A Comparison of Three Types of Permeable Pavements for Urban Runoff Mitigation in the Semi-Arid South Texas, U.S.A
Abstract
:1. Introduction
2. Materials and Methods
2.1. Site Description
2.2. Pavements Cross Section
2.3. Characterization of Pavement Materials
2.4. Runoff Monitoring and Analysis
2.5. Water Quality Analysis
3. Results and Discussion
3.1. Peak Flow, Runoff Reduction, and Storage
3.2. Water Quality Analysis
3.3. Influence of Design Parameters on Permeable Pavements Performance
4. Conclusions
- PCP, PICP, and IBPG showed a significant attenuation of peak flow and surface runoff volume for most of the monitoring events in the semi-arid climatic region of South Texas.
- Because of the higher infiltration rates and underdrain provision, the existing PCP design demonstrated the most optimal higher runoff volume reductions over PICP and IBPG.
- In terms of storage perspective, the existing IBPG design might have a better prospect of holding a significant volume of infiltrated runoff prior to subsurface drainage.
- The attenuation of peak flow and runoff volume was quite notable for this region as compared to other regions studied, perhaps because of the increased infiltration due to enhanced aggregate porosity in the bedding layers and soil types.
- PCP and IBPG significantly demonstrated an improved TSS and BOD5 removal over monitored traditional pavements. PCP was the most optimal in accumulating particulate solids within its surface and void matrices. However, IBPG appeared to be a better solution for BOD5 removal, perhaps due to its potential to trap organic particles within the pea gravel filled cell openings. In this semi-arid climatic region of the LRGV, the TSS concentrations at the PCP, PICP, and IBPG outfall was somewhat higher than the values obtained from other climatic regions.
- The surface characteristics of permeable pavements have a large effect on surface runoff volumes despite having similar characteristics of the base aggregates.
- The characteristics of the base reservoirs (storage capacity and aggregate size) had a higher influence on surface infiltration and the maximum rainfall holding depth prior to flooding.
Supplementary Materials
Author Contributions
Funding
Acknowledgments
Conflicts of Interest
References
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Site Location | City | Pavement Type | Pavement Surface Area (m2) | Drainage Area (m2) | Drainage to Pavement Area Ratio (DA/PA) |
---|---|---|---|---|---|
Monte Bella Park Parking Lot | Brownsville, TX | Porous Concrete Pavement (PCP) | 37 | 92.9 | 2.5:1 |
Traditional Asphalt Pavement (TAP) | 153.29 | 153.29 | 1:1 | ||
La Feria Recreation Center Parking Lot | La Feria, TX | Interlocking Block Pavement with Gravel (IBPG) | 209 | 785 | 3.76 |
Traditional Block Pavement (TBP) | 242 | 913 | 3.77 | ||
Cascade Park Parking Lot | Brownsville, TX | Permeable Interlocking Concrete Pavement (PICP) | 372 | 518 | 1.39:1 |
Parameters | PCP | PICP | IBPG |
---|---|---|---|
Surface Infiltration Rate (mm/h) | 50,800 | 22,860 | 24,892 |
Surface Porosity | 20% (Porous Concrete) | 35% (Polymeric Sand as Joint Filler) | 25% Pea Gravel |
Base Aggregates Porosity | 35% (ASTM #57 Angular Washed Stone) | 38% (ASTM #57 Open Graded Aggregate) | 40% (Compacted Crushed Limestone) |
Site Location | Monitoring Period | Type of Pavements | No. of Flow Monitoring Events | No. of Water Quality Samples Collected | |
---|---|---|---|---|---|
TSS | BOD | ||||
COB | 09/2014–11/2014 | PCP | 13 | 4 | 4 |
TAP | 13 | 4 | 4 | ||
COLF | 05/2014–01/2016 | IBPG | 42 | 23 | 20 |
TBP | 42 | 23 | 20 | ||
CCDD#1 | 08/2014–03/2015 | PICP | 20 | 5 | 5 |
Pavement Type | Normalized Volume Reduction × 10−3 (m3/m2/mm) | Runoff Reduction (%) | |||||
---|---|---|---|---|---|---|---|
Mean | STD | Median | 25% Percentile | 75% Percentile | |||
PCP | 2.81 | 0.67 | 3.20 | 2.49 | 3.22 | 98 * | 87 ** |
IBPG | 2.20 | 0.46 | 2.45 | 2.07 | 2.48 | 46 * | 88 ** |
PICP | 1.28 | 0.52 | 1.62 | 1.06 | 1.63 | 96 * | 80 ** |
TAP | 0.05 | 0.90 | 0.36 | 0.15 | 0.50 | - | - |
TBP | 1.2 | 0.94 | 0.38 | 0.13 | 0.50 | - | - |
Design Properties | Type of Permeable Pavements | Max. Rainfall Holding Depth (mm) | %Normalized Peak Flow Reduction | Mean NVR (×10−3 m3/m2/mm) | Mean TSS NLR (×10−3 kg/m2/mm) | Mean BOD5 NLR (×10−3 kg/m2/mm) |
---|---|---|---|---|---|---|
Surface (materials, porosity, and infiltration rate) | PCP: Porous concrete; 20%; 50,800 mm/h | - | 38–100 | 2.81 | 2.44 | 3.6 |
PICP: Interlocking blocks with sand as joint filler; 35%; 22,860 mm/h | - | 31–100 | 1.28 | 0.58 | 2.8 | |
IBPG: Interlocking blocks with pea gravel; 25%; 24,892 mm/h | - | 42–100 | 2.20 | 0.4 | 3.9 | |
Base Reservoir (max. storage capacity, aggregates porosity) | PCP: 3 m3; #57 washed stone; 35% | 70 | - | - | - | - |
PICP = 36 m3; #57 open graded aggregate; 38% | 123 | - | - | - | - | |
IBPG: 38 m3; crushed lime stone; 40% | 136 | - | - | - | - |
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Alam, T.; Mahmoud, A.; Jones, K.D.; Bezares-Cruz, J.C.; Guerrero, J. A Comparison of Three Types of Permeable Pavements for Urban Runoff Mitigation in the Semi-Arid South Texas, U.S.A. Water 2019, 11, 1992. https://doi.org/10.3390/w11101992
Alam T, Mahmoud A, Jones KD, Bezares-Cruz JC, Guerrero J. A Comparison of Three Types of Permeable Pavements for Urban Runoff Mitigation in the Semi-Arid South Texas, U.S.A. Water. 2019; 11(10):1992. https://doi.org/10.3390/w11101992
Chicago/Turabian StyleAlam, Taufiqul, Ahmed Mahmoud, Kim D. Jones, Juan César Bezares-Cruz, and Javier Guerrero. 2019. "A Comparison of Three Types of Permeable Pavements for Urban Runoff Mitigation in the Semi-Arid South Texas, U.S.A" Water 11, no. 10: 1992. https://doi.org/10.3390/w11101992