compatibility of ultra high performance concrete as repair material

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Table 2.5, continuedCementitious materialsPolymer materialsShrinkagecompensatingconcreteSilica-FumeConcretePolymerimpregnatedconcretePolymermodifiedconcrete (LatexModifiedConcrete)PolymerconcreteMinimum shrinkagecracking, joints to controlshrinkage are not necessaryHigh Strength. Highabrasion-erosion resistance.High durability. Similarhandling to NC.Improvement of durabilitycharacteristics.Excellent long-termperformance. Minimumbond failure. Similarhandling to NSC except thecuring treatment.Rapid curing. Highstrength. Similar handlingto NSC.Not appropriate in harshenvironment. Skilled labor formixing, placing and curing.Potential shrinkage problems. Wetcuring for 7 days with minimumtemperature of 40° F.Durability issues if not all cracks aresealed.Placing and curing at 45 to 85° F.Susceptible to shrinkage crackingduring placement. Modulus ofelasticity lower than that ofconcrete.High coefficient of thermalexpansion. Modulus of elasticitymight be lower than that of concrete.Poor performance at hightemperatures.Minimumshrinkage in slabs,pavements, bridgedecks andstructures.Hydraulicstructuressubjected toabrasion-erosion.Overlays andparking subjectedto chloridepenetration.Wide range ofapplications. Longtermperformance.Mostly used inoverlays for bridgedecks, parkingsand floors.When short downtime is essential.Repairs where onlythin sections canbe applied. Highprotection againstchemical attack.Normal concrete solution does not exhibit a good performance in harsh environments.The main shortcomings of the polymer materials are usually the mismatch of theirthermal expansion coefficients with that of concrete substrate, their sensitivity to curingconditions and their poor performance at high temperatures. These features highlight thepotential for alternative solutions. UHPC offers high mechanical properties and a rapidsetting behavior.2.2.4 Rehabilitations of Concrete Structures using UHPCThis section describes some UHPC applications as repair material and discusses brieflythe potential compatibility between UHPC and NSC.22
2.2.4.1 UHPC applications as repair materialUHPC was used in the repairs of locks damaged by abrasion-erosion, in the Netherlandsin 1988 and 1989. Inspections carried out in 2003 showed that those floors with a layer of1 in (25 mm) UHPC did not exhibit any wear, but unprotected concrete did. This findingwas attributed to resistance of UHPC against extreme cavitation erosion (Buitelaar 2004).Buitelaar (2004) as well highlighted the success of a rehabilitation made with UHPC ofconcrete piles of a jetty in Venezuela which were deteriorated by chloride corrosion. Thepiles strengthened with UHPC did not show any visible damage after 13 years whilerepairs made with conventional concrete in similar conditions exhibited damage after 2-5years. After the success of this experience, which demonstrated that UHPC hasoutstanding performance against chloride penetration and high bearing capacity, otheroffshore concrete structures have been repaired in Venezuela and the North Sea(Norway).SAMARIS and ARCHES, researches as part of an extensive European research program,that aimed investigating the potential use of UHPC for the rehabilitation andstrengthening of reinforced concrete structures, carried out several full scale fieldapplications (Denarié 2004; Denarié et al. 2005; Denarié et al. 2009b; Denarié et al.2009a). These applications were deemed successful and confirmed the promise of usingUHPC for rehabilitation and strengthening. A summary of these applications is providedbelow (Denarié et al. 2009b):• Rehabilitation of a bridge over river “La Morge” (2004): The bridge was built inthe 1940´s and had a span length of 10 m. UHPC was used to replace thedownstream and upstream curbs and the upper surface of the bridge deck becausethey were in poor conditions due to chloride induced corrosion.• UHPC protection layer on a crash barrier wall: a layer of UHPC was applied tocover the concrete crash barrier walls of a highway bridge in Zürich (Switzerland)in 2006.23
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 24 and 25: Table 2.3Comparison of UHPC materia
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 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
Page 76 and 77: used, as shown in Figure 3.17. A fa
Page 78 and 79: Equation 2.2 and Equation 2.3 were
Page 80 and 81: (a) Steel disks glued to the UHPC s
Page 82 and 83: value to the lowest one in the foll
Page 84 and 85:
Transversal frequency (Hz)255025002
Page 86 and 87:
115113Relative Dynamic Modulus (%)1
Page 88 and 89:
Only those specimens with a grooved
Page 90 and 91:
Table 4.6, continued.MeanMeanCOV,st
Page 92 and 93:
concrete or bond/concrete while for
Page 94 and 95:
surface treatment applied. In contr
Page 96 and 97:
Table 4.8Summary of slant-shear tes
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(a) B(C): Bond due to concrete fail
Page 100 and 101:
3143Bond Capacity, (psi)30002500200
Page 102 and 103:
The different failure modes obtaine
Page 104 and 105:
failures occurred in the concrete s
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property of the concrete has higher
Page 108 and 109:
5.1.1 Combination of Splitting Tens
Page 110 and 111:
5.1.4 Overall performancea. For thi
Page 112 and 113:
mismatch and load eccentricity. Tho
Page 114 and 115:
6 ReferenceAbu-Tair, A. I., Rigden,
Page 116 and 117:
Climaco, J. C. T. S., and Regan, P.
Page 118 and 119:
Graybeal, B., and Tanesi, J. (2007)
Page 120 and 121:
Misson, D. (2008). "Influence of Cu
Page 122 and 123:
Silfwerbrand, J. (1990). "Improving
Page 124 and 125:
7 Appendix: NSC mix designsTable 7.
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Table 7.33rd mix for the splitting
Page 128 and 129:
Table 7.51st mix for the splitting
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Table 7.73rd mix for the splitting
Page 132 and 133:
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
Page 138 and 139:
10 Appendix: Splitting tensile pris
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Table 10.1, continued.128
Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
Page 148 and 149:
Table 10.2Splitting monolithic NSC
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11 Appendix: Slant-shear specimens
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Page 154 and 155:
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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
Page 164 and 165:
End Page 1235Type of UsePortionNumb
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Type of UseIntended publisher of ot
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