Best Management Practices (BMPâ s) Used for Flood ... · Best Management Practices (BMP s) Used...

International Journal of Modern Trends in Engineering and Research

www.ijmter.com e-ISSN No.:2349-9745, Date: 28-30 April, 2016

@IJMTER-2016, All rights Reserved

Best Management Practices (BMP’s) Used for Flood MitigationOn Mitthi River

Sushil Ade1,Harshal Pathak2, Pravin Chaudhari3

1Civil and Environmental Engineering, V.J.T.I.College,Mumbai,[email protected] 2Civil and Environmental Engineering, V.J.T.I.College, Mumbai,[email protected]

3Civil and Environmental Engineering, V.J.T.I. College, Mumbai, [email protected]

Abstract— An increase in storm water runoff occurs when urban and commercial development converts pervious surfaces into impervious rooftops, driveways, roads, and parking lots. These land use changes are often made with little or no consideration for managing the increased volume of water discharged during storm events. This storm water runoff increases stream flows that cause property damage because of flooding and bank erosion. To avoid these losses it is necessary to mitigate such runoff which causing flood. By using traditional methods floods should be mitigated but it can be found that it is not applicable for the urban areas. In most cities in India, the runoff from roads, buildings and other urban areas is directed to conventional drains / conveyance systems. During the rainy season it can be found that these drainage systems are exceeded hence that causes flood.

Keywords- Best Management Practices; SWMM, Rain Barrel; Flood control; Urbanization; Rain Garden; _________________________________________________________________________________

I. INTRODUCTION Storm water management BMP’s are control measures taken to mitigate changes to quantity

of urban runoff caused through changes to land use. Generally BMPs focus on water quantity problems caused by increased impervious surfaces from land development. BMPs are designed to reduce storm water volume and peak flow. Accelerated storm water runoff creates environmental problems in many urban communities. This might be thought of as a water resources problem because the increased flow can yield physical damage. Unfortunately, the problems of greatest concern are generally associated with the environmental effects that increased flow can have on aquatic ecosystems. Methods for managing accelerated runoff are available, but most do not work well for residential properties with poorly drained soils.

II. PROBLEM DEFINITION

The sharp rise in urban development has led to an increase in impervious areas and a decrease in

vegetated surfaces. The thrust toward this development caused drought and overflow problems to occur, elevating the storm-water runoff volume to the level of emphasis usually associated with water quality.

International Journal of Modern Trends in Engineering and Research (IJMTER) Volume 3, Issue 4, [April 2016] Special Issue of ICRTET’2016

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III. CASE STUDY

The river originates from the overflow of Vihar lake and also receives the overflows from the Powai lake about 2 km later. It flows for a total of 15 km before it meets the Arabian sea at Mahim creek flowing through residential and industrial complexes of Powai, Saki Naka,Kurla, Kalina, Vakola, Bandra-Kurla Complex, Dharavi and Mahim. The river has an average width of 5 m in the upper reaches, has been widened to 25 m in the middle reaches and up to 70 m in the lower reaches after the 26 July 2005 deluge (944 mm in 24 h on 26 July 2005) . Mithi River catchment which is located between north latitudes of 19°1'36"and 19°10'9" and east longitudes of 72°49'59" and 72°56'33".The location of the Mithi River has been shown in Fig 1.

Fig.1 Mithi river catchment area

The river originates from the overflow of Vihar Lake and also receives the overflows from the

Powai Lake about 2 km later. It flows for a total of 15 km before it meets the Arabian Sea at Mahim Creek flowing through residential and industrial complexes of Powai, Saki Naka, Kurla, Kalina, Vakola, Bandra-Kurla complex, Dharavi and Mahim.

IV. METHODOLOGY 4.1 General

Rainfall runoff plays important role in surface urban flooding. The runoff data describes the characteristics of the ground surfaces in the system, and the rainfall-runoff model used for each. This defines how much of the rainfall falling on the catchment becomes runoff and how quickly it enters the drainage system.

4.2 Hydrological Runoff model The watershed map, Google Earth data is used to define land use pattern. Rainfall data, and attributes from the land such as pervious, impervious area is used as an input to runoff model. The methodology adopted in the computation of runoff using SWMM 5.1 is as follows:-



Fig. 2 Methodology flow diagram

4.3 Land Use Pattern

Land uses are categories of development activities or land surface characteristics assigned to sub catchments. Examples of land use activities are residential, commercial, industrial and undeveloped. Land surface characteristics might include rooftops, lawns, paved roads, undisturbed soil etc. MITHI river sub catchment is divided into number of different land uses such as urbanized area, grassy area open ground, roads, forest area. To identify discharge from each land uses.

V. MODELING BY USING SWMM

The mithi river sub-catchment was modelled for the rainfall event of 13th July 2009 to 15th July 2009 by using SWMM. From that water depth of the river can be simulated. It was observed that the peak water depth at powai site is about 0.8m.

Urbanized area Grassy area Open ground Roads Forest area

Fig.3. Land use pattern



Figure 4. Depth simulation by using SWMM.

VI. CALIBRATION AND VALIDATION OF THE MODEL

Model calibration and validation can be done by dividing it into two events 1st event is from 13th july 2009 at 8:00pm to 4:00am. 2nd event is from 6:00am to 1:00pm.So by calculating the co-relation coefficient for the both the event. The co-relation coefficient for the event 1 was found to be 0.68 and for the event 2 is 0.60 so it is validated. The results obtained shows that the simulated water surface depth closely matches with observed depth. This SWMM model can be used as an effective tool for flood estimation in the Mithi River.

Figure 5. Calibration and validation of Mithi River model at Powai site.

VII. RESULT AND DISCUSSION

So for all the reduction in the runoff depth and its sensitivity analysis is checked for 13th july 2009 to 15th july 2009 rainfall after the application of the different BMP’S is checked. Following are the different cases

7.1 Effect of rain garden in open area

7.2 Effect permeable pavement system on road area

0.082 0.037 0.260.95

0.049 0.01 0.180.66

0

1

Sub Basin 1 Sub Basin 2 Sub Basin 3 Susb Basin 4

Before BMP After BMP



7.3 Effect of Rain barrel in urban area

7.4 Effect of infiltration trench in open area

VIII. CONCLUSION

The SWMM models have been used to demonstrate the simulation of water surface depth at Mithi river sub-catchment, The water depth has been obtained at Powai site with and without considering the effect of BMP.Among those all rain barrel system for urban area is the best technique to slow down the runoff.The water depth at the Powai site for four cases was found to be 0.66m for rain garden, 0.64m for the permeable pavement, 0.44m for the Infiltration trench, 0.56 m. Also the sensitivity for all the four cases was carried out by variation of manning’s with increase of 5%, 10% and 15% also by decreasing order 5%, 10%, 15%. The SWMM models have been used to demonstrate the simulation of flow and water surface depth at Mithi River sub-catchment.

REFERENCE [1] Aaron A. Jennings, Ata A. Adeel, Alex Hopkins, Alexandra L. Litofsky & StevenWellstead, “Rain Barrel Urban Stromwater Management Performance”, ASCE,Journal of Environmental Engineering, (2013) Page 757-765. [2] Cristina Perez-Pedini, James F. Limbrunner, and Richard M. Vogel, “Optimal Location of Infiltration Based Best Management Practices For Strom Water Management” ASCE, Journal of Water Resources Planning and Management, (2005),Page441-448. [3] K.L. Katsifarakis, M. Vafeiadis and N. Theodossiou, “Sustainable Drainage and Urban Landscape Upgrading Using rain gardens. Site Selection in Thessaloniki, Greece” Science direct Elsevier Proceeding Agriculture and Agriculture Science. (2015), Page338-347 [4] Marcio H. Giacomoni, Emily M. Zechman and Kelly Brumbelow,“ Hydrologic footprint residence: Environmentally friendly criteria for Best Management Practices” ASCE, Journal of Hydrologic Engineering, (2012), Page 99-108. [5] Maya P. Abi Aad, Makram T. Suidan and William D. Shuster, “Modeling Technique of Best Management Practices: Rain Barrel and Rain Garden Using EPASWMM-5” ASCE Journal of Hydrologic Engineering, (2010), Page 434-443. [6] Gogate Nivedita G and Rawal Pratap M,” International Conference on Advances in Design and Construction of Structures ‘’ ASCE, Journal of Hydrologic Engineering, (2012),Page 327-335 [7] Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices.

0.072 0.026 0.24 0.820.067 0.02 0.21 0.64

0

1

Basin 1 Basin 2 Basin 3 Basin 4

Peak water depth Without BMP (m) Peak water depth With pavement system on road area(m)

0.072 0.026 0.240.82

0.061 0.02 0.19 0.44

0

1


Peak water depth Without BMP (m) Peak water depth With Rain Barrel on Urban area(m)

0.072 0.026 0.240.82

0.062 0.02 0.170.56

0

1


Before BMP After BMP

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