Evaluation of the pipe drainage system alignment of Holes 5 and 6 at Wack Wack Golf and Country Club in Mandaluyong City

Date

10-2010

Degree

Bachelor of Science in Agricultural Engineering

Major Course

Major in Land & Water Resources Engineering

College

College of Engineering and Agro-Industrial Technology (CEAT)

Adviser/Committee Chair

Aurelio A. Delos Reyes Jr.

Committee Member

Rosa B. Delos Reyes, Maurice A. Duka,

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Abstract

Effective drainage is important in maintaining the quality and playability of golf courses. Given the opportunity to conduct the field practicum at the Wack Wack Golf and Country Club (WWGCC), the newly-installed drainage systems of WWGCC’s Holes 5 and 6 at East Course were examined and appraised. The computation of actual and theoretical minimum head loss was used to evaluate the pipe drainage systems of the two Holes. The theoretical minimum head loss of pipe drainage was determined using the procedures presented by the Missouri Department of Transportation (MoDOT, 2004). The simplified head loss formula, h = z1 – z2 or h = SL, derived from the energy equation of an open channel flow was used to determine the actual head loss of each pipe section of Holes 5 and 6. Uniform flow condition was assumed for all computations. The Manning’s equation was used to obtain the minimum slope, and eventually head loss, using a roughness coefficient (n) of 0.012 for plastic pipes. Elevation data and layout were obtained by conducting actual field survey. Based on pipe layout, profile, and pipe sizes, the pipe drainage systems of the two Holes were divided into appropriate sections for head loss, slope and velocity analyses. The land profile, actual pipe profile, and theoretical minimum profile were illustrated and analyzed per pipe section in the drainage network. Analysis showed that the pipe alignment or slope for minimum head loss was not applicable to implement under the present field topography and condition at WWGCC. However, it was established that all the present pipe profiles will definitely produce velocities greater than the recommended minimum velocity of 0.9 m/s (3 fps) that would prevent the accumulation of sediments in the pipe. Even if minimum slopes were assumed, it would not result to significant reductions in pipe lengths to be used, but would result to deeper excavation. The present installations generally followed the ground profile, thus, lessened the excavation depths on the adobe soil and possibly costs. Theoretical maximum velocities were also determined based on the actual pipe slopes as installed. In general, the actual layouts of the pipe drainage systems provide velocities that are within the range of recommended minimum and maximum. Only Hole 5 was found to have two of its 12 sections that would exceed the recommended maximum velocity of 3.7 m/s (12 fps). These steep pipe sections (Sections 7 and 8 with computed velocity of 3.92 and 6.93 m/s respectively) may need to be reevaluated.

Language

English

Document Type

Thesis

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