Pervious Pavement Systems
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1 Pervious Pavement Systems Section 11.4 of the proposed storm water Rule as of ppt Co staff on Power Point file na ame: Pervious Pave ement System Prese entation to Sarasota A Research Update Presented to Credit to Manoj Chopra, P.E., Ph.D. University of Central Florida Department of Civil and Environmental Engineering (407) chopra@mail.ucf.edu Hank Higginbotham, P.E. Southwest Florida Water Management District Tampa Service Office, (Florida only) , x2001 (Local) hank.higginbotham@swfwmd.state.fl.us Presented by: Marty Wanielista, P.E., Ph.D. University of Central Florida Stormwater Management Academy (407) wanielis@mail.ucf.edu
2 Past History Pervious Pavement Fair / Poor in most cases due to: Design errors (poor soil conditions not taken into account, or placement of pervious pavement in high traffic volume / heavy wheel load areas, or areas of frequent turning movements regardless of wheel loads). Construction problems and poor product (incorrect mix and specialized construction crews were NOT utilized as recommended by the product manufacturer). Improper maintenance (failure to prevent silts & sands from plugging the pervious pavement void spaces). Slide #2
3 Recent Improvements - Pervious Pavement Much better due to: Improved Products Better construction supervision (using specialized construction crews that are trained / certified by the product manufacturer). Better designs and maintenance procedures (through information / training sessions such as these, plus more University Research (i.e. the UCF Stormwater Management Academy) Slide #3
4 Typical Pervious Pavement Section NOT recommended has to potential to hide system failures. The recommended replacement will be discussed later in this presentation. NOT recommended The recommended replacement will be discussed later in this presentation. Source: Storm Water Technology Fact Sheet Porous Pavement, EPA 832-F , September, d83004fd8ed!opendocument Slide #4
5 How & why ypervious pavement will be important in the proposed statewide storm water Rule The carrot approach. Slide #5
6 Advantages of a pervious pavement design: One of the alternate Low Intensity Development (LID) treatment train methods to provide additional water quality retention volumes up-gradient of a wet detention pond. On small projects, can be used to retain the entire required water quality retention volume (additional construction costs $$$ may be incurred for this option). If additional $$$ are invested, can be used to reduce storm water runoff discharge rates (i.e. lower Curve Number or Rational C coefficient). An good LID choice for walkways, bike paths, pool / patio decks, etc. Can maximize land use and profit. Slide #6
7 Potential LID treatment train options to provide additional water quality retention volumes up-gradient of a wet detention pond. Slide #7
8 Missed Opportunity Angled Parking lot for cars & light trucks - ideal location for pervious pavement Slide #8
9 Potential** (Future) Opportunity S-1 Asphalt Flex-Pave should be here Access Ramp Parking Lot - Potential ** location for pervious pavement Slide #9
10 Taking a Advantage of a LID Practice Flexi -Pave * is available in many colors Pedestrian walks & Bicycle Trails - ideal locations for pervious pavement Slide #10
11 Taking a Advantage of a LID Practice Flexi -Pave * Sidewalk Installation ti Slide #11
12 Recommended Cross Section FDOT design standards (index drawings), available at: ate.fl.us/rddesign /rd/rtds/08/2008 Standards.htm Slide #12
13 Recommendations Water Quality The effects of the SHGWT on pervious pavement systems For water quality credit on HSG = B/D soils (SHGWT depth of 0 to 12 below the bottom of the pervious pavement system): 80% (credit) of the area can be subtracted from the total contributing area when computing the storm water treatment volume. For water quality credit on HSG = A, B or C soils (SHGWT depth of greater than 24 below the bottom of the pervious pavement system): 100% (credit) of the area can be subtracted from the total contributing area when computing the storm water treatment volume. The Required Treatment Volume (RTV) should be recovered (to the bottom of the pervious pavement system) within seventy two (72) hours, with a safety factor of two (2.0). Slide #13
14 Recommendations Water Quantity The effects of the SHGWT on pervious pavement systems For water quantity credit - Curve Number (CN) or Rational C coefficient computations, the SHGWT must be greater that 24 below the bottom of the pervious pavement system). The Required Treatment Volume (RTV) should be recovered (to the bottom of the pervious pavement system) within seventy two (72) hours, with a safety factor of two (2.0). Pervious pavement Curve Number (CN) and Rational C coefficient computations will be discussed later in this presentation. Slide #14
15 UCF Engineering Field Lab Standard Class I concrete pavement - driveway entrance with frequent vehicle turning movements Flexi -Pave * Pervious Pavement * Flexi -Pave * Installation Demonstration at UCF Engineering Field lab site. Slide #15
16 UCF Engineering Field Lab visit Before beginning, we must first review the soil conditions at the installation site. Slide #16
17 Installation site UCF Engineering Field Lab Oblique Aerial Photo (2005) Source: Google Earth Pro Slide #17
18 Installation site UCF Engineering Field Lab Web soil survey information is available at: Slide #18
19 UCF Engineering Field Lab Installation site Web soil survey information is available at: Slide #19
20 Notice that the majority of soils on the UCF Engineering Field lab site are pine Flatwoods soils (HSG B/D ), with an estimated SHGWT depth of 0 to 12 below land surface. Web soil survey information is available at: Slide #20
21 UCF Engineering Field Lab visit * Flexi -Pave Installation Demonstration at UCF Engineering Field lab site. In-situ Infiltrometer monitor Gravel Reservoir below the Flexi -Pave * system. For information on this in-situ infiltration monitor, refer to the UCF research paper entitled Construction and Maintenance Assessment of Pervious Concrete Pavements - Final Draft, dated January, 2007, available at: Slide #21
22 UCF Engineering Field Lab visit Installation contractors of Flexi -Pave * must be certified by the manufacturer (K.B. Industries, Inc.). * Raw materials stockpile. Flexi -Pave * Installation Demonstration at UCF Engineering Field lab site. Slide #22
23 UCF Engineering Field Lab visit Raw materials stockpile. Installation contractors of Flexi -Pave must be certified by the manufacturer (K.B. Industries, Inc.). Flexi -Pave Installation Demonstration at UCF Engineering Field lab site. Slide #23
24 UCF Engineering Field Lab visit Installation contractors of Flexi -Pave * must be certified by the manufacturer (K.B. Industries, Inc.). * In-situ Infiltrometer monitor Flexi -Pave * Installation Demonstration at UCF Engineering Field lab site. Slide #24
25 UCF Engineering Field Lab visit Installation contractors of Flexi -Pave * must be certified by the manufacturer (K.B. Industries, Inc.). * In-situ Infiltrometer monitor Flexi -Pave * Installation Demonstration at UCF Engineering Field lab site. Slide #25
26 UCF Engineering Field Lab visit In-situ Infiltrometer monitor Installation contractors of Flexi -Pave must be certified by the manufacturer (K.B. Industries, Inc.). * Flexi -Pave *Installation Demonstration at UCF Engineering Field lab site. Slide #26
27 Pervious Pavement System Research at the UCF Engineering Field Lab Heavy wheel (live load) testing for structural / durability analysis of the various pervious pavement systems Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #27
28 Pervious Pavement System Research at the UCF Engineering Field Lab Placing undesirable materials over the various pervious pavement systems to induce clogging of the void spaces Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #28
29 Pervious Pavement System Research at the UCF Engineering Field Lab Placing undesirable materials over the various pervious pavement systems to induce clogging of the void spaces Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #29
30 Pervious Pavement System Research at the UCF Engineering Field Lab Placing undesirable materials over the various pervious pavement systems to induce clogging of the void spaces Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #30
31 ERIK Testing Pre-Cleaning Slide #31
32 Pervious Pavement System Research at the UCF Engineering Field Lab Measuring hydraulic conductivity rates of the various pervious pavement e systems s after the void spaces have been clogged Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #32
33 Pervious Pavement System Research at the UCF Engineering Field Lab Vacuum Truck maintenance operations - to remove contaminates from the various pervious pavement systems Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #33
34 Pervious Pavement System Research at the UCF Engineering Field Lab Vacuum Truck maintenance operations Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #34
35 Vacuum Sweeping - Truck Slide #35
36 Vacuum Sweeping - Truck Slide #36
37 Pervious Pavement System Research at the UCF Engineering Field Lab DRY Vacuum Truck maintenance operations Photography provided by Erik Stuart (Graduate Student) from the UCF Storm Water Management Academy Slide #37
38 Rejuvenation of Pavement 14" ERIK Rejuvenation PCRN Rate [in/hr] Infiltration Avg. Infiltration rate Sediment Loading Vaccum Sweeping /23/2008 2/2/2008 2/12/2008 2/22/2008 3/3/2008 3/13/2008 3/23/2008 4/2/2008 4/12/2008 Time [days] Slide #38
39 Rejuvenation of Pavement (after loading but before sweeping) 3/13/ " ERIK PCRN Rate [in/hr] Infiltration y = x R² = Cumulative Testing Time [min] Slide #39
40 Rejuvenation of PC Pavement (ft (after vacuum sweeping) 4/1/ " ERIK PCRN Rate [in/hr] Infiltration y = x R² = Cumulative Testing Time [min] Slide #40
41 Mass Balance Model for water quality control Three Factors Controlling Infiltration Rates Pervious Pavement, Sub base, Water Table Other Parameters Pavement & Sub base (reservoir or soil) Porosity, Depth of Pavement, and Depth to WT One year of Rainfall Data (2003) Variable Time Step (one minute - one day) Slide #41
42 Mass Balance Modeling P =Precipitation I i = P i - Rt i Input Parameters Rt i Rt i F conc N conc D c Sc i = Sc i-1 +I i - O i = Vc i - O i Dc O i = Is i F soil N soil N Ss i = Ss i-1 +Is i -Os i = Vs i -Os i Dwt F wt D wt Os i Slide #42
43 Field Results & % Yearly Retention Location Fconc Fsoil Faq Dc Dwt % Retained (in/hr) (in/hr) (in/hr) (in) (in) Site Site Site Site Site Site Site Slide #43
44 % Yearly Retention as a function of Pervious Pavement Infiltration i Rate (in/hr) From model using real field data, Rain = in/year, Fsoil = 5.4 in/hr, Faq = 0.16 in/hr, Dc = 8 in, & Dwt= 24 in % ye early Reten ntion Concrete Infiltration rate (in/hr) Slide #44
45 Percent Yearly Retention as a function of pavement infiltration rate for groundwater movement % Yearly Ret tention Fwt = 0.16 in/hr Fwt = in/hr Fwt = in/hr Concrete Infiltration Rate (in/hr) Slide #45
46 Some Water Quality Results Based on 50 inches of runoff per year*, the loading reduction is about 6 lbs of P and 12 lbs of N per year per parking acre. Runoff from 60 feet of parking has concentrations of OP 4 about 0.7 mg/l and NO 3 -N of about 1.4 mg/l. Based on seepage water under the I-4 rest area shoulder with a 12 inch depth of pervious concrete and 12 inches of water quality media. OP 4 averages about.1 to.2 mg/l NO 3 -N averages about.3 to.4 mg/l Rainfall in the area has about OP 4 of 0.2 mg/l NO 3 -N of 0.4 mg/l * Assumes 100% control Slide #46
47 Retention for Pollution Control and Estimated Runoff for Flood Control as a Function of the Maximum Water Storage Capacity of Pervious Pavement Systems. Slides that follow are for C and CN determination given S and P. Or how much can I reduce the size of the flood control pond? Slide #47
48 Predictive Equations for the Runoff Coefficient (C) based on storm event data Predictive Equations: Rainfall Excess (in) R=[P-0.2S'] 2 /[P+0.8S'] Maximum Storage (in) S' = [1000/CN]-10 And CN=1000/(S'+10) Runoff Coefficient C=R/P Slide #48
49 Calculations for CN and C as a function of Maximum Storage and for a specified storm event Slide #49
50 Power Fit Runoff Coefficient for a 10.0 inch Design Storm fficient Runoff Coef y = x R 2 = Maximum Pervious Pavement System Storage (inches) Slide #50
51 Exponential Fit Runoff Coefficient for a 10.0 inch Design Storm fficient Runoff Coef C = e S' R 2 = Maximum Pervious Pavement System Storage (inches) Slide #51
52 Calculator for S', giving C and CN for a given rainfall Slide #52
53 Example Problem Installation at the UCF Engineering Field Lab on Two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir. Slide #53
54 Example Problem Two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir. Project Location: Sarasota, FL 24 hour, 5 year rainfall depth inches Assignment: Determine the pervious pavement Curve Number (CN) and the Rational C Coefficient for this rainfall depth. Slide #54
55 Example Problem Two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir. After entering the rainfall depth, hit this button to view the plots and pervious pavement storage calculator. 24 hour, 5 year rainfall depth 6.0 inches. Slide #55
56 Example Problem Two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir. Pull down menu for the type of pervious pavement Slide #56
57 Example Problem Two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir. Enter the 24 inches of #57 stone Slide #57
58 Example Problem For two (2) inches of Flexi -Pave * placed over a twenty-four (24) inch #57 stone storage reservoir, with a 6.0 inch rainfall depth: System Storage (S ) = 5.1 CN = 66 Rational C = 0.42 Slide #58
59 Example Problem Six (6) inches of pervious concrete * placed directly on top of the parent soil. For a 5 year design storm, the FDOT range for Rational C values are: From the previous slide, the Rational C = 0.66 The FDOT Drainage Hydrology Handbook is available at: The results are different because the underlying strata is significantly different (a 24 thick #57 stone reservoir). Slide #59
60 Thanks to KBI Good engineering protects the environment! Comments and Questions? Slide #60
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