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EVALUATION OF THE DRAINAGE SYSTEM OF
THE EAST COURSE OF WACK WACK GOLF AND COUNTRY CLUB
MARK ANTHONY DE LEON DELA CRUZ
SUBMITTED TO THE FACULTY OF
COLLEGE OF ENGINEERING AND AGRO-INDUSTRIAL TECHNOLOGY UNIVERSITY OF THE PHILIPPINES LOS BAÑOS
IN PARTIAL FULFILLMENT OF THE REQUIREMENT FOR THE
DEGREE OF
BACHELOR OF SCIENCE IN AGRICULTURAL ENGINEERING
(MAJOR IN LAND AND WATER RESOURCES ENGINEERING AND TECHNOLOGY)
MARCH 2010
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Contents
Biographical Sketch iii
Acknowledgement iv
List of Figures viii
List of Tables ix
Executive Summary x
1. INTRODUCTION 1.1. Background of the Study 1
1.2. Significance of the Field Practice 2 1.3. Objectives of the Study 3
1.4. Scope and Limitations 4 1.5. Time and Place of the Study 4 2. THEORETICAL REVIEW 2.1. Rainfall and Runoff Relationship to Drainage 4
2.2. Drainage System Design in Golf Courses 5
2.3. Tolerance of Axonopus compressus to Submergence 6 2.4. Non-Erodible Channel Design Procedure 8 2.5. The Rational Equation 9 2.6. Hydrologic Frequency Analysis 10
3. METHODOLOGY 3.1. Site Selection for the Drainage Evaluation 13 3.2. Surveying 13 3.3. Generation of Topographic Map 15
3.4. Acquisition of other Relevant Data 18
3.5. Analysis of the Data gathered 19
vii 4. RESULTS AND DISCUSSION
4.1. Description of the Existing Drainage System at WWGCC 21
4.2. The Topographic Maps 22
4.3. Determination of the Flow Velocity and Flow Rate 28 4.4. Determination of the Design Rainfall Intensity 32 4.5. Determination of the Probability of Occurrence and Return Period 36 4.6. Testing of Adequacy of the Length of Record of Rainfall Data 39
5. SUMMARY AND CONCLUSIONS 39
6. RECOMMENDATION 41
7. REFERENCES 42
APPENDIX 43
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List of Figures Figure
Number
Caption Page
Number 2.6.1 Plot of Mockus‘ Solution for Testing the Adequacy of
Length of Record
12 3.2.1 The Vernier of the Transit was used to determine the
Orientation of the Tee
13
3.2.2 Position of Pegs during the Surveying 14
3.2.3 Taking rod reading at spots where pegs were placed 15 3.3.1 Vertical lines used to represent rod readings taken from the
site survey
16 3.3.2 Smooth polylines used to connect the bottom of the
levelling rods
16
3.3.3 A blanket that defines the soil profile 17
3.3.4 The contour line generated by tracing the area where the blanket was cut
17
3.4.1 A pipe network at Hole 5 18
3.5.1 Flow chart of Design Analysis Procedure 20
4.2.1 Topographic Map of Hole 5 23
4.2.2 Topographic Map of Hole 6 24
4.2.3 Pipe Network at Hole 5 with their corresponding section names
25 4.2.4 Pipe Network at Hole 6 with their corresponding section
names
26 4.3.1 Relation of Pipe diameter and its Hydraulic Radius 29 4.5.1 Graph developed using Hydrologic Frequency Analysis
considering 1-hour maximum Rainfall Intensity
37
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List of Tables
Table Number
Caption Page
Number 2.3.1 Comparison of 8 Grass Species with reference to the
Tolerance to Submergence
8
4.2.1 Slope of the Pipe Sections in Hole 5 27
4.2.2 Slope of the Pipe Sections in Hole 6 28
4.3.1 Hydraulic Radius of different sizes of pipe 29 4.3.2 Flow velocity and flow rate through each pipe section in
Hole 5
30 4.3.3 Flow velocity and flow rate through each pipe section in
Hole 6
31 4.4.1 Design Rainfall Intensity at different Pipe Sections in Hole
5
33 4.4.2 Design Rainfall Intensity at different Pipe Sections in Hole
6
34 4.4.3 Design Rainfall Intensity (mm per time duration) of pipe
sections in Hole 5
35 4.4.4 Design Rainfall Intensity (mm per time duration) of pipe
sections in Hole 6
35 4.5.1 Probability of Occurrence and Return Period of the Design
Rainfall Intensity
38
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EXECUTIVE SUMMARY
The field practicum was conducted at the Wack Wack Golf and Country Club (WWGCC). During the practicum, some portions of the East Course of WWGCC were under renovation and some portions were newly renovated. Hence, there is a need to evaluate these reformations. The study focused on the drainage evaluation of the East Course. Holes 5 and 6 were used to represent the entire East Course since these two areas have the most problematic drainage system based on WWGCC‘s observation.
The area was surveyed using an engineer‘s transit. Rod readings were taken at spots that define the shape of the area such as Hole boundaries, waterway boundaries, and spots that causes irregularities in the grade of the course. A topographic map of each Hole was created using the AutoCAD 2010 software. Catchment areas that will drain to each pipe section were determined using the software as well. Also, the slope of the drainage pipes for each Hole was obtained.
The drainage system utilizes pipes as means of conveying the drainage water into the waterway outlet.Considering the hydraulic radius, roughness coefficient, and slope of the pipes, the Manning‘s equation was used to determine the flow velocity in each pipe section. Given the cross-sectional area of the pipes, the computed flow velocity in each section was considered and the continuity equation was used to determine the design flow rate. Then for each pipe section, the rational equation was used to determine the design
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rainfall intensity. The runoff coefficient of turf grass, design flow rate of each section and their respective catchment areas were considered.
Using the rainfall data obtained from the weather station of WWGCC, hydrologic frequency analysis was done using different rainfall duration; and the probability of occurrence and the recurrence interval were determined. It was concluded that the drainage system of the East Course of WWGCC can handle 38.83 mm of rainfall per hour. Its corresponding probability of occurrence and return period is 44% and 2.27 years, respectively. It means that there is 44% probability that the design rainfall intensity will occur. Moreover, based on the rainfall data used, the design rainfall event occurs once in every two years and three months. This obtained value was found to conform to the standard recurrence interval for a minor drainage system.
