1. Anthony Fang
Kirsten Rice
Viv Pitter
Ryan Williams
Jeremy Molayem
WATER SUPPLY AND
SEWER SYSTEM DESIGN

2. ZONE
AREAS
A

3.  Residential
 Area: 66.281 acres
 Population Density: 40 people/acre
 Population: 2652 people
 Industrial
 Area: 3.2881 acres
 Population Density: 20 people/acre
 Population: 66 people
 Commercial
 Area: 5.3375 acres
 Use: 10 hours per weekday
ZONE POPULATION

4. I. WATER SUPPLY
SYSTEM

5.  Residential
 Average consumption: 2.652 x 105 gpd
 Peak day consumption: 5.304 x 105 gpd
 Peak hour consumption: 1.608 x 106 gpd
 Industrial
 Weekday consumption: 1.44 x 106 gal/day
 Peak hour consumption:1.8 x 105 gal/hr
 Commercial
 Average flow rate: 17.5 gpm
 Peak day flow rate: 35 gpm
DEMAND

6.  Fire flow is calculated based on the equation
NFF=(Oi)(Ci)[1.0+(X+P)i]
Q = 5200 gpm (10 hour duration) = 3.124 x 106 gpd
 Total flow for max day and Fire flow
Qtotal = 2.38x106 + 3.124x106 = 5.50 x 106 gpd
FIRE FLOW

7. WATER DISTRIBUTION MAP WITH OUTFALLS

8. DISTRIBUTION LAYOUT

9.  System B – Pumping station to major center of demand with
an elevated storage tank between the supply and demand
 Average Day = 1.7 mgd.
 Max Day = 1.7 mgd x 1.5 = 2.55 mgd
 Peak hour = 2.55 mgd x 1.5 = 3.83 mgd
 Max day + Fire flow = 5.5 mgd
DISTRIBUTION STORAGE

10. DISTRIBUTION STORAGE
Demand Rate Calculation Pumping Head
Average Day (1.7 mgd) 115 + (0.67 x 19) 128 ft
Max. Day. (2.55 mgd) 115 + (1.42 x 19) 142 ft
Max. Hour. (3.83 mgd) 115 + (3.0 x 19) 172 ft
Max day + fire = (5.5
mgd)
115 + (6.1 x 19) 231 ft

11.  Total Length of Pipe ~ 19,000 feet
 Pipe Material = ductile iron (C = 140)
 Diameter: 12-14 in
 Water Tower Head – 310 ft
 Pump Head – 305 ft
 Worst Case: Pump Failure
 Pressure low: 28.84 psi, high: 40.21 psi
PIPING SYSTEM INFORMATION

12.  HP=QxH/(3960*n)
 Q= 3606 GPM
 H=305ft
 n=65%
 HP=427.28
 500 HP pump needed.
 Two pumps (one standby)
PUMP DESIGN

13.  Fire hydrants are to be located 300 feet apart on each street
and 150 feet apart in high value zones.
FIRE HYDRANT LOCATIONS

14. II. SEWER SYSTEM

15. SEWER DESIGN

16.  For Commercial and Residential
 25 F.U. => 40 gpm x 3 (Restaurants) = 120 gpm
 10 F.U. => 30 gpm x 2 (Offices) = 60 gpm
 Total = 180 gpm
 For Industry = (3000gpm) x (70%) = 2100 gpm
 For Residential = (Max Hourly Use) x 70% = Sewage Flow
SEWER DESIGN

17.  Summary
SEWER DESIGN
Pipe Material PVC
Min. Velocity 2 ft/s
Max Velocity 10 ft/s
Roughness (n) 0.015
Min Ground Cover 6 ft
Percentage Full 50%
Min. Pipe Diameter 8 in.
Max Pipe Diameter 50 in
Max Velocity (Actual) 7.7 ft/s
Max Depth 22 ft.

18. III. STORMWATER
SYSTEM

19. STORM DATA
Duration, Min Intensity, In/Hr
5 7
10 5.5
15 5
20 4.3
25 3.9
30 3.75
35 3.5
40 3.35
45 3.2
50 3.15
55 3.125
60 3.1

20. STORM SEWER DESIGN
Design Criteria Value (Minimum) Value (Maximum)
Flow Velocity 3 ft/s 15 ft/s
Slope 0.02% 10%
Depth of Cover 5 ft below surface N/A
Diameter 1 ft N/A
Roughness Coefficient N/A N = 0.013
Capacity* N/A ¾, 0.75
Horizontal Distance from
Drinking Water Lines**
10 ft N/A
Vertical Distance from
Utilities**
1 ft
Pipe Material PVC for Diameter les
*ratio of flow depth to full depth
**from Haestad Methods, Stormwater Conveyance Modeling and Design
Design Restrictions
•Hydraulic Gradient Line should be below surface elevation at all times.
•Curved Storm Sewers are unacceptable (maintenance problems)
Depth of cover should be at least 5 ft in order to prevent crushing of pipes due to loads.

21. CONDUITS EXCEEDING DESIGN CAPACITY

22. CONDUITS OVERCAPACITY AT 21 INCHES

23. CONDUITS OVERCAPACITY AT 24 INCHES

24. CONDUITS OVERCAPACITY AT 27 INCHES

25. DESIGN SATISFIED, ALL CAPACITY < 0.75

26. DESIGN CRITERION: 3FPS < VELOCITY <15FPS

27. DESIGN CRITERION, 0.2% < SLOPE <10%

28. CONDUIT DIAMETER

29. CONDUIT FLOW

30. HYDRAULIC PROFILES

31. HYDRAULIC PROFILES

32. HYDRAULIC PROFILES

33. SUMMARY
Pipe Material PVC or Reinforced Concrete (D>1ft)
Min. Velocity 3.72fps
Max. Velocity 12.3fps
Roughness n=0.013
Min Ground Cover 5ft
Max Capacity 75% fullness
Min. Pipe Diameter 12inches
Max. Pipe Diameter 27inches
Max Depth 22ft

34.  Worst Case Scenario
 Pump Failure, distribution only from water tower
 Water tower height 310 ft
 Pump head = 0 ft
 Pressure
 High- 40.21 psi
 Low- 28.84 psi
DISTRIBUTION DESIGN (SCENARIO 1)

35.  Water Tower Failure, supply only from pump
 Water tower head = 0 ft
 Pump head = 305 ft
 Pressure
 High: 44.99 psi
 Low: 30.52 psi
DISTRIBUTION DESIGN (SCENARIO 2)

36.  Best Case
 Elevated Storage Tank -310 ft
 Pumping Reservoir- Total head about 305 ft
 Pressure-
 High- 45.89 psi
 Low- 33.01 psi
DISTRIBUTION DESIGN (SCENARIO 3)