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Hydrological and Hydraulic Analyses of Urban Storm Water Drainage System of Major Area of Pokhara, Nepal

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Hydrological and Hydraulic Analyses of Urban Storm Water Drainage System of Major Area of Pokhara, Nepal Hydrological & Hydraulic Analyses of Urban Storm Water Drainage System of Major Area of Pokhara, Nepal Hydrological and Hydraulic Analyses of Urban Storm Water Drainage System of Major Area of Pokhara, Nepal Keshav Basnet*,1, Krishna Chettri1, Ganesh Parajuli2, and Achyut Bhandari1 1Department of Civil and Geomatics Engineering, Pashchimanchal Campus, Institute of Engineering, Tribhuvan University, Pokhara, Nepal 2Parajuli Software Pvt. Ltd., Kathmandu, Nepal *Corresponding Email: [email protected] ABSTRACT The immense increase of the structural activity which decreases the pervious area of the city is alarming danger situation pertaining to drainage. Urbanization and improved area of imperviousness are the major contributors that make the existing drainage network insufficient while inadequate maintenance and haphazardly throwing rubbish on the road and drain are other issues. The major objective of the study is to analyze the hydrological and hydraulic status of the urban storm water drainage system of the major area of Pokhara City of Nepal and to compare the calculated result with existing situation, using Rehm tools HYKAS and GraPS under AutoCAD environment. The results of this study show that the size of the existing road side drains is inadequate to handle all the surface runoff. It is found that the existing situation of the drainage system is quite poor and need to be redesign or reconstruct immediately. The hydraulic load of almost all the conduit is beyond the limit assigned. The hydraulic design of the most of the drainage conduit is inadequate and re-design of the drain is essential based upon accurate flow estimation methods. This study concludes that the applicability of the current drainage system is quite poor and needs to make certain changes with their construction immediately in order to avoid any danger and adverse effect possessed by surface flooding over the road surface and other paved surfaces. The surface runoff is significantly increased compared to the situation before the construction of existing drainage system and therefore for the appropriate storm water management of the urban area of Nepal, it is critical to design the drainage system based on both hydrological and hydraulic analyses considering reliable data. Keywords: Flooding, HYKAS, Overflow, Rain Side Drain, Storm Water Management 1. INTRODUCTION Pokhara has the record of rapid urbanization and change in huge amount of land use in past decade. Also being the area with highest precipitation rates in the country [1], (3350 mm/year in valley to 5600 mm/year in Lumle, and the northern hill of the valley), the management of urban storm water in the rainy season seems to be a brain storming and important task for the planners in this sector. Therefore, 78 Journal of Innovations in Engineering Education | Vol: 3 | Issue: 1 | March 2020 a comprehensive hydrological study must be carried out for the proper management of storm water [2], [3]. The city being in the vicinity of different important watersheds and rapidly developing area, the infrastructures built up in the past and its concession in the present days has been questioned on recent days. To answer the question, the study was done for comparing calculated result with existing infrastructures, redesigning and recommending for the future research works towards the hydrological and hydraulic analysis of the storm drainage network of the valley. The study was performed with a SEWERPAC program named HYKAS, a powerful program for hydraulic calculation of urban sewerage system. Though modeling of storm water drainage is recently started in Nepal, developed countries successfully practicing it using different models (e.g., SWMM; [4]). The output of the study is more beneficial to planners and engineers involved institutions responsible for maintenance and control of drainage system like Department of Road (DoR) and Pokhara Metropolitan City (PMC) for proper allocation of budget too. This study is considered for the storm water alone and major calculation is conducted on the most problematic drainage network of the Pokhara City, Nepal. Figure 1 Study Area 2. MATERIALS AND METHODS 2.1. CATCHMENT AREA The area is extended from 28°11'30"N, 28°14'30"N to 83°58'0"E, 83°58'30"E. The total area of the study is 4.82 square kilometers. Most of the residential and industrial purposed buildings are equipped with soak pit system therefore no or little amount of grey water is mixed with surface drainage network. The catchment imperviousness was computed from the information in GIS dataset and land use maps and found to be 29 - 80%. The land use conditions of these catchments are barren land, agricultural land, roads, residential, industrial, and commercial or a mixture of these. 79 Hydrological & Hydraulic Analyses of Urban Storm Water Drainage System of Major Area of Pokhara, Nepal 2.2. DATA COLLECTION Field observation and measurements made gave the primary data while the data from related articles, papers, thesis, experts, stakeholders, different government authorities such as DoR, PMC, Department of Hydrology and Meteorology (DHM), Kaski, considered as secondary data for the study. Catchment and hydraulic data were compiled from several sources including drainage, contour, land use and soil maps, aerial photographs, site visits, and drainage design and asset management information. 2.2.1. RAINFALL DATA The rainfall data for the catchment under consideration were gathered from the closest rainfall gauging station placed at Airport Station. The rainfall data of the area was collected from Department of Hydrology and Meteorology, Pokhara, Kaski. Department of Hydrology and Meteorology analyzed the rainfall intensity records of Pokhara Airport Rainfall Station as according to the automatically recorded data available in internal document of Department of Hydrology and Meteorology and formulated a mathematical empirical equation as follows: and (1) Where, t2 = Rainfall intensity in mm/hr for 2 years of return period, t5 = Rainfall intensity in mm/hr for 5 years of return period, tc= time of concentration in minutes The rainfall intensity used in this study is taken as 152 mm/hr i.e. 423 l/s*ha for 2-year return period and 10 minutes of time of concentration taking reference of the same intensity that was used while designing the drainage system in PMC in 1997 under the Pokhara Environmental Improvement Project (PEIP). 2.2.2. CATCHMENT SYSTEM DATA The physical properties of the study catchment and their drainage data were collected which included channel/pipe system and land use layout, catchment areas, percentage pervious and impervious areas, soil types or infiltration characteristics of catchment soil, topography of the catchment, length of overland flow path and dimension and slopes of the catchment. The Google earth image was georeferenced in ArcGIS environment and later those data were used to delineate the catchment along with contour lines. The contour of the concerned area was found from google maps and used for the determination of direction of surface flow and area of sub-catchment. 2.2.3. DRAINAGE SYSTEM DATA The major drainage network of the city was planned, designed and constructed by PMC, former Pokhara sub-metropolitan city, with the financial assistance from Asian Development Bank (ADB) during 1994 AD. At that period, total 25-kilometer length road was furnished with surface drainage network concluding total of 50-kilometer length drain. The existing drainage details were collected from document of PMC, field measurement using measuring tape, GPS and Goggle earth data and presented in Table 1. 80 Journal of Innovations in Engineering Education | Vol: 3 | Issue: 1 | March 2020 Table 1: Existing drain dimension and outfall S.N. Order Length(m) Dimension Outfall Right Left 1 Prithvi Chowk - Seti Bridge 405 1.6m*1m Seti River 2 Savagriha Chowk – Prithvi Chowk 155 1.2m*1m Seti River 3 Savagriha Chowk – Srijana Chowk 300 0.6m*0.6m 0.6m*0.6m Fewa Lake 4 Srijana Chowk – Firke Khola 395 0.6m*0.8m 0.6m*0.8m Firke Khola 5 Zero KM – Firke Khola 144 0.6m*0.8m 0.6m*0.8m Firke Khola 6 Firke bridge – Zero KM 1853 0.6m*0.95m 0.6m*0.95m Firke Khola 7 Bindabasini Chowk - Firke Bridge 992 0.6m*0.95m,0.6m*0.8m 0.6m*0.95m,0.6m*0.8m Firke Khola 0.4m*0.6m,0.5m*0.8m, 8 Prithvi Chowk - Birauta Canal 1441.5 0.4m*0.6m,0.7m*1m Fewa Canal 0.7m*1m 9 Bindabasini-Srijanachowk-Damside 4987 0.4m*0.5m,0.5m*0.6m, 0.4m*0.5m,0.5m*0.6m, Fewa Lake 10 Chipledhunga – Savaghriha Chowk 1524 0.5m*0.6m,1m*1m 0.5m*0.6m,1m*1m Seti River 11 Jalpa Road 799 0.6m*0.95m 0.6m*0.95m Fewa Lake 12 Nadipur - Manipal Chowk Nadipur 386 0.6m*0.95m 0.6m*0.95m Seti River Manipal Chowk Nadipur- 0.6m*0.95m,0.7m*0.6m 13 761 0.6m*0.95m,0.7m*0.6m Seti River Mahendapul ,0.6m*1m 14 Mahedrapul - Nayabazar height 220.5 0.6m*0.9m 0.6m*0.9m Seti River 15 Nayabazar height – Prithvi Chowk 1354 0.4m*0.4m,0.5m*0.7m 0.4m*0.4m,0.5m*0.7m Seti River 16 Bhairavtole Chowk - Nadipur 473 0.6m*0.95m 0.6m*0.95m Seti Canal 17 Ganeshtole – Palikhe Chowk 795 0.6m*0.95m 0.6m*0.95m Seti River 18 Bindabasini Hall road 297 0.6m*0.95m 0.6m*0.95m Seti River 19 Ghairhapatan road 615 0.6m*0.95m 0.6m*0.95m Seti River 20 Chipledhunga - Mahendrapul 313.5 0.6m*0.95m 0.6m*0.95m Seti River 21 Chipledhunga – Siddhartha Chowk 291 0.6m*0.95m 0.6m*0.95m Fewa Lake 22 Siddhartha Chowk - Firke 299 0.6m*0.95m 0.6m*0.95m Firke Khola 23 Ganesh Road 797.5 0.6m*0.95m 0.6m*0.95m Seti River Bulaudi 24 Zero KM - Bulaudi 775 0.4m*0.4m 0.4m*0.4m Khola 25 Jalapa Chowk - Nagdhunga 556 0.6m*0.95m 0.6m*0.95m Fewa Canal 26 Ratna Chowk - Airport 689 0.6m*0.95m 0.6m*0.95m Fewa Canal Mustang Chowk – Rastra Bank 27 488 0.6m*0.95m 0.6m*0.95m Fewa Canal Chowk 28 Damside – Birauta Chowk 339.5 0.6m*0.6m 0.6m*0.6m Fewa Canal 2.3.4 SOIL DATA The coefficient of run-off (C) is the portion of precipitation that makes its way to the drain.
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