compatibility of ultra high performance concrete as repair material

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(a) Concrete substrate under water for24 hours before placing the overlaymaterialFigure 3.16 Composite splitting tensile specimen casting process3.7 Testing procedure(b) Concrete substrate under water for 24hours before placing the overlaymaterialThis section describes the main steps followed to subject the composite samples to thedifferent loading configurations: indirect tensile stress, compression-shear stress anddirect tensile stress.3.7.1 Combination of Splitting Tensile Test with Freeze-Thaw CyclesThe aim of this test was to evaluate how the exposure to freeze-thaw cycling of thecomposite systems made up of UHPC and NSC affects the bond strength between bothmaterials.3.7.1.1 Freeze-thaw cyclingThose samples which were subjected to freeze-thaw cycles were cured in ambient air forat least 14 days prior to testing according to ASTM C 666, Procedure B. The differencebetween the Procedure B and Procedure A is that the samples are frozen in air andthawed in water in the Procedure B while in the Procedure A the samples are frozen andthawed in water. Table 3.8 summarizes the age of samples when they were put in thefreeze-thaw chamber and the age at load testing. The samples were under ambientconditions (68-72°F and 15-25 % RH) in the lab except that time that they were insidethe chamber.62
Table 3.8Composite sample ages for the freeze-thaw cycles and indirect tensile loadingBatch FT test starting (age in days) Loading test (age in days)Dry Substrate, w/o FT cycles Not applicable NSC:270-278 UHPC:221-231Dry Substrate, 300 FT cycles NSC: 94 UPHC:37-55 NSC:270-278 UHPC:221-231Wet Substrate, w/o FT cycles Not applicable NSC:278-280 UHPC:185-186Wet Substrate, 300 FT cycles NSC: 111 UHPC:17-18 NSC:278-280 UHPC:185-186Wet Substrate, 600 FT cycles NSC:278 UHPC:157-159 NSC:417 UHPC:296-298Wet Substrate, 900 FT cycles NSC:278 UHPC:157-159 NSC:417 UHPC:296-298Monolithic, w/o FT cycles Not applicable NSC: 227-228Monolithic, 300 FT cycles NSC: 36 NSC: 227-228Monolithic, 600 FT cycles NSC:175 NSC:314Monolithic, 900 FT cycles NSC:175 NSC:314The equipment used for the freeze-thaw cycling test was a 80-specimen Scientempfreeze-thaw chamber, as shown in Figure 3.17. The chamber needs to be filled with 80samples for the proper performance, therefore, dummy specimens were used to maintaina full-load of the chamber. The set up heating/cooling rate was inside the limitsestablished by ASTM C 666. Approximately, one cycle of freeze-thaw was completed in3 hours. All samples (300, 600 and 900 freeze-thaw cycles) were removed from thechamber in a thawed condition, at approximately 40°F, at intervals not exceeding 36cycles and placed in a different place inside the chamber to offset slight variations oftemperature inside the chamber. Measurements of the fundamental transverse frequencyand mass of those samples that were subjected to 300 freeze-thaw cycles were taken eachtime that the samples were shifted. However, some issues with the frequency sensorprevented taking these measurements in intervals shorter than 36 cycles with the samplessubjected to 600 and 900 cycles although. The frequency was taken according to ASTMC 215-02- Fundamental Transverse, Longitudinal, and Torsional Frequencies of ConcreteSpecimens” with the exception that the hammer impact was a slightly different due to thefact that the specimens were composed of two materials. A precision weighted steelimpact hammer, an accelerometer to measure the dynamic response of the specimen anda 2 in thick Styrofoam pad to dampen any potential external frequency interference were63
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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
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 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 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
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
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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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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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