HomeMy WebLinkAboutSDP200200020 Calculations 2002-07-22 STORMWATER MANAGEMENT POND
CALCULATIONS
AVEMORE
ALBEMARLE COUNTY, VIRGINIA
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The Gateway to Avem ore
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ENGINEERS
1110 SURVEYORS
PLANNERS
ASSOCIATES
147 Mill Ridge Road•Lynchburg,Virginia 24502
434-582-6175•Fax 434-582-6179
Short Version BMP Computatior... . Jr Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Avemore Water Resources Area: Development Area
Preparer: JJL Date: 22-Jul-02
Project Drainage Area Designation On Site Pond
L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72 J
Rv mean runoff coefficient, Rv=0.05+0.009(I)
Pj small storm correction factor,0.9
I percent imperviousness
P annual precipitation,43"in Albemarle _
A project area in acres in subject drainage area, A= - 24.64
_ _
C pollutant concentration, mg/I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5"over imperv.area = A(I)43560(0.5/12)/27
RR required removal , L(post)-f x L(pre)
%RR removal efficiency, RR100/L(post)
Impervious Cover Computation(values in feet 8 square feet)
Item -
pre-development - Area _ post-development Area .
Roads Length Width subtotal Length Width subtotal
0' 0 16000' - 0 0 424710
01 0' _-_ 0lI 0! 0 0
- 0: 0; 0 0
0' 16000! a 0; 424710
Driveways Length Width no. subtotal Length Width no. subtotal ,
and walks I 0' 0` _ 0• 01 0' 0 0. -- 0
0' 0 0. 0' 0: 0: 0' 0
Parking Lots 1 2 3 4 1 2? 3 4.-
0,
1
Gravel areas Area Area
x 0.70= 0 x 0.70= 0,
Structures Area no. subtotal Area no. subtotal
0' 0 10000. 0 0 202554
0 0; 0' --_- 0 0' 0,
' 0 01 0 10000 0 202554
Actively-grazed pasture& Area Area ,
yards and cultivated turf 311889.6 x 0.08= 24951.17 446054 x 0.08= 35684.32'
Active crop land Area I Area
x0.25= 0 - - _ --x0.25= 0
Other Impervious Areas
0: 0
Impervious Cover 5% 62%
I(pre) I(post)
Rv(post) V !
0.61 1023.1
New Development(For Development Areas,existing impervious cover<=20%)
C f I (pre)* Rv(pre) L(pre) ' L(post) RR ; %RR 'Area Type
0.70 -1.00 ,. 20°/a 0.23 34.79 I _91.65 ; 56.86 t 62%r Development Area
0.35 1 00 0% 0.09 • 7.01 ; 45.83 !_ 38.81 s "85%Drinking Water Watersheds
_ 0�40' r-1`.007.4�' t;1'/0' 0.09 8.01 , 52.37 ; 44.36 r 85%i Other Rural Land
min.values
Redevelopment(For Development Areas,existing impervious cover>20%1
C f I(pre)* 1 Rv(pre) ! L(pre) I L(post) ! RR , _%RR 'Area Type
0 70 Y 0.901q, 1, 20%1 0.23 ! 34.79 ! 91.65 " 60.34; 66% Development Area
0.35' 0.85 -1, ',r':0% 0.09; 7.01 . 45.83 : 39.86 . 87%! Drinking Water Watersheds
0.40 _0.85 1 1 ' 0.09 8.01 52.37 , 45.56 ' 87%, Other Rural Land
Interim Manual,Page 70 rev. 16 Feb 1998 GEB
Hydrograph Return Period Recap Page1
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff —— 14.41 — — 40.93 — 80.46 Pre(to Pond 2)
2 SCS Runoff — — 75.95 — — 133.75 — — 206.55 post total site
3 Reservoir 2 — 14.21 — — 38.99 — — 100.81 pond 2 out
Proj. file: pond2.gpw Run date: 07-22-2002
Hydrograph Summary Report Pagel
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 14.41 1 720 37,208 — ----- Pre(to Pond 2)
2 SCS Runoff 75.95 1 722 203,853 — — — post total site
3 Reservoir 14.21 1 739 196,270 2 379.42 85,445 pond 2 out
Proj. file: pond2.gpw Return Period: 2 yr Run date: 07-22-2002
Hydrograph Repot Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre (to Pond 2)
Hydrograph type = SCS Runoff Peak discharge = 14.41 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 13.50 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.4 min
Total precip. = 4.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=37,208 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.98 13.81
12.00 14.41 «
12.02 14.33
12.03 13.80
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
post total site
Hydrograph type = SCS Runoff Peak discharge = 75.95 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 24.64 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 14.6 min
Total precip. = 4.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=203,853 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.98 69.78
12.00 73.07
12.02 75.18
12.03 75.95 <<
12.05 75.24
12.07 72.93
12.08 69.63
...End
•
Hydrograph Summary Report Page 1
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage
(origin) (cfs) (min) (min) (cuft) g description
(ft) (cuft)
1 SCS Runoff 40.93 1 720 93,907 — — --- Pre(to Pond 2)
2 SCS Runoff 133.75 1 722 364,936 — — — post total site
3 Reservoir 38.99 1 735 355,249 2 382.15 152,126 pond 2 out
Proj. file: pond2.gpw Return Period: 10 yr Run date: 07-22-2002
•
Hydrograph Repw,
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre (to Pond 2)
Hydrograph type = SCS Runoff Peak discharge = 40.93 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 13.50 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.4 min
Total precip. = 6.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=93,907 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.97 38.47
11.98 40.41
12.00 40.93 <<
12.02 39.74
12.03 37.50
...End
Hydrograph Reps„
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
post total site
Hydrograph type = SCS Runoff Peak discharge = 133.75 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 24.64 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 14.6 min
Total precip. = 6.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=364,936 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.98 124.72
12.00 129.90
12.02 132.98
12.03 133.75 <<
12.05 131.99
12.07 127.47
12.08 121.32
...End
Hydrograph Summary Report Page
Hyd. Hydrograph Peak Time lime to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cult)
1 SCS Runoff 80.46 1 720 181,517 — ------ Pre(to Pond 2)
2 SCS Runoff 206.55 1 722 575,963 — — post total site
3 Reservoir 100.81 1 731 564,036 2 384.00 204,137 pond 2 out
1
I
Proj. file: pond2.gpw Return Period: 100 yr Run date: 07-22-2002
Hydrograph Repor.
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre (to Pond 2)
Hydrograph type = SCS Runoff Peak discharge = 80.46 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 13.50 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.4 min
Total precip. = 8.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 181,517 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.95 72.62
11.97 77.46
11.98 80.31
12.00 80.46 «
12.02 77.39
...End
Hydrograph Repor.
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
post total site
Hydrograph type = SCS Runoff Peak discharge = 206.55 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 24.64 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 14.6 min
Total precip. = 8.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=575,963 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.98 194.30
12.00 201.72
12.02 205.90
12.03 206.55 <<
12.05 203.35
12.07 196.00
12.08 186.18
...End
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ENGINEERS•SURVEYORS•PLANNERS 111F0 7h7r VIC9 4- ___V_
ENGINEERING CAL( ATIONS CHAPTER 5
SUMMARY
MULTI-STAGE RISER DESIGN PROCEDURE
STEP 1: Determine Water Quality Volume Requirements
a. Extended-Detention
b. Retention
STEP 2: Compute Allowable Release Rates
STEP 3: Estimate the Required Storage Volume
STEP 4: Grade the Basin; Create Stage-Storage Curve
STEP 5a: Design Water Quality Orifice(Extended-Detention)
STEP Sb: Set Permanent Pool Volume(Retention)
STEP 6: Size 2-Year Control Orifice
STEP 7: Check Performance of 2-Year Opening
STEP 8: Size 10-Year Control Opening
STEP 9: Check Performance of 10-Year Opening
STEP 10: Perform Hydraulic Analysis
a. Riser Flow Control
b. Barrel Flow Control
1. Barrel Inlet Flow Control
2. Barrel Outlet Flow Control
STEP 11: Size 100-Year Release Opening or Emergency Spillway
STEP 12: Calculate Total Discharge and Check Performance of 100-Year Control Opening
STEP 13: Design Outlet Protection
STEP 14: Perform Buoyancy Calculation
STEP 15: Provide Seepage Control
5-70