- Page 1: LICENTIATE THESIS Evaluation of Con
- Page 7 and 8: Abstract Evaluation of Concrete Str
- Page 9 and 10: Sammanfattning Evaluation of Concre
- Page 11 and 12: Table of Contents Evaluation of Con
- Page 13 and 14: 1 Introduction Evaluation of Concre
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- Page 18 and 19: Evaluation of Concrete Structures O
- Page 20 and 21: Evaluation of Concrete Structures i
- Page 22 and 23: Evaluation of Concrete Structures a
- Page 24 and 25: Evaluation of Concrete Structures F
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- Page 28 and 29: Evaluation of Concrete Structures T
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- Page 32 and 33: Strain [‰] 0.6 0.4 0.2 0 3.2 MPa
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- Page 39: Evaluation of Concrete Structures A
- Page 43 and 44: References Evaluation of Concrete S
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- Page 49 and 50: CONCRETE STRENGTH DEVELOPMENT IN SW
- Page 51 and 52: strength of all bridges along the r
- Page 53 and 54: USED METHODS The methods that have
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underestimated. Rockström & Molin
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Eight road underpasses In order to
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Table 2 Concrete compression streng
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Another correlation to determine th
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Table 3 Concrete tensile strength f
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The regression equation is: F = 0.5
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cores were taken out later on they
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German Petersen C. (1997). LOK-test
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Paper B LOAD CARRYING CAPACITY OF C
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INTRODUCTION Railway sleepers made
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Figure 2 Picture showing how much o
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Group 3 No cracks on the upper side
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Figure 7 Forces acting on a mass m
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Figure 10 The horizontal track forc
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Figure 12 Failure of sleeper no. 2
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Load [kN] 350 300 250 200 150 100 5
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Horizontal force [kN] 140 120 100 8
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The mean value for 18 tensile tests
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Possible failure mechanisms are ill
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the level of the applied load. The
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Sahlin, Sven and Sundqvist, Håkan.
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CONCRETE FATIGUE CAPACITY. A STUDY
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The fatigue tests in this paper can
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The concrete mixtures used for the
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Load [kN] 25 20 15 10 5 0 0 10 20 T
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Tensile strength [MPa] 5 4 3 2 1 0
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Strain [‰] 0.8 0.6 0.4 0.2 0 Load
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specimens. For series A no indicati
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REFERENCES Albert, W A J, (1837):
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Strain [‰] 0.8 0.6 0.4 ε max 0.2
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C = dε / dN [× 10 −6 ] 100 10 1
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Test series B: S min = σ min / f c
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SHEAR FATIGUE CAPACITY - A COMPARIS
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φ16 s100 B=1000 - 3 - d=295 Figure
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P = 22.5 tons ⇒ V dim = 54.43 ·
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a) b) 1,0 0,5 1,0 0,5 UIC EC2, Aas-
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As0 ρ = b ⋅ d , not higher than
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No risk of fatigue failure is assum
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A sl b w σ cp N Sd = the area of t
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Table 5.2 Fatigue strength. Fatigue
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Table 5.3 Number of cycles to failu
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Vmin = V1 = 22.08 · 1.55 = 34.22 k
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If this method is applied also for
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For example: for the strength class
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BBK 94 (1994, 1996): Swedish Code f
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Excerpt from EC2-draft (1999) First
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Excerpt from EC2-1 (1991) and EC2-2
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Excerpt from MC90 (1990) CEB-FIP Mo
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Licentiate Theses Lennart Fransson