HomeMy WebLinkAboutWPO201500057 Calculations 2018-01-18 AVINITY II STORMWATER MANAGEMENT
CALCULATIONS PACKET
(VSMP Amendment #1)
Date of Originally Approved WPO 201600004 Calculations
October 26, 2016
Date of WPO Amendment #1 Calculations
January 18, 2018
PREPARED BY:
CE COLLINS ESNGtNEERING
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719 PH
434.293.2813 FX
www.collins-engineering.com
Amendment #1 Water Quality Calculations
Summary:
The proposed amendment modifies the development's impervious areas,
includes newly added preservation areas and utilizes an updated Virginia
Runoff Reduction Method Spreadsheet (3rd version). The following
calculations also remove the previously approved two bioretention basins
and two dry swales. The removal of these facilities is offset by the best
management practice of purchasing nutrient credits, preserving opening
spaces and a manufactured BMP.
Soils Mapping (Source: NRCS Web Soil Survey Online Database)
Soils Table (Source: NRCS Web Soil Survey Online Database)
Albemarle County,Virginia(VA003)
Albemarle County, Virginia (VAQQ3)
Map Unit _..._ Percent of
Symbol Map Unit Name AOI
716 Rabun clay 35.7%
loam, 2to7
percent slopes
72C3 Rabun clay, 7 to 49.9%'
15 percent
slopes, severely
eroded
7203 Rabun clay, 15 13.5%
to 25 percent
slopes, severely
eroded
79B Starr silt loam, 0.9%
2 to 7 percent
slopes
Totals for Area of 100.0%
Interest
Note:The NRCS web soil survey has catorgized this parcel's soil types as predominantly consisting of
hydrologic group types B.
Precipitation Data
(Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas
14 Point Precipitation Frequency Estimates)
Map
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.21112
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
PDS-based precipitation frequency estimates with 90%confidence intervals(in inches)1
1 hvera e rectmeme 021erv_,ai(years}
Dur I i _ 2—II 5 �II 10 It I( so II 100 Il 290 "11 soct 11 ; ___1
24.9r 3,04 3.67 4.70 5.55 6.83 7.92 9.13 10.5 12.5 142
(273-341) (3,30-4.12) ( (4.21-5.27) �� (496.6.21) (6i06-780) (6.988.80) (7.97-10.1) (904-116) �� (10.6-13.8) (119-157)
n.e
050 vino,*Runoff Reduction Methad7 eOlDeNelilgtl>nt - r
®20aa 8MP.Standards and SpeNRcatbana 72013 Draft aMP standards and SpedRixtfo n 4
1 Project Name: Avinity II VSMP Amendment Rl
1/18/2018 CLEAR ALL date input mns
Date. constant values
BMP Design Specifications List.2011 Stds&Specs aituletteene
;Site Information,Site
It,
Post-Development Project(Treatment Volume and Loads)
land Cover(acres)
A Soils B Soils C Soils D Soils Totals
forest/Open Space(acres)—undisturbed. 0.32
Protected forest/open space or reforested land 0.32
Managed Turf(acres)—disturbed,graded for
.yards or other turf to be mowed/managed 5.68 5b8
!impervious Cover(acres) 5.89 5.89
•Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method ;11.89
;Constants Runoff Coefficients(Rv)
;Annual Rainfall(inches) 43 A Soils B Soils C Soils D Soils
'Target Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05
Total Phosphorus)TP)EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25
)Total Nitrogen(TN)EMC(mg/0 1.86 Impervious Cover 0.95 0.95 0.95 0.95
Target TP Load(lb/acre/yr) 0.41
?Pl lunitless correction(actor) 0.90
Post-Development Requirement for Site Area
TP Load Reduction Required(Ib/yr) 10.50
LAND COVER SUMMARY—POST DEVELOPMENT
Land Cover Summary Treatment Volume and Nutrient Loads
Treatment Volume
Forest/Open Space Cover(acres) 0.32 115618
(acre-ft)
Weighted Rv(forest) OD 3 Treatment Volume(cubic teet) 24.470
%Forest 3% TP load(Ib/yr) 1537
Managed Turf Cover(acres) 5.58IIIIPNRNIPIIM 109.99
Weighted Rv(turf) 020
%Managed Turf 48%,
Impervious Cover(acres) 5419
Rv(impervious) 0.95_.
%Impervious 50%
Site Area(acres) 1189
057
•
•
Drainage Area A
wrRtan Am A Im1 Cpm I.mn) IIEAR BMPAIIEAS..
InmNwn4ulwml Asob rsoR. csM. Osolk .w 0 k La.Corer
Alwer..luelwm/ 0.13 -9.tP
...wwktw.r)n.l 0AS 0.45 0.95 lu.lvM.pl.ru.Av.R.b4lor Remw.l In DA.AII0/M 5A8
'Total US vw.D.r.bpm.m Trw.m.m Yaunw bDA.AIh'I I,R9
Stormwater Bess Management Rractices(RR=RunoH Reduction) -vbnr.9merepee.nn.n-
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SEE WATER IIOALITY COMPLIANCE TAB FOR SRE COMPLIANCE CALCULATIONS
10.Wn Swae,no RR)
1a.e.wN 5...rzlsaw nD 0 a a 0 n 001 0.00 Gm . DAG
11.EneLOOT Panw 0w PT/
u.Fw,a.PracOon u1 0 40 0 a Fo R
11 e.Fur,n.vaa.nlsPw P111 0 0 0 t3 Fs GAG VAD oaG: 0m
11 Penman.WRNane InR RRI
11..Ce..w.Na Wn..a Al DAN.RF1 D o G o. - G b Gm OCO em 0.0
VA. .N.O. WNS.a.211.c 023/ P G a a o TS 0.
LU.Wet POSE(no RR)
TR..W.Pend n11gacm1 0 a 0 0 x am am r..
Ya Wet Pone nrywR.PW.11S0e•n0 G G c G. a . .s Do11 G
Y...MFann W..ul G P c n a n AGO om 400 O.
2.1.41 wRPwdnlOrn 1.1v.11low 02.1 a o b o a ES 4m -PAD 4110 0,10
ElyOrodynernk 0 0^:: ID Gm 4.G0 .'GAIT aW
TOTAL IMPERVIOUS mvERTNEATED lac) 445:' MGCNECK OR
TOTAL MANAGED TURF AREA TREATED(Lc) ':0]];;'::.., AREA CHECK:OA
TOTAL PHOSPHORUS REMOVAL REQUIRED ON ATE11b/yr 1030
TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL W 0.A A(Ib/Lr 1OS
TOTAL PHOSPHORUS AEMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN DA.A 11b/yr OSA
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA.A(I0/yr 000
TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A.A 11b/yr 034
TOTAL PHOSPHORUS REMAINING AFTER APPLYING RMP LOAD REDUCTIONS I E.G.AIlb/yr a5G
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATION!
NITROGEN REMOVED WITH RUNOFF REDUCTION PEUCMES M C.A.A 1113/yr1 SOB
NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES E D.A.A IIb/T.l D W
TOTAL NITROGEN REMOVED IN O.A A(Ib/yrl^ 0.CO
Amendment #1 Water Quantity Calculations
Summary:
The amended plan continues to include a dry detention cell, which
attenuates and decreases outflows for the majority of the development.
This SWM facility treats subarea 'A'. The amended plan also includes a
plunge pool at the outlet of subarea 'B's storm sewer. The plunge pool
dissipates the runoff prior to it exiting the parcel, and provides minor
attenuation. This amendment plan and the attached calculations show the
proposed modifications result in post-development amendment flows less
than or equal to the previously approved post-development 1-, 2- and 10-
year flows. Additionally, County engineering previously evaluated and
approved the channel and flood protection calculations with the originally
approved WPO plan, so this amendment's reduced flows ensure the
amendment is still in compliance with County and State minimum
requirements. As a result, no further analyses are required for quantity
compliance with this amendment.
U S Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 06/04
TR 55 Worksheet 2:Runoff Curve Number and Runoff
Project Avinity II Designed By FGM,PE Date• 1/18/2018
Location. South of Avinity I Checked By:SRC,PE Date: 1/18/2018
Check One. Present X Developed X
1 Runoff curve Number(CN)
Soil name and Cover description CN(weighted)=
Drainage Area Area Product of CN Calculated
Description hydrologic group (Cover type,treatment,and hydrologic condition,percent CN ) total product/
(Appendix A) impervious;unconnected/connected impervious area ratio) (Acres x Area total area 'S'Value
DA A Impervious Areas 98 4.32 423.3
(Amended) B Woods in Good Condition(Offsite) 55 0.76 41.8 80 5 2 42
Lawns in Good Condition(75%+Groundcover) 61 2.87 175 1
Impervious Areas 98 1.44 141.3
DA B B Woods in Good Condition 55 0 00 0 0 90.0 1.11
(Amended) Lawns in Good Condition(75%+Groundcover) 61 0.40 24.3
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 3.04 3.67 5.55 n/a
Runoff,Q-inches 1 31 1.81 3 43 DA A(Amended)
Runoff,Q-inches 2 02 2 61 4 41 DAB(Amended)
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 06/04
TR 55 Worksheet 3:Time of Concentration(TO or Travel Time(Tt)
Project: Avinity II Designed By: FGM,PE Date: 1/18/2018
Location: South of Avinity I Checked By: SRC, PE Date: 1/18/2018
Check One: Present X Developed X
Check One: Tt X Tt Through subarea n/a
DA A DA B
Segment ID: (Amended) (Amended)
Sheet Flow:(Applicable to T,only)
1 Surface description(Table 3-1)
2 Manning's roughness coeff., n(Table 3-1
3 Flow length, L(total L<100)(ft)
4 Two-year 24-hour rainfall, P2(in.)
5 Land slope,s(ft/ft)
6 Compute Tt=[0.007(n*L)o e)/p205 s0.4
Shallow Concentrated Flow:
7 Surface description(paved or unpaved)
8 Flow Length, L(ft)
9 Watercourse slope,s(ft/ft)
10 Average velocity,V(Figure 3-1)(ft/s)
11 Tt=L/3600*V
Channel Flow:
12 Cross sectional flow area,a(ft2)
13 Wetted perimeter,PW(ft)
14 Hydraulic radius,r=a/PW(ft)
15 Channel Slope,s(ft/ft)
16 Manning's Roughness Coeff,n
17 V=[1.49r213s05 I/n
18 Flow length, L(ft)
19 Tt=L/3600*V
20 Watershed or subarea Tc or Tt
(Add Tt in steps 6, 11 and 19) 0.21 0.10
(Approved Tc)
U.S.Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 06/04
TR 55 Worksheet 4:Graphical Peak Discharge Method
Project: Avinity II Designed By: FGM,PE Date: 1/18/2018
Location: South of Avinity I Checked By: SRC,PE Date: 1/18/2018
Check One: Present X Developed X
Drainage Area Drainage Area Drainage Area Drainage Area
1.Data Description Description Description Description
DA A DA B
(Amended) (Amended)
Drainage Area(Am)in miles2= 0.0124 0.0029
Runoff curve number CN= 80.5 90.0
Time of concentration(Tc)= 0.21 0.10
Rainfall distribution type= II II
Pond and swamp areas spread 0 0
throughout the watershed=
2.Frequency-years 1 2 10 1 2 10
3.Rainfall,P(24 hour)-inches 3 04 3.67 5.55 3.04 3.67 5.55
4 Initial Abstraction,la-inches 0.48 0.48 0.48 0.22 0.22 0.22
5.Compute la/P 0.16 0.13 0 09 0.07 0.06 0.04
6.Unit peak discharge,Qu-csm/in 1000 1000 1000 1000 1000 1000
7.Runoff,Qfrom Worksheet 2-inches 1.31 1.81 3.43 2.02 2.61 4.41
8.Pond and Swamp adjustment factor,Fp 1 1 1 1 1 1
9.Peak Discharge,Qp-cfs See Routing
where Qp=Qu Am Q Fp Calculations See Routing Calculations
Avinity II Detention Basin A
BasinFlow printout
INPUT:
Basin: Avinity II Detention Basin A
6 Contour Areas
Elevation(ft) Area(sf) Computed Vol. (cy)
489.00 3425.00 0.0
490.00 4009.00 137.5
492.00 5260.00 479.8
494.00 6630.00 919.2
496.00 8130.00 1464.9
497.75 9340.00 2030.6
Start_Elevation(ft) 489.00 Vol. (cy) 0.00
5 Outlet Structures
Outlet structure 0
Orifice
name: Barrel
area (sf) 0.785
diameter or depth (in) 12.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 488.440
multiple 1
discharge out of riser
Outlet structure 1
Orifice
name: Low-Fow Orifice
area (sf) 0.136
diameter or depth (in) 5.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 489.000
multiple 1
discharge into riser
Outlet structure 2
Orifice
name: Low-Fow Orifice
area (sf) 0.196
diameter or depth (in) 6.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 493.500
multiple 3
discharge into riser
Page 1
Avinity II Detention Basin A
Outlet structure 3
Weir
name: Riser
diameter (in) 24.000
side angle 0.000
coefficient 3.300
invert (ft) 495.330
multiple 1
discharge into riser
transition at (ft) 0.608
orifice coef. 0.500
orifice area (sf) 3.142
Outlet structure 4
Weir
name: Emergency Spillway
length (ft) 55.000
side angle 0.000
coefficient 3.300
invert (ft) 496.330
multiple 1
discharge through dam
4 Inflow Hydrographs
Hydrograph 0
SCS
name: 1-yr SCS 24-hr Design Storm
Area (acres) 7.950
CN 80.500
Type 2
rainfall, P (in) 3.040
time of conc. (hrs) 0.2100
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 11.181
peak time (hrs) 11.982
volume (cy) 1400.926
Page 2
Avinity II Detention Basin A
Hydrograph 1
SCS
name: 2-yr SCS 24-hr Design Storm
Area (acres) 7.950
CN 80.500
Type 2
rainfall, P (in) 3.670
time of conc. (hrs) 0.2100
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 15.421
peak time (hrs) 11.982
volume (cy) 1932.256
Hydrograph 2
SCS
name: 10-yr SCS 24-hr Design Storm
Area (acres) 7.950
CN 80.500
Type 2
rainfall, P (in) 5.550
time of conc. (hrs) 0.2100
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 29.204
peak time (hrs) 11.982
volume (cy) 3659.258
Hydrograph 3
SCS
name: 100-yr SCS 24-hr Design Storm
Area (acres) 7.950
CN 80.500
Type 2
rainfall, P (in) 9.130
time of conc. (hrs) 0.2100
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 57.554
peak time (hrs) 11.982
volume (cy) 7211.424
Page 3
Avinity II Detention Basin A
OUTPUT:
Routing Method: storage-indication
Hydrograph 0
Routing Summary of Peaks: 1-yr SCS 24-hr Design Storm
inflow (cfs) 11.173 at 11.98 (hrs)
discharge (cfs) 1.042 at 12.54 (hrs)
water level (ft) 492.840 at 12.60 (hrs)
storage (cy) 651.910
Hydrograph 1
Routing Summary of Peaks: 2-yr SCS 24-hr Design Storm
inflow (cfs) 15.410 at 11.98 (hrs)
discharge (cfs) 2.093 at 12.42 (hrs)
water level (ft) 493.893 at 12.44 (hrs)
storage (cy) 892.990
Hydrograph 2
Routing Summary of Peaks: 10-yr SCS 24-hr Design Storm
inflow (cfs) 29.183 at 11.98 (hrs)
discharge (cfs) 8.498 at 12.20 (hrs)
water level (ft) 496.217 at 12.20 (hrs)
storage (cy) 1530.914
Hydrograph 3
Routing Summary of Peaks: 100-yr SCS 24-hr Design Storm
inflow (cfs) 57.512 at 11.98 (hrs)
discharge (cfs) 55.866 at 11.98 (hrs)
water level (ft) 496.737 at 11.98 (hrs)
storage (cy) 1693.487
Thu Jan 11 16:05:10 EST 2018
Page 4
Avinity II Plunge Pool
BasinFlow printout
INPUT:
Basin: Avinity II Plunge Pool B
5 Contour Areas
Elevation(ft) Area(sf) Computed Vol. (cy)
491.00 156.00 0.0
492.00 335.00 8.9
494.00 783.00 49.1
496.00 1344.00 127.0
498.00 2005.00 250.2
Start_Elevation(ft) 491.00 Vol. (cy) 0.00
4 Outlet Structures
Outlet structure 0
Orifice
name: Barrel
area (sf) 0.196
diameter or depth (in) 6.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 490.000
multiple 1
discharge out of riser
Outlet structure 1
Orifice
name: Low-Fow Orifice
area (sf) 0.087
diameter or depth (in) 4.000
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 491.000
multiple 1
discharge into riser
Outlet structure 2
Weir
name: Riser
diameter (in) 6.000
side angle 0.000
coefficient 3.300
invert (ft) 496.750
multiple 1
discharge into riser
transition at (ft) 0.152
orifice coef. 0.500
orifice area (sf) 0.196
Page 1
Avinity II Plunge Pool
Outlet structure 3
Weir
name: Emergency Spillway
length (ft) 30.000
side angle 0.000
coefficient 3.300
invert (ft) 497.750
multiple 1
discharge through dam
3 Inflow Hydrographs
Hydrograph 0
SCS
name: 1-yr SCS 24-hr Design Storm
Area (acres) 1.840
CN 90.000
Type 2
rainfall, P (in) 3.040
time of conc. (hrs) 0.1000
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 4.718
peak time (hrs) 11.917
volume (cy) 499.516
Hydrograph 1
SCS
name: 2-yr SCS 24-hr Design Storm
Area (acres) 1.840
CN 90.000
Type 2
rainfall, P (in) 3.670
time of conc. (hrs) 0.1000
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 6.088
peak time (hrs) 11.917
volume (cy) 644.523
Page 2
Avinity II Plunge Pool
Hydrograph 2
SCS
name: 10-yr SCS 24-hr Design Storm
Area (acres) 1.840
CN 90.000
Type 2
rainfall, P (in) 5.550
time of conc. (hrs) 0.1000
time increment (hrs) 0.0200
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 10.293
peak time (hrs) 11.917
volume (cy) 1089.689
OUTPUT:
Routing Method: storage-indication
Hydrograph 0
Routing Summary of Peaks: 1-yr SCS 24-hr Design Storm
inflow (cfs) 4.696 at 11.92 (hrs)
discharge (cfs) 0.816 at 12.12 (hrs)
water level (ft) 496.608 at 12.16 (hrs)
storage (cy) 159.330
Hydrograph 1
Routing Summary of Peaks: 2-yr SCS 24-hr Design Storm
inflow (cfs) 6.059 at 11.92 (hrs)
discharge (cfs) 1.491 at 12.10 (hrs)
water level (ft) 497.369 at 12.10 (hrs)
storage (cy) 205.960
Hydrograph 2
Routing Summary of Peaks: 10-yr SCS 24-hr Design Storm
inflow (cfs) 10.244 at 11.92 (hrs)
discharge (cfs) 9.835 at 11.94 (hrs)
water level (ft) 497.938 at 11.94 (hrs)
storage (cy) 245.623
Thu Jan 11 16:11:12 EST 2018
Page 3