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HomeMy WebLinkAboutWPO201700058 Calculations WPO VSMP 2018-04-27 PROJECT MANAGEMENT
S IHIIMP . CIVIL ENGINEERING
LAND PLANNING
ENGINEERINGa
WPO 2017-58 Sparrow Hill Subdivision VSMP Calculation Packet
[
Project Name: Sparrow Hill Subdivision iimini
cellsDate: 1/18/2018 constant values
Linear Development Project? No I calculate..cells
Site Information
Post-Development Project(Treatment Volume and Loads)
Enter Total Disturbed Area(acres) Check:
BMP Design Specifications List:2013 Draft Stds&Specs
Maximum reduction required:IMSIM Linear project? No
The site's net increase in impervious cover(acres)is:WIZ= Land cover areas entered correctly? ,/
Post-Development TP Load Reduction for Site(Ib/yr):®i Total disturbed area entered? ./
Pre-ReDevelopment Land Cover(acres)
A Soils a Soils C Soils D Soils Totals
Forest/Open Space(acres)--undisturbed,
protected forest/open space or reforested land 6.33 23.23 29.56
Managed Turf(acres)--disturbed,graded for
yards or other turf to be mowed/managed 0.25 4.78 5.03
Impervious Cover(acres) 004 037 041
35.00
Post-Development Land Cover(acres)
A Soils 8 Soils C Soils D Soils Totals
Forest/Open Space(acres).-undisturbed,
protected forest/open space or reforested land 6.33 12.26 18.59
Managed Turf(acres)--disturbed,graded for
yards m other turf to be mowed/managed 0.22 11.64 11.86
Impervious Cover(acres)
0.07 448 4.55
Area Check OK. OK. OK. OK. 35.00
•Forest/Open Spore areas must he protected in accordance with the Virginia Runoff Reduction Method
Constants Runoff Coefficients(Rv)
Annual Rainfall(inches) 43 A Soils 8 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/LI 1.86 Impervious Cover 0.95 0.95 0.95 0.95
Target TP Load I ib/acre/yr) 0.41
Ti Ifo t em co'-ect oil(acro) 0.90
LAND COVER SUMMARY--PRE-REDEVELOPMENT LAND COVER SUMMARY--POST DEVELOPMENT
Land Cover Summary-Pre Land Cover Summary-Post(Final) Land Cover Summary-Post Land Cover Summary-Post
Pre-ReDevelopment Listed Adjusted' Post ReDev.&Newlmpervious Post-ReDevelopment Post-Development Newlmpervious
I orest/Open Space Cover(arced 29.56 25.45 Fares[/Open Space Cover 18 59 est/Open Space
rc18.59
/acres) I o Cover(acres)
Weighted Rvlforest) _ 0.03 0.03 Weighted Rv(forest) 0.1:3 Weighted Rvlforest) 0.03
%Forest 84% 82%° %Forest 53°n %forest 60%
Managed Turf Cover(acres) 5.03 5.00 Managed Turf Cover 1166 Rraged furl Cover 11.86
(acres/ lames)
•
Weighted Rvlturf) 0.20 0.20 Weighted Rv(turf) 0.20 Weighted Re(turf) 0.20
%Managed Turf 14% 16% %Managed Turf 34°0 %Managed Turf 38%
Impervious Cover(acres) 0.41 0.41 Impervious Cover(acres) 4.55 ReDev.Impervious 0New Impervious Cover
41 414
Cover(acres) (ac))es)
Rv(impervious) 0.95 0.45 Rv(impervious) 0.95 Rv(impervious) 0.95 Rv(^perv:oazl 0.95
%Impervious 1°t 1°d SImpervious 13% 5 Impervious 1%
Total Site Area(acres) 35.00 30.86 Final Site Area(aces) 35.00 Total ReDev.Site Area 3088
(acres)
Site Rv 0.06 0.07 Final Post Dev Site Os 0.21 ReDev Site Rv 0.11
Treatment Volume and Nutrient LoadTreatment Volume and Nutrient Load
Pre-ReDevelopment Treatment Volume Final Post-Development PosbReDevelopment Post-Development
lame O) 0.1839 0.1732 Treatment Volume 0.5982 Treatment Volume 0.2704 Treatment Volume 0.3278
(acre-ft) (acre-ft) (acre-ft)
Final Post-Development Post-ReDevelopment Post-Development
Pre-ReDevelopment Treatment Volume 8,010 7,546 Treatment Volume 26,056 Treatment Volume 11,779 Treatment Volume(cubic 14,277
/cubic feet) (cubic feet) (cubic feet) feet)
Final Post- Post-ReDevelopment omen[re load
Pre-ReDevelopment Tr Load Post.Develo
Ib/yr 5.03 4.74 * Development TP Load 16.37 0 Load(TP) 7.40 8.97
( ) (IWYN (Ib/yr). (16/v0
Pre Re Development TP Load per acre D.it 0.15 * .na , Development 11 non Pn nTP 0.20
116/acre/y.l load peel aY e e Load per dere
Ob/acre/r) lib/acre/yr)
Baseline TP Load Ob/yr) Max.Reduction Required
10.41lbs/acre/yr applied to pre'redevelopment area excluding pervious 12.65
(Below %
land proposed for new impetuous rover) ReDevl2 opment toad/
Atljusted Land Cover Summary:
TP Load Reduction TP Load Reduction
Pre ReDevelopment land cover minus pervious land cover(forest/open space or managed x, Required for
turf)acreage proposed for new impervious cover. Redeveloped Area
-5.25 Required for New 7.27
(Ib/yr) Impervious Area(Ib/w)
Adjusted totalacreoge is consistent with Past-ReDevelopment acreage(minus acreage of
new impervious cover).
*Reduction below new development load
limitation not required
Column I shows load reduction requitement for new impervious cover(hosed on new
development load limit,0.411bs/acre/eear).
Post-Development Requirement for Site Area
TP Load Reduction Required(Ib/yr) 2.02
Nitrogen Loads(Informational Purposes Only)
Feel Post-Development TN Load
Pre-ReDevelopment TN Load(Ib/yr) 36.00 (Post-ReDevelopment&New Impervious) 117.12
(lb/yr)
r •
Drainage Area B
Drainage Area A land Cover(acres) 112=
a Soils 0 S. C Soils 0 Soils rotaY Land Cover Pv
0 03 0.43 0.03
187 1.87 0.20
138 184 0.95 Total Phospliorus Available Mr Removal in D.A.a 114/1,1 484
Total 3.68 Post Development Treatment Volume In D.A.B itt) 6.7
Stormwater Best Management Practices(RR=Runoff Reduction)
Runoff Managed..Mpg; Volume from ...of amni.s ...MA. Phosphorus 7:7,8°'" IS m.o..: RernalnIng Nitrogen Nitrogen t... uteraead eirioc. Renlamm6
Downstream Practice to be
Practice gag,0,/ion 0,,,,,,,,a coy,0,ee0 Upstream ReductIon Rune. Treatment recoiiti r" :::::ru' Removed Ely PhOSPhOMS
R oval from Upstream Nitrogen load lo Removed gy Nitrogen
,,,i,,,, ,.‘r.y, g,,y,may) pr0dicelft) M.) Volume WI Uolum0lf,)..c'en''C..'P.84.44/hi Practice.) Prm'it'''' L"d"I Employed Efficiency(%) Practices11131) Practice IIM) Practice 1.1 Mad 11411
i...ent.e Roof IRR)
. 0 a 0 I OM 000 OM yVegetated Rool1.1' 111111111.= '' Z11
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r.n3.10.300.1.15.MI .
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0 0 0 0 SO 0.00 OM 000 am ei am am o.00 ocia
o a o a o o 000 o.00 ore 0. 000 000 000 000
ao 0 0 0 a . am 000 ace ore to 000 000 OM 000
I.Permeable PaVernent I.1
as a o a o 0 000 0.00 OM OM ME= Sm Enlial
75 0 0 0 0 003 0E0 000 MEM= '' 111111.11:11
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20 0 a a a is coo am Dm zo Dos ow o.00 am
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V 0 0 0 15 000 0.00 000 000 20 003 000 000 003
• S.0.8wale1R01
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s a.S0ale al lSpecillO) . . a a a o . ow 000 am 000 NEM ''' oaa °' .1:.
SII C.Suale al 1....101 ' 0 0 0 0 m OM OM 000 OM EIMMIM '' ECEE:111
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7.Infiltration WM 7.1nfiltratIon(RR)
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50 IA/ 138 NO. 3.05a 6117 iM 2. 1M IBM - =- 11011111111=
. 2,
- A. 000 AM 000 MIN= AM MEI=
8.Erie..Detention Pond IRM R.Extended Detention Pond(RM
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TOTAL itAPERNOUS COVER TREATED[ac, 1.1 AREA CNE.1 OK.
TOTAL TOM AREA TREATED[Br) IV AREA CHM.OK.
TOTAL RUNOFF REDUCTION IN D.A.R(h) 3,0%
TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DA.ellb/r).110=
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUC,10,4 PRACTICES IN DA.6 libird MEM Tam RUNOFF REDUCTION IN DA.B frn 3,058
TOTAL vrros.ortus REMAINING MIER APPLYING RUNOFF REDUCTION PRACTICES IN D.A.R(113/E?MEM NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA.B(11a/vr) 1519
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULA110. STEW/MR QUALITY COMPLIANCE TAB TOP SITE CALCULATIONS Pro farm.,on Only)
0
0 20
0 o
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10 a wc SNa•al 150es*ELI 000 ODD 000 000 , 25 0.00 0.00 OM ODD
0 40
0 o
10 Is wets...a/Doe.ILI 000 000 OW OM 0 00 000 OM 0.00
11.Filter,Practices.ml
A A A A .1.1.IF ilterms Prank,.(no RR)
A
60 OM AM OM OM MEI1=1:111 A- •131 .-
A A
A . CI AM OW AM ..__'' MEINCIII AM =En
1,Constr uned Wetland(no RRI 0 A 0 A 12.ConstructedWetlan0(no RR)
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14 e Manulact.reci Treatmeni Devce.lpIierng o 0 0 0 0 . 0 ou 000 000 000 000 ow 000 oao
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000 000 000 coo 000 ono occ OM
TOTAL 1.111DROLIS COVER TREATED[ac) 1.38 AREA CHECK.OK.
TOTAL MANAGED TURF AREA TREATED lac, 1.0 AREA CHEM OK.
TOT.PHOSPHORUS REMOVAL REQUIRED ON SITE(Bair/I ,. 1
TOTAL PHOSPHORUS AN/ARABLE FOR REMOVAL IN D.A.B111,/vs, A.M
TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A.a(111/yri OM
TOTAL PHOSPHORUS...ED WITH RUNOFF REDUCTION PRACEICES IN D.A.II(Ilakr) 040
TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN o.a.a 1113/yr 2.40
TOTAL PHOSPHORUS REMAIMNG AFTER APPOING BMP LOAD woucrionis ix D.A.8/./RAE 1.44
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
NITROGEN REMOVED WITH RUNOFF REDLICT$ON PRACTICES IN DA.B Ilks/y0 ISIS
NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN.B Obis., 0.00
TOT.NITROGEN REMOVED IN D.A.El Illa/yr, 1,79
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1
Virginia Runoff Reduction Method Worksheet
DEQ Virginia Runoff Reduction Method Re-Development Compliance Spreadsheet-Version 3.0
BMP Design Specifications List 2013 Draft Stds&Specs
Site Summary
Total Rainfall(in): 43
Total Disturbed Acreage: 14.92
Site Land Cover Summary
Pre-ReDevelopment Land Cover(acres)
A soils B Soils C Soils D Soils Totals %of Total
Forest/Open(acres) 6.33 23.23 0.00 0.00 29.56 84
Managed Turf(acres) 0.25 4.78 0.00 0.00 5.03 14
Impervious Cover(acres) 0.04 0.37 0.00 0.00 0.41 1
35.00 100
Post-ReDevelopment Land Cover(acres)
A soils B Soils C Soils D Soils Totals %of Total
Forest/Open(acres) 6.33 12.26 0.00 0.00 18.59 53 *
Managed Turf(acres) 0.22 11.64 0.00 0.00 11.86 34
Impervious Cover(acres) 0.07 4.48 0.00 0.00 4.55 13
"Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 35.00 100
Site Tv and Land Cover Nutrient Loads
Final Post-Development Post- Pre- Final Post-Development Post-ReDevelopment TP
Post-ReDevelo ment Post- Development Adjusted Pre- ReDevelopment TP Load
(Post-ReDevelopment
p ReDevelopment p ReDevelopment TP Load per acre per acre Load per acre
&New Impervious) (New Impervious) (Ib/acre/yr) (lb/acre/yr) (lb/acre/yr)
Site Rv 0,21 0.11 0.95 0.07 0.15 0.47 0.24
Treatment Volume(ft') 26,056 11,779 14,277 7,546
TP Load(lb/yr) 16.37 7.40 8.97 4.74
Baseline TP Load(lb/yr):12.654361983471'Reduction below new development load limitation not required
1"
Total TP Load Reduction Required(lb/yr) 2.02 -5.25 7.27
Final Post-Development Load Pre-
(Post-ReDevelopment&New Impervious) ReDevelopment
TN Load(lb/yr) 117.12 36.00
Site Compliance Summary
Maximum%Reduction Required Below 20% *Note:56 Reduction will reduce post-development TP load to less than or equal to baseline load of 12.65 lb/yr(0.41 lb/ac/yr)
Pre-ReDevelopment Load (Required reduction for Post-ReDev.=Post-ReDev TP load-baseline load of 12.6543619834711 Ib/yrl,baseline load=site area It 0.41 Ib/ac/yr
Total Runoff Volume Reduction(fts) 3,058
Total TP Load Reduction Achieved(Ib/yr) 2.40
Total TN Load Reduction Achieved(Ib/yr) 15.79
Remaining Post Development TP Load
(lb/yr) 13.97
Remaining TP Load Reduction(Ib/yr) 0.00 **TARGET TP REDUCTION EXCEEDED BY 0.38 LB/YEAR 0*
Required
'Reduction below new development load limitation not required
Drainage Area Summary
D.A.A D.A.B D.A.C D.A.D D.A.E Total
Forest/Open(acres) 1.23 0.43 0.00 0.00 0.00 1.66
Managed Turf(acres) 2.70 1.87 1.14 0.18 0.36 6.25
Impervious Cover(acres) 1.60 1.38 1.29 0.09 0.09 4.45
Total Area(acres) 5.53 3.68 2.43 0.27 0.45 12.36
Drainage Area Compliance Summary
D.A.A D.A.B D.A.C D.A.D D.A.E Total
TP Load Reduced(Ib/yr) 0,00 2.40 0.00 0.00 0.00 2.40
TN Load Reduced(lb/yr) 0.00 15.79 0.00 0.00 0.00 15.79
Summary Print
a , ,
Virginia Runoff Reduction Method Worksheet
Drainage Area A Summary
Land Cover Summary
A Soils LI Soils CSoils DSoils Total %o/Total
Forest/Open(acres) 0OD 1.23 0.00 0.00 1.23 22
Managed Turf(acres) 000 2.70 0.00 0.00 2.70 49
Impervious Cover(acres) 0.00 1.60 0.00 0.00 1.60 29
5.53
BMP Selections
Managed Turf ImperviousTP Load from
BMPTreacment Untreated TP Load TP Removed TP Remaining Downstream Treatment
Practice Credit Area Cover Credit Volume(its( Upstream to Practice Ohs) (Ib/yr) (Ib/yrl to be Employed
(acres) Area(acres) Practices fibs)
Total Impervious Cover Treated(acres) 0.00
Total Turf Area Treated(acres) 0 00
Total TP load Reduction Achieved in D.A. 0.00
(lb/Yr)
Total TN Load Reduction Achieved in D.A. 0
00
(lb/yr)
Drainage Area B Summary
Land Cover Summary
Atolls II Soils CSails DSoils Total %of Teal
Forest/Open(acres) 0.00 0.43 0.00 0.00 0.43 12
Managed Turf(acres) 0.00 1.87 0.00 0.00 1.87 51
Impervious Cover(acres) 0.00 1.38 0.00 0.00 1.38 38
3.68
BMP Selections
Managed Turf Impervious TP Load/rum
BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment
Practke Credit Area Cover Credit Upstream to Practice Ibs Ib/yr Ilio to be Employed
(acres) Area(acres)
Volume(WIpractices(lbs) ( ) ( 1 (WYE) poye •
7.a.Infiltration N1(Spec NB) 1.87 1.38 6,116.55 0.00 3.84 2.40 144
Total Impervious Cover Treated(acres) 1.38
Total Turf Area Treated(acres) 187
Total TP Load Reduction Achieved in D.A.
340
(lb/yr)
Total TN Load Reduction Achieved in D.A. 15.79
(Ib/yr)
Drainage Area C Summary
Land Cover Summary
Atolls Btolls CSoils 25oils Total %alTotal
Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0
Managed Turf(acres) 0.00 1.14 0.00 0.00 1.14 47
Impervious Cover(acres) 0.00 1.29 0.00 0.00 1.29 53
2.43
BMP Selections
Managed Turf Impervious TP Load from
BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment
Practice Credit Area Cover CreditVolume(fts) Upstream to Practice(lbs) II bite) (lb/yr) to be Employed
(acres) Area(acres) Practices(lbs)
Total Impervious Cover Treated(acres) 000
Total Turf Area Treated(acres) 0.00
Total TP load Reduction Achieved in DA. 0
.00
(lb/yr/
Total TN Load Reduction Achieved in D.A.
(lb/yr) 0.00
Drainage Area D Summary
Land Cover Summary
A Soils 11 Soils C Soils DSOs Total fa of Total
Forest/Open(acres) 0.00 0.00 000 D.o0 o.00 0
Managed Turf(acres) O.o0 0.18 0.00 000 0.18 67
Impervious Cover(acres) 0.00 0.09 0.00 000 0.09 33
0.27
BMP Selections
Managed Turf Impervious IMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment
Practice Credit Area Cover CreditVolume lh'1 Upstream to Practice(lbs) (lb/yr) (1b/yr) to be Employed
(acres) Area(acres) Practices(lbs)
Total Impervious Cover Treated(acres) 000
Total Turf Area Treated(acres) 0.00
Total TP Load Reduction Achieved in DA.
(Ib/y40.00
Total TN Load Reduction Achieved in D.A. 0
.00
(Ib/yr)
Drainage Area E Summary
Land Cover Summary
*Soils II Soils CSoils D5olls Total %o/Total
Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0
Managed Turf(acres) 0.00 0.36 0.00 0.00 0.36 80
Impervious Cover(acres) 0.00 0.09 0.00 0.00 0.09 20
045
BMP Selections
Managed Tad Impervious TP load from rm
BMPTrcM almlaced TP Load TP Removed TP Remaining Downstream Treatment
Practice Managed
Ana Cover Credit Upstream to Practice(lbs Ib/yr DIsho to be Employed
lams) Atte(eyes) Volume(hiPrUpitre(lbs( 1 t 1 1 pnve
Total Impervious Cover Treated(acres) 0.00
Total Turf Area Treated(acres) 0.00
Total TP Load Reduction Achieved in D.A.
000
(lb/yr)
Total TN Load Reduction Achieved in D.A. OM
lb/Yrl
Summary Print
.. • e
Virginia Runoff Reduction Method Worksheet
----------------------------------------------------------------------------------------------------------------
Runoff Volume and CN Calculations
1-year storm 2-year storm 10-year storm
Target Rainfall Event(in) 3.05 3.69 5.55
Drainage Areas RV&CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E
CN 70 74 81 73 68
RR(ft3) 0 3,058 0 0 0
RV wo RR(wain) 0.74 0.94 1.35 0.89 0.65
1-year return period RV w RR(ws-in) 0.74 0.71 1.35 0.89 0.65
CN adjusted 70 69 81 73 68
RV wo RR(ws-In) 1.13 1.37 1.86 1.31 1.01
2-year return period RV w RR(ws-In) 1.13 1.14 1.86 1.31 1.01
CN adjusted 70 70 81 73 68
RV wo RR(ws-In) 2.45 2.81 3.48 2.72 2.28
10-year return period RV w RR(ws-In) 2.45 2.58 3.48 2.72 2.28
CN adjusted 70 71 81 73 68
Summary Print
• --,
•
I
..
PROJECT MANAGEMENT
SHI
CIVIL ENGINEERING
LAND PLANNING
ENGINEERING r >> ; 1°
iiiiv
SHI
January 22, 2018 '�
O
U .:_-M,
Mr. David James No s1gMP a
Albemarle County Community Development
401 Miclntire Road, North Wing '-i,o f(( t I 4<7
,,,
Charlottesville, VA 22902 , s
Regarding: WPO 2017-58 Sparrow Hill Subdivision VSMP Calculation Packet
Dear David,
Enclosed is the stormwater calculation packet for the Sparrow Hill Subdivision.We were able to meet the
runoff requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-65 with the proposed stormwater
design. The energy balance equation was met using six(6) BMP's that outlet to natural channels. One of
these systems, BMP B, was designed as a Level 1 VRRM compliant infiltration basin per the requirements
set by VA DEQ. The remainder of the required nutrient treatment will be achieved by the conservation of
18.59 acres within a protected SWM Forest and Open Space easement.
For runoff quantity calculations, the front portion of Parcel 108A(the parcel shown on the VSMP plan
Sheets) was used as the governing area. Please note that this 108A will be a combination of parcels 108A
and 26A2, totaling 19.96 acres. Although the subdivision plat will show 35.0 Acres within parcel 108A, for
reasonable water quantity calculations only the parcel area being developed uphill of the intermittent
stream is computed. This is the 19.96 acres listed for hydrologic calculations because the runoff conditions
will only change within this section. Using this lot for development areas, the energy balance equation
dictates a maximum 1-year site runoff rate of 2.02 cfs.
For runoff quality calculations, the total area of future parcel 108A was used to determine nutrient removal
rates because the owner wishes to dedicate area on the parcel outside the limits of disturbance into a
conservation easement.A total of 18.59 acres of forest will be placed in a conservation easement.
BMP B has been designed per the VRRM standards set forth in the 2013 VADEQ Specification#8 for Level
1 conventional infiltration. The treatment volume was taken from the VRRM Spreadsheet. This treatment
volume was provided as the total storage within BMP B by determining the depth at which this volume
would occur and then placing the orifice invert at that depth. For BMP B, this point was located at elevation
619.25, 2.75' above the pipe invert for a total design storage depth of 3.75'. This depth is less than the 6'
maximum for a conventional underground infiltration and is appropriate for a design infiltration rate of 0.56
in/hr—half the field-measured rate. Additional notes on BMP B can be found on Sheet C8 of the VSMP
plan.
RECEIVED
*14110' r JAN t i 164
COMMUNITY
DIVELOPMINT
Site Runoff Quantity Totals
�.r
Storm Events and Associated Peak Runoff Rates
Pre-Dev Post-Dev
1-Year 3.67 cfs 1.99 cfs
10-Year 31.32 cfs 29.09 cfs
100-Year 87.21 cfs 70.10 cfs
If you have any questions or have any trouble finding specific items in this packet, please do not hesitate to
contact me at: Justinna,shimp-engineering.com or by phone at 434-227-5140 ext. 3.
Contents:
*4110' Pre-Development Calculations:
Pre-Dev Site Summary Map
Pre-Dev POA Summary Map
PreDev Site HydroCAD Report
PreDev POA HydroCAD Report
Time of Concentration Calculations
Energy Balance Equation Summary
Post-Dev Runoff Quantity Calculations:
Post-Dev Drainage and BMP Spreadsheets
PostDev Summary Map
PostDev Structure Drainage Map
Post-Dev Ditch Drainage Map
PostDev HydroCAD Report
VDOT LD-204 Inlet Capacity
VDOT LD-229 Culvert Capacity
VDOT LD-268 Ditch Capacity
Outlet Protection Nomograph
Post-Dev Runoff Quality Calculations:
VRRM Re-Development Spreadsheet
Post Dev BMP Map
..+ BMP B Storage Volume Report
BMP B Details:
Pretreatment Velocity Calculations
Drawdown Time Calculations
Internal Filter Fabric Permeability Calculations
BMP B Storage Volume Report
Sediment Basin Calculations:
Sediment Basin Design Table
Independent Reports:
Excerpt from NRCS Soils Report
NOAA Precipitation Report
Pre-Development Calculations:
Pre-Dev Site Summary Map
Pre-Dev POA Summary Map
PreDev Site HydroCAD Report
PreDev POA HydroCAD Report
Time of Concentration Calculations
Energy Balance Equation Summary
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Predev Site Area
Link Drainage Diagram for Adelaide Pre-Development 9-27-17
Prepared by Shimp Engineering, P.C., Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC
Adelaide Pre-Development 9-27-17 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: Predev Site Area
Runoff = 3.67 cfs @ 12.21 hrs, Volume= 0.532 af, Depth= 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
0.250 39 >75%Grass cover, Good, HSG A
* 0.420 98 Impervious, HSG B
4.780 69 50-75% Grass cover, Fair, HSG B
14.510 55 Woods, Good, HSG B
19.960 59 Weighted Average
19.540 97.90% Pervious Area
0.420 2.10% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.4 Direct Entry,
Adelaide Pre-Development 9-27-17 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1: Predev Site Area
Runoff = 31.32 cfs @ 12.15 hrs, Volume= 2.591 af, Depth= 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
0.250 39 >75% Grass cover, Good, HSG A
* 0.420 98 Impervious, HSG B
4.780 69 50-75% Grass cover, Fair, HSG B
14.510 55 Woods, Good, HSG B
19.960 59 Weighted Average
19.540 97.90% Pervious Area
0.420 2.10% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.4 Direct Entry,
Skov,
Adelaide Pre-Development 9-27-17 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1: Predev Site Area
Runoff = 87.21 cfs @ 12.13 hrs, Volume= 6.668 af, Depth= 4.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
0.250 39 >75% Grass cover, Good, HSG A
* 0.420 98 Impervious, HSG B
4.780 69 50-75% Grass cover, Fair, HSG B
14.510 55 Woods, Good, HSG B
19.960 59 Weighted Average
19.540 97.90% Pervious Area
0.420 2.10% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.4 Direct Entry,
�1rr'
H ��r ✓rr ��!� r ��
POA E ANALYSIS POA F ANALYSIS
POA A ANALYSIS POA D ANALYSIS
Read1 Link Drainage Diagram for Adelaide Pre-Development POA Analysis
Prepared by Shimp Engineering, P.C., Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC
Adelaide Pre-Development POA Analysis Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: POA E ANALYSIS
Runoff = 0.77 cfs @ 12.04 hrs, Volume= 0.048 af, Depth= 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
* 0.040 98 Impervious, HSG B
0.720 69 50-75% Grass cover, Fair, HSG B
0.130 55 Woods, Good, HSG B
0.890 68 Weighted Average
0.850 95.51% Pervious Area
0.040 4.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 Direct Entry,
'+44✓
Adelaide Pre-Development POA Analysis Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
1rr
Summary for Subcatchment 2S: POA F ANALYSIS
Runoff = 0.39 cfs @ 11.97 hrs, Volume= 0.018 af, Depth= 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
* 0.060 98 Impervious, HSG B
0.180 69 50-75% Grass cover, Fair, HSG B
0.100 49 50-75% Grass cover, Fair, HSG A
0.340 68 Weighted Average
0.280 82.35% Pervious Area
0.060 17.65% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
'`.r
Adelaide Pre-Development POA Analysis Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4
Sore
Summary for Subcatchment 3S: POA A ANALYSIS
Runoff = 3.24 cfs © 12.09 hrs, Volume= 0.301 af, Depth= 0.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
* 0.320 98 Impervious, HSG B
2.850 69 50-75% Grass cover, Fair, HSG B
6.080 55 Woods, Good, HSG B
0.150 49 50-75% Grass cover, Fair, HSG A
9.400 61 Weighted Average
9.080 96.60% Pervious Area
0.320 3.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.4 Direct Entry,
S►✓
Adelaide Pre-Development POA Analysis Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: POA D ANALYSIS
Runoff = 3.21 cfs @ 12.16 hrs, Volume= 0.419 af, Depth= 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
* 0.320 98 Impervious, HSG B
3.890 69 50-75% Grass cover, Fair, HSG B
11.360 55 Woods, Good, HSG B
0.150 49 50-75% Grass cover, Fair, HSG A
15.720 59 Weighted Average
15.400 97.96% Pervious Area
0.320 2.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 Direct Entry,
Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6
Star
Summary for Subcatchment 1S: POA E ANALYSIS
Runoff = 3.00 cfs @ 12.03 hrs, Volume= 0.169 af, Depth= 2.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
* 0.040 98 Impervious, HSG B
0.720 69 50-75% Grass cover, Fair, HSG B
0.130 55 Woods, Good, HSG B
0.890 68 Weighted Average
0.850 95.51% Pervious Area
0.040 4.49% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 Direct Entry,
icy e
Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7
44600.
Summary for Subcatchment 2S: POA F ANALYSIS
Runoff = 1.44 cfs @ 11.96 hrs, Volume= 0.065 af, Depth= 2.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
* 0.060 98 Impervious, HSG B
0.180 69 50-75% Grass cover, Fair, HSG B
0.100 49 50-75% Grass cover, Fair, HSG A
0.340 68 Weighted Average
0.280 82.35% Pervious Area
0.060 17.65% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
'o►✓
*o✓
Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8
S... Summary for Subcatchment 3S: POA A ANALYSIS
Runoff = 21.07 cfs @ 12.07 hrs, Volume= 1.340 af, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
* 0.320 98 Impervious, HSG B
2.850 69 50-75% Grass cover, Fair, HSG B
6.080 55 Woods, Good, HSG B
0.150 49 50-75% Grass cover, Fair, HSG A
9.400 61 Weighted Average
9.080 96.60% Pervious Area
0.320 3.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.4 Direct Entry,
�,r
Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 4S: POA D ANALYSIS
Runoff = 27.18 cfs @ 12.11 hrs, Volume= 2.041 af, Depth= 1.56"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
* 0.320 98 Impervious, HSG B
3.890 69 50-75% Grass cover, Fair, HSG B
11.360 55 Woods, Good, HSG B
0.150 49 50-75% Grass cover, Fair, HSG A
15.720 59 Weighted Average
15.400 97.96% Pervious Area
0.320 2.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 Direct Nome
Sparrow Hill
Time of Concentration Calculations
. aP.. , <..+b✓.', X. ,9 F . y=
011 100 ft overland flow 15.4% slope 0.35 C-value 10.4 min Seelye Chart
2047 ft swale 77 ft height 10.0 min. Kirpich Chart
TOC= 20.4 min.
120 ft overland flow 8.3% slope 0.35 C-value 10.5 min Seelye Chart
131 ft swale 10.5 ft height 0.8 min. Kirpich Chart
531 ft pipe 17.0 ft height 0.7 min. Kirpich Chart
TOC= 12.0 min.
87 ft overland flow 9.8% slope 0.35 C-value 9.1 min Seelye Chart
55 ft s. c.flow-field 27.6% slope 3.6 fps velocity 0.3 min. NEH Figure 15-4
146 ft swale 2.5 ft height 1.6 min. Kirpich Chart
154 ft pipe 6.8 ft 0.3 min. Kirpich Chart
TOC= 11.3 min.
4 _." -„sest' ✓a„ a, �.�. „�, ,. a"�z-<,��.. zu,n, , A cel
35 ft overland flow 6% slope 0.35 C-value 7.5 min. Seelye Chart
258 ft s. c.flow-field 5.0% slope 4.5 fps velocity 1.0 min NEH Figure 15-4
524 ft pipe 46.3 ft height 0.5 min. Kirpich Chart
TOC= 9.0 min. minimum
r`„ i,.. , I:. e ^- � max,- � ` Iria:iXza .,<, <,� .a. „f 'a.::` ,.,,, ",,..
Approx. 100' Flow, Developed turf& impervious conditions: 5.0 min.
Noe
TOC= 5.0 min.
`\✓
35. { =
I �
30 _
v -
Paved q
0
-z 25 —
.0 .8
300 .a: -
o _
-.7
LL -
Bare -o N
200 Soil —'—a-.6 20 — w
-
Poor .W z
_ z
\ Grass ,-V_,5
NSurface < w -
z z
w Average _< .4 0.5 —
u_ Grass - _ w
----- • s .0 — o 15�.
•
a- gp Den - \
.1004441‹.0 — N/ z
70 G •ss z \ 4 Z _
60 \ Na / � IOC:. - cc
I-
- :\
N..„---- 20 — a- - w
V
J 40 z
= IO — o
_ -
z I-
30 9 — L
J - Z
20
7 —
10 6
OVERLAND FLOW TIME
(Seelye Chart)
Source: Data Book for Civil Engineers, E.E. Seelye Plate 5-1
1.00
16, 0.90
0.80 ■ __ _ '.
0.70 —.—�IM���NI�
MEMIMMEMIIIIIIIIIIIIIIIIIIMI
0.60 ����imuinimmnutu
. IuIt _..__- I
0.50 Mill 11111M1111111
.■I. I/II'
�__uu•uuivaiii
I0.40 uuiniiiioii
I
030 immi—ommmmIn••ouuns _
—���■�11■1111111111��1 �r
0.20 ■■1U1111I1lIll r� A � w
I1IIIHII��°/■ af1Ji/ ;
II■111111 ■,III ■ ' :
0.10 � ���emamo'b ..i. . . .
0.09 m�_ir�.• n..■ - . i
—=room.. wall!
_—..-
0.08 ��������� ..... .� r .—
MN.NM =MIIN■, Ann
0.07 ����.��•. -
--�=•• ,•nest ., a
����M o
m 0.05 E� :�iiiiiii■ ��a S° � m �Q
III ,111111 ti i -e. �/
0.04 • /■1111 s. `/ .$Jr 4'e41111111 0 . _ i - ,AI.,, ti
0.03 El
1 s�Ila�1�° /11 . ..''''11111 ,1 ii A/g ��(, °��/111 A111� � / .,
MI 11 r ° , � I,
6 1
0.005 / , .., I H 1 i
1 1
. 4 LV Cl d! 41 'CI L."*.co : O N CZ d IA cD ti 00 CZ 0
0 0 0 0 0 0 0 0-
2 Velocity(ft/s)
TRAVEL TIME FOR CHANNEL FLOW
(Kirpich Chart)
H (feet)
500 Tc (min.)
200
100
100 L (feet)
—10000
fkamp1e =
50
73
50 -5000 0
Y
.o
N 41 L
0 ro
L 4
GC I- U
C
Note: o
c
0 (1) For use with natural channels; .4.J
v - 4-
C - 0
`"' +' (2) For paved channels, multiply 10
- 10 Tt by 0.2 2 :71000
E
E —
V1 •X
o b
w 5 x ._.500 5
0
44.
01
y
x
—1I'
1
1
TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS
Source: VDOT Plate 5-3
TRAVEL TIME FOR CHANNEL FLOW
(Kirpich Chart)
H (feet]
500 Tc (min.)
—200
—100
100 L (feet)
—10000
f —50
xampCII �e
c —.
50 =5000
N d •� L `
O b C
� L 6'
H V
+-, Note: w o —
O U —_
(1) For use wi atural channels;
w-
w c — 0
o (2) • •-ved channels, ltiply ;' - a, .. 10
E ._ 10 Tt by 1. E _1000 E
E
5 �i 5
—
o
rn▪ _
—100
I
1
TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS
Source: VDOT Plate 5-3
Sparrow Hill
')A Time of Concentration Calculations
TOC Path 1
100 ft overland flow 3.0% slope 0.35 C-value 10.5 min Seelye Chart
152 ft s. c.flow-field 10.5% slope 3.2 fps velocity 0.8 min. NEH Figure 15-4
TOC= 11.3 min.
TOC Path 2
5 MIN TOC ASSUMED
TOC Path 3
100 ft overland flow 15.4% slope 0.35 C-value 10.4 min Seelye Chart
673 ft swale 55 ft height 3.0 min. Kirpich Chart
TOC= 13.4 min.
TOC Path 4
100 ft overland flow 10.0% slope 0.35 C-value 10.5 min Seelye Chart
1523 ft swale 75.0 ft height 7.0 min. Kirpich Chart
TOC= 17.5 min.
f 35 -
a
30 -
-
Paved q -
0
-z 25 —
_ •a- .8Ct
— 300 'coa_
—.7
Bare -o co
200 Soil _, r.& 20 — w
Poor -W _ z
Gross -Q-,.S g
I- NSurface < -
w _ Avera• 0.5 — -
U- • _ W W
z _ _ _ 1.0 - 0 IS , 7
_ 9 0 .9 _ ,1 ./ t—
n. = 80 Dense - N a — N/ '� z
N EE
Iti.0 -- 70 Gross z .• ~ a
o — 5 0 1 `'''� 20 — a. - w
-i 4 0 Z
�--
_ - IO 3
_
)-- -
0
o - 9 — w
z _
w - - - z
J — 20 8 _ _
-
-
7 —
— 10 6 -
I OVERLAND FLOW TIME
(Seelye Chart)
Source: Data Book for Civil Engineers, E.E. Seelye Plate 5-1
-.�
1.00
0.90
kilisol 0.80
0.70
arminimmiams
0.60 1111111111111111191111111
O.400 �i ii��iU$UIii$UUuii
a.ao iiiialaiuunlivainuii
0.30 **�IiiIII111Iiii
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020
•uiiin iiniiii a
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IIIIIIll / / I,
0.10 _ 11111111.1111.111
0.09
0.08
p' 0.06
1/1
m0.05
0.04 �-'
0.570 y- ,. ��ia'
a
0.005 ` .r
2 Velocity(f/s)
*titer'
TRAVEL TIME FOR CHANNEL FLOW
(Kirpich Chart)
H (feet)
E-- 500 TO (min.)
—200
—100
100 L (feet) -
—10000
_—50
Xemate _
'11.]
0 -5000 _
_
RS w -- 1...
o _ m e =
.Q
4 F- .. G:
+4 Note: 4- o
c p V
(1) For use with n- at channels; c
Niumr m c .- 0 —
. _ ld (2) For paved channels, mu _..ty 3 = 10
_ 7t by 0.2 § _1000
s.r
E
,_
N
w Y..._ 5 ^. •5 ._ 5
o ,_
L
,y
z
—100
-- 1
1
TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS
Source: VDOT Plate 5-3
Energy Balance Equation Summary @ POA 1
Sparrow Hill 24 Hr 1 year Storm Comparison:
Qdeveloped5 I.F. *(Qpre-developed*RVPre-Developed)/Rudeveloped
Qdeveloped5 (°forested*RVforested) Redeveloped
Drainage Area 1:
Qpre-developed = 3.67
RVpre-Developed = 0.532] Max °developed = 2.02 cfs
RVDeveloped = 0.774
Achieved Post-Dev Max Runoff Qiyr= 1.99 cfs. Site complies with 9VAC25-870-66-(3)A
Max. Allowed Qloyr= 32.42, Developed Qioyr= 29.09 cfs (predev)
Q Q
co co
O 6
co co
C m N. w o
o c m o o ;
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d E L 0 E
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3 V1 a M a = V) v m
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fl' O O I 0 N
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m = cc 0
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2 Q c * v , Q 0 o mo 1 Q 0 uo > w a
LLL La •• a
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va C 7 �J o cc z v C7 v c c, 0_
No Q Q. o Q "O
0 0) '> N a) >
6 (� b0 a)
C C t
ro Q — U
f0 Q
O O
Q Q
co co
O 6
co
C m O C co O
o IA IU00 1 0
n In CV 0VIO cn u7 v
W •� O U Q �L N U al
< Q > Q < Q >oj N
a In 0
U �1
a H II v •
f6 G u Q 11 E� C v Q 11
E L o o E T i' v 0 O
0 x o8 _.
E O U
`I) tL >41 u .CT) C Les L > a N
CO CO o N O C fa ° rn o• a
CU a- .0 41 0
cts >- M 0) a o
cr o ^ o Q m "> � o Q
W L ;14' n W I Ml 11 00. w w d• e--I d. II O
f� V O i a N O n
C . O o O C7 I C _� * "' o mo O I
va N a* 40 cc
o o ra N E. o
c
f6 _ _ m o w = o
m •_ a cc U'
pup i ( 11 11 11 0 3 DM = a 11 11 11 N ate)
C * �� a > Q C � V1 a v v CU
> o
w 0 a 9 a C * v a >
o -c o T. Q x W 0 •LL c > o a Q Q
im
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C _c Cf
ro Q co U
O O` Q
Post-Dev Runoff Quantity Calculations:
Post-Dev Drainage and BMP Spreadsheets
PostDev Summary Map
PostDev Structure Drainage Map
Post-Dev Ditch Drainage Map
PostDev HydroCAD Report
VDOT LD-204 Inlet Capacity
VDOT LD-229 Culvert Capacity
VDOT LD-268 Ditch Capacity
Outlet Protection Nomograph
err
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Reach Link Drainage Diagram for Adelaide Post-Development 1-18-18
--N____ Prepared by Shimp Engineering, P.C., Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC
Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: DA A
Runoff = 5.41 cfs @ 12.05 hrs, Volume= 0.341 af, Depth> 0.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
53,771 55 Woods, Good, HSG B
117,592 61 >75% Grass cover, Good, HSG B
69,724 98 Impervious, HSG B
241,087 70 Weighted Average
171,363 71.08% Pervious Area
69,724 28.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
Sow
Summary for Subcatchment 3: DA B
Runoff = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af, Depth> 0.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 1124-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75% Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
"40•••,
'err
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3B: BYPASS A
Runoff = 0.18 cfs @ 12.13 hrs, Volume= 0.034 af, Depth> 0.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 1124-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
1.810 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
1.950 55 Weighted Average
1.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.4 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5
See
Summary for Subcatchment 6: DA C
Runoff = 4.82 cfs @ 12.01 hrs, Volume= 0.251 af, Depth> 1.55"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
31,494 61 >75% Grass cover, Good, HSG B
52,786 98 Impervious, HSG B
84,280 84 Weighted Average
31,494 37.37% Pervious Area
52,786 62.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6
Soso
Summary for Subcatchment 6A: C RESIDUE
Runoff = 0.52 cfs © 11.98 hrs, Volume= 0.025 af, Depth> 0.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 1124-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
18,134 61 >75% Grass cover, Good, HSG B
3,420 98 Impervious, HSG B
21,554 67 Weighted Average
18,134 84.13% Pervious Area
3,420 15.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Sloe
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 8: DA D
Runoff = 0.47 cfs @ 11.97 hrs, Volume= 0.021 af, Depth> 0.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
7,684 61 >75% Grass cover, Good, HSG B
4,080 98 Impervious, HSG B
11,764 74 Weighted Average
7,684 65.32% Pervious Area
4,080 34.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 8B: BYPASS D
Runoff = 0.21 cfs @ 12.12 hrs, Volume= 0.033 af, Depth> 0.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
1.450 55 Woods, Good, HSG B
0.250 61 >75% Grass cover, Good, HSG B
1.700 56 Weighted Average
1.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9
Sow
Summary for Subcatchment 11: DA E
Runoff = 0.55 cfs @ 11.97 hrs, Volume= 0.026 af, Depth> 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
15,472 61 >75% Grass cover, Good, HSG B
4,032 98 Impervious, HSG B
19,504 69 Weighted Average
15,472 79.33% Pervious Area
4,032 20.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
%✓
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10
Sur
Summary for Subcatchment 11B: BYPASS E
Runoff = 0.07 cfs @ 11.99 hrs, Volume= 0.004 af, Depth> 0.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
446.?
'4r
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 13: DA F
Runoff = 0.42 cfs @ 11.98 hrs, Volume= 0.021 af, Depth> 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (sf) CN Description
1,027 39 >75%Grass cover, Good, HSG A
14,918 61 >75% Grass cover, Good, HSG B
3,012 98 Impervious,
18,957 66 Weighted Average
15,945 84.11% Pervious Area
3,012 15.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
err
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 12
Nine Summary for Subcatchment 13B: BYPASS F
Runoff = 0.00 cfs @ 17.55 hrs, Volume= 0.000 af, Depth> 0.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 1124-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
0.080 39 >75% Grass cover, Good, HSG A
0.040 61 >75% Grass cover, Good, HSG B
0.120 46 Weighted Average
0.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 23S: RESIDUAL BYPASS
Runoff = 0.73 cfs @ 12.08 hrs, Volume= 0.078 af, Depth> 0.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.05"
Area (ac) CN Description
1.430 55 Woods, Good, HSG B
1.824 61 >75% Grass cover, Good, HSG B
3.254 58 Weighted Average
3.254 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 14
Summary for Reach 5: POA A
Inflow Area= 11.173 ac, 26.70% Impervious, Inflow Depth > 0.40" for 1 yr event
Inflow = 0.70 cfs @ 13.57 hrs, Volume= 0.374 af
Outflow = 0.70 cfs @ 13.57 hrs, Volume= 0.374 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.65 fps, Min. Travel Time= 0.1 min
Avg. Velocity= 7.07 fps, Avg. Travel Time= 0.1 min
Peak Storage= 4 cf @ 13.57 hrs
Average Depth at Peak Storage= 0.12'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs
24.0" Round Pipe
n= 0.012
Length= 50.0' Slope= 0.1400 '1
Inlet Invert= 610.00', Outlet Invert= 603.00'
r
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 15
Summary for Reach 10: POA D
Inflow Area = 15.573 ac, 28.05% Impervious, Inflow Depth > 0.50" for 1 yr event
Inflow = 1.06 cfs @ 13.54 hrs, Volume= 0.645 of
Outflow = 1.06 cfs @ 13.55 hrs, Volume= 0.645 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.84 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.96 fps, Avg. Travel Time= 0.1 min
Peak Storage= 6 cf @ 13.54 hrs
Average Depth at Peak Storage= 0.21'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs
24.0" Round Pipe
n= 0.012
Length= 34.6' Slope= 0.0318 '/'
Inlet Invert= 597.10', Outlet Invert= 596.00'
L
Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 16
Summary for Reach 15: POA F
Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 0.45" for 1 yr event
Inflow = 0.22 cfs @ 12.05 hrs, Volume= 0.021 af
Outflow = 0.22 cfs @ 12.05 hrs, Volume= 0.021 af, Atten= 0%, Lag=0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 17
`w,
Summary for Reach 16: POA E
Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 0.62" for 1yr event
Inflow = 0.37 cfs @ 12.02 hrs, Volume= 0.030 af
Outflow = 0.37 cfs @ 12.02 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 18
Summary for Pond 2: BMP A
Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 0.74" for 1 yr event
Inflow = 5.41 cfs @ 12.05 hrs, Volume= 0.341 af
Outflow = 0.37 cfs @ 13.71 hrs, Volume= 0.237 af, Atten= 93%, Lag= 99.2 min
Primary = 0.37 cfs @ 13.71 hrs, Volume= 0.237 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 615.77' @ 13.71 hrs Surf.Area= 3,775 sf Storage= 6,987 cf
Plug-Flow detention time= 288.0 min calculated for 0.237 af (70%of inflow)
Center-of-Mass det. time= 171.5 min ( 1,050.9 - 879.4 )
Volume Invert Avail.Storage Storage Description
#1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2
35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids
#2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1
23,091 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600
Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '1 Cc= 0.900
n= 0.012
#2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600
*,,, #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600
#4 Device 1 619.80' 100-yr Weir, Cv=2.62(C= 3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.70
Width (feet) 6.54 5.70 4.50 2.50 0.00
Primary OutFlow Max=0.36 cfs @ 13.71 hrs HW=615.77' (Free Discharge)
t1=STM 03-02 (Passes 0.36 cfs of 16.00 cfs potential flow)
-2=1-yr Orifice (Orifice Controls 0.24 cfs @ 7.09 fps)
-3=10-yr Orifice (Orifice Controls 0.12 cfs @ 1.41 fps)
-4=100-yr Weir ( Controls 0.00 cfs)
fir✓
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Si-limp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 19
44100,
Summary for Pond 4: BMP B
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 0.94" for 1yr event
Inflow = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af
Outflow = 0.32 cfs @ 13.52 hrs, Volume= 0.142 af, Atten= 94%, Lag= 88.5 min
Discarded = 0.04 cfs @ 11.70 hrs, Volume= 0.039 af
Primary = 0.28 cfs @ 13.52 hrs, Volume= 0.103 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 619.51' @ 13.52 hrs Surf.Area= 2,884 sf Storage= 6,711 cf
Plug-Flow detention time= 293.0 min calculated for 0.142 af (49% of inflow)
Center-of-Mass det. time= 154.2 min ( 1,018.7 - 864.5 )
Volume Invert Avail.Storage Storage Description
#1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed
27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids
#2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1
16,991 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 616.50' 24.0" Round STM O2A-02 L= 27.7' Ke= 0.600
Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900
n= 0.012
*time #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600
#3 Device 1 622.90' 100-yr Weir, Cv=2.62 (C= 3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.60
Width (feet) 6.40 5.50 4.20 1.80 0.00
#4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area
Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=615.60' (Free Discharge)
t4=Exfiltration (Exfiltration Controls 0.04 cfs)
Primary OutFlow Max=0.28 cfs @ 13.52 hrs HW=619.51' (Free Discharge)
L1=STM O2A-02 (Passes 0.28 cfs of 20.13 cfs potential flow)
t2=10-yr Orifice (Orifice Controls 0.28 cfs @ 1.75 fps)
3=100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 20
slow Summary for Pond 7: BMP C
Inflow Area = 2.430 ac, 53.11% Impervious, Inflow Depth > 1.36" for 1 yr event
Inflow = 5.28 cfs @ 12.00 hrs, Volume= 0.276 af
Outflow = 0.29 cfs @ 13.30 hrs, Volume= 0.228 af, Atten= 95%, Lag= 78.1 min
Primary = 0.29 cfs @ 13.30 hrs, Volume= 0.228 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 601.20' @ 13.30 hrs Surf.Area= 2,525 sf Storage= 6,380 cf
Plug-Flow detention time= 275.8 min calculated for 0.228 of (83% of inflow)
Center-of-Mass det. time= 199.4 min ( 1,034.5 - 835.1 )
Volume Invert Avail.Storage Storage Description
#1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2
23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0%Voids
#2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1
15,325 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 598.00' 24.0" Round STM 05A- 05 L= 54.9' Ke= 0.600
Inlet/Outlet Invert= 598.00'/597.30' S= 0.012871 Cc= 0.900
n= 0.012
#2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600
%.e #3 Device 1 601.50' 11.0"Vert. 10-yr Orifice C= 0.600
#4 Device 1 604.60' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.50 1.00 1.30 1.40
Width (feet) 6.10 5.10 3.50 1.80 0.00
Primary OutFlow Max=0.29 cfs @ 13.30 hrs HW=601.20' (Free Discharge)
L==STM O5A- 05 (Passes 0.29 cfs of 21.03 cfs potential flow)
-2=1-yr Orifice (Orifice Controls 0.29 cfs @ 8.47 fps)
-3=10-yr Orifice ( Controls 0.00 cfs)
-4=100-yr Weir ( Controls 0.00 cfs)
Stale
Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 21
Sloe
Summary for Pond 9: BMP D
Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 0.94" for 1yr event
Inflow = 0.47 cfs @ 11.97 hrs, Volume= 0.021 af
Outflow = 0.03 cfs @ 12.99 hrs, Volume= 0.011 af, Atten= 94%, Lag= 61.0 min
Primary = 0.03 cfs @ 12.99 hrs, Volume= 0.011 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 614.35' @ 12.99 hrs Surf.Area= 400 sf Storage= 478 cf
Plug-Flow detention time= 287.3 min calculated for 0.011 af (50%of inflow)
Center-of-Mass det. time= 147.8 min ( 1,007.8 - 860.0 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed
2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0%Voids
#2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1
1,227 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600
Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900
n= 0.012
#2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600
#3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.25 0.35 0.50
Width (feet) 2.64 1.94 1.50 0.00
Primary OutFlow Max=0.03 cfs @ 12.99 hrs HW=614.35' (Free Discharge)
4-1=STM 04- 03 (Passes 0.03 cfs of 4.70 cfs potential flow)
L2=1-yr Orifice (Orifice Controls 0.03 cfs @ 1.05 fps)
3=100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 22
Summary for Pond 12: BMP E
Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 0.70" for 1 yr event
Inflow = 0.55 cfs @ 11.97 hrs, Volume= 0.026 af
Outflow = 0.32 cfs @ 12.04 hrs, Volume= 0.026 af, Atten= 43%, Lag= 4.2 min
Primary = 0.32 cfs @ 12.04 hrs, Volume= 0.026 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 654.81' @ 12.04 hrs Surf.Area= 530 sf Storage= 171 cf
Plug-Flow detention time= 13.6 min calculated for 0.026 af (99% of inflow)
Center-of-Mass det. time= 7.7 min ( 886.1 - 878.4 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below(Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
654.00 530 0.0 0 0
657.00 530 40.0 636 636
657.50 530 20.0 53 689
658.50 1,270 100.0 900 1,589
Device Routing Invert Outlet Devices
'Ealrov #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600
Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '/' Cc= 0.900
n= 0.012
#2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.32 cfs @ 12.04 hrs HW=654.81 (Free Discharge)
4E1=ST 09- 08 (Inlet Controls 0.32 cfs @ 3.61 fps)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 23
Summary for Pond 14: BMP F
Inflow Area = 0.435 ac, 15.89% Impervious, Inflow Depth > 0.57" for 1yr event
Inflow = 0.42 cfs @ 11.98 hrs, Volume= 0.021 af
Outflow = 0.22 cfs @ 12.05 hrs, Volume= 0.020 af, Atten= 47%, Lag= 4.4 min
Primary = 0.22 cfs @ 12.05 hrs, Volume= 0.020 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 662.54' @ 12.05 hrs Surf.Area= 600 sf Storage= 131 cf
Plug-Flow detention time= 16.9 min calculated for 0.020 af (99% of inflow)
Center-of-Mass det. time= 9.1 min ( 900.4 - 891.3 )
Volume Invert Avail.Storage Storage Description
#1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
662.00 600 0.0 0 0
664.50 600 40.0 600 600
665.00 600 20.0 60 660
666.00 1,060 100.0 830 1,490
Device Routing Invert Outlet Devices
#1 Primary 662.00' 4.0" Round STM 04- 03 L= 47.0' Ke= 0.600
Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900
n= 0.012
#2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=0.22 cfs @ 12.05 hrs HW=662.54' (Free Discharge)
'E1=STM 04-03 (Barrel Controls 0.22 cfs @ 2.55 fps)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 24
Summary for Link 17: TOTAL RUNOFF TO CREEK
Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 0.47" for 1 yr event
Inflow = 1.99 cfs @ 12.09 hrs, Volume= 0.774 af
Primary = 1.99 cfs @ 12.09 hrs, Volume= 0.774 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
err'
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 25
Slur
Summary for Subcatchment 1: DA A
Runoff = 19.46 cfs @ 12.04 hrs, Volume= 1.127 af, Depth> 2.44"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
53,771 55 Woods, Good, HSG B
117,592 61 >75% Grass cover, Good, HSG B
69,724 98 Impervious, HSG B
241,087 70 Weighted Average
171,363 71.08% Pervious Area
69,724 28.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 3: DA B
Runoff = 15.25 cfs @ 12.03 hrs, Volume= 0.861 af, Depth> 2.80"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75% Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 3B: BYPASS A
Runoff = 3.01 cfs @ 12.07 hrs, Volume= 0.205 af, Depth> 1.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
1.810 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
1.950 55 Weighted Average
1.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.4 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 28
Itakise
Summary for Subcatchment 6: DA C
Runoff = 11.36 cfs @ 12.00 hrs, Volume= 0.608 af, Depth> 3.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
31,494 61 >75% Grass cover, Good, HSG B
52,786 98 Impervious, HSG B
84,280 84 Weighted Average
31,494 37.37% Pervious Area
52,786 62.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 29
Nome
Summary for Subcatchment 6A: C RESIDUE
Runoff = 2.02 cfs @ 11.97 hrs, Volume= 0.090 af, Depth> 2.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
18,134 61 >75% Grass cover, Good, HSG B
3,420 98 Impervious, HSG B
21,554 67 Weighted Average
18,134 84.13% Pervious Area
3,420 15.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
'40kor,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 8: DA D
Runoff = 1.41 cfs @ 11.96 hrs, Volume= 0.063 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
7,684 61 >75% Grass cover, Good, HSG B
4,080 98 Impervious, HSG B
11,764 74 Weighted Average
7,684 65.32% Pervious Area
4,080 34.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 31
Sfte
Summary for Subcatchment 8B: BYPASS D
Runoff = 2.81 cfs @ 12.07 hrs, Volume= 0.188 af, Depth> 1.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
1.450 55 Woods, Good, HSG B
0.250 61 >75% Grass cover, Good, HSG B
1.700 56 Weighted Average
1.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 32
Slime
Summary for Subcatchment 11: DA E
Runoff = 1.97 cfs @ 11.96 hrs, Volume= 0.088 af, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
15,472 61 >75% Grass cover, Good, HSG B
4,032 98 Impervious, HSG B
19,504 69 Weighted Average
15,472 79.33% Pervious Area
4,032 20.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type II 24-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 33
`ioiur'
Summary for Subcatchment 11B: BYPASS E
Runoff = 0.41 cfs @ 11.97 hrs, Volume= 0.019 af, Depth> 1.71"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
tiro+
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 34
Sire
Summary for Subcatchment 13: DA F
Runoff = 1.71 cfs @ 11.97 hrs, Volume= 0.076 af, Depth> 2.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
1,027 39 >75% Grass cover, Good, HSG A
14,918 61 >75%Grass cover, Good, HSG B
3,012 98 Impervious,
18,957 66 Weighted Average
15,945 84.11% Pervious Area
3,012 15.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 35
*1✓
Summary for Subcatchment 13B: BYPASS F
Runoff = 0.12 cfs @ 11.99 hrs, Volume= 0.007 af, Depth> 0.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
0.080 39 >75% Grass cover, Good, HSG A
0.040 61 >75% Grass cover, Good, HSG B
0.120 46 Weighted Average
0.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 23S: RESIDUAL BYPASS
Runoff = 6.69 cfs @ 12.04 hrs, Volume= 0.401 af, Depth> 1.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (ac) CN Description
1.430 55 Woods, Good, HSG B
1.824 61 >75% Grass cover, Good, HSG B
3.254 58 Weighted Average
3.254 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
Soar
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
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Sloe
Summary for Reach 5: POA A
Inflow Area = 11.173 ac, 26.70% Impervious, Inflow Depth > 1.98" for 10yr event
Inflow = 13.79 cfs @ 12.14 hrs, Volume= 1.842 of
Outflow = 13.79 cfs @ 12.15 hrs, Volume= 1.842 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 21.01 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 10.09 fps, Avg. Travel Time= 0.1 min
Peak Storage= 33 cf @ 12.14 hrs
Average Depth at Peak Storage= 0.52'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs
24.0" Round Pipe
n= 0.012
Length= 50.0' Slope= 0.1400 '/'
Inlet Invert= 610.00', Outlet Invert= 603.00'
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Summary for Reach 10: POA D
Inflow Area= 15.573 ac, 28.05% Impervious, Inflow Depth > 2.07" for 10yr event
Inflow = 22.15 cfs @ 12.11 hrs, Volume= 2.681 af
Outflow = 22.14 cfs @ 12.12 hrs, Volume= 2.681 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 13.96 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 6.33 fps, Avg. Travel Time= 0.1 min
Peak Storage= 55 cf @ 12.12 hrs
Average Depth at Peak Storage= 1.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs
24.0" Round Pipe
n= 0.012
Length= 34.6' Slope= 0.0318 '/'
Inlet Invert= 597.10', Outlet Invert= 596.00'
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Summary for Reach 15: POA F
Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 1.79" for 10yr event
Inflow = 0.59 cfs @ 12.00 hrs, Volume= 0.083 af
Outflow = 0.59 cfs @ 12.00 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Now
Some
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Summary for Reach 16: POA E
Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 2.21" for 10yr event
Inflow = 1.05 cfs @ 11.98 hrs, Volume= 0.106 of
Outflow = 1.05 cfs @ 11.98 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
loire
err
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Some
Summary for Pond 2: BMP A
Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 2.44" for 10yr event
Inflow = 19.46 cfs @ 12.04 hrs, Volume= 1.127 of
Outflow = 6.21 cfs @ 12.24 hrs, Volume= 0.972 af, Atten= 68%, Lag= 12.1 min
Primary = 6.21 cfs @ 12.24 hrs, Volume= 0.972 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 619.41' @ 12.24 hrs Surf.Area= 3,775 sf Storage= 17,359 cf
Plug-Flow detention time= 106.1 min calculated for 0.972 of (86%of inflow)
Center-of-Mass det. time= 41.6 min ( 883.9 - 842.3 )
Volume Invert Avail.Storage Storage Description
#1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2
35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids
#2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1
23,091 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600
Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '/' Cc= 0.900
n= 0.012
#2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600
likap, #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600
#4 Device 1 619.80' 100-yr Weir, Cv=2.62(C= 3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.70
Width (feet) 6.54 5.70 4.50 2.50 0.00
Primary OutFlow Max=6.21 cfs @ 12.24 hrs HW=619.41' (Free Discharge)
L==STM 03-02 (Passes 6.21 cfs of 31.42 cfs potential flow)
-2=1-yr Orifice (Orifice Controls 0.40 cfs @ 11.60 fps)
-3=10-yr Orifice (Orifice Controls 5.82 cfs @ 8.81 fps)
-4=100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Norisr Summary for Pond 4: BMP B
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.80" for 10yr event
Inflow = 15.25 cfs @ 12.03 hrs, Volume= 0.861 af
Outflow = 5.65 cfs @ 12.20 hrs, Volume= 0.711 af, Atten= 63%, Lag= 10.0 min
Discarded = 0.04 cfs @ 9.77 hrs, Volume= 0.045 af
Primary = 5.62 cfs @ 12.20 hrs, Volume= 0.665 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 622.83' @ 12.20 hrs Surf.Area= 2,884 sf Storage= 13,577 cf
Plug-Flow detention time= 117.7 min calculated for 0.711 af (83%of inflow)
Center-of-Mass det. time= 41.6 min ( 873.9 - 832.3 )
Volume Invert Avail.Storage Storage Description
#1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed
27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids
#2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1
16,991 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 616.50' 24.0" Round STM O2A-02 L= 27.7' Ke= 0.600
Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900
n= 0.012
#2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600
#3 Device 1 622.90' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.60
Width (feet) 6.40 5.50 4.20 1.80 0.00
#4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area
Discarded OutFlow Max=0.04 cfs @ 9.77 hrs HW=615.60' (Free Discharge)
t4=Exfiltration (Exfiltration Controls 0.04 cfs)
Primary OutFlow Max=5.62 cfs @ 12.20 hrs HW=622.83' (Free Discharge)
L =STM O2A-02 (Passes 5.62 cfs of 32.74 cfs potential flow)
2_10-yr Orifice (Orifice Controls 5.62 cfs @ 8.51 fps)
3_100-yr Weir ( Controls 0.00 cfs)
`forme
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Sow
Summary for Pond 7: BMP C
Inflow Area = 2.430 ac, 53.11% Impervious, Inflow Depth > 3.45" for 10yr event
Inflow = 13.16 cfs @ 11.99 hrs, Volume= 0.698 af
Outflow = 5.24 cfs @ 12.13 hrs, Volume= 0.598 af, Atten= 60%, Lag= 8.0 min
Primary = 5.24 cfs @ 12.13 hrs, Volume= 0.598 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 604.27' @ 12.13 hrs Surf.Area= 2,525 sf Storage= 12,155 cf
Plug-Flow detention time= 155.3 min calculated for 0.598 af (86%of inflow)
Center-of-Mass det. time= 89.3 min ( 899.3 - 810.0 )
Volume Invert Avail.Storage Storage Description
#1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2
23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0% Voids
#2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1
15,325 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 598.00' 24.0" Round STM O5A- 05 L= 54.9' Ke= 0.600
Inlet/Outlet Invert= 598.00'/597.30' S= 0.0128 'I' Cc= 0.900
n= 0.012
#2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600
i`,, #3 Device 1 601.50' 11.0"Vert. 10-yr Orifice C= 0.600
#4 Device 1 604.60' 100-yr Weir, Cv=2.62(C= 3.28)
Head (feet) 0.00 0.50 1.00 1.30 1.40
Width (feet) 6.10 5.10 3.50 1.80 0.00
Primary OutFlow Max=5.23 cfs @ 12.13 hrs HW=604.27' (Free Discharge)
t1=STM O5A- 05 (Passes 5.23 cfs of 32.54 cfs potential flow)
-2=1-yr Orifice (Orifice Controls 0.41 cfs @ 11.95 fps)
-3=10-yr Orifice (Orifice Controls 4.83 cfs @ 7.31 fps)
-4=100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
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Sole
Summary for Pond 9: BMP D
Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 2.81" for 10yr event
Inflow = 1.41 cfs @ 11.96 hrs, Volume= 0.063 af
Outflow = 0.96 cfs @ 12.02 hrs, Volume= 0.052 af, Atten= 32%, Lag= 3.7 min
Primary = 0.96 cfs @ 12.02 hrs, Volume= 0.052 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 615.52' @ 12.02 hrs Surf.Area= 400 sf Storage= 795 cf
Plug-Flow detention time= 109.1 min calculated for 0.052 af (83%of inflow)
Center-of-Mass det. time= 33.6 min ( 861.1 - 827.5 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed
2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0%Voids
#2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1
1,227 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600
Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900
n= 0.012
#2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600
tom,, #3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.25 0.35 0.50
Width (feet) 2.64 1.94 1.50 0.00
Primary OutFlow Max=0.96 cfs @ 12.02 hrs HW=615.52' (Free Discharge)
L LSTM 04-03 (Passes 0.96 cfs of 7.63 cfs potential flow)
2_1-yr Orifice (Orifice Controls 0.96 cfs @ 4.87 fps)
3_100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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Summary for Pond 12: BMP E
Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 2.36" for 10yr event
Inflow = 1.97 cfs @ 11.96 hrs, Volume= 0.088 af
Outflow = 0.67 cfs @ 12.07 hrs, Volume= 0.088 af, Atten= 66%, Lag= 6.3 min
Primary = 0.67 cfs @ 12.07 hrs, Volume= 0.088 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 657.87' @ 12.07 hrs Surf.Area= 801 sf Storage= 933 cf
Plug-Flow detention time= 13.9 min calculated for 0.088 af (99% of inflow)
Center-of-Mass det. time= 10.7 min ( 850.3 - 839.5 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
654.00 530 0.0 0 0
657.00 530 40.0 636 636
657.50 530 20.0 53 689
658.50 1,270 100.0 900 1,589
Device Routing Invert Outlet Devices
*owe #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600
Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '/' Cc= 0.900
n= 0.012
#2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=657.87' (Free Discharge)
4E1=ST 09- 08 (Barrel Controls 0.67 cfs @ 7.73 fps)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
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Summary for Pond 14: BMP F
Inflow Area = 0.435 ac, 15.89% Impervious, Inflow Depth > 2.11" for 10yr event
Inflow = 1.71 cfs @ 11.97 hrs, Volume= 0.076 af
Outflow = 0.49 cfs @ 12.08 hrs, Volume= 0.076 af, Atten= 71%, Lag= 7.0 min
Primary = 0.49 cfs @ 12.08 hrs, Volume= 0.076 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 665.31' @ 12.08 hrs Surf.Area= 744 sf Storage= 871 cf
Plug-Flow detention time= 17.6 min calculated for 0.076 of (99% of inflow)
Center-of-Mass det. time= 13.7 min ( 860.6 - 846.9 )
Volume Invert Avail.Storage Storage Description
#1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
662.00 600 0.0 0 0
664.50 600 40.0 600 600
665.00 600 20.0 60 660
666.00 1,060 100.0 830 1,490
Device Routing Invert Outlet Devices
#1 Primary 662.00' 4.0" Round STM 04-03 L= 47.0' Ke= 0.600
Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900
n= 0.012
#2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=0.49 cfs @ 12.08 hrs HW=665.31' (Free Discharge)
j1=STM 04-03 (Barrel Controls 0.49 cfs @ 5.64 fps)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55"
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�.• Summary for Link 17: TOTAL RUNOFF TO CREEK
Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 1.97" for 10yr event
Inflow = 29.09 cfs @ 12.09 hrs, Volume= 3.271 af
Primary = 29.09 cfs @ 12.09 hrs, Volume= 3.271 af, Atten= 0%, Lag=0.0 min
Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
err'
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Sire
Summary for Subcatchment 1: DA A
Runoff = 42.46 cfs @ 12.04 hrs, Volume= 2.470 af, Depth> 5.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
53,771 55 Woods, Good, HSG B
117,592 61 >75% Grass cover, Good, HSG B
69,724 98 Impervious, HSG B
241,087 70 Weighted Average
171,363 71.08% Pervious Area
69,724 28.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Itfte
Summary for Subcatchment 3: DA B
Runoff = 31.32 cfs @ 12.03 hrs, Volume= 1.798 af, Depth> 5.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75% Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
'tor
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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,r
Summary for Subcatchment 3B: BYPASS A
Runoff = 9.26 cfs @ 12.06 hrs, Volume= 0.569 af, Depth> 3.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
1.810 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
1.950 55 Weighted Average
1.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.4 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Summary for Subcatchment 6: DA C
Runoff = 20.60 cfs @ 12.00 hrs, Volume= 1.142 af, Depth> 7.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
31,494 61 >75% Grass cover, Good, HSG B
52,786 98 Impervious, HSG B
84,280 84 Weighted Average
31,494 37.37% Pervious Area
52,786 62.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry,
*tire
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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�.r Summary for Subcatchment 6A: C RESIDUE
Runoff = 4.55 cfs @ 11.96 hrs, Volume= 0.206 af, Depth> 4.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
18,134 61 >75% Grass cover, Good, HSG B
3,420 98 Impervious, HSG B
21,554 67 Weighted Average
18,134 84.13% Pervious Area
3,420 15.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Sl..- Summary for Subcatchment 8: DA D
Runoff = 2.85 cfs @ 11.96 hrs, Volume= 0.132 af, Depth> 5.86"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
7,684 61 >75% Grass cover, Good, HSG B
4,080 98 Impervious, HSG B
11,764 74 Weighted Average
7,684 65.32% Pervious Area
4,080 34.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Summary for Subcatchment 8B: BYPASS D
Runoff = 8.35 cfs @ 12.06 hrs, Volume= 0.513 af, Depth> 3.62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
1.450 55 Woods, Good, HSG B
0.250 61 >75% Grass cover, Good, HSG B
1.700 56 Weighted Average
1.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Ntri'' Summary for Subcatchment 11: DA E
Runoff = 4.30 cfs @ 11.96 hrs, Volume= 0.196 af, Depth> 5.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
15,472 61 >75% Grass cover, Good, HSG B
4,032 98 Impervious, HSG B
19,504 69 Weighted Average
15,472 79.33% Pervious Area
4,032 20.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Niar
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
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Summary for Subcatchment 11B: BYPASS E
Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.046 af, Depth> 4.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
biome
'r11r►
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 13: DA F
Runoff = 3.91 cfs @ 11.96 hrs, Volume= 0.177 af, Depth> 4.87"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (sf) CN Description
1,027 39 >75%Grass cover, Good, HSG A
14,918 61 >75% Grass cover, Good, HSG B
3,012 98 Impervious,
18,957 66 Weighted Average
15,945 84.11% Pervious Area
3,012 15.89% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=-9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 13B: BYPASS F
Runoff = 0.53 cfs @ 11.97 hrs, Volume= 0.024 af, Depth> 2.43"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
0.080 39 >75% Grass cover, Good, HSG A
0.040 61 >75% Grass cover, Good, HSG B
0.120 46 Weighted Average
0.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
`err
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 59
Sae
Summary for Subcatchment 23S: RESIDUAL BYPASS
Runoff = 18.57 cfs @ 12.04 hrs, Volume= 1.050 af, Depth> 3.87"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr Rainfall=9.04"
Area (ac) CN Description
1.430 55 Woods, Good, HSG B
1.824 61 >75% Grass cover, Good, HSG B
3.254 58 Weighted Average
3.254 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
`ww
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 60
Some
Summary for Reach 5: POA A
Inflow Area = 11.173 ac, 26.70% Impervious, Inflow Depth > 4.79" for 100yr event
Inflow = 77.63 cfs @ 12.05 hrs, Volume= 4.464 af
Outflow = 77.64 cfs @ 12.05 hrs, Volume= 4.464 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 32.74 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 11.76 fps, Avg. Travel Time= 0.1 min
Peak Storage= 119 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.41'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs
24.0" Round Pipe
n= 0.012
Length= 50.0' Slope= 0.1400 '/'
Inlet Invert= 610.00', Outlet Invert= 603.00'
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 61
Summary for Reach 10: POA D
Inflow Area = 15.573 ac, 28.05% Impervious, Inflow Depth > 4.85" for 100yr event
Inflow = 109.82 cfs @ 12.04 hrs, Volume= 6.300 af
Outflow = 43.70 cfs @ 11.96 hrs, Volume= 6.300 af, Atten= 60%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.85 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 7.06 fps, Avg. Travel Time= 0.1 min
Peak Storage= 109 cf @ 11.95 hrs
Average Depth at Peak Storage= 2.00'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs
24.0" Round Pipe
n= 0.012
Length= 34.6' Slope= 0.0318 '/'
Inlet Invert= 597.10', Outlet Invert= 596.00'
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 62
Summary for Reach 15: POA F
Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 4.32" for 100yr event
Inflow = 4.18 cfs @ 11.98 hrs, Volume= 0.200 af
Outflow = 4.18 cfs @ 11.98 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 63
Nair
Summary for Reach 16: POA E
Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 5.00" for 100yr event
Inflow = 4.81 cfs @ 11.99 hrs, Volume= 0.241 af
Outflow = 4.81 cfs @ 11.99 hrs, Volume= 0.241 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 64
Summary for Pond 2: BMP A
Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 5.35" for 100yr event
Inflow = 42.46 cfs @ 12.04 hrs, Volume= 2.470 of
Outflow = 38.11 cfs @ 12.08 hrs, Volume= 2.304 af, Atten= 10%, Lag= 2.8 min
Primary = 38.11 cfs @ 12.08 hrs, Volume= 2.304 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 621.72' @ 12.08 hrs Surf.Area= 3,775 sf Storage= 22,670 cf
Plug-Flow detention time= 62.8 min calculated for 2.304 af (93% of inflow)
Center-of-Mass det. time= 26.6 min ( 846.7 - 820.1 )
Volume Invert Avail.Storage Storage Description
#1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2
35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids
#2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1
23,091 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600
Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '1 Cc= 0.900
n= 0.012
#2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600
*aloe #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600
#4 Device 1 619.80' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.70
Width (feet) 6.54 5.70 4.50 2.50 0.00
Primary OutFlow Max=38.10 cfs @ 12.08 hrs HW=621.72' (Free Discharge)
t-1=STM 03-02 (Inlet Controls 38.10 cfs @ 12.13 fps)
-2=1-yr Orifice (Passes < 0.47 cfs potential flow)
-3=10-yr Orifice (Passes < 7.56 cfs potential flow)
-4=100-yr Weir (Passes < 40.81 cfs potential flow)
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 65
Summary for Pond 4: BMP B
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 5.85" for 100yr event
Inflow = 31.32 cfs @ 12.03 hrs, Volume= 1.798 af
Outflow = 30.87 cfs @ 12.05 hrs, Volume= 1.643 af, Atten= 1%, Lag= 1.0 min
Discarded = 0.04 cfs @ 7.32 hrs, Volume= 0.053 af
Primary = 30.83 cfs @ 12.05 hrs, Volume= 1.590 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 624.13' @ 12.05 hrs Surf.Area= 2,884 sf Storage= 15,891 cf
Plug-Flow detention time= 71.7 min calculated for 1.643 af (91% of inflow)
Center-of-Mass det. time= 27.0 min ( 838.5 - 811.5 )
Volume Invert Avail.Storage Storage Description
#1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed
27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids
#2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1
16,991 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 616.50' 24.0" Round STM O2A- 02 L= 27.7' Ke= 0.600
Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900
n= 0.012
e #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600
#3 Device 1 622.90' 100-yr Weir, Cv=2.62 (C= 3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.60
Width (feet) 6.40 5.50 4.20 1.80 0.00
#4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area
piscarded OutFlow Max=0.04 cfs @ 7.32 hrs HW=615.60' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.04 cfs)
Primary OutFlow Max=30.79 cfs @ 12.05 hrs HW=624.13' (Free Discharge)
t =STM O2A-02 (Passes 30.79 cfs of 36.52 cfs potential flow)
2_10-yr Orifice (Orifice Controls 6.68 cfs @ 10.13 fps)
3_100-yr Weir (Weir Controls 24.11 cfs @ 3.86 fps)
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
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Sow
Summary for Pond 7: BMP C
Inflow Area= 2.430 ac, 53.11% Impervious, Inflow Depth > 6.66" for 100yr event
Inflow = 24.64 cfs @ 11.99 hrs, Volume= 1.348 af
Outflow = 24.15 cfs @ 12.01 hrs, Volume= 1.202 af, Atten= 2%, Lag= 1.1 min
Primary = 24.15 cfs @ 12.01 hrs, Volume= 1.202 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 605.62' © 12.01 hrs Surf.Area= 2,525 sf Storage= 14,343 cf
Plug-Flow detention time= 96.1 min calculated for 1.201 af (89%of inflow)
Center-of-Mass det. time= 42.3 min ( 834.6 - 792.4 )
Volume Invert Avail.Storage Storage Description
#1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2
23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0%Voids
#2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1
15,325 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 598.00' 24.0" Round STM O5A-05 L. 54.9' Ke= 0.600
Inlet/Outlet Invert= 598.00'/597.30' S= 0.0128 7' Cc= 0.900
n= 0.012
#2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600
Nitre #3 Device 1 601.50' 11.0"Veit 10-yr Orifice C= 0.600
#4 Device 1 604.60' 100-yr Weir, Cv=2.62 (C=3.28)
Head (feet) 0.00 0.50 1.00 1.30 1.40
Width (feet) 6.10 5.10 3.50 1.80 0.00
Primary OutFlow Max=24.14 cfs © 12.01 hrs HW=605.62' (Free Discharge)
t tSTM O5A-05 (Passes 24.14 cfs of 36.50 cfs potential flow)
2=1-yr Orifice (Orifice Controls 0.45 cfs @ 13.20 fps)
3=10-yr Orifice (Orifice Controls 6.08 cfs @ 9.22 fps)
=100-yr Weir (Weir Controls 17.60 cfs @ 3.50 fps)
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 67
Slod
Summary for Pond 9: BMP D
Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 5.86" for 100yr event
Inflow = 2.85 cfs @ 11.96 hrs, Volume= 0.132 of
Outflow = 2.80 cfs @ 11.97 hrs, Volume= 0.121 af, Atten= 2%, Lag= 0.8 min
Primary = 2.80 cfs @ 11.97 hrs, Volume= 0.121 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 616.82' @ 11.97 hrs Surf.Area= 400 sf Storage= 1,113 cf
Plug-Flow detention time= 66.4 min calculated for 0.121 of (92%of inflow)
Center-of-Mass det. time= 22.8 min ( 829.4 - 806.6 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed
2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0% Voids
#2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1
1,227 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600
Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900
n= 0.012
#2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600
`ire #3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28)
Head (feet) 0.00 0.25 0.35 0.50
Width (feet) 2.64 1.94 1.50 0.00
Primary OutFlow Max=2.79 cfs @ 11.97 hrs HW=616.82' (Free Discharge)
L1=STM 04-03 (Passes 2.79 cfs of 9.90 cfs potential flow)
4E2=1-yr Orifice (Orifice Controls 1.44 cfs @ 7.33 fps)
3=100-yr Weir (Weir Controls 1.35 cfs @ 1.94 fps)
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
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Nbe
Summary for Pond 12: BMP E
Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 5.24" for 100yr event
Inflow = 4.30 cfs @ 11.96 hrs, Volume= 0.196 af
Outflow = 3.86 cfs @ 11.99 hrs, Volume= 0.195 af, Atten= 10%, Lag= 2.0 min
Primary = 3.86 cfs @ 11.99 hrs, Volume= 0.195 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 658.45' @ 11.99 hrs Surf.Area= 1,236 sf Storage= 1,531 cf
Plug-Flow detention time= 12.0 min calculated for 0.195 of (100%of inflow)
Center-of-Mass det. time= 9.9 min ( 826.7 - 816.8 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
654.00 530 0.0 0 0
657.00 530 40.0 636 636
657.50 530 20.0 53 689
658.50 1,270 100.0 900 1,589
Device Routing Invert Outlet Devices
`'k.w, #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600
Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '1 Cc= 0.900
n= 0.012
#2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=3.85 cfs @ 11.99 hrs HW=658.45' (Free Discharge)
4E1=ST 09-08 (Barrel Controls 0.72 cfs @ 8.28 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 3.12 cfs @ 1.72 fps)
Sir
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 69
Sue
Summary for Pond 14: BMP F
Inflow Area= 0.435 ac, 15.89% Impervious, Inflow Depth > 4.87" for 100yr event
Inflow = 3.91 cfs @ 11.96 hrs, Volume= 0.177 af
Outflow = 3.67 cfs @ 11.99 hrs, Volume= 0.176 af, Atten= 6%, Lag= 1.5 min
Primary = 3.67 cfs @ 11.99 hrs, Volume= 0.176 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 665.89' @ 11.99 hrs Surf.Area= 1,011 sf Storage= 1,380 cf
Plug-Flow detention time= 15.0 min calculated for 0.176 af (100%of inflow)
Center-of-Mass det. time= 12.5 min ( 835.2 - 822.7 )
Volume Invert Avail.Storage Storage Description
#1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc)
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
662.00 600 0.0 0 0
664.50 600 40.0 600 600
665.00 600 20.0 60 660
666.00 1,060 100.0 830 1,490
Device Routing Invert Outlet Devices
Now #1 Primary 662.00' 4.0" Round STM 04-03 L= 47.0' Ke= 0.600
Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900
n= 0.012
#2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=3.65 cfs @ 11.99 hrs HW=665.89' (Free Discharge)
�1=STM 04-03 (Barrel Controls 0.53 cfs @ 6.09 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 3.12 cfs @ 1.59 fps)
Nowr/
Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04"
Prepared by Shimp Engineering, P.C. Printed 1/18/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 70
Summary for Link 17: TOTAL RUNOFF TO CREEK
Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 4.68" for 100yr event
Inflow = 70.10 cfs @ 12.01 hrs, Volume= 7.791 af
Primary = 70.10 cfs @ 12.01 hrs, Volume= 7.791 af, Atten= 0%, Lag=0.0 min
Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
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Discharge. ft3/sec.
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(cfs) (ft) (ft) (ft) (in) (in)
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01 10.34 10.0 2.00 6.00 9.0 15.0
B1 9.84 9.0 2.00 6.00 6.0 9.0
04 7.57 6.0 2.00 6.00 6.0 9.0
08 1.00 3.0 1 .25 3.75 6.0 9.0
010 0.89 3.0 1 .25 3.75 6.0 9.0
Road Culvert 2.22 3.0 1 .25 3.75 6.0 9.0
Post-Dev Runoff Quality Calculations:
44440, VRRM Re-Development Spreadsheet
Post Dev BMP Map
BMP B Storage Volume Report
Adelaide Post-Development 12-5-17 Type II 24-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1
Summary for Pond 4: BMP B
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 0.94" for 1yr event
Inflow = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af
Outflow = 0.32 cfs @ 13.52 hrs, Volume= 0.142 af, Atten= 94%, Lag= 88.5 min
Discarded = 0.04 cfs @ 11.70 hrs, Volume= 0.039 af
Primary = 0.28 cfs @ 13.52 hrs, Volume= 0.103 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 619.51' @ 13.52 hrs Surf.Area= 2,884 sf Storage= 6,711 cf
Plug-Flow detention time= 293.0 min calculated for 0.142 af (49% of inflow)
Center-of-Mass det. time= 154.2 min ( 1,018.7 - 864.5 )
Volume Invert Avail.Storage Storage Description
#1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed
27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0%Voids
#2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1
16,991 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 616.50' 24.0" Round STM O2A- 02 L= 27.7' Ke= 0.600
Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900
n= 0.012
%%se #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600
#3 Device 1 622.90' 100-yr Weir, Cv= 2.62(C=3.28)
Head (feet) 0.00 0.50 1.00 1.50 1.60
Width (feet) 6.40 5.50 4.20 1.80 0.00
#4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area
Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=615.60' (Free Discharge)
L4=Exfiltration (Exfiltration Controls 0.04 cfs)
Primary OutFlow Max=0.28 cfs @ 13.52 hrs HW=619.51' (Free Discharge)
L. =STM O2A- 02 (Passes 0.28 cfs of 20.13 cfs potential flow)
2_10-yr Orifice (Orifice Controls 0.28 cfs @ 1.75 fps)
3_100-yr Weir ( Controls 0.00 cfs)
Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Stage-Area-Storage for Pond 4: BMP B
Elevation Horizontal Storage Elevation Horizontal Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
615.50 2,884 0 616.54 2,884 1,203
615.52 2,884 23 616.56 2,884 1,229
615.54 2,884 46 616.58 2,884 1,256
615.56 2,884 69 616.60 2,884 1,283
615.58 2,884 92 616.62 2,884 1,311
615.60 2,884 115 616.64 2,884 1,339
615.62 2,884 138 616.66 2,884 1,367
615.64 2,884 162 616.68 2,884 1,396
615.66 2,884 185 616.70 2,884 1,424
615.68 2,884 208 616.72 2,884 1,454
615.70 2,884 231 616.74 2,884 1,483
615.72 2,884 254 616.76 2,884 1,513
615.74 2,884 277 616.78 2,884 1,543
615.76 2,884 300 616.80 2,884 1,573
615.78 2,884 323 616.82 2,884 1,604
615.80 2,884 346 616.84 2,884 1,634
615.82 2,884 369 616.86 2,884 1,665
615.84 2,884 392 616.88 2,884 1,696
615.86 2,884 415 616.90 2,884 1,728
615.88 2,884 438 616.92 2,884 1,759
615.90 2,884 461 616.94 2,884 1,791
615.92 2,884 485 616.96 2,884 1,823
615.94 2,884 508 616.98 2,884 1,855
615.96 2,884 531 617.00 2,884 1,887
615.98 2,884 554 617.02 2,884 1,920
616.00 2,884 577 617.04 2,884 1,952
616.02 2,884 600 617.06 2,884 1,985
616.04 2,884 623 617.08 2,884 2,018
616.06 2,884 646 617.10 2,884 2,051
616.08 2,884 669 617.12 2,884 2,085
616.10 2,884 692 617.14 2,884 2,118
616.12 2,884 715 617.16 2,884 2,152
616.14 2,884 738 617.18 2,884 2,185
616.16 2,884 761 617.20 2,884 2,219
616.18 2,884 784 617.22 2,884 2,253
616.20 2,884 808 617.24 2,884 2,287
616.22 2,884 831 617.26 2,884 2,321
616.24 2,884 854 617.28 2,884 2,356
616.26 2,884 877 617.30 2,884 2,390
616.28 2,884 900 617.32 2,884 2,425
616.30 2,884 923 617.34 2,884 2,460
616.32 2,884 946 617.36 2,884 2,495
616.34 2,884 969 617.38 2,884 2,530
616.36 2,884 992 617.40 2,884 2,565
616.38 2,884 1,015 617.42 2,884 2,600
616.40 2,884 1,038 617.44 2,884 2,636
616.42 2,884 1,061 617.46 2,884 2,671
616.44 2,884 1,084 617.48 2,884 2,707
616.46 2,884 1,107 617.50 2,884 2,742
616.48 2,884 1,131 617.52 2,884 2,778
616.50 2,884 1,154 617.54 2,884 2,814
616.52 2,884 1,178 617.56 2,884 2,850
Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
Stage-Area-Storage for Pond 4: BMP B (continued)
Elevation Horizontal Storage Elevation Horizontal Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
617.58 2,884 2,886 618.62 2,884 4,879
617.60 2,884 2,923 618.64 2,884 4,919
617.62 2,884 2,959 618.66 2,884 4,959
617.64 2,884 2,995 618.68 2,884 4,999
617.66 2,884 3,032 618.70 2,884 5,040
617.68 2,884 3,069 618.72 2,884 5,080
617.70 2,884 3,105 618.74 2,884 5,120
617.72 2,884 3,142 618.76 2,884 5,161
617.74 2,884 3,179 618.78 2,884 5,201
617.76 2,884 3,216 618.80 2,884 5,241
617.78 2,884 3,253 618.82 2,884 5,282
617.80 2,884 3,290 618.84 2,884 5,322
617.82 2,884 3,328 618.86 2,884 5,363
617.84 2,884 3,365 618.88 2,884 5,404
617.86 2,884 3,402 618.90 2,884 5,444
617.88 2,884 3,440 618.92 2,884 5,485
617.90 2,884 3,478 618.94 2,884 5,526
617.92 2,884 3,515 618.96 2,884 5,566
617.94 2,884 3,553 618.98 2,884 5,607
617.96 2,884 3,591 619.00 2,884 5,648
617.98 2,884 3,629 619.02 2,884 5,689
618.00 2,884 3,667 619.04 2,884 5,730
618.02 2,884 3,705 619.06 2,884 5,771
618.04 2,884 3,743 619.08 2,884 5,812
618.06 2,884 3,781 619.10 2,884 5,853
618.08 2,884 3,820 619.12 2,884 5,894
618.10 2,884 3,858 619.14 2,884 5,935
618.12 2,884 3,897 619.16 2,884 5,976
618.14 2,884 3,935 619.18 2,884 6,017
618.16 2,884 3,974 619.20 2,884 6,059
618.18 2,884 4,012 619.22 2,884 6,100
618.20 2,884 4,051 619.24 2,884 6,141
618.22 2,884 4,090 619.26 2,884 6,182
618.24 2,884 4,129 619.28 2,884 6,224
618.26 2,884 4,168 619.30 2,884 6,265
618.28 2,884 4,207 619.32 2,884 6,307
618.30 2,884 4,246 619.34 2,884 6,348
618.32 2,884 4,285 619.36 2,884 6,389
618.34 2,884 4,324 619.38 2,884 6,431
618.36 2,884 4,364 619.40 2,884 6,472
618.38 2,884 4,403 619.42 2,884 6,514
618.40 2,884 4,442 619.44 2,884 6,556
618.42 2,884 4,482 619.46 2,884 6,597
618.44 2,884 4,521 619.48 2,884 6,639
618.46 2,884 4,561 619.50 2,884 6,680
618.48 2,884 4,600 619.52 2,884 6,722
618.50 2,884 4,640 619.54 2,884 6,764
618.52 2,884 4,680 619.56 2,884 6,806
618.54 2,884 4,720 619.58 2,884 6,847
618.56 2,884 4,759 619.60 2,884 6,889
%ir, 618.58 2,884 4,799 619.62 2,884 6,931
618.60 2,884 4,839 619.64 2,884 6,973
Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4
Saw
Stage-Area-Storage for Pond 4: BMP B (continued)
Elevation Horizontal Storage Elevation Horizontal Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.66 2,884 7,014 620.70 2,884 9,207
619.68 2,884 7,056 620.72 2,884 9,249
619.70 2,884 7,098 620.74 2,884 9,291
619.72 2,884 7,140 620.76 2,884 9,333
619.74 2,884 7,182 620.78 2,884 9,376
619.76 2,884 7,224 620.80 2,884 9,418
619.78 2,884 7,266 620.82 2,884 9,460
619.80 2,884 7,308 620.84 2,884 9,502
619.82 2,884 7,350 620.86 2,884 9,544
619.84 2,884 7,392 620.88 2,884 9,587
619.86 2,884 7,434 620.90 2,884 9,629
619.88 2,884 7,476 620.92 2,884 9,671
619.90 2,884 7,518 620.94 2,884 9,713
619.92 2,884 7,560 620.96 2,884 9,755
619.94 2,884 7,602 620.98 2,884 9,797
619.96 2,884 7,644 621.00 2,884 9,839
619.98 2,884 7,686 621.02 2,884 9,882
620.00 2,884 7,728 621.04 2,884 9,924
620.02 2,884 7,771 621.06 2,884 9,966
620.04 2,884 7,813 621.08 2,884 10,008
620.06 2,884 7,855 621.10 2,884 10,050
620.08 2,884 7,897 621.12 2,884 10,092
620.10 2,884 7,939 621.14 2,884 10,134
sitar 620.12 2,884 7,981 621.16 2,884 10,176
620.14 2,884 8,024 621.18 2,884 10,218
620.16 2,884 8,066 621.20 2,884 10,260
620.18 2,884 8,108 621.22 2,884 10,302
620.20 2,884 8,150 621.24 2,884 10,344
620.22 2,884 8,192 621.26 2,884 10,386
620.24 2,884 8,235 621.28 2,884 10,428
620.26 2,884 8,277 621.30 2,884 10,470
620.28 2,884 8,319 621.32 2,884 10,512
620.30 2,884 8,361 621.34 2,884 10,553
620.32 2,884 8,404 621.36 2,884 10,595
620.34 2,884 8,446 621.38 2,884 10,637
620.36 2,884 8,488 621.40 2,884 10,679
620.38 2,884 8,530 621.42 2,884 10,721
620.40 2,884 8,573 621.44 2,884 10,762
620.42 2,884 8,615 621.46 2,884 10,804
620.44 2,884 8,657 621.48 2,884 10,846
620.46 2,884 8,699 621.50 2,884 10,887
620.48 2,884 8,742 621.52 2,884 10,929
620.50 2,884 8,784 621.54 2,884 10,971
620.52 2,884 8,826 621.56 2,884 11,012
620.54 2,884 8,868 621.58 2,884 11,054
620.56 2,884 8,911 621.60 2,884 11,095
620.58 2,884 8,953 621.62 2,884 11,137
620.60 2,884 8,995 621.64 2,884 11,178
620.62 2,884 9,038 621.66 2,884 11,220
620.64 2,884 9,080 621.68 2,884 11,261
*woe 620.66 2,884 9,122 621.70 2,884 11,303
620.68 2,884 9,164 621.72 2,884 11,344
Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5
Salve
Stage-Area-Storage for Pond 4: BMP B (continued)
Elevation Horizontal Storage Elevation Horizontal Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
621.74 2,884 11,385 622.78 2,884 13,478
621.76 2,884 11,427 622.80 2,884 13,517
621.78 2,884 11,468 622.82 2,884 13,555
621.80 2,884 11,509 622.84 2,884 13,594
621.82 2,884 11,550 622.86 2,884 13,633
621.84 2,884 11,592 622.88 2,884 13,671
621.86 2,884 11,633 622.90 2,884 13,710
621.88 2,884 11,674 622.92 2,884 13,748
621.90 2,884 11,715 622.94 2,884 13,786
621.92 2,884 11,756 622.96 2,884 13,825
621.94 2,884 11,797 622.98 2,884 13,863
621.96 2,884 11,838 623.00 2,884 13,901
621.98 2,884 11,879 623.02 2,884 13,939
622.00 2,884 11,920 623.04 2,884 13,977
622.02 2,884 11,961 623.06 2,884 14,015
622.04 2,884 12,001 623.08 2,884 14,053
622.06 2,884 12,042 623.10 2,884 14,090
622.08 2,884 12,083 623.12 2,884 14,128
622.10 2,884 12,124 623.14 2,884 14,165
622.12 2,884 12,164 623.16 2,884 14,203
622.14 2,884 12,205 623.18 2,884 14,240
622.16 2,884 12,246 623.20 2,884 14,278
622.18 2,884 12,286 623.22 2,884 14,315
622.20 2,884 12,326 623.24 2,884 14,352
622.22 2,884 12,367 623.26 2,884 14,389
622.24 2,884 12,407 623.28 2,884 14,426
622.26 2,884 12,448 623.30 2,884 14,463
622.28 2,884 12,488 623.32 2,884 14,499
622.30 2,884 12,528 623.34 2,884 14,536
622.32 2,884 12,568 623.36 2,884 14,573
622.34 2,884 12,609 623.38 2,884 14,609
622.36 2,884 12,649 623.40 2,884 14,645
622.38 2,884 12,689 623.42 2,884 14,682
622.40 2,884 12,729 623.44 2,884 14,718
622.42 2,884 12,769 623.46 2,884 14,754
622.44 2,884 12,808 623.48 2,884 14,790
622.46 2,884 12,848 623.50 2,884 14,825
622.48 2,884 12,888 623.52 2,884 14,861
622.50 2,884 12,928 623.54 2,884 14,897
622.52 2,884 12,967 623.56 2,884 14,932
622.54 2,884 13,007 623.58 2,884 14,968
622.56 2,884 13,047 623.60 2,884 15,003
622.58 2,884 13,086 623.62 2,884 15,038
622.60 2,884 13,126 623.64 2,884 15,073
622.62 2,884 13,165 623.66 2,884 15,108
622.64 2,884 13,204 623.68 2,884 15,143
622.66 2,884 13,244 623.70 2,884 15,177
622.68 2,884 13,283 623.72 2,884 15,212
622.70 2,884 13,322 623.74 2,884 15,246
622.72 2,884 13,361 623.76 2,884 15,281
`ire 622.74 2,884 13,400 623.78 2,884 15,315
622.76 2,884 13,439 623.80 2,884 15,349
Adelaide Post-Development 12-5-17 Type 1124-hr lyr Rainfall=3.05"
Prepared by Shimp Engineering, P.C. Printed 12/11/2017
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6
Stage-Area-Storage for Pond 4: BMP B (continued)
Elevation Horizontal Storage Elevation Horizontal Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
623.82 2,884 15,383 624.86 2,884 16,830
623.84 2,884 15,416 624.88 2,884 16,853
623.86 2,884 15,450 624.90 2,884 16,876
623.88 2,884 15,483 624.92 2,884 16,899
623.90 2,884 15,517 624.94 2,884 16,922
623.92 2,884 15,550 624.96 2,884 16,945
623.94 2,884 15,583 624.98 2,884 16,968
623.96 2,884 15,615 625.00 2,884 16,991
623.98 2,884 15,648
624.00 2,884 15,680
624.02 2,884 15,713
624.04 2,884 15,745
624.06 2,884 15,777
624.08 2,884 15,809
624.10 2,884 15,840
624.12 2,884 15,871
624.14 2,884 15,903
624.16 2,884 15,933
624.18 2,884 15,964
624.20 2,884 15,995
624.22 2,884 16,025
624.24 2,884 16,055
*rime 624.26 2,884 16,085
624.28 2,884 16,114
624.30 2,884 16,143
624.32 2,884 16,172
624.34 2,884 16,201
624.36 2,884 16,229
624.38 2,884 16,257
624.40 2,884 16,285
624.42 2,884 16,312
624.44 2,884 16,338
624.46 2,884 16,364
624.48 2,884 16,390
624.50 2,884 16,414
624.52 2,884 16,437
624.54 2,884 16,460
624.56 2,884 16,483
624.58 2,884 16,507
624.60 2,884 16,530
624.62 2,884 16,553
624.64 2,884 16,576
624.66 2,884 16,599
624.68 2,884 16,622
624.70 2,884 16,645
624.72 2,884 16,668
624.74 2,884 16,691
624.76 2,884 16,714
624.78 2,884 16,737
624.80 2,884 16,760
.o' 624.82 2,884 16,783
624.84 2,884 16,806
BMP B Details:
Pretreatment Velocity Calculations
Drawdown Time Calculations
Internal Filter Fabric Permeability Calculations
DAB
2PIPE
STRAP CB
err
B2 B1 PRETREATMENT 1
CHECK DAM
Link Drainage Diagram for Adelaide BMP B PRETREATMENT 1-18-18
Prepared by Shimp Engineering, P.C., Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: DA B
Runoff = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2yr Rainfall=3.69"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75%Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
Adelaide BMP B PRETREATMENT 1-18-18 Type 11 24-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
err'
Summary for Reach 2PIPE: B2-B1
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event
Inflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af
Outflow = 7.27 cfs @ 12.04 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.48 fps, Min. Travel Time= 0.3 min
Avg. Velocity= 2.12 fps, Avg. Travel Time= 0.7 min
Peak Storage= 122 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.88'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 18.26 cfs
24.0" Round Pipe
n= 0.013
Length= 92.1' Slope= 0.0065 '/'
Inlet Invert= 628.40', Outlet Invert= 627.80'
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4
Summary for Reach 3TRAP: PRETREATMENT 1
Inflow Area= 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event
Inflow = 7.27 cfs @ 12.04 hrs, Volume= 0.382 af
Outflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.57 fps, Min. Travel Time= 0.2 min
Avg. Velocity= 0.85 fps, Avg. Travel Time= 0.7 min
Peak Storage= 107 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.51'
Bank-Full Depth= 1.20', Capacity at Bank-Full= 37.48 cfs
4.00' x 1.20' deep channel, n= 0.050
Side Slope Z-value= 3.0 '1 Top Width= 11.20'
Length= 38.0' Slope= 0.0263 '1
Inlet Invert= 627.80', Outlet Invert= 626.80'
°lir✓
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5
Noir/
Summary for Pond 4: CHECK DAM
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event
Inflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af
Outflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min
Primary = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 627.69' @ 12.05 hrs
Device Routing Invert Outlet Devices
#1 Primary 627.20' 8.0' long x 1.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07
3.03 3.28 3.32
Primary OutFlow Max=7.19 cfs @ 12.05 hrs HW=627.69' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 7.19 cfs @ 1.84 fps)
r►✓
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1: DA B
Runoff = 15.05 cfs @ 12.03 hrs, Volume= 0.794 af, Depth> 2.58"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10yr Rainfall=5.55"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75% Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
`fir
' ✓
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7
Sigare
Summary for Reach 2PIPE: B2-B1
Inflow Area= 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event
Inflow = 15.05 cfs @ 12.03 hrs, Volume= 0.794 af
Outflow = 15.05 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.48 fps, Min. Travel Time= 0.2 min
Avg. Velocity= 2.41 fps, Avg. Travel Time= 0.6 min
Peak Storage= 214 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.38'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 18.26 cfs
24.0" Round Pipe
n= 0.013
Length= 92.1' Slope= 0.0065 '/'
Inlet Invert= 628.40', Outlet Invert= 627.80'
O1ti„r
lr.r
Adelaide BMP B PRETREATMENT 1-18-18 Type 11 24-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8
Noise
Summary for Reach 3TRAP: PRETREATMENT 1
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event
Inflow = 15.05 cfs @ 12.04 hrs, Volume= 0.794 af
Outflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.19 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 1.00 fps, Avg. Travel Time= 0.6 min
Peak Storage= 179 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.75'
Bank-Full Depth= 1.20', Capacity at Bank-Full= 37.48 cfs
4.00' x 1.20' deep channel, n= 0.050
Side Slope Z-value= 3.0 '/' Top Width= 11.20'
Length= 38.0' Slope= 0.0263 '/'
Inlet Invert= 627.80', Outlet Invert= 626.80'
'44100'
Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9
Skive
Summary for Pond 4: CHECK DAM
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event
Inflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af
Outflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.0 min
Primary = 15.06 cfs @ 12.04 hrs, Volume= 0.794 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 627.99' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 627.20' 8.0' long x 1.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07
3.03 3.28 3.32
Primary OutFlow Max=14.76 cfs @ 12.04 hrs HW=627.98' (Free Discharge)
t-1-Broad-Crested Rectangular Weir (Weir Controls 14.76 cfs © 2.36 fps)
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fire
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DA B
PIPE WEIR
Jik
Ri _ Link Drainage Diagram for Adelaide BMP B PRETREATMENT 1-18-18
Prepared by Shimp Engineering, P.C., Printed 1/22/2018
‘11111.1 • HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC
Adelaide BMP B PRETREATMENT 1-18-18 Type 1124-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 11S: DA B
Runoff = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2yr Rainfall=3.69"
Area (sf) CN Description
18,939 55 Woods, Good, HSG B
81,483 61 >75%Grass cover, Good, HSG B
60,243 98 Impervious, HSG B
160,665 74 Weighted Average
100,422 62.50% Pervious Area
60,243 37.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry,
Adelaide BMP B PRETREATMENT 1-18-18 Type 1124-hr 2yr Rainfall=3.69"
Prepared by Shimp Engineering, P.C. Printed 1/22/2018
HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3
Summary for Pond 12P: PIPE WEIR
Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event
Inflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af
Outflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min
Primary = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2.47' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 2.00' 6.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=7.11 cfs @ 12.04 hrs HW=2.47' (Free Discharge)
L1=Sharp-Crested Rectangular Weir (Weir Controls 7.11 cfs @ 2.24 fps)
4,411.0,
. . ... ...... . .. .. ... ... .... . .... ........... .
BMP B Drawdown Calculation
Notes:
Td: Drawdown Time = unknown
Required Volume=6117 cf From
TV: Treatment Volume = 6141 cf VRRM, Provided Volume=6141 cf
SA: Infiltration Surface Area = 2940 sf Stone bedding footprint
f: Design Infiltration Rate = 0.56 in/hr half of measured rate
Td = TV =SA =f = 6117ft3x 1 12inhr
2940 ft2 1 hr 0.56 in
Td = 44.759 hrs
Drawdown Time<48 hrs
�� FILTRATION RIP-RAP BULKHEAD EROSIONCONTROL
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Construction Geosynthetics
US 350
NTPEP APPROVED - GTX-2016-01-109. US 350 is a woven filtration geotextile made of high-
tenacity polypropylene yarns. It is a "combination" product made of monofilament yarns in
the machine direction and fibrillated yarns in the cross direction. US 350 resists ultraviolet
and biological deterioration, rotting, naturally encountered basics and acids. Polypropylene
is stable within a pH range of 2 to 13. US 350 meets the following M.A.R.V. values:
Property Test Method English Metric
Tensile Strength ASTM D-4632 375 X 375 lbs 1,669 x 1,669 N
Elongation @ Break ASTM D-4632 15 x 8% 15 x 8%
CBR Puncture ASTM D-6241 1,200 lbs 5,340 N
Trapezoidal Tear ASTM D-4533 120 x 120 lbs 534 x 534 N
Apparent Opening Size ASTM D-4751 50 US Sieve .300 mm
Permittivity ASTM D-4491 0.20 Sec-10 0.20 Sec-1
Water Flow Rate ASTM D-4491 15 g/min/sf 611 1/min/sf
Percent Open Area CW-02215 3% 3%
UV Resistance @ 500 Hours ASTM D-4355 70% 70%
Roll Size Roll Diameter Area Weight
15'x 300' 13.0 in 500 sys 275 lbs
_ Q. .6÷31,---------4.61:0:7.1----146Y.2. 1--in)f3 r-D--�''n, tom^
G� /min i s rmph , s715-
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This information is provided for reference only and is not intended as a warranty or guarantee.US Fabrics assumes no liability
in connection with the use of this information(1/2018).
US Fabrics,Inc. 13904 Virginia Avenue I Cincinnati,OH 45227
Phone:(800)518-2290 I Fax:(513)217-4420 I email:info@usfabrics.com
+`,, Sediment Basin Calculations:
Sediment Basin Design Table
Now.,
Sparrow Hill
Orange cells need input,white cells are calculations.
Basin 1
Step 1:Preliminary Design
Top of Dam 630.0
Downstream Toe of Dam 620.
Barrel length(ft) 50.0
Slope of principal spillway barrel(c/i 2.0(
Step 2:Calculate Runoff
Rational Method
Drainage Area(ac) ;./6
C 0.6
12 4.3
125 6.6
Q2(cfs) 9.8
Q25(cfs) 15.0
Step 3:Principal Spillway
From Plate 3.14-8
Spillway Capacity
with emergency spillway(cfs) 15.0
kid Riser Diameter(in) 42
Actual head(ft) 0.60
Qp(max) 16.0
Step 4:Emergency Spillway
From Table 3.14-C
Required spillway capacity 0.0
Hp 0.0
b-Bottom width(ft) 0
S-slope of exit channel(ft/foot) 0.00
X-minimum length of exit channel(It 0
Step 5:Grade Basin
Design Parameters
Maximum Top of Dry Storage 627.4
Required Wet+Dry Storage(cf) 13,676
Wet Storage
Required Volume(cy) 253
Required Volume(cf) 6,838
Minimum Standpipe Invert 621.5
Cleanout Required Volume(cy) 125
Cleanout Required Volume(cf) 3,368
Design Elevation Area(sf)
Bottom of Wet Storage
Basin 1
U
Cleanout Elevation 80
2,580
Top of Wet Storage o_b.I 2,625
Cleanout Volume(cf) 4,343
Wet Storage Volume(cf) 6,983
Wet Storage Volume(cy) 259
Dry Storage
Required Volume(cy) 253
Required Volume(cf) 6,838
Maximum Top of-Dry Storage 628.0
Design Elevation Area(sf)
Bottom of Dry Storage 625.1 2,625
'6.0
Top of Dry Storage 627.4
Dry Storage Volume(cf) 7,234
Dry Storage Volume(cy) 268
Step 6:Final Details
Upstream Toe of Dam 621.5
Principle Spillway Elevation 628.4
Trash rack and anti-vortex device
kid From Table 3.14-D:
Diameter(in)
Height(in)
From Retention Basin Design and
Plate 3.14-B:
Head on barrel(ft) 7.9
Qp(max) 16.I)
Barrel diameter(in)
Dewatering Orifice Design
Riser Height 5.9
h(ft) 1.1
S(cf) 7,234
Q(cfs) 0.33
A(sf) 0.065
d(ft) 0.287
Dewatering Orifice Diameter(in) 4
Flexible Tubing Diameter(in) 6
Baffle Calculation
Length of Flow(L)(ft) 48
Effective Width(We)(ft) 55
L/We 0.9
Independent Reports:
Excerpt from NRCS Soils Report
NOAA Precipitation Report
*awe
USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
Agriculture and other Al bem a rl e
Federal agencies, State
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Resources Agricultural Experiment County, \fi rg i n i a
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Custom Soil Resource Report
**,,e Table—Hydrologic Soil Group
t' fOri tnr 'r r ltnia mm e! jg'ar Ufa $tt y
z�✓ �', `s � � s rs,�' ,�.�.,�"
44 r tiri ai ii fl rin
4E Ashe loam,25 to 45 B 7.5 6.1%
percent slopes
7B Braddock loam,2 to 7 B 18.4 14.9%
percent slopes
----------- ----
16 Chewacla silt loam B/D 4.9 3.9%
17 Craigsville loam A 15.3 12.4%
36B Hayesville loam,2 to 7 B 11.5 9.4%
percent slopes
36C Hayesville loam,7 to 15 B 12.8 10.4%
percent slopes
37C3 Hayesville clay loam,7 B 13.3 10.8%
to 15 percent slopes,
severely eroded
37D3 Hayesville clay loam, 15 B 36.2 29.4%
to 25 percent slopes,
severely eroded
56B Meadowville loam,2 to 7 A 2.4 1.9%
percent slopes
66E Parker very stony loam, A 0.6 0.5%
25 to 45 percent
VOloge slopes
W Water 0.5 0.4%
Totals for Area of Interest 123.3 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff.. None Specified
Tie-break Rule: Higher
Depth to Any Soil Restrictive Layer
A"restrictive layer" is a nearly continuous layer that has one or more physical,
chemical, or thermal properties that significantly impede the movement of water and
air through the soil or that restrict roots or otherwise provide an unfavorable root
environment. Examples are bedrock, cemented layers, dense layers, and frozen
layers.
This theme presents the depth to any type of restrictive layer that is described for
each map unit. If more than one type of restrictive layer is described for s'tirrie individual soil type, the depth to the shallowest one is presented. If no restrictive
layer is described in a map unit, it is represented by the">200" depth class.
29
Custom Soil Resource Report
This attribute is actually recorded as three separate values in the database. A low
value and a high value indicate the range of this attribute for the soil component.A
"representative"value indicates the expected value of this attribute for the
component. For this soil property, only the representative value is used.
30
err+
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
r.r Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nres/detai I/national/soils/?cid=nres 142 p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres 142 p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
Nktime
34
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http_//www.nres.usda.gov/wps/portal/
Sure nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
35
NOAA Atlas 14, Volume 2, Version 3
alveVa Location name: Charlottesville, Virginia, USA* +'""u'
none
Latitude: 38.0526°, Longitude: -78.696° i
Elevation: 678.89 ft** i
o *source:ESRI Maps `,•,..,. MC y�
"source:USGS
Niue POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1 2 5 10 L 25 J 50 100 200 500 1000
0.339 0.405 0.478 0.539 0.609 0.663 0.714 0.763 0.821 0.869
5-min (0.307-0.375) (0.367-0.448) (0.432-0.528) (0.486-0.595) (0.546-0.671) (0.591-0.730) (0.633-0.788) (0.670-0.843) (0.713-0.912) (0.746-0.971)
0.541 1 0.648 0.766 0.862 I 0.970 1.05 1.14 1.21 1.30 1.37
10-min (0.490-0.600)'(0.588-0.717) 0.692-0.846) (0.778 0.952) (0.871-1.07) (0 942-1.16
( ) (1.01-1.25) (1.06-1.34) (1.13-1.44) (1.18-1.53)
15-min 0.677 0.815 0.968 1.09 1.23 1.34 1.43 1.52 1.64 1.72
(0.612-0.749) (0.739-0.901) (0.876-1.07) (0.984-1.20) (1.10-1.35) (1.19-1.47) (1.27-1.58) (1.34-1.69) (1.42-1.82) (1.48-1.92)
0.928 1.13 1.38 1.58 . 1.82 2.01 220 2.37 2.60 2.78
30-min (0.840-1.03) (1.02-1.25) (1.24-1.52)
(1.43-1.74) (1.64 2.01) (1.80-2.22) (1.95-2.42) (2.09-2.63) (2.26-2.89) (2.39-3.11)
1.16 1.41 1.76 2.06 2.43 2.73 3.03 3.33 3.73 4.06
60-min (1.05-1.28) (1.28-1.56) (1.59-1.95) (1.86-2.27) (2.18-2.67) (2.43-3.00) (2.68-3.34) I (2.93 3.68) (3.24-4.15) (3.49-4.54)
1.38 1.68 2.11 2.48 2.96 3.36 3.77 4.20 4.79 5.29
2-hr (1.23-1.55) (1.50-1.89) (1.88-2.37) (2.21-2.78) (2.62-3.31) (2.96-3.76)
(3.29-4.22) (3.63-4.71) (4.09-5.39) (4.46-5.97)
1.51 1.84 2.31 2.71 3.24 3.68 4.14 4.62 5.28 5.85
3-hr (1.35-1.72) (1.64-2.08) (2.05-2.61) 2.40-3.06
( ) (2.85-3.65) (3.22-4.15) (3.60-4.67) (3.98-5.22) (4.48-5.98) (4.90-6.65)
11tyre 6-hr 1.96 2.37 2.95 3.47 4.17 4.79 5.43 6.13 7.13 8.02
(1.75-2.21) (2.12-2.67) (2.62-3.32) (3.08-3.90) (3.67-4.69) (4.18-5.37) (4.69-6.11) (5.23-6.91) (5.98-8.07) (6.62-9.10)
12-hr 2.49 3.01 3.75 4.44 5.40 6.26 7.19 8.22 9.75 11.1
(2.22-2.84) (2.68-3.42) (3.33-4.26) (3.92-5.04) (4.72-6.12) (5.41-7.09) (6.13-8.15) (6.91-9.33) (8.01-11.1) (8.98-12.7)
24-hr 3.05 3.69 4.70 5.55 6.80 7.86 9.04 10.3 12.3 13.9
(2.74-3.42) (3.32-4.13) (4.22-5.26) (4.96-6.20) (6.03-7.58) (6.93-8.75) (7.89-10.0) (8.92-11.5) (10.4-13.6) (11.6-15.5)
3.59 4.35 5.52 6.48 7.87 9.03 10.3 11.6 13.6 15.3
2-day (3.23-4.01) (3.92-4.86) (4.96-6.16) (5.81-7.22) (7.00-8.75) (7.97-10.0) (9.01-11.4) (10.1-13.0) (1t7-15.2) (13.0-17.1)
3-day 3.82 4.63 5.87 6.89 8.35 9.58 10.9 12.3 14.4 16.2
(3.47-4.25) (4.20-5.14) (5.32-6.51) (6.22-7.63) (7.50-9.24) (8.54-10.6) (9.65-12.1) (10.8-13.7) (12.5-16.0) (13.9-18.0)
4.06 4.91 6.22 7.29 8.84 10.1 11.5 13.0 15.2 17.0
4-day (3.71-4.48) (4.48-5.42) (5.67-6.87) (6.63-8.04) (8.00-9.74) (9.11-11.2) (10.3-12.7) (11.5-14.4) (13.3-16.8) (14.8-18.9)
7-day 4.71 5.67 7.09 8.24 9.88 11.2 12.7 14.2 16.5 18.3
(4.32-5.15) (5.20-6.20) (6.48-7.75) (7.52-9.00) (8.97-10.8) (10.1-12.3) (11.4-13.9) (12.7-15.6) (14.5-18.1) (15.9-20.1)
10-day 5.35 6.42 7.91 9.11 10.8 12.1 13.5 15.0 17.1 18.9
(4.92-5.80) (5.92-6.96) (7.28-8.57) (8.36-9.86) (9.85-11.7) (11.0-13.1) (12.3-14.7) (13.5-16.3) (15.2-18.7) (16.6-20.6)
20-day7.02 8.37 10.1 11.4 13.3 14.7 16.2 17.7 19.7 21.3
(6.56-7.55) (7.82-8.99) (9.41-10.8) (10.6-12.3) (12.3-14.3) (13.6-15.8) (14.9-17.4) (16.2-19.0) (17.9-21.3) (19.2-23.1)
30-day8.61 10.2 12.1 13.5 15.3 16.7 18.1 19.4 21.1 22.5
(8.09-9.20) (9.59-10.9) (11.3-12.9) (12.6-14.4) (14.3-16.3) (15.5-17.8) (16.8-19.3) (17.9-20.8) (19.5-22.7) (20.6-24.2)
45-day 10.8 12.7 14.8 16.4 18.4 19.9 21.4 22.8 24.5 25.9
(10.1-11.4) (12.0-13.5) (14.0-15.7) (15.4-17.4) (17.3-19.5) (18.7-21.2) (20.0-22.7) (21.2-24.2) (22.8-26.2) (23.9-27.7)
60 day 12.6 14.8 17.1 18.8 20.9 22.4 23.9 25.3 27.0 28.3
(11.9-13.3) (14.0-15.7) (16.2-18.0) (17.7-19.8) (19.7-22.0) (21.1-23.7) (22.4-25.2) (23.7-26.8) (25.2-28.7) (26.4-30.1)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
*y given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
PDS-based depth-duration-frequency (DDF) curves
Latitude: 38-0526°,Longitude: -78.6960°
— 30 I , , , , 1 I i , , I , i
Average recurrence
25 interval
• (years)
— 1
20 ---- --- • 2
n.
— 5
c 15 _ - -- -- -- - - _ — 10
o
— 25
_ — 50
a.
3 10 100
— 200
5 — 500
— 1000
0 -.
c c c c c• - AV cI_ .c .c >, >.>, > >, >, >, >,>
,
- - "E -E' r',, i .k:, ry 4 -2o42 sv q a -2-2
al p U Q 0 r-4 N N r+'1 5r'� r 0 0 0 V 0
Duration
30 i rI i
25 ----
•
c
20 - Duration
w - 5-min — may
t1
c 15 _..... -: — 10mm — s-day
15-min — 4-day
• -- 30-nu n — 7-day
y 10 • - — 60-min — 10-day
a — 2-hr — 20-day
5 • — 3-hr — 30-day
_ - — 6-hr — 45 day
immeas - — 12 hr — f>0 day
0 f - 24-hr
1 2 5 115, 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2.Version 3 Created(GMT):Thu Mar 16 20:14:54 2017
Back to Top
Maps & aerials
Small scale terrain
Crozet.
SC '
v1LLUM
3km
Lar.a scale terrain
Washington,
: H rrEonburcl•
StclUf7 Non .. �.�
. cs
Ri
y11Chl}UPC1hlm1L
iI
Large scale map
Washington '
u ier°.0
Hbrrisonburg
i-Jauen,�
Fore
f V!inia
Lynchburg
Blacksburg
100km ///1
I
64mi
Large scale aerial