Planning & Design of Storm water Drainage system for Valsad city

National Conference on Recent Advances in Civil Engineering (RACE2016), SVNIT, Surat, India.5 – 6 March 2016

PLANNING AND DESIGN OF STORM WATER DRAINAGE SYSTEM FOR

VALSAD CITY

Name : Mona P. Prajapati

Designation : Student of ME-CEM

Institute name : SNPIT & RC , Umrakh

Paper ID : WE-15 1


Content

• Introduction

• Problem Statement

• Objective of Study

• Literature Review

• Methodology

• Conclusion

• Reference

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Introduction

• Valsad is an industrial city and boasts some of popular namessuch as Vapi (The Chemical Hub of Gujarat), Umbergaon &Sarigam (The Industrial Estates).

• Chhipwad is the grain market of valsad city where all type ofgrains are stored.

• The main storm water drain is starting from M. G. Road,passes through chhipwad & bandar road and finally meets theAuranga River.

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Problem Statement

Due to improper maintenance of exiting drains , it createsmany problems in Chhipwad area of our problem like

• Damage to property,

• Disturb routine life of people ,

• Decomposition of grains which were stored in warehouse,

• Increases water borne diseases.

4


Objective of Study

• To provide most efficient storm water drainage system tomitigate the adverse effects of storm water runoff inchhipwad area.

5


Literature Review

• Problems like flooding and erosion when persistent canshorten the life span of road infrastructures and other urbanutilities.

• Rational Method is used for drainage design. It is alsosuggested in CPHEEO Manual published by CentralGovernment.

6


Methodology

7

Study Area

Problem Identification

Data Collection

Rainfall Data

Data Analysis

Result

Existing Drainage Map


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0

500

1000

1500

2000

2500

3000

3500

An

nu

al

Rain

fall

(mm

)

Year

Maximum rainfall

Maximum rainfall

Fig.1 Intensity of Rainfall (mm) per year


Rational method

• Q = 0.278 C i Ad

Where ,

Q = peak runoff (m3/s)

C = runoff coefficient (dimensionless)

i = rainfall intensity in mm/hr

Ad = drainage catchment area in km2

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Time of Concentration

• For Channel flow ,

Where,

= Length of channel (feet)

n = Manning’s roughness coefficient

R = Hydraulic radius (feet)

= Channel flow slope

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Diameter of pipe

Where ,

D = Diameter of pipe (m)

Qn = Peak discharge (m3/s)

So = Slope of ground (m)

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Discharge of closed pipe

Where ,

Q = Pipe discharge (m3/s)

n = Manning’s roughness coefficient

R = Hydraulic radius for pipe (m)

Sf = Slope for pipe

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Hydraulic Radius

Where ,

R = Hydraulic radius (m)

A = Area (m2)

P = Perimeter (m)

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Fig. 2 Watershed area by Digital Planimeter


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Fig.3 Hydraulic length by Google earth software

National Conference on Recent Advances in Civil Engineering (RACE2016), SVNIT, Surat, India.5 – 6 March 2016 Result

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Sr. No. Design features Calculated Values

1 Total watershed area 84.02 Ha

2 Hydraulic Length 1680m

3 hydraulic radius (R) 482.5 feet

4 Time of concentration

for channel flow

0.10 minute

5 Diameter of pipe 0.976 m

6 Discharge 7.11 m3/s for 100%

discharge through pipe

7 Chamber 1 to 1.5 m diameter

8 No. of manholes 8

Table 1: Calculated Values


17Fig. 4 Proposed drainage layout of storm water


Conclusion

• After detailed design and analysis regarding the most suitabledesign which also proves to be economical as per the studycarried out. The most preferable option as per the study is toprovide the closed RCC NP-3 pipes for drains so water caneasily pass from the area and problem of pipe choking andwater flooding can be avoided in Chhipwad area. Also thewater will be discharged properly and pipe maintenance canbe carried out easily.

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References

• Dept. Of Civil Engg.(2012) "Highway Geometric design", SJBIT.• Drainage Services Department (2000), "Storm water drainage

system Manual (Planning, Design and Management)", Thirdedition, Hong Kong.

• Harshil H. Gajjar, Dr. M. B. Dholakia (2014) IJEDR, "StormWater Network Design" (Volume-II), Issue-1, ISSN: 2321-9939.

• Kanan Y. Patel and Shibani Chourushi (2013), "Storm WaterDrainage of Ahmedabad, Gandhinagar and Vadodara City"(Volume-II), Issue-4, ISSN: 2250-1991.

• Priyanka D. Harpalani, R. B. Khasiya and Dr. P. G. Agnihotri(2013), "Analysis of Rainfall Data and Design of Storm WaterDrainage Design in Urban Area" (Volume-II), Issue-4,ISSN:2277-8160.

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•R.P.Rethaliya (2014), " Highway Engineering ", Atul Prakashan ,Gandhi Road , Ahmedabad.•R. J. Garde, K. G. Rangaraja ,Mechanics of sediment transportationand alluvial stream problem, Delhi Publisher.•R. L. Gouri, V. V. Srinivas ( 2015 )," Reliability Assessment of a StormWater Drain Network",Aquatic Procedia 4, 772 – 779.•Santosh Kumar Garg, “ Irrigation Engineering and HydraulicStructures” , Water Resource Engineering (Volume-II).•M. Carbonea, G. Garofaloa, G. Tomeia, P. Piroa (2014) , " Stormtracking based on rain gauges for flooding control in urban areas" ,Procedia Engineering 70 , 256 – 265.


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•Shashikant D. Chawathe(2013), " Manual on Rainfall Analysisfor Storm Water Drainage Systems", second edition , VJTInstitute, Mumbai.•Udale-Clarke, H and Kellagher, R. (2008) "Water cyclemanagement for New Developments (WaND): Elvetham HeathCase Study – Testing of Sustainability Measures for Storm waterDrainage", Report SR 684, Revision 2.0, HR Wallingford,Wallingford, UK.


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Thank you