compatibility of ultra high performance concrete as repair material

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Table 2.3Comparison of UHPC material properties to NSC and HPC (High Performance Concrete). Modified fromMisson (2008) and Peuse (2008)Mechanical Properties NSC HPC UHPCCompression Strength, (ksi) 3.0-6.0 6.0-14.0 25.0-33.0Tensile Strength, (ksi) 0.36-0.45 0.5-0.8 1.2-1.4Poisson's Ratio 0.11-0.21 0.19-0.22 0.19-0.24Creep Coefficient, Cu 2.35 1.6-1.9 0.2-0.8Porosity 20-25% 10-15% 2-6%Fracture Energy, (k-in/in2)Young's Modulus, (ksi)0.00057-0.000862000-6000- 0.057-0.2284500-8000 8000-9000Modulus of Rupture 1st crack, (ksi) 0.4-0.6 0.8-1.2 2.4-3.2Flexure Strength - ultimate, (ksi) - - 3.0-9.0Shrinkage -Post Cure 40-80x10-5Post Cure NSCDensity (pcf) 150 150-153 153-159Note: 1 ksi = 6.89 MPa; 1 in = 25.4 mm; 1 in-k = 0.113 kN-m; 1 ft = 0.305 mOne of the most distinctive properties of UHPC, as already mentioned, is its strainhardeningbehavior under tensile loading achieved by adding steel fibers in the mix. Asshown in Figure 2.5, the strain-hardening behavior provides an ultimate strength greaterthan the first cracking strength. Other fiber reinforced concretes such as EngineeredCementitious Composites (ECC) or Slurry infiltrated composites exhibit this strainhardening response under tension, but do not exhibit negligible permeability.12
Consequently, while these materials have high mechanical performance due to its abilityto develop finely distributed cracks, UHPC material involves a greater benefit fordurability purposes (Denarié et al. 2005). It should be emphasized that not all UHPCmaterials present hardening behavior. As previously mentioned, the first RPC’s exhibiteda brittle behavior, due to this fact, the researchers started adding fibers to obtain a moreductile material. Kim et al. (2011) stated that is hard to obtain strain-hardening behaviorusing relatively small volume of fibers. They indicated that there is limited experimentalevidence about the effect of matrix features on the overall pullout behavior of a singledeformed steel fiber and its corresponding influence in the tensile response of the cementcomposite. The effect of the matrix strength and the different steel fibers on the tensilebehavior of HPFRCC is still being studied by different researchers (Kim et al. 2011).HPFRCC: High-performance fiber-reinforced cementitious composites (UHPC). FRC: Fiber-reinforcedconcreteFigure 2.5 Graphic stress strain behavior of cementitious matrices under tension loading. Fischer (2004)2.1.3.3 Durability of UHPCGraybeal and Tanesi (2007) carried out an extensive experimental plan to evaluate thedurability properties of UHPC through six standardized durability tests. All experimental13
Page 1 and 2: COMPATIBILITY OF ULTRA HIGH PERFORM
Page 3 and 4: Table of ContentsList of Figures ..
Page 5 and 6: 4.3.2 Discussion ..................
Page 7 and 8: Figure 3.14 CSP index .............
Page 9 and 10: Table 4.7 Summary of indirect tensi
Page 11 and 12: List of AbbreviationsACI.AFtASTM.CO
Page 13 and 14: 1 Introduction and MotivationCurren
Page 15: 2 Background and Literature ReviewT
Page 18 and 19: spaces and to decrease the amount o
Page 20 and 21: water/binder=constantChoose steel f
Page 22 and 23: UHPC formulations and provides a se
Page 26 and 27: esults obtained in this project wer
Page 28 and 29: 2.1.3.4 Environmental Impact of UHP
Page 30 and 31: 1997). Emmons and Vaysburd (1996) d
Page 32 and 33: e) ConstructabilityIt is recommenda
Page 34 and 35: Table 2.5, continuedCementitious ma
Page 36 and 37: • Rehabilitation of a bridge pier
Page 38 and 39: UHPC is a cost-effective solution i
Page 40 and 41: apparatus will measure the shear st
Page 42 and 43: substrate while the scarifying meth
Page 44 and 45: such test configuration, this upper
Page 46 and 47: From the equilibrium of forces of F
Page 48 and 49: The first layer, also called penetr
Page 50 and 51: 3 MethodologyThis report aims to st
Page 52 and 53: f sp = 2 ∗ PA ∗ π in psi Equat
Page 54 and 55: that the bond interface, in this lo
Page 56 and 57: Ductal® premix is typically compri
Page 58 and 59: associated test results (temperatur
Page 60 and 61: Figure 3.2 Detail of splitting tens
Page 62 and 63: 3.3.3 Pull-off testPull off test wa
Page 64 and 65: (a) Chipped surface, slightlybrushe
Page 66 and 67: (a) Molds to cast slant shearspecim
Page 68 and 69: Timber moulds were used to cast the
Page 70 and 71: macrotexture depth was measured in
Page 72 and 73: As shown in the above tables, the m
Page 74 and 75:
(a) Concrete substrate under water
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used, as shown in Figure 3.17. A fa
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Equation 2.2 and Equation 2.3 were
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(a) Steel disks glued to the UHPC s
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value to the lowest one in the foll
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Transversal frequency (Hz)255025002
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115113Relative Dynamic Modulus (%)1
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Only those specimens with a grooved
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Table 4.6, continued.MeanMeanCOV,st
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concrete or bond/concrete while for
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surface treatment applied. In contr
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Table 4.8Summary of slant-shear tes
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(a) B(C): Bond due to concrete fail
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3143Bond Capacity, (psi)30002500200
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The different failure modes obtaine
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failures occurred in the concrete s
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property of the concrete has higher
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5.1.1 Combination of Splitting Tens
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5.1.4 Overall performancea. For thi
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mismatch and load eccentricity. Tho
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6 ReferenceAbu-Tair, A. I., Rigden,
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Climaco, J. C. T. S., and Regan, P.
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Graybeal, B., and Tanesi, J. (2007)
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Misson, D. (2008). "Influence of Cu
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Silfwerbrand, J. (1990). "Improving
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7 Appendix: NSC mix designsTable 7.
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Table 7.33rd mix for the splitting
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Table 7.51st mix for the splitting
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Table 7.73rd mix for the splitting
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Figure 8.2 Concrete retarder inform
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Table 9.1, continued.BrBr w/oBr 300
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Table 9.2, continued.TrialBrushed 6
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10 Appendix: Splitting tensile pris
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Table 10.1, continued.128
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Page 144 and 145:
Page 146 and 147:
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Table 10.2Splitting monolithic NSC
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11 Appendix: Slant-shear specimens
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PortionNumberof 1figures/tables/ill
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Figure 2.5Miguel Angel Carbonell Mu
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Miguel Angel Carbonell Munoz Mon, M
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Miguel - not sure what you need fro
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End Page 1235Type of UsePortionNumb
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Type of UseIntended publisher of ot
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