DateLaboratory Testing of Portland Cement Concrete Patch Material ...

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Figure 18. Iowa Shear Testing MachineThe concrete core is placed into the shear device on its side, with the bondbetween the two types of concrete lined up between the two plates (left).While the back (lower) plate remains stationary, the front (upper) plate pullsupward until the bond breaks (right).The concrete-to-concrete bond strength was calculated by dividing the maximum load atshear failure by the cross-sectional area of the core. The average bond strength of allthree cores was calculated for each concrete sample and the results are shown in Table 12below. All of the modified patch material samples had higher bond strengths than theMn/DOT 3U18 control. The patch material containing Type K cement had the highestbond strength followed by the Tetraguard AS20, with bond strengths of 1044 and 994 psi,respectively. However, the results of all the materials are acceptable, as a minimum bondstrength of 200 psi is generally considered sufficient.Table 12. Concrete-to-Concrete Bond Strength Test ResultsSAMPLE MODIFIED PATCH SHEAR STRENGTHNUMBER MATERIAL DESCRIPTIONS (PSI)1 Mn/DOT 3U18 (Control) 8272 Mn/DOT 3U18 w/ Type K Cement 10443 Mn/DOT 3U18 w/ Komponent 8754 Mn/DOT 3U18 w/ Denka #20 (50.56 lb/yd 3 or 30 kg/m 3 ) 84510 Mn/DOT 3U18 w/ Tetraguard AS20 99433
- 5.2.7 Phase II Test Results Summary -The patch materials containing the Type K cement and the Komponent (Samples 2 and 3)failed to meet the testing requirements during Phase II testing, due to poor freeze/thawdurability results. The Type K cement modified material also showed an extremely highpermeability rate, which could result in durability problems if used in DBR projects,depending on the permeability of the existing concrete. The Komponent modifiedmaterial also showed greater shrinkage than the control in the length change test.At the conclusion of the laboratory testing, the following two patch materials met thetesting requirements and showed less shrinkage than the Mn/DOT 3U18 control:• Sample 4: Mn/DOT 3U18 w/ Denka CSA #20 (50.56 lb/yd 3 or 30 kg/m 3 ) 11 and• Sample 10: Mn/DOT 3U18 w/ Tetraguard AS20.5.3 Phase III TestingThis testing phase was comprised of just one test and evaluated only the concrete curingcompounds.- 5.3.1 Water Retention -Following the procedure outlined in ASTM C 156, the water retention of concrete coatedwith a curing compound was measured. As explained in the ASTM Standards, “This testmethod gives the user a measure of the ability of tested curing materials to impede theescape of moisture from a hydraulic-cement mortar.” As mentioned earlier, retaining themoisture in fresh concrete promotes the hydration process and if it is not done effectively,negative effects such as shrinkage and cracking can result.For this test, 6-inch wide, 12-inch long, 2-inch deep molds were filled with standard mortar.The curing compounds were applied at a rate of 200 ft 2 /gal to the 72-in 2 surface area. Theinitial mass of the standard mortar with the applied curing compound was recorded and thenthe specimen was placed in a curing cabinet. After 72 hours, the final mass of the mortar and11 In the future, if Denka CSA #20 is unattainable, it is believed that Denka CSA 100R would be anacceptable substitute based on good test results in Phase I.34
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 and 14: manufactured by Perstorp Polyols, I
Page 15 and 16: Performance results reported by the
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: - 5.2.6 Concrete-to-Concrete Bond S
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

DateLaboratory Testing of Portland Cement Concrete Patch Material ...

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