compatibility of ultra high performance concrete as repair material

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Table 4.6, continued.MeanMeanCOV,strength,Prism (strength+failure mode)strength, COVcasecasespecimenstudyN A B C Dstudy1 538 C 620 C 486 C 605 B/C 562 11.1Chw/o 2 527 B/C 563 C 610 C 603 C 575 6.73 570 C 673 C 696 C 568 C 627 10.8 588 10.1Ch 1 757 C 674 C 701 C 619 C 688 8.4300 2 655 C 559 C 632 C 687 C 634 8.6FT3 676 C 637 C 611 C 627 C 638 4.3 653 7.8Ch 1 718 C 582 B/C 651 B/C 529 B 620 13.2600 2 605 B/C 647 C 654 C 443 B/C 587 16.8FT3 647 C 513 C 625 C 547 B/C 583 10.9 597 12.9Ch 1 592 B/C 610 C 538 B/C 743 C 621 14.0900 2 600 C 653 C 658 C 629 C 635 4.2FT3 682 C 609 C 741 C 701 C 683 8.1 646 9.61 722 G 634 G 630 G 774 G 690 10.2Grw/o 2 584 G 636 G 569 G/C 606 G/C 599 4.83 733 G/C 736 G/C 688 G/C 1037 G/C 798 20.1 696 18.1Gr 1 984 G 749 C 649 C 465 C 712 30.4300 2 851 G/C 714 G/C 803 G/C 775 G/C 786 7.3FT3 894 G 731 G 926 G/C 1338 G 972 26.5 823 25.8Gr 1 858 G/C 873 G/C 839 G/C 834 G/C 851 2.1600 2 792 G/C 799 G/C 814 G/C 764 G/C 792 2.6FT3 889 G/C 936 G/C 848 G/C 973 G/C 912 6.0 852 7.1Gr 1 768 G/C 847 G/C 909 G/C 1284 G/C 952 24.0900 2 1183 G/C 950 C 852 G/C 831 C 954 16.9FT3 894 G/C 751 G/C 948 G/C 1183 G/C 944 19.0 950 18.3Note: N: number of the specimen, Sb: sandblasted, Br: brushed, Sm: smooth, Ch: chipped, Gr: grooved,w/o: without freeze-thaw cycles, FT: freeze-thaw cycles, C: failure in the concrete, B: failure in the bond,B/C: mixture failure between bond and concrete, G: failure in the grooves, G/C: mixture failure betweenbond and grooves. In Sb W/o, N 1, prism A, the load was removed before splitting of the prism. Strength inpsi.Table 4.7 shows the results of 14 monolithic NSC specimens that were cast for use as abenchmark to assess the quality of the bond. These samples were subjected to the sameconditions as those of the composite specimens. The validity of this test is demonstratedby the similitude of the splitting tensile strengths obtained with the experimental program(Table 4.7) with the indirect tensile strengths estimated from Equation 4.1 (Table 4.2).78
w/o600FTNMeanstrength,specimenTable 4.7Summary of indirect tensile strength monolithic NSC sample resultsCOV,specimenMeanstrength,casestudyCOV,casestudyNMeanstrength,specimenMeanCOV, strength,specimen casestudyCOV,casestudy1 678 8.61 710 6.43002 655 14.3 705 6.7649 12.9 FT2 751 2.93 614 16.9 3 661 4.84 709 6.81 672 11.11 661 9.79002 673 6.3 674 9.2 2 663 8.1 677 9.3FT3 701 7.2 3 706 10.84 640 11.9Note: N: number of the specimen, w/o: without freeze-thaw cycles, FT: freeze-thaw cycles. Strength in psi.In the splitting tensile test, the bond interface is subjected to the greatest tensile stress inthe specimen. It should be emphasized that when the failure of the composite prism takesplace in the concrete substrate, the bond strength is considered greater than the failurestress of the sample. Only in the cases in which failure occurred fully in the bond thatstress value can be taken as the bond strength. Figure 4.7 shows the different failuremodes considered in this study. Pictures of all tested splitting tensile composite prisms,cast on saturated conditions, and monolithic prisms can be found in the Appendixes.(a) G/C: groove-concrete. (b) G: grooved. (c) B/C: bond-concrete.(d) C: concrete. (e) B: bond. (f) Failed prism samples.Figure 4.7 Representative failure modes of composite specimens for the splitting tensile testFigure 4.8 represents the amount of failures according to the different modes and sortedout by the different case study. The values are obtained from Table 4.7. It can be statedthat for sandblasted, chipped and smooth surfaces the predominant failure mode is79
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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
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2.1.3.4 Environmental Impact of UHP
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1997). Emmons and Vaysburd (1996) d
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e) ConstructabilityIt is recommenda
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Table 2.5, continuedCementitious ma
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• Rehabilitation of a bridge pier
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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 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
Page 130 and 131: Table 7.73rd mix for the splitting
Page 132 and 133: Figure 8.2 Concrete retarder inform
Page 134 and 135: Table 9.1, continued.BrBr w/oBr 300
Page 136 and 137: Table 9.2, continued.TrialBrushed 6
Page 138 and 139: 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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