 1816 1690 1592 My (kNm) 3925 5662 3717 Mu (kNm) 4964 7064 4705 Corresponding tandem load Pcr (kN) 880 1278 1460 Py (kN) 2368 7720 3532 Pu (kN) 3102 9940 4496 Moment at cracking, yielding, and ultimate + corresponding tandem load
  7. 7. 7 Predicted shear capacity Span Span 1 Span 2 Shear capacity Ptot (kN) Ptot,slab (kN) Ptot (kN) Ptot,slab (kN) bstr 3760 7606 4020 8132 bpara 3236 6546 3432 6943 bskew 4804 9718 5328 10779 • Effective width for skewed viaducts? • Slab factor of 2.023 from slab shear experiments
  8. 8. 8 Proofloading Case Ruytenschildt Bridge
  9. 9. 9 Test results proofloading Span 1 • Maximum load 3049 kN • Maximum available load for span 1 • Flexural cracks • No failure • Order additional load for test 2!
  10. 10. 10 Test results proofloading Span 2 • Maximum load 3991 kN • Large flexural cracks • Flexural failure • yielding of reinforcement • Settlement of bridge pier with 1.5cm • Elastic recovery to 8mm 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0 2000 4000 6000 8000 10000 Load(kN) Time(s)
  11. 11. 11 Discussion • Loads larger than estimated capacities prior to test • uncertainties about material properties • Flexure as governing failure mode • Shear: further research on skewed slabs is necessary
  12. 12. 12 Conclusions • Ruytenschildt Bridge • Testing to failure in 2 spans • Measurements • Shear and moment capacity determined • moment capacity: need for material parameters • shear capacity: effective width for skewed slabs? • Observed failure mode: flexure
  13. 13. 13 Contact: Eva Lantsoght E.O.L.Lantsoght@tudelft.nl +31(0)152787449

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