|
|
Zero increase in peak discharge for sustainable development |
Xing Fang1,2(), Junqi Li2, Yongwei Gong2, Xiaoning Li1 |
1. Department of Civil Engineering, Auburn University, Auburn, AL 36849-5337, USA 2. Key Laboratory of Urban Stormwater System and Water Environment, Ministry of Education, Beijing University of Civil Engineering and Architecture, Beijing 100044, China |
|
|
Abstract Comprehensive stormwater management needs both LID and detention basins. Zero-increase in peak discharge policy is still valid/used in developed countries. Design rainfalls for LID are smaller than ones for detention basin. Detention basin reduces peak discharges for several return-period rainfalls. Financial responsibility and sustainable development demand zero-increase policy. For urban land development, some or all natural land uses (primarily pervious) are converted into impervious areas which lead to increases of runoff volume and peak discharge. Most of the developed countries require a zero increase in peak discharge for any land development, and the policy has been implemented for several decades. The policy of zero increase in peak discharge can be considered as historical and early stage for the low impact development (LID) and sustainable development, which is to maintain natural hydrological conditions by storing a part or all of additional runoff due to the development on site. The paper will discuss the policy, the policy implementation for individual projects and their impact on regional hydrology. The design rainfalls for sizing LID facilities that are determined in 206 weather stations in USA are smaller than design rainfalls for sizing detention basins. The zero-increase policy links to financial responsibility and sustainability for construction of urban stormwater infrastructures and for reducing urban flooding. The policy was compared with current practices of urban development in China to shine the light for solving urban stormwater problems. The connections and differences among LID practices, the zero-increase policy, and the flood control infrastructure were discussed. We promote and advocate the zero-increase policy on peak discharge for comprehensive stormwater management in China in addition to LID.
|
Keywords
Stormwater management
Detention basin
Zero increase
Peak discharge
Sustainable development
Design rainfall
|
Corresponding Author(s):
Xing Fang
|
Issue Date: 26 April 2017
|
|
1 |
Viessman W, Lewis G L. Introduction to Hydrology. 5th ed. Upper Saddle River, NJ: Pearson Education, 2003
|
2 |
McCuen R H. Downstream effects of stormwater management basins. Journal of the Hydraulics Division, 1979, 105(11): 1343–1356
|
3 |
Davis A P. Green engineering principles promote low-impact development. Environmental Science & Technology, 2005, 39(16): 338A–344A
https://doi.org/10.1021/es053327e
pmid: 16173544
|
4 |
Jia H, Yao H, Yu S L . Advances in LID BMPs research and practice for urban runoff control in China. Frontiers of Environmental Science & Engineering, 2013, 7(5): 709–720
https://doi.org/10.1007/s11783-013-0557-5
|
5 |
Malaviya P, Singh A. Constructed wetlands for management of urban stormwater runoff. Critical Reviews in Environmental Science and Technology, 2012, 42(20): 2153–2214
https://doi.org/10.1080/10643389.2011.574107
|
6 |
Center for Watershed Protection. Stormwater Wet Pond and Wetland Management Guidebook. Washington DC: US Environmental Agency, 2009
|
7 |
Storey A L Jr, Talbott M D, Fitzgerald S. Policy, Criteria, and Procedure Manual for Approval and Acceptance of Infrastructure. Houston, TX: Harris County Flood Control District, 2004
|
8 |
Li L, Li Q, Xu Z j . Design study of detention bain in Nanchang Changbei Airport. Water & Wastewater Engineering, 2014, 40(4): 82–84 (in Chinese)
|
9 |
Cheng J, Qi J Y, Xu L. Inlet mode optimization of Chengdulu stormwater detention tank in Shanghai. China Water & Wastewater, 2014, 30(5): 104–109 (in Chinese)
|
10 |
Li J Q, Yu P, Che W , Qiu S Q . Optimization of the scale of urban rainwater accumulation and utilization project. China Water and Wastewater, 2005, 21(3): 49–52 (in Chinese)
|
11 |
Prince George’s County. Low-Impact Development Design Strategies: an Integrated Design Approach. Prince George’s County, Maryland: Department of Environmental Resources, Programs and Planning Division, 1999
|
12 |
Guo Y. Hydrologic design of urban flood control detention ponds. Journal of Hydrologic Engineering, 2001, 6(6): 472–479
https://doi.org/10.1061/(ASCE)1084-0699(2001)6:6(472)
|
13 |
Guo Y, Adams B J. Analysis of detention ponds for storm water quality control. Water Resources Research, 1999, 35(8): 2447–2456
https://doi.org/10.1029/1999WR900124
|
14 |
Sharifi S, Massoudieh A, Kayhanian M . A stochastic stormwater quality volume-sizing method with first flush emphasis. Water Environment Research, 2011, 83(11): 2025–2035
https://doi.org/10.2175/106143011X12989211
pmid: 22195425
|
15 |
Zhang K, Che W, Zhang W , Zhao Y. Discussion about initial runoff and volume capture ratio of annual rainfall. Water Science and Technology, 2016, 74(8): 1764–1772
https://doi.org/10.2166/wst.2016.307
pmid: 27789877
|
16 |
USEPA. Technical Guidance on Implementing the Stormwater Runoff Requirements for Federal Projects under Section 438 of the Energy Independence and Security Act. Washington, DC: United States Environmental Protection Agency, 2009
|
17 |
Shrestha S, Fang X, Li J . Mapping the 95th Percentile Daily Rainfall in the Contiguous U.S. Cincinnati, Ohio: World Environmental and Water Resources Congress, 2013
|
18 |
Hershfield D M . Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to 24 Hours and Return Periods from 1 to 100 Years. Washington, DC: US Weather Bureau, US Department of Commerce, 1963
|
19 |
Sushban S, Fang X, Zech W C . What should be the 95th percentile rainfall event depths? Journal of Irrigation and Drainage Engineering, 2013, 140(1): 06013002
https://doi.org/10.1061/(ASCE)IR.1943-4774.0000658
|
20 |
Asquith W H, Roussel M C, Cleveland T G, Fang X, Thompson D B . Statistical Characteristics of Storm Interevent Time, Depth, and Duration for Eastern New Mexico, Oklahoma, and Texas. U.S. Austin, Texas: Geological Survey, Texas Water Science Center, 2006
|
21 |
Guo J C Y , Urbonas B . Maximized detention volume determined by runoff capture ratio. Journal of Water Resources Planning and Management, 1996, 122(1): 33–39
https://doi.org/10.1061/(ASCE)0733-9496(1996)122:1(33)
|
22 |
USEPA. Results of the Nationwide Urban Runoff Program- Executive Summary. Washington DC: Water Planning Division, United States Environmental Protection Agency (USEPA), 1983
|
23 |
USEPA. Development Document for Final Effluent Guidelines and Standards for the Construction & Development Category. Washington, DC: US Environmental Protection Agency (USEPA), Office of Water, 2009
|
24 |
Hossain M A, Alam M, Yonge D R , Dutta P . Efficiency and flow regime of a highway stormwater detention pond in Washington, USA. Water, Air, and Soil Pollution, 2005, 164(1): 79–89
|
25 |
Bhardwaj A K, McLaughlin R A. Simple polyacrylamide dosing systems for turbidity reduction in stilling basins. Transactions of the ASABE, 2008, 51(5): 1653–1662
https://doi.org/10.13031/2013.25324
|
26 |
McLaughlin R A , Hayes S A , Clinton D L , McCaleb M M , Jennings G D . Water quality improvements using modified sediment control systems on construction sites. Transactions of the ASABE. 2009, 52(6):1859–1867
|
27 |
Haan C T, Barfield B J, Hayes J C. Design Hydrology and Sedimentology for Small Catchments. New York: Academic Press, 1994
|
28 |
Barfield B J, Clar M. Development of New Design Criteria for Sediment Traps and Basins. Annapolis, MD: Prepared for the Maryland Resource Administration, 1985
|
29 |
Su D, Fang X, Fang Z . Effectiveness and downstream impacts of stormwater detention basins required for urban land development. In: 2010 World Environmental and Water Resources Congress, Providence, Rhode Island. Reston: American Society of Civil Engineers, 2010,3071–3081
https://doi.org/10.1061/41114(371)314
|
30 |
Guo J C Y . Retrofitting detention basin with water quality control pool. Journal of Irrigation and Drainage Engineering, 2009, 135(5): 671–675
https://doi.org/10.1061/(ASCE)IR.1943-4774.0000051
|
31 |
Emerson C H, Welty C, Traver R G . Watershed-scale evaluation of a system of storm water detention basins. Journal of Hydrologic Engineering, 2005, 10(3): 237–242
https://doi.org/10.1061/(ASCE)1084-0699(2005)10:3(237)
|
32 |
Goff K M, Gentry R W. The influence of watershed and development characteristics on the cumulative impacts of stormwater detention ponds. Water Resources Management, 2006, 20(6): 829–860
https://doi.org/10.1007/s11269-005-9010-2
|
33 |
Fang Z, Zimmer A, Bedient P B , Robinson H , Christian J , Vieux B E . Using a distributed hydrologic model to evaluate the location of urban development and flood control storage. Journal of Water Resources Planning and Management, 2010, 136(5): 597–601
https://doi.org/10.1061/(ASCE)WR.1943-5452.0000066
|
34 |
Koontz T M, Thomas C W. Measuring the performance of public-private partnerships: A systematic method for distinguishing outputs from outcomes. Public Performance & Management Review, 2012, 38(4): 717–747
https://doi.org/10.1080/15309576.2015.1031016
|
|
Viewed |
|
|
|
Full text
|
|
|
|
|
Abstract
|
|
|
|
|
Cited |
|
|
|
|
|
Shared |
|
|
|
|
|
Discussed |
|
|
|
|