compatibility of ultra high performance concrete as repair material

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Table 4.8Summary of slant-shear test at 8 daysf c (psi) of bothmaterials atthe age oftestingAveragebondstrength(psi)BondFailureFailure capacityAngle load Area mode (psi)(°) (lbf)N(in 2 )τ σ NSC UHPC τ σCOV(%)of τBr-60-8dBr-70-8dSb-60-8dSb-70-8dR-60-8dR-70-8dGr-60-8dGr-70-8d1 59.9 62064 12.1 C 2233 1295 6460 152862 59.3 59961 12.7 C 2080 1237 6460 152863* 59.8 75884 12.2 C 2705 1577 6460 152864* 60.6 68358 12.5 C 2338 1316 6460 152861* 70.6 59404 12.9 B(C) 1442 508 6460 152862* 71.5 74075 12.5 B(C) 1780 596 6460 152863* 70.1 76855 12.6 B(C) 1948 707 6460 152864* 70.9 74027 12.4 B(C) 1856 644 6460 152861 60.2 95559 12.3 C 3355 1925 8112 183532 60.2 89540 12.2 C 3158 1809 8112 183533 60.4 87373 12.5 C 3000 1708 8112 183534 61.0 90749 12.6 C 3060 1697 8112 183531 71.4 87053 12.2 C 2161 727 8112 183532 70.8 87557 12.5 B/C 2182 760 8112 183533 71.1 85920 12.5 C 2107 722 8112 183534 72.0 87600 12.6 C 2047 665 8112 183531 60.1 63477 12.8 C 2143 1233 6607 178882 60.5 68767 12.5 C 2362 1337 6607 178883 61.7 79633 12.7 C 2609 1405 6607 178884 62.1 86842 13.0 C 2769 1466 6607 178881 70.8 70679 12.5 C 1756 612 6607 178882 70.7 75175 12.5 C 1881 658 6607 178883 71.6 70325 12.5 C 1689 561 6607 178884 69.7 67637 12.7 C 1735 642 6607 178881* 59.6 66349 12.3 C 2356 1385 6460 152902* 59.9 79776 12.7 C 2727 1581 6460 152903* 61.3 78039 12.6 C 2612 1428 6460 152904* 60.3 72565 12.6 C 2483 1415 6460 152901* 69.9 77983 12.3 C 2047 750 6460 152902* 68.8 65735 12.4 C 1788 695 6460 152903* 68.9 40961 12.3 B(C) 1122 433 6460 152902339 1356 11.41757 614 12.63143 1785 4.92124 719 2.82471 1360 11.11765 618 4.62545 1452 6.31634 628 23.94* 68.1 58461 12.8 C 1578 633 6460 15290Note: N: number of the specimen, Br:brushed, R:rough, Sb:sandblasted, Gr:grooved, τ: tensile stress, σ:compressive stress,f c :compressive strength, d:days, C:concrete, B(c):Bond due to concrete layer, B/C:bondand concrete, *:a small portion of concrete was cut and discarded.84
Table 4.9Summary of slant-shear test at 2-3 daysBr-55-3dBr-60-3dGr-70-3dFailureload(lbf)FailuremodeBondcapacity(psi)f c (psi) of bothmaterials atthe age oftestingAveragebondstrength(psi)AngleArea(°)(in 2 )N τ σ NSC UHPC τ σ1* 54.4 63832 12.2 C 2480 1773 8244 122982 54.5 59562 12.5 C 2254 1607 8244 122983* 54.6 64269 12.4 C 2439 1734 8244 122984 53.9 84925 12.8 C 3168 2310 8244 122981 61.1 57207 12.4 Cohes. 1948 1077 8112 116882 61.6 65310 12.1 C 2256 1220 8112 116883 61.3 67608 12.2 C 2330 1278 8112 116884 60.7 65805 12.1 Cohes. 2325 1307 8112 116881* 72.5 53914 12.2 Cohes. 1270 402 8112 113622* 70.3 62628 12.2 B(UHPC) 1624 582 8112 113623* 71.3 66373 12.4 B/C 1618 547 8112 113624* 75.0 48120 12.2 B/C 986 265 7282 12638COV(%)of τ2585 1856 15.52215 1220 8.21375 449 22.4R-70-3d1* 68.4 50968 12.4 C 1403 556 7282 12298 1403 556 -R-55-3d1 54.2 73861 12.2 C 2870 2070 7282 122982* 54.3 58876 12.7 C 2195 1577 7282 122983 54.9 59436 12.9 C 2175 1530 7282 122984 53.9 66482 12.8 C 2472 1800 7282 122982428 1744 13.4Br-55-2dBr-70-2d1 54.1 22575 12.5 UHPC 859 621 8112 11688 859 621 -1 69.6 18442 12.2 B(UHPC) 495 185 8112 116882 71.3 19447 11.9 B(UHPC) 496 168 8112 11688 489 172 2.43 71.1 19107 12.3 B(UHPC) 475 163 8112 11688R-55-2d1 54.4 19590 12.3 UHPC 752 539 6607 11688 752 539 -Note: N: number of the specimen, Br:brushed, R:rough, Sb:sandblasted, Gr:grooved, τ: tensile stress, σ:compressive stress,f c :compressive strength, d:days, C:concrete, B(UHPC):Bond due to UHPC layer,B/C:bond and concrete,Cohes.: a general failure along the specimen *:a small portion of concrete was cutand discarded.85
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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
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apparatus will measure the shear st
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substrate while the scarifying meth
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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 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
Page 140 and 141: Table 10.1, continued.128
Page 146 and 147:
Table 10.1, continued.134
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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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