Anthony FangKirsten RiceViv PitterRyan WilliamsJeremy Molayem

WATER SUPPLY AND SEWER SYSTEM

DESIGN

ZONE AREAS

A

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

I. WATER SUPPLY SYSTEM

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

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 flowQ tota l = 2.38x106 + 3.124x106 = 5.50 x 106 gpd

FIRE FLOW

WATER DISTRIBUTION MAP WITH OUTFALLS

DISTRIBUTION LAYOUT

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 mgdPeak hour = 2.55 mgd x 1.5 = 3.83 mgdMax day + Fire flow = 5.5 mgd

DISTRIBUTION STORAGE

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

Total Length of Pipe ~ 19,000 feetPipe Material = ductile iron (C = 140)Diameter: 12-14 inWater Tower Head – 310 ftPump Head – 305 ft

Worst Case: Pump Failure Pressure low: 28.84 psi, high: 40.21 psi

PIPING SYSTEM INFORMATION

HP=QxH/(3960*n)

Q= 3606 GPMH=305ftn=65%

HP=427.28 500 HP pump needed. Two pumps (one standby)

PUMP DESIGN

Fire hydrants are to be located 300 feet apart on each street and 150 feet apart in high value zones.

FIRE HYDRANT LOCATIONS

II. SEWER SYSTEM

SEWER DESIGN

For Commercial and Residential 25 F.U. => 40 gpm x 3 (Restaurants) = 120 gpm 10 F.U. => 30 gpm x 2 (Offi ces) = 60 gpm Total = 180 gpm

For Industry = (3000gpm) x (70%) = 2100 gpm

For Residential = (Max Hourly Use) x 70% = Sewage Flow

SEWER DESIGN

Summary

SEWER DESIGN

Pipe Material PVCMin. Velocity 2 ft/sMax Velocity 10 ft/sRoughness (n) 0.015Min Ground Cover 6 ftPercentage Full 50%Min. Pipe Diameter 8 in.Max Pipe Diameter 50 inMax Velocity (Actual) 7.7 ft/sMax Depth 22 ft.

III. STORMWATER SYSTEM

STORM DATA

Duration, Min Intensity, In/Hr5 7

10 5.515 520 4.325 3.930 3.7535 3.540 3.3545 3.250 3.1555 3.12560 3.1

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 DesignDesign 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.

CONDUITS EXCEEDING DESIGN CAPACITY

CONDUITS OVERCAPACITY AT 21 INCHES

CONDUITS OVERCAPACITY AT 24 INCHES

CONDUITS OVERCAPACITY AT 27 INCHES

DESIGN SATISFIED, ALL CAPACITY < 0.75

DESIGN CRITERION: 3FPS < VELOCITY <15FPS

DESIGN CRITERION, 0.2% < SLOPE <10%

CONDUIT DIAMETER

CONDUIT FLOW

HYDRAULIC PROFILES

HYDRAULIC PROFILES

HYDRAULIC PROFILES

SUMMARY

Pipe Material PVC or Reinforced Concrete (D>1ft)Min. Velocity 3.72 fpsMax. Velocity 12.3 fpsRoughness n=0.013Min Ground Cover 5 ftMax Capacity 75% fullnessMin. Pipe Diameter 12 inchesMax. Pipe Diameter 27 inchesMax Depth 22 ft

Worst Case ScenarioPump 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)

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)

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)