HomeMy WebLinkAboutWPO201200086 Calculations 2020-07-27THE PRESERVE AT GLENMORE STORMWATER
MANAGEMENT CALCULATIONS PACKET
(AMENDMENT)
Date of Calculations
J U LY 20, 2020
PREPARED BY:
COLLINS """TRING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719 PH
434.293.2813 FX
www.collins-engineering.com
62C- 62C
62B
62B +. 51D i
62C
62C 51 C
80 B
Tl
95 Y ,
51B
51B
51D
51C
yloosto�e C�eeK
Soils Table
(Source: NRCS Web Soil Survey Online Database)
Albemarle County, Virginia (VA003)
Albemarle County, Virginia (VA003) J
Map
Unit Map Unit Name Acres Percent
Symbol in AOI of AOI
51B Bugley 7.5 5.0 s�-
channery silt
loam, 2 to 7
percent slopes
51C
Bugley
14.0
Q.
channery silt
loam, 7 to 15
percent slopes
51D
Bugley
44.1
29.3%
channery silt
loam, 15 to 25
percent slopes
62B
Buffstat silt
34.0
22.6%
loam, 2 to 7
percent slopes
62C
Buffstat silt
35.9
23.9%
loam, 7 to 15
percent slopes
80B
Littlejoe silt
5.4
3.6%
loam, 2 to 7
percent slopes
05
Hatboro silt
9.3
6.2%
loam, 0 to 2
percent slopes,
occasionally
flooded
Note: Soils' properties within this subarea are predominantly composed of hydrologic type B soils.
Precipitation Data
(Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14
Point Precipitation Frequency Estimates)
s c ea
Map U o Heslbnrlee Apo
I� Terrain PC
S y
API vyes(erh30" a i
6.
9b C o
0
Gkmmie Q Qa � q
Country `CO Gt
Club F� Q
C
cwsy-
0-oo'' �a
g° 04enq Wi'i1erj,,
n
,s I
Grey Ir--
rc
Y
OSC V 0i
0 0
m`
U
e
J0.4km
d.2mi
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, Volume 2, Version 3
PDSa3ased precipitation frequency estimates with 90% confidence intervals (in inches)'
Asaa9e rewrenm iftr el (yeas)
OureBonl�I�OS 10 ®I� tro 200 ® t999
24h 2.8 AB 4A5 518 BA7 7S1 aA5 991 31A 73A
(2.5 .24) 11 (3.123.92) 11 (3.9&5.01) (5.7&728) (8.B1b.40) (].559.B8) (8.5&11.0) (10.0.13.1) (112-14.9)
SCS TR-55 Calculations
U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: The Preserve at Glenmore SWIM Amendment Designed By: SRC, PE
Location: Grey Heron Road, Keswick, VA Checked By: SRC, PE
Check One: Present X Developed
1. Runoff curve Number (CN)
FL-ENG-21A
06/04
Date: 1/23/2020
Date: 1/23/2020
Cover description
Soil name and
CN (weighted) _
Drainage Area
hydrologic group
(Cover type,treatment, and hydrologic condition;
ON
Area
Product of CN
total product/
Calculated
Description
percent impervious; us connected
(Acres)
xArea
'S'Value
(Appendix A)
totalarea
impervious area ratio)
area ratio)
DA'A'
Impervious Areas
98
0.37
36.3
B
Woods in Good Condition (75%+/-)
55
20.80
1144.0
56
7.86
(Present)
Lawns in Good Condition (25%+/-)
61
0.95
58.0
DA'A'
Impervious Areas
98
1.49
146.0
B
Woods in Good Condition (75%+/-)
55
0.00
0.0
63
5.75
(Developed)
Lawns in Good Condition (25%+/-)
1 61
1 20.63
1 1258.4
2. Runoff
1-Year Storm
2-Year Storm
10-Year Storm
Drainage Area Description
Frequency -years
1
2
10
n/a
Rainfall, P (24 hour)- inches
2.87
3.48
5.26
n/a
Runoff, Cl- inches
0.18
0.37
1.18
DA'A'(Present)
Runoff, Cl- inches
0.40
0.67
1.71
DA'A'(Developed)
U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Warkaheet 3e Time of Concentration (TJ or Travel Time [T j
Project: The Preserve at Glenmore SWM Amendment Designee By: SRC, PE
Location: Grey Heron Road, Keswick, VA Checked By: SRC, PE
Check One: Present X Develaped X
Check One: Tc X Tt
Segment ID:
Sheet Flow: (Applicable to Tc only)
1 Surface description (Table 3-1)
2 Manning's roughness craft, n (Table 3-1
3 Flow length, L (total L< 10D) (ft)
4 Two-year 24-hour rainfall, Pz (in.)
5 Land slope, s (ft/ft)
6 Compote T,=(0.00](n'Lf6 /P sso4
Shallow Concentrated Flow-
7 Surface description Upaved or unpaved)
8 Flow Length, L(ft)
9 Watercourse slope, s(ff/ff)
10 Average velocity, V(Figure 3-1)(ff/s)
11 Tr=L/36WV
Channel Flaw:
12 Crass sectional Now area, a (ft)
13 Welted perimeter, P. (ft)
14 Hydraulic radius, r=a/P.(fl)
15 Channel Slope, s(ft/ff)
16 Manning's Roughness Coeff, n
1]V=[1.49rfs° ] / n
18 Flow length, L (ft)
19 Tr L/ 3600W
20 Watershed or subarea T, or T,
(Add Tr in steps 6,11 and 19)
Through subarea n/a
FL-ENG-21A
06/04
)ate: 1/23/2020
Wte: 1/23/2020
DAW
DA'A'
(Present)
(Developed)
Dense Grass Dense Grass
0.24 0.24
100 100
3.] 3.]
0.045 0.045
0.16 0.16
Unpaved
Unpaved
962
962
0.0]
0.0]
4
4
0.0]
0.0]
U.S. Department of Agriculture
Natural Recouroes Conservation Service
TR 55 Worksbeet 6: Graphical Peak Dimharge Method
FL{NG-21C
O5/06
Project: The Preserve at Glenmore SWM Amendment Designed By: SRC, PE Date: 1/23/2020
Ittation: Grey Heron Road, Keswick, VA Checked it, SRC, PE Date: 1/23/2020
Cbxk One: Present A Developed A
1. Data
Oaina,Area
Description
DminMe Area Description
Drainage Area
Description
Drainage Area
Description
DA •A•
(Preaent)
DA •A•
(Developer)
Drainage Area'Am)ia miles°=
DOM6
DOb6
RunoHmrve number [N=
56.0
63.5
Time of mncen[ration (Tc)=
Dn
0.23
Ramfaii ristnbu[inn Up-
II
II
Pond and swamp areas spread
throughout the wMeabed=
0
0
2. Frequed, years
1
2
10
1
2
10
3. Rainfall, P(20 boury inches
2.82
3.08
5.26
2.87
1,18
516
6.Inhial Abrtmcdori inches
L573
1.5]3
L573
1.150
1.150
1.150
S. Compute la/P
0.55
0.05
0.30
0.E0
0.33
012
6. Unit peak discharge, Du-mndri
300
655
620
]. Runoff, D hom Worksbeet 2-inches
0.18
0.37
1.18
0.00
0.62
171
B. Pond and Swamp adjustment faMq Fit
1
1
1
1
1
1
9. Peak Discharge, Op chs
vfiere Dp=Ou Am D Fp
1.90
5.85
22.25
Round through SWM
Faradic,
Note: Du of 1" min / inch is the most mnservative SIN TR-SS Du.
Outflow Summary: (1-Year Storm Event)
J DA 'A' 1 1.90 cfs 1 0.71 cfs
(Routed)
Outflow Summary: (2-Year Storm Event)
DA 'A' 5.85 cfs 5.25 cfs
(Routed)
Outflow Summary: (I 0-Year Storm Event)
DA 'A' 27.25 cfs 27.18 cfs
(Routed)
9 VAC 25-870-66
Section B: Channel Protection
(Energy Balance Calculation fit)
"Concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet
the criteria in subdivision 1, 2 or 3 of this subsection..."
Section B.1: Manmade stormwater conveyance systems
"When stormwater from a development is discharged to a manmade stormwater conveyance system,
following the land -disturbing activity, either..." a. or b. shall be met:
Section B.l.b.
"The peak discharge requirements for concentrated stormwater flow to natural stormwater conveyance
systems in subdivision 3 of this subsection shall be met."
Section 8.3
"... the maximum peak flow rate from the one-year 24-hour storm following the land -disturbing activity
shall be calculated either.." a. or b."
Section 6.3.a.
In accordance with the following methodology:
Q Developed < I.F. * (Q Pre -Developed *[RV Pre -Developed *A Pre -Developed)) (RV Developed* A Developed)
Q Allowed <
0.71 cfs
Where: Q Pre-Developed
1.90 cfs
(From Worksheet 4 Watershed Summary)
CN pre -Developed=
56
(From Worksheet 4 Watershed Summary)
S Pre -Developed =
7.86
(From SCS TR-55 eq. 2-4)
RV pre -Developed=
0.18 in.
(From SCSTR-55 eq. 2-3)
A Pre -Developed=
22.12 ac.
(From Worksheet 4 Watershed Summary)
CN Post -Developed=
63
(From Worksheet 4 Watershed Summary)
S PostDeveloped=
5.75
(From SCS TR-55 eq. 2-4)
RV port -Developed—
0.40 in.
(From SCS TR-55 eq. 2-3)
A Developed
22.12 ac.
(From Worksheet 4 Watershed Summary)
I.F. =
0.80
(Factor of Safety)
Q Developed =
0.71 cfs
Section 8.4 Limits of Analysis
The analysis terminates at the onsite subareas since subsection B.3.a is met.
Level I Wet Pond
Design & Routing
Calculations
WET POND W DESIGN & REQUIREMENTS:
Treatment Volume, Tv (VRRM)
Minimum Treatment Volume Required for Level 1
Treatment Volume Provided at MWSE
Minimum Percentage of Tv Provided at MWSE
Percentage of Tv Provided at MWSE
Minimum Forebay Volume Required (15%of Tv)
Forebay Volume Provided
SfORMWATER
Elevation
(ft)
Area of Forebay
Cell Contours(sf)
Volume(cf)
350
0
352
0
353.5
25
0
354
61
41
356
354
394
358
827
1,542
360
1450
3,790
Elevation
(k)
Total Facility Area
Contours(sf)
Volume(cf)
350
4,582
0
352
5,945
10,497
353.5
7,071
20,247
354
7,841
23,974
356
11,223
42,937
358
15,029
69,096
360
19,310
103,346
20,116 of
20,116 of
20,247 of
100 %
101 %
3,017 of
3,m of
Elevation
(ft)
Area of Main Cell
Contaurs(sf)
Volume
(cf)
350
4,582
0
352
5,945
10,497
353.5
],NG
20,229
354
7,780
24,181
356
10,869
42,451
358
14,202
67,448
360
17,860
99,440
Notes-
1 A minimum forebay volume depth of 4' with an aquatic bench 4' wide, 2' deep has been provided.
2 A minimum forebay volume of 15%of the total Tv has been provided.
3 A maximum water depth of 4' during normal operating conditions is proposed, therefore an aquatic
bench and a safety bench is not required (Sec. 6.3).
4 The minimum treatment volume required has been provided.
5 Wet pond side slopes of 4:1 are proposed upland of the permanent pool "to promote better
establishment and growth of vegetation" per DEQ specification N14. Submersed 2:1 grades below the
MWSE are acceptable.
BasinFlow printout
INPUT:
Basin: The Preserve at Glenmore - SWM Amendment
7 Contour Areas
Elevation(ft) Area(sf) Computed Vol.(cy)
350.00 4582.00 0.0
352.00 5945.00 388.8
353.50 7071.00 749.9
354.00 7841.00 887.9
356.00 11223.00 1590.3
358.00 15029.00 2559.1
360.00 19310.00 3827.6
Start_Elevation(ft) 353.50 Vol.(cy) 749.90
5 Outlet Structures
Outlet structure 0
Orifice
name: Proposed Barrel
area (sf) 7.069
diameter or depth (in) 36.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 350.000
multiple 1
discharge out of riser
Outlet structure 1
Orifice
name: Low Flow Orifice
area (sf) 0.136
diameter or depth (in) 5.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 353.500
multiple 1
discharge into riser
Outlet structure 2
Orifice
name: Mid Flow Orifice
area (sf) 1.396
diameter or depth (in) 16.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 355.370
multiple 2
discharge into riser
Outlet structure 3
Weir
name: Proposed Riser
diameter (in)
42.000
side angle
0.000
coefficient
3.300
invert (fl)
357.150
multiple
1
discharge
into riser
transition at (fl)
1.063
orifice coef
0.500
orifice area (sf)
9.621
Outlet structure 4
Weir
name: Proposed Emergency Spillway
length (ft)
12.000
side angle
0.000
coefficient
3.300
invert (fl)
359.000
multiple
1
discharge
through dam
4 Inflow Hydrographs
Hydrograph 0
SCS
name: 1-yr SCS TR-55 24-hr Design Storm
Area (acres)
22.120
CN 63.000
Type 2
rainfall, P (in)
2.870
time of conc. (hrs)
0.2300
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
8.771
peak time (hrs)
11.991
volume (cy)
1128.236
Hydrograph 1
SCS
name: 2-yr SCS TR-55 24-hr Design Storm
Area (acres)
22.120
CN 63.000
Type 2
rainfall, P (in)
3.480
time of conc. (hrs)
0.2300
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
15.009
peak time (hrs)
11.991
volume (cy)
1930.568
Hydrograph 2
SCS
name: 10-yr SCS TR-55 24-hr Design Storm
Area (acres)
22.120
CN 63.000
Type 2
rainfall, P (in)
5.260
time of conc. (hrs)
0.2300
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
38.708
peak time (hrs)
11.991
volume (cy)
4979.010
Hydrograph 3
SCS
name: 100-yr SCS TR-55 24-hr Design Storm
Area (acres)
22.120
CN 63.000
Type 2
rainfall, P (in)
8.650
time of conc. (hrs)
0.2300
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
96.686
peak time (hrs)
11.991
volume (cy)
12436.656
OUTPUT:
Routing Method: storage -indication
Hydrograph 0
Routing Summary of Peaks:
inflow (cfs) 8.728 a1
discharge (cfs) 0.705 ;
water level (ft) 355.370
storage (cy) 1341.509
1-yr SCS TR-55 24-hr Design Storm
11.98 (hrs)
it 12.66 (hrs)
at 12.74 (hrs)
Hydrograph 1
Routing Summary of Peaks: 2-yr SCS TR-55 24-hr Design Storm
inflow (cfs) 14.934 at 11.98 (hrs)
discharge (cfs) 5.246 at 12.22 (hrs)
water level (ft) 356.042 at 12.22 (hrs)
storage (cy) 1607.931
Hydrograph 2
Routing Summary of Peaks: 10-yr SCS TR-55 24-hr Design Storm
inflow (cfs) 38.516 at 11.98 (hrs)
discharge (cfs)
water level (ft)
storage (cy)
27.184 at 12.10 (hrs)
357.628 at 12.10 (hrs)
2357.009
Hydrograph 3
Routing Summary of Peaks:
inflow (cfs) 96.206 a
discharge (cfs) 74.246
water level (ft) 359.047
storage (cy) 3183.527
100-yr SCS TR-55 24-hr Design Storm
t 11.98 (hrs)
at 12.08 (hrs)
at 12.08 (hrs)
Sat Jul 18 10:42:51 EDT 2020
Approved Plan 1999 VSMH
Water Quality Calculations
Preserve at Glenmore Road Plan
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Extended Detention Basin
Water Resources Area: Development Area
Prepares AML, PE Date: 17-Oct-12
Project Drainage Area Designation Drainage Area to Detention Basin
L storm pollutant export in pounds, L = [P(Pj)RV12 ] [ C(A)2.72 ]
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,
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(1)43560(0.5/12)127
RR required removal , L(post) - f x L(pre)
%RR removal efficiency, RR100/L(post)
Impervious Cover Computation (values In feet & sauare feed
Item
pro -development
Area
post -development
Area
Roadway
Length
Width
subtotal
13924
Length
Width
subtotal
38007
13924
38007
Sidewalk
Length
Width
subtotal
0
Length
Width
subtotal
0
-EL
F
Gravel areas Area
x 0.70 =
Area
x 0.70 =
Structures
Area
no.
subtotal
2074
2074
Future
houses
Area
no.
subtotal
125288
125288
Grass
Area
912701 x 0.08 =
73016
Grass
800252 x 0.08 =
64020
Active crop land
Area
x0.25=
Area
x0.25=
Other Impervious Areas
Impervious Cover
9%
247%
l(pre)
Rv(post) V
0.26 350.8
New Development (For Development Areas, existing Impervious cover <= 200/4
C f I (pre)' 1 Rv(pre) L(pre) L(post) RR %RR Area Type
0.23 1 17.851 20.36 2.51 12% Development Area
gpost)
Virginia Runoff Reduction Method
Water Quality Calculations (for Amendment)
Drainage Area A
D2inaee Nea Aland Coder laered
A Salk
I Bsod:
csod:
oson:
Tmab
Una fever Rv
pen innrsdoSpare lxraxl
oao
0.00
MW
ManaptlTurflarnl
20.63
2063
0.20
Impmiouxtwegarnl
1A9
1.09
0.95
ToUI
22.12
Stormwater Best Manaliernent Practices MR = RDDnff Reduction)
Total Phosphoroa Available for Removal in D.A A(Ib/yr) SL60
PortDewelopment Tremeent Volume in 0A AiRai 1 20,116
_Calve fmm AmnAmVn liax_
Runoff
Managed
Impervious
VUl--rom
Ru
Remaining
TMaIBMp
pbaaerval
pboapborus
Unheated
oma
Remaining
Pfdtti[!
Reduction
d.
EoeerEredb
Uprtream
fti
Redu[tion
Runoff
Treabnent
Remora)
Load from
Pbospborus
RemOred By
Reanow
PFospbomi
DJxmrtream Pnttice to be
[red'n (%)
Area br
Area(acrcR)
Area (aces)
Pnttice (hs)
(to)
Volume(Ra)
Volume(Ra)
Efficienry(%)
Up,.(l
Loaato
prattice(Ib)
Land(11,
Employed
Pattices 116)
Pactice(Ib)
1- vabwew Bun(wz (sper.)
as
0
0
0
0
oN
o.O]
ot0
lbvegesa[eaxnnf wz lsperas
60
0
0
0
0
oao
0.00
000
2. Rooftop Cilsommeetion (RR)
2.a. smple 0lxnnreatinn to AM Irk
(BPeral)
so
0
0
0
0
0
ot0
oao
o.O]
000
3 b. Smple Oisonn¢tion b C/O In,
6pea1)
2s
0
0
0
0
0
OLO
oN
O.O]
OLO
Lr. Tobll Ammtletl faker Pak ax Per
xpearratimn lex., M wild(sperxal
so
0
0
0
0
0
W.
oao
0..
am
za. Tn Dr, well, Rmm Drainxy
Miwinfilra[ion w1 Pper 48)
so
0
0
0
0
zs
o00
oao
o.O]
oao
ze Tn Orywminr Rercbbnlnwz ,
Mirme. anon SpmwBl
0
0
zs
at0
oao
0..me,p2
2.cmxam Gardmm,
Mbmaorteminn .I(Sper del
0
0
0
0
zs
nrV
oao
0..
D 0o
4.1OBain GaNma2,
Mmem reRntionaz ISper MI
B0
0
0
0
0
50
000
oW
0..
000
z.b. TO Rear-rer xa um, lscer wsl
0
0
0
0
0
0
oa
o00
0.m
o00
z:. Tn SformmaR, Plantm,
Dean Bbreremion ISpee a5, Appman Al
W
0
0
0
0
zs
ot0
000
oO]
000
3 Permeable pavement (RR)
3e. Permeaae Poremmt wl gpm all
as
0
0
7aa0
000
000
nM
3. b Permeade Palmer, az View an
IS
0
oN
O.O]
-M
<.a. ruao name MB Suilx(Sper a3)
20
0
0
0
ot0
oN
m-
I-
ab. Gras Manrel M Sualx (5ler a3)
]O
0
0
0
o
OLO
oN
O.O]
OLO
ra— clnnl xim fmmport Amended! 5uilx
0
0
0
0
ot0
oao
o.O]
ot0
per, lane Sper no
an I I I0 oII I I Da I o.0o I o.00 I Da
Nitrogen NNrogen Load Untreated Nitrogen Remaining
Removal kom Upstream NRragen load [o Removetl gy NNrogen
-icienuy(%) Pmaice(Ibs) Paaice(Ibs) practice(lbs) Wad (firs)
20
5. Dry Swale (RR)
5. Dry Swale (RR)
6. BioreUntion
(RR)
N Xex_CmrY®xe_9pev41®I Jf Te Prvrw MrwWreM
DkA
6b. Biortenlion N2w MicmBioMen[ion N2
GP-.'
&t
0
0
50
"'i OLO ON 60]
7 Infiltration RR)
1.a.loducco.41( .)
so
0
o
ss
D.m oa Bm D.m
1.b.lnmmtmn Nzlsps rel
so
0
o
ss
D.m oa Bm D.m
S. Extended Detention Pond (RED
.a. Fn#1 gperx15l
o
o
D.m ow Bm D.m
81,. E0 p1(5per M15)
15
0
0
0 0
15
0.0] OLO E. 0.0]
TOTALIMPERWOUS COVER TREATED (ac) 0.00 AREACHECR: OR.
TOTALMANAGED TURF AREA TREATED (ac( 0.00 AREACHECR: OR.
TOTAL RUNOFF REDUCTION IN D.A A
TOTALPHOSPHORUSAVAIIABLE FOR RFMOVALIN DA A(Ib/yr 12:
TOTALPHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr 0.0G
TOTAL PHOSPHORUS REMMNING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (Il 12.
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
10- Wirt Nl i" It)
0
C
0
z0
000
ot0
oN
0.00
10 b.. Swale xE Prou M1
0
0
W
000
OLO
ON
"A"
.aFl[ering Prarlirepl lSpec Nlll
0
0
W
0W
OLO
111b. F1[ering PraRiep3lSPec N]3I
0
0
0
0
0
65
0W
OLO
,12. Constructed Welland (no RR)
O.a.Coortwaea Wmana xl G, xLt 0
o o o o.oR in.7F77 D.m
1z b. cunmuraawmana ez lsperxlil 0
0 0 011CAD 000 oa0 O.oO
113. Wet Ponds (no RED
13.a.WHPord.1(1p-x1U
0
DArs
149
0
0
Dol
Mr.
50
OD]
1261
-1
-1
13b WHPed#1(CoamlPl,a)(Spmnlal
0
0
0
0
o
as
"'1
oDE
ILW
0D]
11ewHPonaxz Dp-P1U
o
0
0
0
0
is
"'1
0-
oW
0.0]
va.WxtPonaxz(maaelwamllsperx1U
0
0
0
0
0
ss
o.00
000
oao
o.00
w D.m oao apo "'i
R. Extended Detention
Pond (RR)
9. ShoetRow W
Fiher/Open Space
(RR(
TOTAL RUNOFF REDUCTION IN D.A. A(Ra) 0
NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr ODO
SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULTONS (In)ororation Only)
10. Wet Swale PC
..at Plain) (no
RR)
11. FiRering Practices
(no RR)
12. Constructed
Wetland (no RR)
DO
cond
LEND
N Hr_CmrY®xe_9pev41®I Jf Te Prvrw MrwWreMDkA
14. Manufactured Treatment Devices (no RR)
TOTAL IMPERVIOUS COVER TREATED(ac) 1.09 AREA CHECK: OR.
TOTAL MANAGED TURF AREA TREATED (ac) 20b3 AREA CHECK: OR.
TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/yr 3.5]
TOTALPHOSPHORUS AVAILABLE FOR REMOVAL IN OA A(Ib/Yr 12.GC
TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/Yr G31
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/Yr 0.00
TOTALPHOSPHORUS LOAD REDUCNONACHIEVED IND.AA(Ib/yr 6Z
TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA. A(Ib/, 633
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
KOFF REDUCTION PRACTICES IN D.A. A(Ib/yr 0.00
KOFF REDUCTION PRACTICES IN D.A. A (Ib/yr 27.03
TOTAL NITROGEN REMOVED IN D.A. A(Ib/yr 27.03
30. Manufactured
BMP (no RR)