Water Distribution System of Barangay Poblacion, Kapatagan, Lanao del Norte (A Framework Study)
A Course Requirement to CE 283 - Water Distribution and Water Treatment Plant Design
Neil Lemon B. Mediodia March 2011
Brief Description The recipient of this project is Barangay Poblacion, Kapatagan, Lanao del Norte. The barangay is progressively developing and it is the trade center of the municipality. At about 885 households and around an average of 4425 people are served, most of which depended on farming as one of their means of living. The project aimed to develop a water distribution system of the barangay mentioned above through the utilization of free software EPANET. The design of the proposed distribution system covers the pump capacity, pipe connections (diameter), tank sizes, and the hourly demand pattern. The other details in the program used are set by the authors discretion for the ease of the project that includes the layout of pipes and nodes and the default units. There are three patterns that the author considered: the residential, school and pump schedule.
The Proposed Water Distribution System The proposed water distribution system primarily is designed to deliver and allocate water to Brgy. Poblacion which conforms to the following design criteria set by the designer: It considers a maximum velocity of two (2) meter per second (main pipe lines), three (3) meter per second (distribution lines) and a minimum pressure of three (3) meters at any remotest junction. Other criteria are set by default by the software. The hourly demand patterns are assumptions by the author brought by his past knowledge with water demands and are tabulated and shown in the next page. The demand patterns comprise of residential, school and pump schedule which are shown as graphs:
Figure 1. Different demand patterns
Table 1. Hourly Demand Schedule Residencial Hour 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Total: Base Demand (m3/hr) 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 14.53 2325 multiplier 0.1 0.15 0.2 0.3 0.95 1.3 1.8 2.25 1.9 1.3 1.45 1.95 1.4 0.9 1.05 1.15 1.2 1.4 1.65 1.1 0.2 0.15 0.1 0.05 served Actual Demand (m3/hr) 1.45 2.18 2.91 4.36 13.80 18.89 26.16 32.70 27.61 18.89 21.07 28.34 20.34 13.08 15.26 16.71 17.44 20.34 23.98 15.98 2.91 2.18 1.45 0.73 School Hour 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Total: Base Demand (m3/hr) 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2100 multiplier 0 0 0 0 0 0.8 1.7 2.1 1.2 1.7 2.1 3.2 2.3 1.5 1.1 2.1 2.4 1.8 0 0 0 0 0 0 served Actual Demand (m3/hr) 0.00 0.00 0.00 0.00 0.00 1.40 2.98 3.68 2.10 2.98 3.68 5.60 4.03 2.63 1.93 3.68 4.20 3.15 0.00 0.00 0.00 0.00 0.00 0.00 Pump Hour 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 multiplier 1 1 1 1 0 0 1 1 1 1 0 0 1 1 1 1 0 0 1 1 1 1 0 0
The above table shows the different demand patterns for residential, school, and pump schedule. These details were basically the inputs in the software analysis.
Other assumptions In the absence of other data, the designer is forced to make practical assumptions that include the elevations of the junctions and reservoirs. There are also no fire hydrants installed in the system but later projects might want to improve and make some good set ups for that case. Hydraulic Analysis
