compatibility of ultra high performance concrete as repair material

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Equation 2.2 and Equation 2.3 were used to estimate the combination of compressive andshear stresses along the interface that produce the failure of the composite samples.Figure 3.18 shows the compressive machine utilized and two composite specimensduring the loading test.(a) Compressive machine for theslant-shear testFigure 3.18 Set up of the slant-shear test(b) Specimen with roughsurface duringloading test(c) Specimen withgrooved surfaceduring loading test3.7.3 Pull-off testThis test determines the weakest tensile strength between the overlay material, bondinterface and substrate. The main steps are to core the composite sample perpendicularlyto the surface, to prepare the overlay surface, to glue the steel disk onto the sample and toapply a tensile force on the sample until failure.The composite beams were kept in ambient conditions in the laboratory from demouldinguntil the testing day. The test was performed according to ASTM C 1583. The testspecimen was obtained by drilling a core of 2 in depth into and perpendicular to thesurface. The equipment used to produce the shallow core was a 2 in inside diameter wetcut diamond core bit fitted on a Milwaukee Dymorig coring rig, as shown Figure 3.19.a.The diameter of several cores was measured, obtaining constantly a value of 2 in. Allcores were drilled between 7 and 8 days after casting the overlay material. After drillingthe core, the UHPC surface was brushed by means of a cordless drill with a metallicbrush. The surface was clean and generally flat but with some steel fibers incrusted on it.66
The following step was to glue the steel disk of 2 in diameter to the UHPC surface. Forthat, a rapid setting adhesive was used. The chosen epoxy adhesive was Scotch-WeldTMDP100 Plus Clear provided by 3M Company. The adhesive applicator is shown in Figure3.19.b. The adhesive was carefully placed in the UHPC surface so that the epoxy did notrun down the side of the specimen into annular cut and thereby not producing anyinterference in the results. To ensure the proper adhesion of the steel disk to the overlaysurface, the disk was pressed against the overlay surface for 4 min. If there was someexcessive adhesive along the border of the steel disk, it was removed. The loading teststarted one day after gluing the disk to the overlay.(a) Drilling rig(b) Adhesive to glue the steel disk to the overlay surfaceFigure 3.19 Preparation of the pull off specimenThe DYNA Pull-off Tester Type Z16 was used to apply the vertical force. Figure 3.20shows three steel disks glued to the UHPC surface and the pull off tester. The tensileforce was applied by moving the crank, therefore, the load rate was applied manually.ASTM C 1583 recommends to apply the tensile stress constantly at a rate of 5 ±2 psi/s;however, due to the difficult of applying the load manually a constant rate, the rateapplied was 50 ±20 psi in intervals of 10 s with the help of a timer. The failure load andfailure mode were recorded from each test specimen. Equation 3.2 was used to calculatethe tensile strength. Some disks broke away from overlay surfaces at the beginning of theloading phase showed a poor adhesion to UHPC. This is explained due the fact that thesteel fibers pushed up the steel disk during the first minutes after applying the adhesive.The test was repeated in those samples that failed on epoxying coating.67
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COMPATIBILITY OF ULTRA HIGH PERFORM
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Table of ContentsList of Figures ..
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4.3.2 Discussion ..................
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Figure 3.14 CSP index .............
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Table 4.7 Summary of indirect tensi
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List of AbbreviationsACI.AFtASTM.CO
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1 Introduction and MotivationCurren
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2 Background and Literature ReviewT
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spaces and to decrease the amount o
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water/binder=constantChoose steel f
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UHPC formulations and provides a se
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Table 2.3Comparison of UHPC materia
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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
Page 76 and 77: used, as shown in Figure 3.17. A fa
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
Page 98 and 99: (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
Page 106 and 107: 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.
Page 126 and 127: 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
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10 Appendix: Splitting tensile pris
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Table 10.1, continued.128
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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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