DateLaboratory Testing of Portland Cement Concrete Patch Material ...

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Figure 2. Expanded Slate and ShaleLightweight Fine AggregateThe expanded slate and shale lightweight fineaggregate, as shown above, replaces a portionof the fine aggregate (i.e. sand) to internallycure the concrete.3.5 Poly-Alphamethylstyrene-Based Concrete Curing CompoundPreventing the evaporation of water from concrete is an important element in minimizingshrinkage. A concrete curing compound with high water retention is extremely important;especially for a concrete mix with a low w/c. WisDOT restricts the water loss forconcrete curing compounds to no more than 0.11 lb/ft 2 (0.55 kg/m 2 ) in 72 hours. 5 Theconcrete curing compound used on the STH 13 dowel bar retrofit (Sealtight 1600-White,manufactured by W.R. Meadows) typically allows a water loss of approximately 0.06lb/ft 2 (0.30 kg/m 2 ) in 72 hours when tested by the WisDOT Materials Testing Laboratory.The manufacturer of Sealtight 2255-White, the poly-alphamethylstyrene-based concretecuring compound selected for this study, states that Sealtight 2255-White allows evenless water loss, with a typical water loss of 0.04 lb/ft 2 (0.21 kg/m 2 ) in 72 hours (W.R.Meadows, 2002).5 WisDOT Standard Specifications for Highway and Structure Construction, 2004 Edition, Section 415.2.4(in conformance with AASHTO M 148).7
Performance results reported by the California Department of Transportation (Caltrans)and the Minnesota Department of Transportation (Mn/DOT) indicate that concrete curingcompounds with resin composed of 100 percent poly-alphamethylstyrene show excellentwater retention (Vandenbossche, 1999). In fact, largely due to Mn/DOT's experience,WisDOT’s DBR warranty specification requires the use of a concrete curing compoundthat is a resin of 100 percent poly-alphamethylstyrene with a water loss of no more than0.08 lb/ft 2 (0.40 kg/m 2 ) in 72 hours.4.0 PROJECT OVERVIEWThis research study involved laboratory testing only; no field testing was conducted. Alltests were performed in an AASHTO accredited lab under the supervision of WisDOT’schief concrete engineer, Jim Parry.4.1 Standard Mn/DOT 3U18 Concrete MixThe control mix for this research study was based on the design for the Mn/DOT 3U18concrete mix. Mn/DOT uses a mix numbering system to classify concrete. The first digitdesignates the type of concrete (i.e. whether or not it includes an air entrainer), the seconddigit designates the grade of concrete (i.e. its design strength), the third digit designatesthe upper slump limit of the concrete, and the fourth digit designates the gradation rangeof the aggregate.As shown in Figure 3 on the following page, 3U18 concrete is designated as Type 3concrete (not to be confused with Type 3 cement), which means it contains an approved airentraining admixture to produce a specified air content of 4 to 7 percent. It is classified asGrade U concrete, so it has an anticipated compressive strength of 5600 psi at 28 days.The concrete is allowed a maximum slump of 1 inch and it is composed of coarseaggregate from Range 8. This aggregate gradation consists of the CA-80 coarseaggregate, which represents coarse aggregate sizes smaller than 3/8-inch. Although notdesignated in the mix numbering system, fine aggregate is also included in the 3U18 mix.8
Page 1 and 2: REPORT NUMBER: WI-01-04LABORATORY T
Page 3 and 4: LABORATORY TESTING OF PORTLAND CEME
Page 5 and 6: TABLE OF CONTENTSTechnical Report D
Page 7 and 8: Table 12. Concrete-to-Concrete Bond
Page 9 and 10: Table 1. Rapid Setting Concrete Pat
Page 11 and 12: addition to these techniques, which
Page 13: manufactured by Perstorp Polyols, I
Page 17 and 18: 4.4 Concrete Curing CompoundsTable
Page 19 and 20: - 5.1.3 Air Content -The concrete s
Page 21 and 22: Figure 5. Time of Set Test Results2
Page 23 and 24: The change in height test results a
Page 25 and 26: - 5.1.6 Compressive Strength -A set
Page 27 and 28: Mn/DOT 3U18 (CONTROL) Mn/DOT 3U18 w
Page 29 and 30: - 5.1.7 Phase I Test Results Summar
Page 31 and 32: - 5.2.2 Compressive Strength -Since
Page 33 and 34: 26Figure 12. Length Change Test Res
Page 35 and 36: The freeze/thaw test results, which
Page 37 and 38: any dirt or epoxy. Then, the specim
Page 39 and 40: - 5.2.6 Concrete-to-Concrete Bond S
Page 41 and 42: - 5.2.7 Phase II Test Results Summa
Page 43 and 44: Table 14. Cost ComparisonADDITIVE/A
Page 45 and 46: The patch material containing Denka
Page 47 and 48: feasible, all test sections will be
Page 49 and 50: Roberts, J. W. (April 23, 2002) Imp
Page 52 and 53: Mn/DOT 3U18 (Control)PHASE I: MIX D
Page 54 and 55: Mn/DOT 3U18 (Control) (Continued)PH
Page 56 and 57: Type K Cement (Continued)PHASE I: M
Page 58 and 59: KomponentPHASE I: MIX DESIGNS AND T
Page 60 and 61: Denka CSA #20 (42.14 lb/yd 3 or 25
Page 62 and 63: Denka CSA 100R (42.14 lb/yd 3 or 25
Page 64 and 65:
Peramin SRA330 (Continued)PHASE I:
Page 66 and 67:
Eclipse PlusPHASE I: MIX DESIGNS AN
Page 68 and 69:
Eclipse Plus (Continued)PHASE I: MI
Page 70 and 71:
SolitePHASE I: MIX DESIGNS AND TEST
Page 72:
HydrocurePHASE I: MIX DESIGNS AND T
Page 76 and 77:
Mn/DOT 3U18 (Control)PHASE II: MIX
Page 78 and 79:
Type K CementPHASE II: MIX DESIGNS
Page 80 and 81:
KomponentPHASE II: MIX DESIGNS AND
Page 82 and 83:
Denka CSA #20 (50.56 lb/yd 3 or 30
Page 84 and 85:
Tetraguard AS20PHASE II: MIX DESIGN
Page 86:
APPENDIX C:ADDITIONAL TESTING OFSAT
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