Stormwater Management narrative Stormwater Management Narrative
PROPOSED RESIDENTIAL
SITE IMPROVEMENTS
Town of Queensbury
Warren County, New York
Owner and Applicant:
Dunton Residence
18 Tall Timbers Road
Lake George, NY 12845
September 2017
Prepared By:
The Environmental Design Partnership, LLP
900 Route 146
Clifton Park, NY 12065
ENVIRONMENTAL DESIGN
PARTNERSHIP, LLP.
Shaping the physical environment
ecoENVIRONMENTAL DESIGN
PARTNERSHIP,LLP.
Shapley lkie phy sical enviionntens
TABLE OF CONTENTS
Contents
1.0 Introduction........................................................................................................................................3
2.0 Technical Reference..........................................................................................................................3
3.0 Existing Conditions............................................................................................................................3
4.0 Post Development............................................................................................................................4
4.1 Town of Queensbury Stormwater Regulations........................................................................5
5.0 Summary...........................................................................................................................................6
Figures
Figure 1 —Site Location Map
Figure 2—Predevelopment Drainage Map
Figure 3 -- Post-development Drainage Map
Attachments
Attachment A—Stormwater Modeling Calculations
2
900 Route 146, Clifton Park, New York 12065
phone(518) 371-7621 - fax(518)371-9540
e-mail: info@edpllp.com
ecoENVIRONMENTAL DESIGN
PARTNERSHIP,LLP.
Shapmr�the physical eavnnuntent
1.0 Introduction
The Applicant is proposing site improvements of an existing 1.29+/- acre parcel located along
the west side of Tall Timbers Road in the Town of Queensbury, New York. The proposed site
improvements shall consist of improvements to the existing garage and driveway, new building
additions and construction of a replacement wastewater system. The area of proposed
disturbance is on the order of 8,800 square feet which is greater than the 5,000 square foot
disturbance threshold defined as a Minor project by Chapter 147 of the Queensbury Town
Code.
As discussed in Section 147-11.1.(2).(x) of the Queensbury Town Code, for Minor projects
"Stormwater may be calculated in accordance with the methodology for determining
stormwater volume and flow rates for major projects......" Given the existing physical
constraints at the site, including high existing runoff, shallow and exposed bedrock and steep
slopes, the stormwater runoff was modeled under the regulations of a Major project with less
than 5 acres of disturbance.
The objective of this report is to describe the proposed stormwater facilities to be constructed
as part of the proposed development and confirm their adequacy for compliance with Chapter
147 of the Queensbury Town Code.
2.0 Technical Reference
Applied Microcomputer Systems' program Hydrocad was used to model the detailed
characteristics of the watershed and hydraulics of the stormwater management facilities.
Hydrocad employs The United States Department of Agriculture's Soil Conservation Service
(SCS) Technical Release 20 (TR-20). TR-20 is the benchmark hydraulic method for computation
of storm volumes and peak runoff. It is in full compliance with the methodologies specified in
Town Stormwater Management Regulations. Full results are included for the 10 and 25 year,
24 hour design storm events
3.0 Existing Conditions
The existing site consists of a single family home, detached garage, gravel and paved travel
surfaces and wooded/grassed areas with shallow to exposed bedrock. The topography of the
land in the area of proposed development generally ranges from 5% to 30% and slopes west
toward Lake George.
The USDA Natural Resources Conservation Service Soil Survey indicates the soils on the site to
be Bice-Woodstock very bouldery fine sandy loam. The Soil Survey identifies the Bice series as
3
900 Route 146, Clifton Park, New York 12065
phone(518) 371-7621 - fax(518)371-9540
e-mail: info@edpllp.com
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siinpiny the physical envirollmont
well drained and classified as Hydrologic Soil Group (HSG) "B". The Soil Survey identifies the
Woodstock series as shallow to exposed bedrock and classified as HSG "D". Test pits were
observed by The Environmental Design Partnership at the site in May 2015 and found a
medium sand and bedrock at a depth of 56 inches and 36 inches. Site visits have confirmed the
presence of very shallow and exposed bedrock throughout the site, including the area
proposed for development. Overall the soils and site conditions observed are consistent with
the MRCS soil survey records.
A hydraulic model of the existing site was prepared using the Hydrocad program. One
subcatchment was used to represent the existing drainage characteristics, see figure 2. The
existing parameters of topography, vegetation, slope and soil type are all incorporated into the
predevelopment hydraulic model. The results for the existing condition model are summarized
later in this report and have been included in Appendix A.
4.0 Post Development
Site improvements to the property will consist of improvements to the existing garage and
driveway and new building additions. Stormwater management practices have been designed
to provide filtration, infiltration capacity and attenuation of stormwater runoff from the
proposed impervious surfaces on the site.
The proposed stormwater management system shall consist of one (1) shallow grass
depression, one (1) area of permeable block pavers, and five (5) retained rain gardens.
The shallow grass depression was designed to collect and provide infiltration capacity of
stormwater runoff from the proposed driveway. The depression has been sized accordingly to
provide attenuation of stormwater runoff for storms up to an including the 25-year design
storm. Overflows from the shallow grass depression will be directed to the west, down the
existing slope toward the Lake.
One section of the proposed driveway will utilize permeable block pavers to reduce
stormwater runoff and provide infiltration capacity. No additional runoff will contribute to the
paver area, only precipitation that falls directly on the surface.
The five (5) retained gardens were designed to collect runoff from the proposed and existing
building rooftops and provide filtration and attenuation of the contributing runoff. Each rain
garden is designed with perforated underdrains to collect filtered water and a standpipe to
limit the achievable depth of water to 6 inches. The underdrains will discharge to the south, to
a stabilized rip rap outfall, in the vicinity of existing retained planting beds. The existing
planting beds and bouldery nature of the landscape will help dissipate excess runoff prior to
entering the Lake.
4
900 Route 146, Clifton Park, New York 12065
phone (518)371-7621 - fax(598)371-9540
e-mail: info@edpllp.com
ENVIRONMENTAL DESIGN
PARTNERSHIP,LLP.
Shapmy the physical en5'iron ntenl
The post-development conditions were modeled using the HydroCAD program. Eight (8)
subcatchments were used to represent the proposed site drainage characteristics (Figure 3). A
Curve Number (CN) of 65 was used for all existing woods/grass areas, a CN of 82 was used for
all existing woods/grass with exposed bedrock, a CN of 39 was used for all rain garden areas,
and a CN of 98 was used for all impervious areas. The results of the post-development
modeling have been summarized in the following subsections and included in Appendix B.
4.1 Town of Queensbuiy Stormwater Regulations
The proposed project will consist of greater than 5,000 square feet of disturbance and
therefore, in accordance with Chapter 147 of the Town Code, is considered a minor project. As
previously discussed, given the existing physical constraints at the site, including high existing
runoff, shallow and exposed bedrock and steep slopes, the stormwater runoff was modeled
under the regulations of a Major project with less than 5 acres of disturbance. The proposed
stormwater management system has been designed per the requirements in the Queensbury
Town Code which mandates that the pre-development runoff volume for the 10-year storm be
maintained post development and that the pre-development peak rate of runoff not be
increased for the 25-year storm post development. Since the residential project will not disturb
greater than 5 acres the stormwater management system does not require compliance with
the NYSDEC Stormwater Management Design Manual. The following tables summarize the
stormwater modeling results.
Table 1: 10-Year Storm Runoff Volume
Storm Event Predevelopment Runoff Post-Development Runoff
Volume (ac-ft) Volume (ac-ft)
10-Year, 3.6" 0.08 0.063
Table 2: 25-Year Storm Runoff Rate
Predevelopment Runoff Post-Development Runoff
Storm Event Rate (cfs) Rate (cfs)
25-Year, 4.2" 2.16 1.42
5
900 Route 146, Clifton Park, New York 12065
phone(518) 371-7621 - fax(518) 371-9540
e-mail: info@edpllp.com
ENVIRONMENTAL DESIGN
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Shaping the nlsysical euviranmenl
5.0 Summary
The proposed site improvements to the existing residence result in soil disturbance and
increased impervious cover, which necessitate management for stormwater runoff. In order to
attenuate runoff, practices have been design to provide filtration and infiltration capacity to
attenuate site runoff. The proposed practices include one (1) shallow grass depression, one (1)
area of permeable block pavers, and five (5) retained rain gardens. The stormwater
management for the proposed site was has been designed in accordance with Chapter 147 of
the Queensbury Town Code.
Upon proper construction and maintenance of the storm facilities detailed on the plans, the
proposed construction will have no significant adverse impacts on downstream properties and
water bodies.
Prepared by: Reviewed by:
Kristopher LaPan, P.E. Dennis MacEiroy, P.E.
The Environmental Design Partnership The Environmental Design Partnership
6
900 Route 146, Clifton Park, New York 12065
phone (518) 371-7621 - fax(518) 371-9540
e-mail: info@edpllp.com
ENV[RONMENFAL DESIGN
PAii NVRSHIP,LLP-
REFERENCES
IPREFERENCES
HydroCAD version 850, Applied Microcomputer Systerns, Chocura, flew Hampshire.
NYSDEC, 1990. "Technical and Operational Guidance Series (5.18) Stormwater Management
Guidelines for New Development", New York State Department of Environmental
Conservation, Division of Water.
NYSOEC, 1992. "Reducing the Impacts of Stormwater Runoff from New Development", New
York State Department of Environmental Conservation, Division of Water.
NYSDEC, 2-015. "New York State Storrnwater Management Design Manual", Center for
Watershed Protection, Ellicott City, MD.
Rawls, W.J., Brakensiek, D.L., and Saxton, K. 6., 1982. "Estimation of Soil Properties",
Transactions of the American Society of Agricultural Engineers, Vol. 25, No.J, pp. 1316-1320.
S.C.S,, 1982. '713-20 Project Formulation-Hydrology, Technical Release No. 20", U.S.
bepartment of Agriculture,°Soil Conservation Service, Hydrology Unit DTvision of Engineering.
United States Department of Agriculture, Web Sail Survey. Retrieved from
http5://websolisurvey.sc.egov.usda.gov
7
900 Rate 146, Clifton Park, Now York 72OB5
phone (518)371-7621 - fax{518) 371-9540
email; info@edpllp.com
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Figures
1. Site Location Inap
. Pre Development Drainage Map
. Post Development Drainage Map
900 Route 148,Clifton Park. Now York 12065
phone (518) 371-7621 - fax(518)379-9W
e-mail: info edpllp_oom
_ G . ENWRON MENTAL DESMN
PARTNERSHIP.LLP.
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PARTNERSHIP, LLP
Attachment A
tormwater Modeling Calculations
10
906 Roue 148, Clifton Park, New York 12065
phone(518) 371-7621 - fax(51B) 371-9540
e-mall: infca,edpll4,ccm
LAKE GEORGE
Al
aUbes teach on LICK{ drainage Diagram for PREDEVELOPNlENT DUNTON
Prep&red by The Errvikonmwol neslgn Partnership, LLP, Printed 9YJ 2017
HydroCAM 8.54 sht 044475 0 20o I HydroCAD Software Solutions LLC
PREDEVELOPIUIENT DUNTON
Prepared by The Environmental Design Partnership, LLP Printed 9/14/2017
H droCAM 8,50 s!n 000476 0 20G7 H dro AD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) {subcatchment-numbers)
0.411 65 Woodstgrass comb., Fafr, HSG 8 (Al)
0.140 82 Woodsigrass comb., Fairy HSG D (Al)
0.013 85 Gravel roads, HSG D (A-1)
0,133 88 EXISTING IMPERVIOUS (Al)
0.697 TOTAL AREA
PREDEVE ,OPMENT DUNTON
Prepared by The Environmental Design Partnership, LLP Printed 911412017
HVdroCAa 8.50 sIn 000476 92007 HydroCAD Software Solutions LLC Pag 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Goup Numbers
0.000 HSG A
0.424 HSG B Al
Q.ODO HSG
0.140 HSG D Al
O_183 Other Al
O.697 TOTAL AREA
PREDEVELOPMENT DUNTON Type 8 4-hr 10-YR Pain fa11=3.60"
Prepared by The Environmental Design Partnership, LLP Printed 9/14/2017
HydroCAD S.50 sin 030478 02007 Hydro AD Sofware S ciutions LLD Pa e 4
Time spa n=5.00-60.00 hrs, dt=O.05 hrs, 1101 points
Runoff by SCS TR-20 method, H;--SCS
Reach routing by for-Ind+Trans methal - Pond routing by Scor-Ind method
ubcatchmermtAl. - Runoff Area=30,370 sf 19.13% Impervious Runoff depth=1.37°
Flow Length=225' Slope=4.30047 Tc=6,8 min CN=75 Runoff;-1.63 cfs 0.080 of
LinkA: LAKFGEC RGE Inflow-1_63Cfs 0.080af
Prirnary=1.83 ofs 0.0B0 of
Total Runoff Area = 0.697 ac Runoff Volume ;-- 0.080 of Average Runoff Depth = 1,37"
80.87% Pervious = 0.564 ac 19.13% Impervious = 0.133 ac
PREDEV ELOPMENT_UUN J ON Type If 24-hr 1 - P Rain fr .60"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
HydrOCADD 5.50 s n 000476 0 2007 H droOAD Software Solutions LLC Page 5
Summary for Subcatchment Al:
I urivff — 1.63 cfs @ 11.99 hrs, Volume= 0.080 af, Depth= 1.3711
Runoff by SOS TR-20 method, UH;--SCS, Time Span= 5.00-60.00 hrs, dt= 0.05 hr�
Type [] 4-hr I 0-YR Rainfall-3.60"
Areas CN Descr[plJon
8,080 82 Wbodslgrass oomb., Fair, HSG D
* 5,810 98 EXISTING IMPERVIOUS
585 85 Pavel roads, HSG B
17,895 65 Woods! rays comb. Fair HSG B
30 370 75 Weighted Average
24,560 Pervious Area
5,810 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet (Wft) # ec (ds)
5.9 70 0.3000 0,20 Sheet Flow,
Woods, Light underbrush n= 0.4Q0 P2= 2.75"t
0.9 155 0.3000 2.74 Shallow Concentrated Flaw,
Woodland Kir— 5.0 fps
6.8 225 Total
Summary for Link A: LAKE GEORGE
Mow Area = 0M7 ac, 19.13% Impervious, Inflow depth = 1.37" for I0-YR event
Inflow — 1.63 cfs @ 11.99 hrs, Volume= 0.080 of
Primary — '1.63 ds @ 11.99 hrs, Volume= 0.080 af, Men= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs
PREDEVELOPNLENT DUNTON Type 11 .24-hr 5-YR Rainfefl=4.20"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
Hy dro AID 8.50 sin 000476 9 2007 W orp AD Software Solutions LLC Page
Time spa n=6.04-60.00 hrs, dt=0.05 hrs, 3 303 points
Runoff by SCS TR-20 method, UN= CS
Reach routing by Stor-]rid+Trans method - Pond routing by to-Ind method
SubcatchmentAl: - Runoff Area=30,370 sf 10.13° [rnpervious Runoff Depth=I AZ'
Flow t_ength=225' Slope=4.3000 `1' Tc7--6.8 rnin CN=75 RurOf--2.16 ofs 0,306 of
Link A. LAKE GEORGE Inflo:v=2.16 cfs 0.906 of
Primary= .16 cfs 0.106 of
Total Runoff Area = 0.697 ac Runoff Volume = 0.106 of Average Runoff Depth = 1.82"
80.87% Pervious = 0.564 ac 19.131/6 impervilo sw = 0.333 ac
PF EDEVELOPMENT UUNTON Type If 4-hr s-YR Rafnfalf=4.20"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
H droDAD0 8.50 sin 000476 9 2007 H dro AD Software Solutions LI-C Page 7
Summary for Subcatchment Al. -
Runoff - 2,16 cfs @ I`1.99 hrs, Volume;-- 0.106 af, Depth- 1.82"
Runoff by SOS 7it-20 method, USI=SCS, Time Span= 5.00-60.00 hrs, dt= 0,05 hrs
Type II 4-hr 25-`fR Rai nfal[m4.20"
Areas DIN Description
6,080 82 Woodsigrass comb., Fair, HSG D
5,810 98 EXISTING IMPERVIOUS
b85 85 Gravel roads, HSG B
17,895 65 Woodsigrass comb_, Fair HSG B
30,370 75 Weighted Average
24,560 Penr[ous Area
5,810 Impervious Area
Tc Length [ope Velocity Capacity Description
_ (rnin) (feet) (am) ftlsec) (CK
5.9 70 0.3000 0.20 Sheet Flory,
Woods. Light underbrush n 0.400 P = 2.75"
0,9 155 0,0000 2.74 Shallow Concentrated Flow,
Woo [ v= 5.0 fps
6,8 225 Total
Summary for Link A: LAKE (GEORGE
Infiow Area = 0,697 ac, 19.13 1mpervinus, Inflow Depth = 1.82" for 25-YR event
I nflow 2.16 cfs @ 11.99 hrSL Vo'UMe^ 0.106 of
Primary 2.16 cfs @ 19.99 hrs, Volijrnem 0.906 af, Atter= 0%, Lag= 0.0 rnin
Primary c utflaw= inflow, Time Span= 5.000.00 hrs, cit 0.05 hrs
} 5 3 P
PE=1�4��EAC�LE PAVERSA3
A6
6PZ A4P
RA114 CAR EN VA t� RAIN RDErq 42
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LAKE GEORGE
UbC2t R Ch On LCCI�{ Dra-mage Diagram for POSTDEVELAPMENT DUNTON
Prepared by The Lrlwlronrr ntgi DmWfl Partnership,LLP, Printed 9114 17
HydroCAC a&5D &M QDD473 02007 HydroCl40 Software SOutions LLC
PO TDEVELOPMENT_DUNTON
Prepared by The Environmental Design Partnership, LLP printed 9/14M17
HydroCADS 8.50 slur 00 476 0 2007 MVdroCAD Software Solutions Lt_ _ Page 2
Area Listing (all nodes)
Area C h Description
(acres) (subcatchment-numbers)
0,017 39 >75% Grass Over, GDod, HSG A (A3,A4,A7)
0.004 39 RAIN GARDEN (M,A6)
0.057 61 >75% Grass cover, Goad, HSG 8 (Al)
0.357 65 Woods1grass comb_, Fait, HSG 6 (AI,A8)
0.058 82 oodslgrass comb_, Fair, HSG 0 (A8)
0.225 98 Paved parking & roofs (A1,A2,A3,A4,A5,A6,A7,A8)
0,718 TOTAL AREA
PO TDEVELOPMENT_DUNTON
Prepared by The Environmental Design Partnership, LLP Printed 9114/2017
HydroOAD 8-50 sJ� 800476 0 2007 HydraCAD Software Solullons LLC —Rage a
Soil Listing (all nodes)
Area Soil Subcatchment
{acres} Goup Numbers
0,017 HSG A A3, A4, A7
0,413 HSG B Al, AB
0.()00 HSG
0.058 HSG D A8
0.229 Otter Al, A2, A3, A4, A5, A6, A7, A8
0.718 TOTAL AREA
PO TDEVELOPMENT_DiJNTON Type fi 4-far 10-YR Rainfall-3.60„
Prepared by The EnvironmentaI Design Partnership, LLP Printed 9114/2017
H V croa:ADO 8.50 s!n O40476 Q 2007 H droCAD Software Solutions l_LC Pacie 4
Tirne span=5.00-60,00 Ears, dt=0.05 hrs, 1101 points
Runoff by SOS TR-20 method, UH=SOS
Reach routing by StinrAnd+Trans method - Pond routing by for-Incl method
ubcatchmentA'[: - Runoff Area=5,745 sf 36,81% Impervious Runoff Depth-1,37"
Flow Length=170' 1!c,--E_0 rein CN=75 Runoff;=0.39 cfs 0.015 of
Subcatc€ mentA : Runoff Area=435 sf 100.00% 1mpeMous Runoff Depth>3.29'
Tc--6.() rNn ON=98 Runoff=0.05 cfs 0,003 of
SuhcatchmentA3: - Runoff Area=830 sf 91.57% Impervious Runoff Depth>2.83"
Tc�6_0 min C N=93 Runoff-O.09 cfs 0.004 of
SubcatchmentA4: - Runoff Area=1,725 sf 68.12% [mpervlous Runoff Depth=1.64"
Tc=6.0min CN=79 Runoff=0,71 cfs 0,0054i
S ubcatchmentA : - Runoff Area=335 sf 78.16% Impervious Runoff Depth=2,10"
Tc=6.0 rain CN=B5 Runaff=0.04 cfs 0,002 of
S ubcatchmentA6: - Runoff Area�435 sf 78.16°!a 1mperviaLis Runoff Dopt h=2.10"
Tc--6.0 min ON=85 Ruroff=0_04 cfs 0.002 of
SubcatchmentA7: - Runoff Area=770 sf 82.47% Impervious Runoff Depth=2.36'
Tc=6.0 miry ON=88 Runoff--0.07 cfs 0,003 of
ubcetchrnentAS: - Runoff Area=20.900 st 19.14% Irnpervious Runoff Depth=1.28"
Flew Length=225' Mope=0.3000 '!' Tc=6.8 min CN=73 Runoff=1.01 cfs 0,050 of
Pond 1 P: GPAS S DEPRESSION#1 Peak Ele►4--337.60' Storage=300 cf ln#low=0.31 cfs 0.015 aI'
Discard ed=0.01 cfs 0.015 of Primary=0.D0 cfs 0.000 of 0utfl0w=0.09 cfs 0.015 of
Pond 2P: RAIN GARDEN#1 Peak Elev=359,49' Storage=47 of Inffcw=0.07 cfs 0.003 of
Outflow=0.01 cfs 0,003 of
Pond 3P: PERMEABLE PAVERS peak Elev=338.97' Stora geP;92 cf Inflow=0.05 cfs 0.003 of
Outflov.-0.03 cfs a3.003 of
Pond 4P: RAIN GARDEN 42 Peak Elev=351,57' Storage-40 of €nflow=0,09 cfs 0.004 of
Outflow=0,10 cfs 0,004 of
Pond 5P: MAIN GARDEN#3 Peak Elev=050.19' Storage=85 of Inflov--0.22 cfs 0.013 of
Outflow=0.05 cfs 0.013 of
Pond 6P: RAIN! GARDEN#4 Peale Elev=336.82' Storage=24 cf Inflow=0.04 cfs 0.002 of
Discarded=0,01 cfs 0.002 of Primary=0.00 cfs 5.000 of Oiitffo =0,01 cfs 0,002 of
Pond 7P: RAIN GARDEN#5 Peak EIev=336.82' Storage=24 cf Irl&Yw=0,04 cfs 0.002 of
Discarded=0.41 cfs 0.002 of Primary=0.04 cfs 0.000 of 0utflow=0.01 cfs 0,002 of
Link A: LAKE GEORGE Inflow=9.06 cfs 0.063 of
Primary=1.05 cfs 0,063 of
PO TDEVELOPMENT DUNTON Type fl 4-hr 10-YR RainfeJl=3.60"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
H dro AD 8.50 sM 000476 02007 HydroCAD Software Solutions LLC Page 5
Total runoff Area = X3.718 ac Runoff Volume = 0.085 of Average Runoff Depth = 1.41"
68.67% Pervious = 0.493 ac 31.33% Impervious = 0.225 ac
POSTDEVELOPMENT DUNTON Type If 4-hr ?0-YR Rainfa#=3.60"
Prepared by The Envirorrrnentai Design Partnership, LLP Printed 911412017
HVdroCADG) 8.50 sIr 500475 Q 2007 HydraAD Soffivare Solutions LLC Page 6
Summary for Subcatchment Al : -
Runoff = 9.31 cfs @ 11.98 hrs, Volume= 0.015 af, Depth= 1.37"
Runoff by SCS TR-20 method, LSH=SCS}, Time Span= 5.00-00,00 hrs, dt= 0.05 hrs
Type II 24-hr I0- R Ralnfal1=3.60"
Areas N Description
2,115 98 Paved parking & roofs
1,155 65 V1locdsfgra5s corn b-, Fair, H S G B
2,475 31 >75% Grass cover, Good, HSG B
5,745 75 Weighted Average
3,630 Pervious Area
2.115 kmpervious Area
Tc Length Slope Velocity Capacity Description
rein) (faet) # ftfsec cfs
4.5 50 4.3900 0.19 Shoot Plow,
Woods: Light underbrush n= 0.400 P2= 2.75"
0.3 120 0.1500 7.86 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
4.8 170 Total, Increased to minimum Tc ;-- 6.0 rnin
Summary for Suhcatchmerit A2: -
Runoff = 0.05 cfs @ i 1.96 hrs, Volume= 0.003 af, Depth> 3.28"
Runoff by SCS TR-20 method, UH=SCS, Time Spari= 5.00-60.00 hrs, dt= 0.05 hrs
Type II 24-hr 14-YR RainfalI'm 3.60"
Area (sf CN Description
435 98 Paved parkinIq & roofs
435 Impervious Ares
Tc Length Slope Velocity Capacity Description
min feet RUM ftfsec cfs
6,0 Direct Entry, MIRECT
ummary for Subcatchment A3:
Runoff = 0.09 cfs c 11.96 hrs, Volume= 0.004 af, Depth> 2.83"
Runoff by SCS TR-29 method, UH-SCS, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs
Type 11 24-hr IO-YR Rai nfall=3.60"
PO TDEVELOPMENT DUNTON Type 11 4-hr 10-YR Rainfall=3.60"
Prepared by The Environmental [design Partnership, LLP Printed 911412017
HydroCADt 8.60 sin 000476 (0x,007 W ydro AD Software Solutions LLC Page 7
Area (sf) CN Description
760 98 Paned parking & roofs
70 39 >75% Grass cover. Good, HSG A
830 93 Weighted Average
70 Pervious Area
760 Impervious Area
Tc Length Slope Ve[ocity Capacity Description
(min) feet (ft/ft) fVsec) (cfs
6.0 Direct Entry, DIRECT
Summary for Subcatchment A4:
Runoff 0.11 cfs 0 11.97 hrs, Volume 0.008 af. Depth= 1,64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-60.00 hrq, dt^ 0.05 hrs
Type II 24-hr 10RYR Rainfa11;--3.60"
Areas N Description
1,175 98 Paved park€ng & roofs
560 39 >75% Grass cover, Good HSG A
1,725 79 Weighted Average
554 pervious Area
1,175 Imper+rious Area
Te Length Slope Velocity Capacity Description
min feet fllsec ifs
6.0 Direct lEntry, DIRECT
Summary for Subcatchment AS:
Runoff = 0.04 cfs @ 11 ,97 hrs, Volume= 0.002 at Depth= 2.10"
Runoff by SCS TR-20 method, €JH=SCS, Time Span= 8.00-60.00 hrs, dt= 0.05 hrs
Type 11 4-hr 1 O-YR Rai nfall^8,60"
Area (sfl CN Descri t€on
340 98 Paged parking & roofs
95 39 RAIN N GARDEN
435 85 We[ghted Average
95 Pervious Area
340 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ftJf# ftlsec as
.0 Direct Entry, DIRECT
PO TDEVEL PMENT DUNTON Type If 4-hr 10-YR Pain fallm3-60"
Prepared by The Environmental Design Partnership, LLP Printed 9/1412017
H5 d ro CADO 8.513 sIn 000476 0 2007 H ydroCAD Software Solutions LLC e 8
Summary for SubGatGhment A6: -
Runoff = 0,04 cfs a 11.97 hrs, Volume= 0.002 af, Depth= 2,10"
Runoff by SCS TR-2Q method, UH;--SCS, Time Spar= 5-00-80.00 hrs, dt= 0.05 hrs
Type 11 24-hr 10- R Rainfall=3.64"
Area {sf QN Description
040 98 Paved parking & roofs
95 39 RAIN GARDEN
435 85 Weighted Average
95 PGrvinus Area
340 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) #t!f# (ff)sec) (cfs
6,0 Direct Entry, DIRECT
urnmary for Subcatchment A7: -
Runoff = 0,07 cfs @ 11-97 hrs, Volume= UO3 af, Depth= 2,36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-60,00 hrs, dt=:; 0.05 hrs
Type 11 4-hr 10-YR Rainfall=3.6or,
AFea (sn C IN De�Ui tion
635 98 Paved parking & roofs
135 39 >75% Grass cover, Goad, H O A
770 88 Weighted Average-
135 Pervious Area
635 1 mpervious Area
Tc Length Slope Velocity Capacity Description
min feet) (fuft) (fklsec cfs
6.0 Direct Entry, DIRECT
Summary for Subcatchment A8: -
Runoff = 1-01 cfs a 11.99 hrs, Volume= 0.080 of, Depth= 1,25"
Runoff by SCS TR-20 method, Uhl=SCS, Time Span= 5,00-00.00 hrs, dt= 0-05 hrs
Type 11 24-hr 10-YR Rainfall=3,60"
AT-ea (sn CN Description
2,520 62 Woods/grass comb., fair, HSG D
4.000 98 Paved parking & roofs
14,380 65 Woods/grass comb-, Fair, HSG B
20,900 73 Weighted Average
16,900 Pervious Area
4,000 Impervious Area
POSTDEVELOPMENT DUNTON Type 11 4-hr 10-YR Rainfall=3.60"
Prepared by The Environmental Design Partnership, LLP Printed 9114/2017
H droCADD 8.50 stn 000476 0 2007 H dro AD Software SoWons LLC Page 9
Te Length Slope Velocity Capacity Description
min feet #tiff ftlsec cfs
5.9 70 0.5000 0.20 Sheet Flow,
Woods: Light underbrush n= 0,400 P2= 2.76„
0.9 155 0.3000 2.74 Sha[low Concentrated Flow,
Woodland Kv= 5.0 fps
6.8 225 Total
Summary for Pond 1P, GRASS DEPRESSION #'I
Inflow Area = 0.182 2s, 3&81% Impefv[ous, Inflow Depth = 1.37" for 10-YR event
Inflow = 0.31 cfs @ 11.98 hrs, Volume- 0.015 of
Outflow - 0.aI ofa Q 11.65 hrs, Volume= 0.015 af, Men= 95%, Lag= 0.0 rain
Discarded = 0.01 cfs Q 11.65 hrs, Volume= 0.015 of
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Ston Ind method, Time Span;-- 5.00-60.00 hrs, dt= 0,05 hrs
Peal< Elevr 337.00' 13.52 hrs Surl`.Ar+ea= 15 sf Storage= 300 cf
PIu q-Plow detention time= 198.1 ruin calculated for 0.015 of{1 00% of inflow)
Center-"ass det.time= 197.9 min ( 1,046.6 - 848.6 )
Volume Invert Avail Stora a Storage Description
#1 335.00' 516 cf Custom Stage Data (Irregular)Listed beio {Recale)
Elation SurfArea Perim. Voids Inc.Store Cum. tore Wet.Area
Leet) -fl feet % cublo-fee!) cubic4i. t -ft
355.00 215 70.0 40.0 0 0 215
336.00 215 70.0 40.0 86 86 285
337.00 215 70.0 100.0 215 301 855
838.00 215 70.0 100.0 215 518 425
Device Routing Invert Outlet Devices
1 Primary 357.50' .0` long x 'l.0' breadth OVERFLOW
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) 2.69 2.72 2.75 2.85 2.98 3.08 3.24 3.28 5.31
8.90 3.31 8.52
#2 discarded 335,00' 3.000 in1hr Extiltratlon over Surface area,
91scarded OutFlow Ma =0.01 cfs @ 11.65 hrs HW--335.04' (Free Discharge)
2=Exfiltration (EAttration Controls 0.01 cfs)
Primary Out:Flow Max-z0.00 ofs a 5.00 hrs HW--335.00' (Free Discharge)
GDVERFLOW ( Controls 0.00 cfs)
PO TDEVELOPMENT DUNTON Typo 11 4-hr 10-YR Ra rrfafi=3.80"
Prepared by The Environmental Design Partnership, LLP Printed 9il41 017
Hydro AD0 8.50 stn 000 376 C)2007 Hydro AD ofrivare olutiortis LLC Page IQ
Summary for Pond P: RAIN GARDEN #fit
Inflow Area = 0.018 ac, 82.47% 1mpery€ous, Inflow Depth = 2.36" for 90-YR event
Inflow - 0.07 cfs @ 11.97 hrs, Volume= 0.003 of
Outrlow = 0.01 cfs @ 11.70 hrs, Volume= 0.003 af, Aden= 84%, Lag= 0,0 min
Primary - 0.01 cfs @ 11.70 hrs, VoIurne= 0.003 of
Flouting by ter--Ind rnethiDd, Time Spar= 5.00-60.00 hrs, dt= 0.08 hrs
Peak E€ev= 359.49' a 12.20 hrs Surf. ea= 95 sf Storage= 47 cf
Plug-Flow detention time= 25.E min calculated for 0,003 of(900% of InfloW)
Center-of-Mass dot, time 25.3 min ( 832.5 - 807.2 )
Volume Invert Avall. torage Storage Description
#1 359,00' 95e Custom Stage Data (Irre9uIar)Listed €aeIow (Recalc) -
Elevation Surf.Area Per€r'r'k, Inc.Store Cum. tore Wet.Area
feet (sq-ft) feet cubic-feet cubic-feet s -ft
359.00 95 45.0 0 0 95
350,00 95 45.0 95 95 140
Device Routing Invert Outlet Devices _
#1 Device 2 359,00' 0.000 inft FILTER TO UNDERDRAIN over Surface area above invert
Excluded Surface area = 0 sf
2 Pr[mary+ 355,50' 6.0" x 8.0` long Culvert OPP, square edge headwall, 1 e= 0.500
Outlet Invert= 352.00' S= 0.4375 °r Cc= 0,900
n= 0.013 Corrugated PE, smooth interior
#3 Device 2 359,50' 6.0" Horiz. " STAN DPIPE Limited to weir flow 0= 0.600
rirrYary OutFlow Max=0.01 cfs @ 11.70 fora HVV=359,01' (f=ree Discharge)
^Cu
lvert (Passes CLOT cfs of 1.71 cfs potential flow)
1=FILTERTO UNDERDRAIN (E xfiltration Controls 0.01 ds)
3=6'° STANDP1RE { Oontro€s 0,00 cfs}
Summary for Pond P: PERMEABLE PAVERS
Inflow Area = 0.410 ac,f00,000A Impervious, Inflow Depth > 3.28" for 10-YR event
Inflow = 0.05 ds @ 11.96 hrs, Volume= 0.003 of
Outflow = 0.03 ds @ 11,90 hrs, Volurne= 0.803 af, Atten= 39%, Lag= 0,0 rein
Discarded = 8.03 ds @ 11.90 hrs, Volume= € ,003 of
Routing by Stor-€nd method, Time Span= 5.00-60,00 hrs, dt= 4.05 hrs
Peak Elev= 338.97' @ 12.08 hrs Surf.Area= 435 sf Storage= 12 cf
P€ug-FIow detention tirne= 3.3 m1n ca[cul ated far 0.003 of(100% of inflow)
Center-af-Mass det. time= 3,0 rein ( 766.7 - 763,0 )
Volume Invert Avai],Storage Storage description
#1 338,90' 438 cf Custom Stage Data (irregular)Listed below (Recalo)
1.096 cf Overal€ x 40.0% Voids
PO TDEVEL PIVIENT DUNTON Type }f 4-hr 10-YR Rainfall= .60"r
Prepared by The Environmental Design Partnership, LLP Printed 9114f2017
HydroCADO 8.50 stn 000476 0 2007 HydroCAD software Solutions LLC Pace 11
Elevation Surf,Area Perim. lnc.Store Cum.Store Wet.Ares
feet N-ft)( feet cubic-feet tubi feet ft
308.90 435 85.0 0 0 435
340.90 485 85.0 870 870 605
341.42 435 85.0 226 1,096 649
Device Routing Invert Outlet Devices
#1 Discarded 038.90' 3. 00 Whir Exffltraflon over Surface area
]iscarded OutFlow Ma =0.03 ds @ 11.90 hrs HW--338.9a Gree Discharge)
T-1=Nr filtration (Exfiitration Controls 0.03 cfs)
Summary for Pond 4P: RAID! GARDEN #
Inflow Area = 0.019 ac, 9"1.57% impervious, Inflow Depth > 2.83° for 10- R event
Inflow 0.49 cfs Q 11.96 hrs, Volume= 0.004 of
Outflow - 0.10 ds @ '12.00 hrs, Volume= 0.004 af, Atten= 4%, Lag=2A rain
Primary - 0.10 cfs Q 12.00 hrs, Volume= 0.004 of
Routing by Star-1nd method, Time Span= 5.00 0.00 hrs, dt=; 0.05 hrs
Peak Elev= 351.57' 12.01 hrs Sur€.Area= 70 sf Storage= 40 cf
Plug-Flow detention time= 20.8 min calculated for 0.004 of(100% of inflow)
Center-of-Mass det. time= 20.8 rain {807.3- 7861.5
Volume Invert Avail.Stora a Stora a Description
41 351,00' 70 cf Custom Stage Data (Irregular)Listed below {Recalc)
Elevation Surf.Area Perim. Inc.Store Curn.Store Wet.Area
feet s ft feet cubl -feet cubic feet s ft
851.00 70 35.0 0 0 70
352.00 70 35.0 70 70 105
Device Routing Invert Outlet Devices
#1 Device 2 351.00' 5.000 iWhr FILTER TO UNDERDRAIN over Surface area above invert
Excluded Surface area ^ 0 sf
#2 Primary 347.50' 6.0" x 10.0' long Culvert CPP, square edge headwall, Ke-- 0.500
Outlet Invert= 347.00' S= 0.0500 7 CO-- 0.900
n= 0.010 Corrugated PE, smooth interior
#3 Device 2 351.50' 6.0" Hartz. 6" STANDPIPE Limited to weir flow C=0.600
Primary OutFlow Max=0,10 cfs @ '12.00 hrs H =35'1.57' (Free Discharge)
t-2=culvert (Passes 0.10 cfs of 1.85 cfs potentlal flow)
FILTER TO UN13ERDRAIN (EAltrafion Controls 0.01 ds)
3-6" STANDPIPE (Weir Controls 0.09 cfs @ 0.85 fps)
PO TIDEVELOPMENT DUNTON Type U 4-hr 10-YR Rainfal1=3.60'
Prepared by The Environmental Design Partnership, LLP Printed 9114/2017
H ydroCADO 8.50 sIn 000476 0 2007 H ydro AD Software Solutions LLD POge 1
ummary for Pond 5P: RAI GARDEN
Inflow Area = 0.076 ac, 77.29°x6 Ira pervious, Inflow Depth > 2.10" for I0-YR event
Inflow - 0.22 cfs @ 12.00 hrs, Volume 0.013 of
0WIDw = 0.05 cfs @ 11,85 hrs, Volume= 0.013 af, Atten= 77%, Lag= 0.0 min
Primary - 0.05 cfs a 11.85 errs, Volurne^ 0.013 of
Flouting by Stor-Ind method, Time Span= 5,00-60,00 hrs, dt= 0.05 hrs
Peak Elev= 350.19' c 12.16 hrs urf.Area= 445 sf Storage= 35 cf
Plug-Flow detention time= 7.7 rain calculated for 0.013 of(100% of inflow)
Center-of-Klass det. time= 7.7 rain ( 833.4 - 825.7 )
Volume Invert Avail. tora a Storage Descrf tion
#1 350.00' 445 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf-Area Perim. Inc.Store CUM.Store Wei.Area
(feet) (sq-ft) feet cubio-feet pubic-feet (Sq-ft)
350.00 445 95.0 0 0 445
351.00 445 95.0 445 445 540
Device Routing Invert Outlet Devices
41 Devi 2 350.00' 5.000 inlhr 1=[LTER TO UNDERDRAIN over Surface area above invert
Excluded Surface area 0 sf
#2 Pdmary 347.00' 6.0" x 35.0' long Oulvart DPP, Square edge headviall, Ke= 0.800
Outlet Invert= 345.50' S= 0_01437 tic= 0,900
rr= 0.01 3 Corrugated PE, smooth interior
#3 Device 2 350.50' 8.0" Horiz. 6" STANDPIPF Lirniited to air flow C= 0.800
Primary OutFlow Max=0.05 cfs @ 11.85 hrs HVV�350.01' (Free Discharge)
"L-2;--C uIvert: (Passes 0.08 cfs of 1,32 cfs potential flour)
FILTER TO t.IhfDERDKAIN (Exfiitra#ion Controls 0.05 cfs)
3^6" STANDPIPE ( ContralS 0,00 cfs)
ummary for Pond 61P; RA OAF DEN #4
Inflow Area = 0.010 ac, 76.16% Impervious, Inflow Depth � 2.10" for 10-YR event
Inflow - 0.04 cfs @ 11.97 hrs, Volume= 0.002 of
Outflow = 0.01 cfs a 11.75 hrs, Volume= 0.002 af, Atten= 85%, Lag= Q.0 fain
Discarded = 0.01 cfs @ 11.78 hrs, Volume= 0.002 of
Primary = 0.00 cfs a 5.00 hrs, VoWne= 0.000 of
Routing by tor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs
Peale Elev= 338.82' 12.22 [yrs urf.Area= 75 sf Storage= 4 Cf
Plug-Flow detention time= 3[x.0 min calculated for 0,002 of (100% of inflow)
Center-of-[bass det. time= 30.0 min ( 847,8 - 817.8 )
POSTDEVEL PMENT DUNTON Type 8 4-hr 10-YR Rainfaf1= .60'+
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HydroCA06 8.50 s!n 000476 0 2007 HydroCAD Software Solutions LLC Page 13
Volume Invert Avail.Stora a Storage Description
#1 338.00' 180 cf Cetstom Stage Data (Irregular)Usted below (Recalc)
Elevation Surf.Area Perim_ Voids Inc.Store Curn. tare vvet.kea
feet (sq-ft) feet tubi feet cubio-feet s -ft
338.00 75 35.4 40.0 4 0 75
337.00 75 36.0 40.4 30 30 114
338,00 75 35.0 100.0 75 105 145
339.00 75 35.0 100.0 75 180 184
Device Roufinn Invert Outlet Devices
#1 PKmary 338.50' 3.0' long x 1.0' breadth OVERFLOW
Head (feet) 0.24 0.40 4.60 0.84 1.00 1.24 1.40 1,60 1,80 2,00
2."'50 3.40
Coef. (English) 2.89 2.72 2.75 2.85 2.98 3.48 3.20 3.28 3.31
3.30 8,31 3.32
#2 Discarded 336.00' 3.000 in1hr EAItratiion over Surface area
1piscarded OutFlow Max-4.41 efs @ 11.75 hrs H =335.05' (Free Discharge)
=E filtration (E fi'iltrat€on Controls 4.41 cfs)
rlmary OutFlowMax--0.00 cfs @ 5.40 hrs H1 =338.00' (Free Discharge)
=OVERFLOW (Controls 0.00 cfs)
Summary for Pond 7P: RAIN GARDEN #5
Inflow Area = 0.414 ac, 78.189 impervlousT Inflow Depth = 2,10" for 10-Vii event
inflow = 0.44 cfs @ 11.97 hrs, Volume= 0.042 of
Outflow - 0M cfs iM 11.75 hrs, Volume= 0.002 af, At[en= 85%, Lag= 0.0 min
Discarded = 0.01 cfs @ 11.75 hrs, Volume= 4.042 of
Primary - 0.00 cfs 1§ 5.00 hrs, Vofume= 0.000 of
Routing by for-Ind method, Time Span= 5.0"00 hrs, dt= 0.05 hrs
Peak Elev= 338.82' 12.22 hrs SurfArea= 75 sf Storage- 24 Cf
Plug-Flow detention time= 30.0 min calculated for 0.002 of(100% of inflow)
Center-of-Mass det. time= 30.0'min ( 847.8- 817.8)
Volume Invert Avail. torn a Storage DescCi 'on
#1 336.00' 180 cf Custom Stage Data (Irregular)LTsted Wow (Recalc)
Elevation Surf-Area Perim. Voids Inc.Stnre Cum.Store Wet.Area
(feet) (Sq-ft) feet % cubf c4eet tubi feet -ft
336.04 75 35.0 40.0 0 0 75
337.00 75 35.0 40.0 30 30 110
338.00 75 35.4 100.0 75 105 145
339.00 75 35.0 100.4 75 180 180
Device Roubn_q Invert Outlet Devices
#1 Primary 338.50` 3.0' long x 1.4' breadth OVEW-LOW
!-'lead {feet) 0,20 0,44 4.60 0.80 1.00 1.20 1A0 1.80 1.80 2.00
PO TDEVELOPMENT DUN` ON Type 11 4-fir 10-YR Rain FaIN 3.60"
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dro AD& B.50 sin 000476 0 2007 H dro AD Software Solutions LLC Page 14
2.00 3.00
Coef, (English) 2,09 2,72 2.75 2.85 2.98 3.08 3.20 8,28 3.31
3.30 3.31 3.32
#2 Discarded 330,00' 3.000 Irslhr Fxfiltration over Surface area
MiscardedOutFlowMax-0,01cfs, 11.75firs H =336,05' (Free Discharge)
Wiltration (Exfiltration Controls 0.01 cfs)
Primary OutFlo Max=0.00 cfs a 5.00 hrs HVV=336.00' (Fres Discharge)
-1=OVERFLOW ( C ontre[s 0.00 cfs)
Summary for Link A: LAKE GEORGE
Inflow Area = 0.708 ac, 30.37% Irnpery€cus, Inflow Depth > 1.07" for I0-YR event
How = 1.00 cf� @ 11E 913 hrs, VoILrme= 0.003 of
Primary - 1.06 cfs a 11.99 hrs, Volurne- 0.063 af, Atten� 0%, Lag= 0,0 rain
Primary outflow = Inflow, T[rne Sparta 5.00-60.00 hrs, dt= 0,05 hrs
PO TDEVELOPMENT DUNTON Type 11 4-hr 25 YR Rainfafi=4. 0"
Prepared by The Environmental Design Partnership, LLP Hinted 9114/2017
H dmCAD(&8.50 stn 000475 2007 Fit droCAD o%vare Solutions LLC Pa e 15
Time span=5.00-60.00 hrs, dt=0,45 hrs, 1101 points
Runoff by SCS TR-2r] method, UH=SCS
Reach routing by tordnd+Trans method - Pond routing by for-Ind method
SubcatchmentA1: - Runoff Area=6745 sf 36.81% ImporvIous Runoff Depth=1,82"
Flow Length=179 Tc=6_0 min C N=75 Runoff--0.42 cfs 0.028 of
SubcatchmieMA2: - Runoff Area=438 sf 100.00% Irnpervious Runoff Depth>3.86'
Tc=0.0 ruin CN=98 Runoff=0.06 ofs 0.003 of
SuboatchmentA3: - Runoff Area=830 sf 91.5716 Impervious Runoff Depth53.40"
To=6.0 ruin C N=93 Runoff--O.10 cfs 0.005 of
�r'uhcatchrnentM. - Runoff Area=1,725 sf 68.12% Imper0ous Runoff Depth=2.13"
Tc=8,0 rain CN=79 Runoff--0.14 cfs 0.007 8f
ubcatchment A5: - Runoff Area--435 sf 78.16% Impervious Runoff Depot=2,64"
Tc;=6.0 mIn C N=85 Runoff=0.04 ofs 0.002 of
SubcatchrnentM: - Runoff Area=438 sf 78.16% Impervious Runoff Depth=2.64"
TG--6,0 rain ON=85 Runof--0.04 cfs 0.002 of
ubcatchmentA7: - Runoff Area=770 sf 82.47% Impervious Runoff Depth=2,92"
Tc=:6.0 min CN=88 Runoff=0.09 cfs 0.004 of
SubcatchmentA$: - Runoff Area=20.900 sf 19,14% Impervious Runoff Depth=1.07"
Flow Length=225' Mope=U.30M T Tc=5,8 min CN=73 Runoff`1.37 cfs 0.067 of
Pond IP: GRASS DEPRESSIOM Peak Elev=337.51' torage^411 cf Inflow=0,42 cfs 0.020 of
Discarded=0.01 cfs 0.019 of Primary:=0.01 cfs 0.001 of Outflow=0.03 cfs 0.020 of
Pond 2P: RAIM GARDEN#1 Peale EIev=359.54' Storage=52 cf Inflow=0.09 cfs 0.004 of
Outflotiw=0.05 cfs 0.004 of
Pond 3P: PERM EASLEPAVE RS Peak EIev=339.00' Storaga=17 cf Inflow=0,06 cfs 0.003 of
OlJtflow=0.03 cfs 0.003 of
Pond 4p. RAIN GAR DEN#2 Peak EIev=351.58' Storage--41 cf Inflow=0.10 cfs 0.005 of
Outflow=0.11 cfs 0,005 of
Pond SP: RAID GARDEN#3 Peak EIev=350,32' Storage--14-4 cf lnflow�0.27 cfs 0,017 of
Outfiaw=0,05 cfs 0.017 of
Pond SP: RAIN GARDEN44 Peak EIev=337,05' Storage=33 cf Inflow=0,04 cfs 0,402 of
Discarded=0,41 cfs 0,002 of Primary=0.40 cfs 0,000 of Outflow=0.01 cfs 0.002 8f
Pond 7P: RAIN GARDEN#5 Pear Elev=337.05' Storage=33 cf 1n lour=0.04 cfs 0.002 of
0iscarded=0-01 cfs 0.002 of Prirnary=4_{l0 cfs 0.000 of 0utflow=0.01 cfs 0_002 of
Link A: LAKE 0 EORGE Inflovj=1.42 cfs 0.084 of
Primary=1,42 cfs 0.084 of
PO TDEVELOPMENT DUNTON Type 11 4-hr 25 YR Rai'nfal1=4.20"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
H MCAD 8.50 sin 000476 02007 H droCAD Software Solutions LLC Pae 96
Total Runoff Area= 0.718 ac Runoff Volume = 0.111 of Average Runoff Depth = 1.86"
68.67% Pervious = 0.493 ac 31.33° Impervious = 0.225 ac
PO TDEVELOPMENT_DUNTON 7 pe all 4-hr 25 YR Rai}7faf1=4,20"
Prepared by The Envii ronmerstaI Design Partnersh1p, LLP Printed 911412017
H dro ADO18,50 stn 000+76 9 2007 Fl droCAD Software Solutions LX Page 17
Summary for Subcatchment Al .- -
Runoff = 0,42 cfs a. 11.98 hrs, Volume= 0,020 af, Depth= 1.82"
Runoff by SCS TR-2 0 method, U H;::S CS, Time Span= 5,00-60.00 hrs, dt= 0.05 hrs
Type 11 24-hr 25 YR Rai nfall=4.20°
Area (sfl ON Description
2,115 98 Paved parking & roofs
1,155 65 Woods/grass comb., Pair, H G B
2,475 61 >75% Gross cover, Goad HSG 13
5,745 75 Weighted Average
3,630 Pervious Area
2,115 1mpervious Area
Tc Length Slope Velocity Capacity Descrip#ion
rain feet 2 D kLs-ec cfs
4,5 50 0.3000 0.19 Sheet Plow,
Woods- Light underbrush rx^ 0A0O P2= 2.75"
0.3 120 0.1500 7.86 ha[[ow Concentrated Flow,
Paved [ v- 20.3 fps
4.8 170 Total', Increased to minimum Tc = 6.0 min
Summary for Subcatchment A2:
Runoff - 0.06 cfs @ 11,96 hrs, Volume= 0.003 of, Depth> 3.85"
Runoff by SCS TFC-20 method, UH-SCS, Time Span= 5.00-60.00 hrs, dt= 0,05 hrs
Type 11 24-lir 26 YR Rainfall=4,20"
Ares s N Deseri tion
435 96 _ paved parking & roofs
435 Impervious Area
Tc Length Slope Wocity Capacity Descriptions
min feet fYftl (ftlsec) (cfs
6.0 Direct Entry, DIRECT
Summary for Subeatchment X13:
Runoff = 0.10 efs a 11.96 hrs, Volume= 0.005 af, Depth> 3.40„
Runoff by SGS TR- 0 method, UH=SGS, Trne Span= 5.00-60.00 hrs, dt= 0.05 hrs
Type 11 24-hr 25 YID Rainfall=4.20"
PO TDEVELOPMENT DUNTON Type 11 4-hr 25 YR Rainfall=4.20"
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N dro ADV 8.50 sly 0.30475 0 2007 HydraCAD Software Solutions LLC Page 18
Area (sf) Cid Description
760 98R Laved parking & roofs
70 39 >75% Grass cover, Good, HSG A
860 93 Weighted Average
70 Pervious Area
760 Impervious Area
Tc Length Slope VelocRy Capacity Description
ruin feet (ft/ft) (ft/sec) cfs
6_0 Direct Entry, DIRECT
Summary for Subcatchment A4: -
Runoff = 0,14 cfs c 11.97 ]yrs, Volume= 0.007 af, Depth= 2.93„
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-60.00 hrs, d#= 0,05 hrs
Type II 24-hr 25 YR Rainfa€1=4.20"
Area (sf) CN Description _
1,175 98 Paved parking & roofs
550 39 >75% Grass cover, Good HSG A
1,725 79 Weighted Average
550 Pervious Area
1,175 1 rnpervioas Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftfsec) (cfs)
6.0 Direct Entry, DIRECT
Summary for Suboatchment AS:
Runoff - 0.04 cfs @ 19.97 hrS, Volume;-- 0.002 af, Depth= 2,64"
Runoff by SCS TR-20 method, UH=SGS, Time Span= 5,00-50,00 hrs, dt= 0,05 hrs
Type 1124-hr 25 YR RaInfn11=4,2 0"
Areas s Ch! Description
340 98 Paved parking & roofs
* 95 39 RAIN GARDEN
435 85 Weighted Average
95 Pervious Area
340 Impervious Area
Tc Length Slope Velocity Capacity Description
rrri feet ftJf€) (fuser') Ws)
6.0 Direct Entry, DIRECT
PO TDEVELI PMENT_DUNTON Type 11 4-fir 25 YR Rarr7faff--4. 0"
Prepared by The Environmental Design Partnership, LLP Printed 9/1312017
H V droCADO 8 50 sin 000476 E]2007 HydroCAD Software SoIu;ions LLC Pape 19
Summary for Subcatchment A6: -
Runoff = 9.04 ds a 11.97 hrs, Volume= 0-002 af. Depth 2-64"
Runoff by SCS TR-20 method, UH=SCS, T[me Span= 3.00-60.00 hrs, dt� 4-05 hrs
Type I1 4-hr 25 YR Rainfall=4. 01e
Area sf GN Description
340 98 Paved parking & roofs
95 39 RAIN GARDEN
435 85 Weighted Average
95 Pervious Area
340 Impervious Area
Tc Length Slope Ve[ocity Capacity Description
(min) feet) (fUft) (ftfsec cfs
6-0 Direct Entry, DIRE=CT
Summary for Subcatchment A7: -
Runoff - 9.09 ds @ 11-97 hrs, Volume= 0.004 af, Depth= 2.92°
Runoff by SGS TR-20 method, UH= C , Time Span= 5.00-60.90 hrs, dt= 0.05 hrs
Type 1124-hr 25 YR Ralnfa11=4.20"
Areas CN Descri #ion
635 98 Laved parking & roofs
_ 135 39 >75% Grass cover, Good, HSG A
770 88 Weighted Average
135 PerVrious Area
635 Impervious Area
Tc Length Slope Ve[ocity Capacity Descrlp icn
min feet ftffk) (Ns@g) cfs
6.0 Direct Entry, DIRECT
Summary for Subcatchment A8: -
Runoff 1.37 cfs @ 11,89 hrs, Volume= 0.067 af, Depth= 1,67"
[runoff by SGS TFC-20 method, UH=SCS, TimeSpan;-- 5-00-60.00 hrs, dt= 0.05 hrs
Type 11 24-hr 25 YR Rainfall=4.20"
Area {sf) CN Description _
2,520 82 Woods/grass comb., [-air, HSG D
4,000 96 paved parking & roofs
14,380 65 Woods/grass cprnb.- Fair HSG B
20,900 73 Weighted Average
16,900 Pervious Area
4,000 Impervious Area
PO TDEVELOPMENT DUNTON Type if 24-hr 25 YR Rainfaf1=420"
Prepared by The Environmental Design Partnership, LLP Printed 911412017
H ydro AM 8.50 sfn 000476 0 2007 H draCAD Scftware S ol utions LLC Pa a 20
To Length dope Velocity Capacity Description
rain feet) (fVft) (ftlsec cfs
5.9 70 0.3000 0.20 Sheet Flow,
Woods. Light underbrush n= 0.400 P2= 2.75"
0.9 155 0.3000 2.74 Shadow Concentrated Flow,
Woodland Kv= 5.0 fps
6.8 225 Total
Summary for Pond 1P: GLASS DEPRESSION #1
Inflow Area = 0.132 ac, 36.81% IrnpeMeus, Inflow Depth = 1.82" for 25 YR event
Inflow = 0.42 cfs @ 11,98 hrs, Valurne= 0.020 of
outflow CM cfs @ 12.85 hrs, Volurr ie= 0.020 af, Attain= 93%, Lag= 52.3 min
Discarded 0.01 cfs @ 11,55 hrs, Volume= 4.019 of
Primary = CAll cfs @ 12.85 hrs, Vp[urne= 0.001 of
Routing by Star-1nd method, Time Span 5,00-60.00 hrs, cit- 0.05 hrs
Peak EIev= 337,51' @ 12,85 hrs Surf.Area= 215 sf Stcrag8= 411 d
Plug-Flaw detention time= 277.2 min calculated for 0.020 of(900% cf inflow)
Center-of-Mass det. tlrne= 277.9 mitt ( 1,197.4 - 840.6 )
Volurne Invert Avail.Stora e Storage Description
#1 335.00' 516 cf ustaom Stage Data (Irregular)Listed below {Recalc}
Elevation Surf.Area Perim. Voids Inc,Store Curn.Stare Wet-Area
feet (Sq-ft) feet cubic-feet cubic-feet -ft
365.00 215 70.0 40.0 0 0 215
336M 215 70.0 40.0 86 66 285
337.00 215 70.0 100.0 215 301 355
338.00 215 70.0 100.0 215 516 425
Device Routing Invert Outlet Devices
#1 Primary 337.50' 3.0' long x 1.0' breadth OVERFLOW
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
Ooef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
#2 Dlsc2arded 336.00' 3.000 infhr ExfiItration over Surface area
Discarded OutFlovv fvlax=0.09 cfs a 11.55 hrs HUV=335.03' (Free Discharge)
't--2=Exf1ltrat1on (Exfiltration Controls 0.01 cfs)
rimary 0 utF I ow IVlax=0.01 cfs @ 12.85 }yrs IOW=337.6V (Free Discharge)
9=OVERFLOW Melr Controls 0.01 cfs @ 0.29 fps}
PO TMVELOPMENT ]UNTON Type It 24-hr 25 YR Rainfafl=4.20"
Prepared by The E nvi ro n.m e n ta I Design Partnership, LLP printed 9/1412017
H dro ADO 8.50 sin 000476 0 2007 H draCAD Software Solutions LLC Pa e 21
Summary for Pond 2P, RAW GARDEN 41
Inflow Area 0,018 ac, 82,47% Impervious, Inflow Depth � 2,92" for 25 YR event
Inflow 0.09 cfs 11.97 hrs. Volume^ 0.004 of
Outflow = 0.05 cfs 12.46 hrs, Volume= 0,004 af, Atten= 38"10, Lag= 5.7 min
Primary - 0.05 cfs ig 12.06 hrs, Volume= O.004 of
Routing by for-Ind method, Time Span= 5.O MO.00 hrs, dt= 0.05 hrs
Peak Bev= 359.54' @ 12.07 hrs urf.Area= 95 sf Stnrage= 52 cf
Plug-Flow detention time= 24.2 mfn calculated for 0.004 of(100% of Inflow)
Center-cf Mass det. time= 24.2 rain (825.4 - 801.2 )
Volume Invert Avail. tars a Storage Description
#1 359,00, 95 cf Dustorn Stage Data (Irregulsr)LIsted below ( ecalc)
Elevations Surf.Area Perim. Inc. tore Durn3tore Wet-Area
feet (Sq-ft feet cubic-feet cubic-feet (Sq-ft)
859.00 95 45.0 0 0 95
360.00 95 45.0 95 95 140
Device Routing Invert Outlet [devices
#1 Device 2 359.00' 5.000 inlhr FILTER TO UKDERDRAI N over Surface area above Invert
Excluded Surface area = 0 sf
#2 Primary 355.5G' 6.0" x 8.0' long Culvert CPP, square 6d:9e headwa11r Ke= 0.500
Outlet Invert 352,00' S= 0.43757 c^ O.900
n= 0.013 Corrugated PE, smooth interior
#3 Device 2 359.50' &0" Horiz. fl" STANDPIPE Limited to weir flaw C= 0.600
Primary OutFlow Max�0.05 cfs @ 12,06 hg's H =359.54' (Free Discharge)
t--2=Cv[vert (Passes 0.05 cfs of 1.84 cfs potentiaf flow)
LI=FILTER TO UNDERDRAI N (E fi[tration Controls 0.01 cfs)
3 STANDPIPE (Weir Controls 0.04 cfs a 0,63 fps)
Summary for Pond 3P: PERMEABLE PAVERS
Inflow Area = 0.010 ac,100.O0% Impervfous, Inflow Depth > 3.85" for 25 YR event
Inflow - 0.06 cfs @ 11.96 hrs, VeIurne= 0.003 of
Outflow - 0.03 cfs @ 11.99 hrs, Volume 0.003 af, Atten= 45%, Lag;-- 0.0 ruin
Discarded 0.03 cfs (c 11.90 hrs, Volume= 0.003 of
Routing by for-Ind method, Time Span= 5.00-60.00 hrs, dt= 0,05 hrs
Peak Elegy+= 339.00' 12.05 hrs Surf.Aren= 405 sf Storage= 17 cf
Plug-Flow detention time;-- 3.9 min calculated for 0.003 of(100% of Inflow)
Center-of Mass det. tirne= 3.6 min ( 756.0- 762.4 )
Volume Invert Avail. torn a Storage Descrf tion}
#1 338.90' 438 cf Custom Stage Data (Irregular)Usted below (Recalc)
1,096 cf Overall x 40.U% Vcids
PO TDEVELOPMENT DUNTON Type fl 4-hr 25 YR Rainfaff-4.20
Prepared by The Environmental Design Partnership, !_LP Printed 911412017
dro ADS 8.60 stri 000476 0 2007 Hydro CA0 Software SolLAoP. LLC Pace 22
Elevation Surf,Area Perim. lnc.Stom urn. tore l et,Area
feet (sq-ft) feet cubic-feet cubic-feet (sq-ft)
338,90 435 85.0 0 0 435
340.90 435 85.8 870 870 505
341.42 435 55.0 226 1,095 649
Device Routing Invert Cutle# devices
1 Discarded 338.90' 3.000 i n I h r ExfItration over Surface area
scarded OutFlow Max=0.03 cfs a 11.90 hrs H1 =338.94' (Free Discharge)
'[=Exfiltration (.Exflltration Controls 0.03 cfs)
Summary for Pond 4113: RAIN GARDEN ##
Inflow Area 0.019 ac, 91,57% Impervious, Inflow Depth > 0,40" for 25 `E'R event
Inflow = 0.10 cfs @ 11.96 hrs, VofumeT 4.005 of
Outflow = 0.11 cfs @ 11.97 Ctrs, Volume= 0,005 af, Aden= 0%, Lag- 0,6 ruin
Primary = 0.11 cfs @ 11.97 hrs, Volume 0.005 of
Routing by Star-Ind method, Time Span= 5.00--50.00 hrs, dt= 0.05 hrs
Peak Elev= 351.58' @ 11.97 hrs 8 urf_Area= 70 sf Storage= 41 cf
PI ug-Row detentian.time= 19.5 min calculated far 0.005 of(100% of inflow)
Center-of-Mass det. tune= 19.5 min ( 801,8 -782.3 )
Volume Invert Avail. torage Storage Description
#1 301,001 70 cf Custom Stage Data (Irregular)List8d bal.o (Resale)
Elevation urf,Area Perim, Inc-Store Oum. tore Wet,Area
feet (Sq-ft) feet cubic-feet cubic-feet (Sq-ft)
351.00 70 35.0 0 0 70
352.40 70 35.0 70 70 105
Device Routing Invert Outlet Devices
91 Device 2 351.00` 5.000 in1hr FILTER TO UNDERDRAIN over uri'ace area above invert
Excluded Surface area = 0 sf
42 Primary 347,50` 6.0" x 10.0' long Culvert CPP, square edge headwall, 1 e= 0.500
Outlet Invert= 347,00' S;-- 0.0500V Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#3 Device 2 351.50` 6.0" Heriz. 6" STANDPIPE Limited to weir flow C= 0.600
Primary 0utFIow Max=0,10 cfs @ 11.97 hrs H =351.57' (Free Discharge)
16-2;--C u I ve rt (Passes 0.10 cfs of 1.85 cfs potential flow)
LFILTER TO UNDERDRAIN {Exfiltratian Controls 0,01 ofs)
_13:8" STANDPIPE (Weir Controls 0,09 cfs @ 0.85 fps)
PO TDEVELOPMENT_DUNTON Type If 4-hr 25 YR Rain fafi=4.20"
Prepared by The Environmental Design Partnership, LLP POnted 911412017
HydroCADID8.50 sin 600476 C)2007 H droCAL) othvare olutions LLC Page 23
Summary for Pond 5P: RAIN CARDED] #3
Inflow Area = 0.076 ac, 77,29"/b Impervious, Inflow Depth > 2.63" for 25 YID event
Inflow = 0.27 cfs @ 19,97 hrs, Volume= 0.617 of
Outflow 0.05 cfs a 11,80 hrs, Volume= 0.017 af, Attert= S1%, Lag= 0.0 min
Primary = 0.00 cfs @ 11.80 hrs, Volume= 0.097 of
Flouting by Stor-Ind method, Time Span= 5,00-60,00 hrs, dt-- 0.05 hrs
Peals Bev= 350.32' 92.22 hrs Surf.Area=445 sf torage=; 144 0f
Plug-Flow detention time= 15.3 min calculated for 0.017 of(100% of inflow)
Genter�of Mass de#_ time= 15.2 miry ( 834.8- 899.4)
Volume Invert Avail,Stora a Storage Descri tion
#1 350.00" 445 cf Cu.5tom Stage Data (irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc. fere Cum.Store Wet.Area
feet (Sq-ft) feet cubic-feet cubic-fee# (sq-ft)
350.00 445 95.0 0 0 445
351.00 445 95.0 445 445 540
Devioe Routing _ _ Invert Outlet Devices
*1 Device 2 350,00' 5.0001nlhr FILTER TO UNDERaRAI N over Surface area above invert
Excluded Surface area = 0 sf
#2 Pdmary 347.00' 6.D" x 35.0' long OuIvert DPP, square edge headwall, Ke= 0,500
Outlet Invert= 346.50' S= 0.0143 ' Dc= 0.900
n= 0.013 Corrugated PE, smooth interior
#3 Device 2 350.50' 6.0" Horiz. 6_' STANDPIPE Limited to weir flow C= 0.600
rimary OutFlow Max=0.05 cfs @ 11.80 hes HW-350.01' (Free Discharge)
=culvert (Passes 0.05 cfs of 1,32 cfs potential flow)
1=FILTER TO UNDERDRAIN (E filtraation Controls 4.05 cfs)
3=6" STANDl IPE (Ccntrols 4.00 cfs)
Summary for Gond P: RAIN CARDED 44
tnflow Area = 0.010 ac, 78.16% Impervious, Inflow Depth = 2.64" for 25 YR event
Inflow - 0.04 efs @ 11.97 hrs, Volume= 0.002 of
Outflow 4.01 cfs @, 11.70 hrs, Volume 0.002 af, Man= BW Lag= 0.0 min
Discarded = 0.01 cfs c 11.70 hrs, Volume= 0,002 of
Primary = 4.00 ds @ 6.00 hrs, Volume= 0.000 of
Routing by for-Ind method, Time Spann 5.00-60,00 hrs, dt^ 0.06 hrs
Peak EIev= 337.05' @ 12,33 hrs Surf.Area= 75 sf Storage= 33 cf
Plug-Flow€Ietiantion Iime-- 43.3 min calculated for 4,002 of (100% of inflow)
Center-of-Mass det, bene= 43.3 min ( 854.7- 811.4 )
PO TDEVELOPMENT DUNTON Type P 4-hr 25 YR Rain faff--4. 0„
Prepared by The Environmental Design Partnership, LLP Printed M4/2017
H yd roCAD9 8.50 s!n 000 176 O 2007 HydrL-CAU Software Solutions LLC Paae 24,
Volume Invert Avaii. tora a Storage Description
#1 336.00' 180 cf Custom Stage Data (Irregu,lar)Lisled be]ow (Re calc)
Elevation urf.Area Perim. Voids Inc_ tore Gum. tore VVst.Are2a
feat 000 feet % cubic-feet cubic-feet s -ft
336.00 75 35.0 40.0 0 0 75
337.00 75 35.0 40.0 30 3l? 110
338,00 75 35.0 100.0 75 105 145
339.00 75 35.0 100.0 75 180 180
Device Routing Invert Outlet Devices _
##1 Primary 338.50' 3.0' long x 1.0' breadth OVERFLOW
Head (feet) 0.20 0.40 0,60 0.80 1.00 1,20 1.40 1.60 1 _s0 2.00
2.50 3.00
Oaef. (English) 2.69 2.72 2.75 2.85 2.98 3,08 3.20 3.28 3.31
3.30 3.31 3.32
##2 Discarded 305,00' 3.000 inthr Wiltration over Surface area
Discarded OutFlo Ma =0.01 cfs @ 11.70 hrs H1 =33 .04' (Free Discharge)
"r--2=Exfiltrat1on (Exfiltrabon Controls 0.01 cfs)
Primary outnow [fax=0,00 Cf5 1@ 5.00 hrs HHV=338.00` (Free Discharge)
't-1 mOVERFLO ( Controls 0.00 cfs)
Summary for Pond 7P: RAIN GARDEN #5
Cnflow Area = 0.010 ac, 78.16% 1mpervlous, Inflow Depth = 2,64" for 25 YR event
Inflow = 0.04 cfs a 91.97 hrs, Volume= 0.002 of
Outflow = 0.01 cfs @ 11.70 hrs, Volume= 0.002 af, Atten= 88%, Lag= 0.0 rain
Discarded = 0.01 cfs @ 11.70 hrs, Volume= 0.002 of
Primary = 0.00 cfs @ 5.00 hrs, Volume- 0.400 of
Routing by Ston-Ind rnethod, Tjme Span= 5.0060.00 hrs, dt= 0.05 hrs
Peak Elev= 937.05' @ 12.33 hrsSurf-Area= 75 sf Storage= 33 cf
Plug-Flow deterttiort time= 43.3 min cnIculated for 0.002 of(100% of inflow)
Center-of-Mass det. time= 43.3 rain ( 854.7 - 811,4 )
Volume Invert Avail. tcrage Storage Description _
#1 336.00' 180 cf Custom Stage Data (Irregular)Listed below (Recalc) -
Elevation Surf.Area Perim. Voids lnc.Store Cum-Store Wet.Area
Leet) (sq-ft) feet "A) (cubic-feet) (cubic-feet s -ft)
336.00 75 35,0 40.0 0 0 75
337.00 75 35.0 40.0 30 30 110
338.00 75 35.0 100.0 75 105 145
339,00 75 35.0 100.0 75 180 180
Device Routing Invert Outlet Devices
#1 Primary 338.50' 3.0' long x 1,0' breadth OVERFLOW
Head (feet) 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
PO TDEVELI PME T DUT TON Type I! 24-hr 25 YR Rainfall-4.20"
Prepared by The Environmenta I Design Partnership, LLP Printed 9//412017
H droCAEG 8.50 sin 000476 0 2007 Fi dro AD Software Solutions LLQ Pago 25
2.50 100
oef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
#2 Discarded 336.00' 3.000 in/hr Exflltration over Surface area
Miscarded OutFlow MaxT0,01 cfs 11,70 hrs HW=336.04' (Free Discharge)
E01tratior, {Exfiftration Controls 0.01 ofs)
rlrnary Ou#Flow I ax=0.00 cfs @ 5.00 hrs HW--33 .00' (Free Discharge)
=OVERFLOW ( Controls 0.00 cfs)
Summary for Link A. LAME GEORGE
Inflow Area 0.708 ac, 30.37% Impervious, Inflow Depth > 1.43" for 25 YR event
Inflow - 1.42 cfs @ 11.99 hrs, Volume= 0.084 of
Primary - 1.42 cfs @ 11.99 hrs, Volume= 0.084 af, Atten, 0%. Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-60.08 hrs, dt= 0.05 hrs