2013-03-25_INSPECTION - M1980244

• Permit No: M1980244
• IBM Index Class Name: INSPECTION
• Doc Date: 3/25/2013
• Doc Name: Additional Corrective Action
• From: CC&V
• To: DRMS
• Inspection Date: 4/17/2012
• Email Name: TC1
• Media Type: D
• Archive: No

Phase 5 HVSC Pipe Diversion Flow Capacity Calculations
(Utilized methodology from Amendment #9, Volume V, Appendix C.8)
Pipe 1— Flow Capacity Required
• 4.08 ac. Watershed area
• 0.003 gpm /ft solution application rate
4.08 ac x 43,560 ft /ac = 177,725 ft
177,725 ft 0.003 gpm /ft = 533.2 gpm
Pipe 2 — Flow Capacity Required
• 8.46 ac. Watershed area
• 0.003 gpm /ft Approximate solution application rate
8.46 ac x 43,560 ft /ac = 368,518 ft
368,518 ft 0.003 gpm /ft = 1,105.6 gpm
Attachment 2
Pipes 1 & 2 — Flow Capacity Assumptions
• Considered Secondary Pipe - 15" Dia. ADS N -12, Manning's n = 0.012
• Slope ft/ft = 0.03
Flow Capacity Calculations:
Utilizing the Flow Equation:
Q = (1.49 /n)AR /3
Pipe 1— Flow Capacity
@ 15" Diameter
Q = (1.49 /0.012)(1.23)(0.31 /3 )(0.03 1/2 ) A = 1.23 ft
= 12.1 cfs R = 0.31 ft
12.1 cfs x 448.83 gpm /cfs = 5,430.8 gpm > 533.2 gpm — OK
Pipe 2 — Flow Capacity
@ 15" Diameter
Where: Q = gpm
N = Manning's Coefficient
A = Flow Area
R = Hydraulic Radius
S = Pipe Slope
Q = (1.49 /0.012)(1.23)(0.31 /3 )(0.03 1/2 ) A = 1.23 ft
= 12.1 cfs R = 0.31 ft
12.1 cfs x 448.83 gpm /cfs = 5,430.8 gpm > 1,105.6 gpm — OK