THE DESIGN OF POROUS PAVEMENT SHOULDERS AT RICHMOND INTERNATIONAL AIRPORT 33 rd Annual Airports...
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Transcript of THE DESIGN OF POROUS PAVEMENT SHOULDERS AT RICHMOND INTERNATIONAL AIRPORT 33 rd Annual Airports...
THE DESIGN OF POROUS PAVEMENT SHOULDERS
AT RICHMOND INTERNATIONAL AIRPORT
33rd Annual Airports Conference
March 3, 2010 – Hershey, PA
Presented by: H. D. Campbell, Jr., P.E.
Campbell & Paris Engineers
PROJECT DESCRIPTION
• THE PROJECT Design and construct a 35’ porous pavement shoulders at RIC along
new Taxiways A & E. Design period – 1994. Construction period – 1995 - 1996
• THE PURPOSEThe airport is unable to provide adequate storm water retention areas for the new taxiway paved areas within present property limits. Another method of reducing the storm water time of concentration must be provided.
• THE SOLUTIONProvide 35’ wide porous pavement shoulders along each edge of the new taxiways
DESIGN
• METHODOLOGY, BACKGROUND & SITE CONDITIONS
WADO requests feasibility study for justification approval
Post development runoff must not exceed pre development
Concerns arise over bird strike potential with existing basins
Poor draining soils at the site
• SOIL MOISTURE AND WATER TABLE FACTORS
SC and SM soils throughout site
Natural moisture at 15% and above
CL layer underlying area creates perched water table
Site of War Between the States Battle Field
DESIGN
• STORM WATER QUANTITY AND QUALITYIntercept first 15 minutes of runoff washing over pavementLimit post development flows to pre development valuesMaintain quantity/quality of water in existing basins
• PROVIDE FOD PROTECTION FOR GROUP 5 AIRCRAFT35’ Shoulder Pavement Protection for Outboard Engines
• STRUCTURAL DESIGN OF THE SHOULDER PAVEMENTUse 1990s AC 150/5300 for annual 2 passes of 125K dual gear landing gear configuration (250K MTOW dual gear aircraft)
DESIGN
• STRUCTURAL DESIGN OF POROUS SHOULDER SURFACE No FAA standard in 1990s
Surface Course to be P-402 3/4 to 1 inch in thickness with known performance and availability
Make up difference in surface course deficiency with stabilized base
DESIGN
• STRUCTURAL/FUNCTIONAL DESIGN OF POROUS BASE/SEPARATION LAYERPorous base divided into base placed directly below the P-402 and the separation layer placed on the subgrade and below the base course
Porous base #57 aggregate stabilized with cement at W/C ratio of 0.37 for structural purposes. The separation layer is #68 non stabilized aggregate
Thickness of 17” based on permeability of layers
Minimum permeability set for 3000 foot per day (FPD) based on cement stabilized layer
Time of concentration for 17” layer at 35’ wide was 17 minutes for a 20 year storm
Lateral drains placed at 300’ intervals drain to paved ditch
POROUS SHOULDER CONSTRUCTION
POROUS SHOULDER CONSTRUCTION
POROUS SHOULDER CONSTRUCTION
DESIGN
• FINAL PAVEMENT DESIGN SECTION ¾-1 inch P-402 Porous Friction Course
9 inches AASHTO # 57 Cement Stabilized Aggregate (at at W/C ratio of 0.37)
7 inches AASHTO # 68 Separation Layer
• PERFORMANCE In service since 1996 with no adverse reports
QUESTIONS?
• Thank you for your time