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Pervious Concrete Pavement 4825 Butler Road, Glyndon Maryland

Pervious Concrete Pavement 4825 Butler Road, Glyndon Maryland. Demonstration Panel October 12, 2007. Pervious Concrete Pavement 4825 Butler Road, Glyndon Maryland. Pervious Concrete Pavement 4825 Butler Road, Glyndon Maryland. Pervious Pavement Section. Underdrains. Inlet Detail.

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Pervious Concrete Pavement 4825 Butler Road, Glyndon Maryland

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  1. Pervious Concrete Pavement4825 Butler Road, Glyndon Maryland

  2. Demonstration PanelOctober 12, 2007

  3. Pervious Concrete Pavement4825 Butler Road, Glyndon Maryland

  4. Pervious Concrete Pavement4825 Butler Road, Glyndon Maryland

  5. Pervious Pavement Section

  6. Underdrains

  7. Inlet Detail

  8. Observation Wells

  9. Pervious Concrete Pavement4825 Butler Road, Glyndon Maryland Work In Progress

  10. Specifications and Testing forPervious Concrete • Rod Meyers, P.E., CDT, BASF • Matt Cockerham, North Star

  11. Specifications and Testing forPervious Concrete • Desired Plastic Properties • Desired In Place Properties • Common Specification Provisions

  12. Desired Plastic PropertiesBatching Consistency ASTM C 143, Slump Test, does not apply

  13. Desired Plastic PropertiesStable Paste • Improves permeability • Improves abrasion resistance • Improves cold weather durability

  14. Desired Plastic PropertiesWorkability • Maintains w/cm • Permits timely unloading, placement, finishing, and curing

  15. Desired In Place PropertiesPercolation 3 to 5 gal/ft2/min = 288 in./hr to 480 in./hr = 4.8 in./min to 3.2 in/min

  16. Desired In Place PropertiesPercolation • ASTM developing test method to measure percolation • Constant head method

  17. Percolation as a Function of Void Content

  18. Measuring VoidsTesting Fresh Density • Sample in accordance with ASTM C 172 • Sample every 100 cubic yards • Within +/- 5 lb/ft3 of specified density

  19. Testing Fresh DensityASTM C1688 Density and Void Content of Freshly Mixed Pervious Concrete • 0.25 ft3 measure (standard air pot) • Standard Proctor Hammer • Fill in two lifts • Drop hammer 20 times/lift

  20. Testing Fresh DensityAlternate Methods • ASTM C29 Jigging Procedure • ASTM C138 Rodding Procedure • Filling an empty unit weight bucket

  21. Testing Fresh DensityComparing Methods

  22. Usable Voids vrs. Gravimetric VoidsEffective Porosity vrs. Total Voids Usable Voids, % = 0.898 * (Gravimetric Voids, %) – 3.1

  23. Usable Voids vrs. Gravimetric Voids A 4 inch thick pervious pavement with 15% usable (effective) voids will store 0.60 inches of rainwater (4” * 0.15 = 0.60”)

  24. Desired In Place PropertiesMechanical Strength • Rigid Pavement • Flexural Strength

  25. Compressive Strength vrs. Void Content

  26. Flexural Strength vrs. Void Content Flexural Strength, Fmr = 832.8 – 20.3 * (void content, %), psi

  27. Pavement Serviceability • AASHTO Road Test • Relationship between serviceability and load repetitions

  28. Designing Pavements to Account for Fatigue

  29. Estimating Flexural Stress ACI 330 Guide for The Design and Construction of Concrete Parking Lots

  30. Desired In Place PropertiesAbrasion Resistance • Strong, dense surface • Good curing

  31. Desired In Place PropertiesCold Weather Durability • Freeze-thaw Durability • Frost Heave

  32. Frost Heave • Frost Penetration Depth in MD = 30” • FAA recommends 65% of the frost depth contain non-frost-susceptible material • For 30” FPD, depth of pervious material (concrete plus base) shall be 20 inches

  33. Cold Weather Durability • ASTM C 666 testing has indicated low durability • Field service says otherwise

  34. Mix Design Development for Pervious Concrete in Cold WeatherSponsored by:Iowa Department of Transportation National Concrete Technology Pavement Technology CenterIowa Concrete Paving Association

  35. Conclusions • Failure due to freeze-thaw cycles are the result of aggregate deterioration or cement paste matrix failure • Sand, latex and air entrainment admixture improved freeze-thaw durability

  36. The Effect of Coarse Aggregate on the Freeze-Thaw Durability of Pervious ConcreteJohn T Kevern, University of Missouri-Kansas CityKejin Wang, Iowa State UniversityVernon R Schaefer, Iowa State University

  37. Conclusion and Recommendations Aggregate absorption has the greatest effect on freeze-thaw durability

  38. Review of Maryland Aggregates

  39. Suggested Methods to Improve Cold Weather Durability • Use 8” to 24” of Open Graded Base • Use Sound Aggregates • Use Air Entraining Admixture • Use 5 to 10% Fine Aggregate • Place perforated PVC pipe in base to capture and remove water

  40. SpecificationsCommon Provisions

  41. Contractor QualificationsOptions – On Site • 1 NRMCA Certified Pervious Concrete Craftsman • 3 NRMCA Certified Pervious Concrete Installers • 5 NRMCA Certified Pervious Concrete Technicians

  42. Pre-paving Conference • Within two weeks of first placement • In attendance: Owner’s Representative Contractor Concrete Supplier Concrete Foreman Testing Agency

  43. Test Panel • Minimum 225 ft2 • Use proposed mix design and materials • Use proposed placement equipment • Include at least one typical joint

  44. Test Panel • Fresh density: with +/- 5.0 lb/ft3 • Three cores: average thickness not more than ¼” less or 1.5” more than specified thickness • Single core: not more than ½” less than specified thickness

  45. Testing Thickness • Average of three cores more than 1-1/2” greater than specified thickness • No single core more than ½” less than specified thickness

  46. Testing Thickness • Three cores per 5,000 ft2 • Average of three cores not more than ¼” less than specified thickness

  47. Testing In Place Density • Three cores per 5,000 ft2 • Minimum nominal diameter of 4 inches • Measure density in accordance with ASTM C140 • Hardened density shall be within +/- 5% of approved hardened density from test panels

  48. Subgrade Preparation • Maintain final subgrade elevation • Permeability testing: Portland Cement Association recommends: Soils with a percolation rates of ½ in/hr. ASTM D 3385, Double-ring Infiltrometer testing • Subgrade support: minimum density of 92% maximum dry density • Subgrade in moist condition within 3% of optimum moisture content

  49. Base Materials • Open graded aggregate • 30% to 40% void content • Elevation of base shall be maintained during placement of concrete.

  50. Concrete Materials • Comply with ASTM C 94 • Aggregates – Max. size 1/3” thickness • Aggregates – Use 3/8” maximum size • Admixtures for controlling hydration may be used and facilitate handling of plastic concrete

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