20130354 Ver 1_Stormwater Approval_20130816

Strickland, Bev
From: Nagy, Eho[onagy@emhLoon]
Sent: Friday, August 10.20132:00PIVI
To: Strickland, Bev
Cc: Lucas, Annotto� Johnson, Alan� Mangas.Joffmy
Subject: RE: Submittal ofastonnwatermanagement plan
Attachments: 1745-001.pdf-I WCC Site Plans.pdf-I Final Stormwater Report 7-2-13.pdf
This pertains to the 4O1 permit for West [abarrus Church Road Extension (DVVQ#: 13-0354). The City of Concord, the
delegated stormwater authority, has approved the written stormwater management plan for the project (see attached
email). Also attached is the approved version of the Stormwater Management Plan and the Site Plans. This should fulfill
Condition 7of the 4O1permit.
Let me know if you need anything further.
Eric Nagy
Environmental Scientist
��K����T
�~.,^^ ^-/
Engineers, Surveyors, Planners, Scientists
oonn New Albany Road, Columbus, oH4ano4
v. 614.775.4518 | f. 614.775.4802 |
emht.com
From: Lucas, Annette
Sent: Friday, August 16, 2013 1:22 IPM
To: Nagy, Eric
Cc: Strickland, Bev
Subject: Submittal ofastormwater management plan
Eric,
Please work with Beverly, copied above, to coordinate your submittal of the approved stormwater management plan for
your project.
Thanks,
Annette
Annette M. Lucas, PE
Environmental Engineer
lVCI}ElVR I I}EINLR I BtormwaterPrngracu
I85O Mail Service Center, Raleigh, lVC 27699 -1650 (D�ail)
512 N. Salisbury St, Raleigh, NC 27804 1 Q'u Floor (.Looatiora8n Parcels)
Phone: (9I9) 807-838I 1 Fax: [phone] Email:
Weboite:
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Naqv, Eric
From:
Doug Miller <[e-mail]>
Sent:
Tuesday, August 13, 2013 12:06 PM
To:
Mangas, Jeffrey
Cc:
Nagy, Eric
Subject:
RE: West Cabarrus Church Road and Ball field - 404/401 Permits: Concord Auto Plaza
Follow Up Flag:
Follow up
Flag Status:
Flagged
um
Your stormwater plan for both the West Cabarrus and Hendrick Automotive Concord Auto Plaza have been reviewed
and found to meet the city of concord and the NCDENR Stormwater manual guidelines. Upon completion of the wo
we will need as-built certifications included corrected drawing for the stormwater BIVIPs. We have checklists availab
• line under our stormwater website for the BIVIPs. If you have any questions, please feel free to call me.
01, 111; Ell 11 Ili 11MR-3821111121! 1' 1 ,
•
G. Douglas Miller PE
Project Engineer and Code Enforcement Officer
City of Concord
Stormwater Services
704-920-5376
[e-mail]
From: Jeffrey Mangas [mailto:[e-mail]]
Sent: Monday, July 29, 2013 6:37 AM
To: Doug Miller
Cc: Eric Nagy
Subject: West Cabarrus Church Road and Ball field - 404/401 Permits
Doug,
The impacts associated with the Nationwide Permits for the stream crossing on the West Cabarrus Church ball field plan
are on hold pending stormwater management plan approval. With the latest submittal, I believe we have addressed all of
your comments on the stormwater management plan. If cill of your comments are addressed, is a confirmation that you can
provide which can be forwarded onto NCDENR on stormwater management plan approval in order to begin the stream
work? As always, thanks for your help Doug.
Jeff Mangas
Project Manager

er4l�i�rP,��
����y)7gGlylfi»
301 McCullough Dr. Suite 109
Charlotte, NC 28262
Phone: 704 - 548 -0333
Toll Free: 1- 888 - 775 -EMHT
M` if e
lF,
ter Management Report
West Cabarrus Church
ndrick Automotive Group
May 22, 2013
Revised July 2, 2013

1.0 INTRODUCTION
The West Cabarrus Church property is constructing a new access driveway for access to the ball
field and for existing church traffic to Papa Joe Hendrick Boulevard in the City of Concord. The
proposed driveway is a two (2) lane road connecting the southerly church parking lot cul -de -sac
to the referenced Auto Plaza road. The existing site area is mostly wooded with a small portion
grassed and paved. The stormwater management plan proposes to use (1) surface sand filter
and (1) dry basin systems to meet NC DENR water quality requirements and City of Concord
release rate requirements for the 1 -year and 10 -year storms. The area drainage area
discharges to an existing drainage ditch and will be maintained in the post development condition.
2.0 EXISTING HYDROLOGY
An existing conditions hydrology exhibit is shown within the construction plan set. The majority of
the site is wooded in good hydrologic condition in predominantly Type C soils. Small areas of
pavement and grass do exist in portions of the project site. The site drains to an un -named ditch
which ultimately drains into Keasler Lake. The time of concentration was set at 5 minutes because
of the short travel paths, time of concentration calculations are included within the HydroCAD
output in Appendix A.
Rainfall Depths
Storm Event
Rainfall Depth
Rainfall Distribution
WQ
1.00
6 -hr Type II
1 -year
2.90
24 -hr Type II
10 -year
5.10
24 -hr Type II
50 -year
6.80
24 -hr Type II
3.0 PROPOSED CONDITIONS
The proposed site consists of a two (2) lane roadway, a water quality Forebay /Sandfilter
Structure and a Dry Detention Basin. The driveway pavement and grassed shoulder stormwater
runoff overland flows to a local depression where two (2) curb inlets collect the runoff and
conveys it to the stormwater management structures. A stormwater splitter box is used to split the
water quality (WQ) 1 inch rainfall from the higher rainfall rates; WQ flow is directed to the
Forebay / Sandfilter Structure and the higher rainfall flows are directed to the Dry Detention
Basin. Output from the HydroCAD model is included in Appendix A. Some key elements of the
spreadsheet are as follows:
1. Actual percent of pervious and impervious areas were calculated.
2. The travel paths for the stormwater runoff were very short; therefore, the Time of
Concentration (Tc) was assumed to be 5 minutes for all subareas.
3. The splitter box outlet control device controlling the flows to the Forebay / Sand Filter was
sized and modeled such that the full 1 inch rainfall runoff (0.35 cfs) and very little (max

+0.16 for l 00yr) of the higher rainfall runoff is directed to the proposed Forebay / Sand
Filter.
4. The Forebay volume is 20% of the design water quality volume (WQv).
5. The combined Forebay / Sand Filter was modeled for the WQ through 100 year storm
events. The differential HWL is 0.32 ft or 3 3 /a ". The 100 year storm event HWL does not
overflow the structure top of bank.
6. Emergency spillways are provided on both the water quality and Dry Detention Basin
structures.
4.0 STRUCTURE CONVEYANCE SUMMARY TABLES
Splitter Box
The splitter box consists of a 48 inch diameter manhole, outlet piping and interior concrete weir
wall. The outlet pipe to the Forebay / Sandfilter is a 12 inch open diameter pipe. The outlet pipe
to the Dry Detention Basin is an open 15 inch diameter pipe. The weir wall is a 6 inch concrete
solid wall with crest set at the WQ event HWL of the Forebay /Sandfilter basin.
Forebay / Sand Filter
The Forebay / Sand Filter structure was designed to convey the water quality storm event runoff
through the forebay by passing through a stone divider embankment to the sand filter basin. The
forebay and sand filter are designed to NCDENR criteria. The sand filter passes the stormwater
through an 18 inch sand media to a perforated PVC pipe underdrain system before discharging
to the existing drainage ditch described above. The WQ through 100 year events are conveyed
through this structure. An emergency spillway to the Dry Detention Basin is included in this structure.
Forebay / Sand Filter Summary Table
Event
Peak Inflow (cfs)
Peak Discharge
(cfs)
Peak HWL (ft)
Peak Storage
(cu -ft)
WQ
0.35
0.01
627.99
397
1
0.43
0.01
628.14
487
10
0.48
0.01
628.24
550
25
1 0.48
0.01
628.26
560
50
0.49
0.01
628.27
571
100
0.51
0.01
628.31
592
Dry Detention Basin
All events greater than the WQ storm events are diverted to the Dry Detention Basin. The inflow
quantity includes the area of the basin. The basin outlet is controlled by a concrete box structure.
The primary control is a very short 12 inch diameter inlet pipe with a cap having a 5 inch
diameter hole cut with invert set at pipe invert. The secondary outlet is the top of the box structure.
A 24 feet long emergency weir is included along the top of the detention basin. The 100 year

event HWL will not top the detention basin crest of 631.00. Each post development peak flow
rate is less than the same year pre - development peak flow rate for the total watershed of the
improvement area.
Dry Detention Basin Summary Table
Event
Pre -Dev Peak
Flow (cfs)
Post -Dev
Inflow (cfs)
Post Dev
Routed Peak
(cfs)
Basin Peak
HWL (ft)
Basin Peak
Storage (cu -ft)
1
0.76
1.50
0.73
627.91
564
10
2.15
3.08
1.02
629.13
1,597
25
2.77
3.72
1.12
629.55
2,071
50
3.33
4.28
1.19
629.90
2,510
100
3.90
4.84
2.66
630.09
2,768

APPENDIX A:
Stormwater Management Calculations

West Cabarrus Church Driveway
Stormwater Management Calculations (7- 02 -13)
Notes
Predeveloped Calculations
Total Area (ac)
Existing Woods Type B (RCN =55)
Existing Woods Type C (RCN =70)
Open Space Type B (RCN =61)
Open Space Type C (RCN =74)
Existing Impervious Area
Composite RCN
Tc (min)
1 -year Peak (cfs)
10 -year Peak (cfs)
Post Developed Subareas
System G
0.46 0.46 acres total
0.36
0.02
0.08 0.08 acres of impervious area existing condition
75 RCN based on existing conditions
5
0.76
2.15
0.46 acres total
undetained peak
undetained peak
0.28 existing impervious area treated
0.00 proposed impervious area not treated for water quality
Sand Filter
Subarea
System G
Area (ac)
0.46
% Imp
61%
RCN
89
Tc
5
1 -year Peak (cfs)
1.5
10 -year Peak (cfs)
3.08
Allowable Release Rate
Total Area within Pre Subarea
0.46
Existing Woods Type B (RCN =55)
0
Existing Woods Type C (RCN =70)
0.36
Open Space Type B (RCN =61)
0
Open Space Type C (RCN =74)
0.02
Existing Impervious Area
0.08
Composite RCN
75
Applied Existing Impervious Area
0.00
Modified RCN
75
Tc (min)
5
Total 1 -year Peak (cfs)
0.76
Total 10 -year Peak (cfs)
2.15
Pro -rated 1 -year Allowable (cfs)
0.76
Pro -rated 10 -year Allowable (cfs)
2.15
Water Quality Calculations
Impervious Area Treated
0.28
Impervious Area not Treated
0.00
%Imp
61
Rv
0.599
WQv (ac ft)
0.02
WQv (cu ft)
1000
75% WQv (cu ft)
750
0.46 acres total
undetained peak
undetained peak
0.28 existing impervious area treated
0.00 proposed impervious area not treated for water quality

Stormwater Management and Water Quality Calculations
Step 1: Determine oredevelooed peak flow rates
Predeveloped Calculations
POI 1
Rainfall
Depths
Total Area (ac)
23.05
Year
24-hr Rain (in)
Existing Woods Type B (RCN -55)
1
2.,90
Existing Woods Type C (RCN -70)
10
5.10
Open Space Type B (RCN -61)
25
6.00
Open Space Type C (RCN -74)
23.05
50
6.80
Onsite Existing Impervious Area
acres of impervious area existing condition
100
x.60
Offsite Existing Impervious Area
acres of impervious area existing condition
Composite RCN
7-,
RCN based on existing conditions
Tc (min)
22.8
1 -year Peak (cfs)
t8 Au
Based on modified RCN
10 -year Peak (cfs)
x.64
Based on modified RCN
Step 2: Determine post - developed peak flow rates
Post - developed
Area (sf)
0 Au
acres
Tc (min)
5.0
Impervious Area (sf)
0.28
acres
Pervious Area (sf)
0.15
RCN
89
Post - developed Peak Flow Rates (w /o detention)
Storm Event
(yr)
(cfs)
1
t 50
10
3.08
Step 3: Design Sand Filter for Subarea B
Sand Filter Design - NC DENR Chapter 11
Onsite Area -
0.46 acres
%Impervious-
61%
Rv -
0.60
WQ Rain -
WQv -
998 cu -ft
75% WQV -
749 cu -ft
Determine filter bed and sedimentation basin surface
areas with
respect to water qualityvolume
and maximum head
Hmax-
WQv(adj) /(As
+Af)
Hmax-
3.00 ft
As +Af-
250 sq -ft
Minimum surface area of filter bed
Minimum Af- (WQv)(df) /(k)(t)(ha
+df)
WQv-
749 cu -ft
water quality volume
df-
..5 ft
depth of sand filter bed
k-
3.5 ft/day
coefficient of permeability
t-
Lub days
time required to drain
ha -
1.50 ft
average head
Min. Af-
86 sq -ft
minimum area ofsand filter
Actual Sand Area -
109 sq -ft
actual area of sand filter
Minimum surface area of sedimentation chamber
Min. As-
164 sq -ft
(per As +Af)
Min. As -
66 sq -ft
(per Camp Hazen Equation)
Actual Area-
tu5sq -ft
Stage Discharge Calculation - Sand Filter Only
Do - Af(k)(hf +df) /df
Af -
109 sf
k -
3.5 ft/day
df-
1.5 ft
hf
Do
Do
(ft)
0.00
0.00 cf /day
0.000 cfs
660.0
0.10
407 cf /day
0.005 cfs
660.1
0.20
432 cf /day
0.005 cfs
660.2
0.50
509 cf /day
0.006 cfs
660.5
1.00
636 cf /day
0.007 cfs
661.0
2.00
890 cf /day
0.010 cfs
662.0
3.00
1145 cf /day
0.013 cfs
663.0
4.00
1399 cf /day
0.016 cfs
664.0
5.00
1653 cf /day
0.019 cfs
665.0
6.00
1908 cf /day
0.022 cfs
666.0
Determine Drawdown Time of Sand Filter
Drawdown time must be less than 40 hours
Drainage Area -
0.46
acres
WQv -
992
cu -ft
Water Quality Event: 1 ", 6 -hr
event, Type II distribution
Drawdown Time -
211
hours
(see HydroCAD output)

APPENDIX B:
HydroCAD Output

9S ,\24S 6P
Road G -Pre Total
Road G -Post to DET DET Pond G
Pond G
Subcat Reach on Link Drainage Diagram for 20130036 Pond G
Prepared by {enter your company name here }, Printed 7/2/2013
HydroCADO9.10 s/n 03828 ©2009 HydroCAD Software Solutions LLC

20130036 Pond G
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u m be rs)
0.250
70
Woods, Type C (9S)
0.110
70
Woods, Type C SWM Struct (9S)
0.020
74
>75% Grass cover, Good, HSG C (9S)
0.180
74
>75% Grass cover, Good, HSG C Road (24S)
0.080
98
Paved - Impervious (9S)
0.280
98
Paved - Impervious Road (24S)
0.920
TOTAL AREA

20130036 Pond G
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.200
HSG C 9S, 24S
0.000
HSG D
0.720
Other 9S, 24S
0.920
TOTAL AREA

20130036 Pond G Type 11 24 -hr 1 -yr Rainfall= 2.90"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 4
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment9S: Road G -Pre Total Runoff Area =0.460 ac 17.39% Impervious Runoff Depth = 0.90"
Tc =5.0 min CN =75 Runoff =0.76 cfs 0.034 of
Subcatchment24S: Road G -Post to DIET Runoff Area =0.460 ac 60.87% Impervious Runoff Depth= 1.81"
Tc =5.0 min CN =89 Runoff =1.50 cfs 0.069 of
Pond 26P: DIET Pond G Peak Elev= 627.91' Storage =564 cf Inflow =1.50 cfs 0.069 of
Discarded =0.01 cfs 0.005 of Primary =0.72 cfs 0.064 of Secondary=0.00 cfs 0.000 of Outflow =0.73 cfs 0.069 of
Total Runoff Area = 0.920 ac Runoff Volume = 0.104 of Average Runoff Depth = 1.35"
60.87% Pervious = 0.560 ac 39.13% Impervious = 0.360 ac

20130036 Pond G Type 11 24 -hr 1 -yr Rainfall= 2.90"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 9S: Road G -Pre Total
Runoff = 0.76 cfs @ 11.97 hrs, Volume= 0.034 af, Depth= 0.90"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 1 -yr Rainfall= 2.90"
Area (ac) CN Description
0.020 74 >75% Grass cover, Good, HSG C
0.080 98 Paved - Impervious
0.250 70 Woods, Type C
0.110 70 Woods, Type C SWM Struct
0.460 75 Weighted Average
0.380 82.61 % Pervious Area
0.080 17.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 9S: Road G -Pre Total
Hydrograph
0.8
0.76 cfs ❑Runoff
0.75 Type 11 24 -hr 1 -yr
0.7
0.65 Rainfall =2.90"
0.6 Runoff Area =0,460 ac
0.55-' Runoff Volume =0.034 of
0.5
0.45 Runoff Depth = 0.90"
L 0.35 0.4
LL Tc =5.0 min
0.3. CN =75-
0.25
0.2
0.15'
0.1
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 1 -yr Rainfall= 2.90"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 24S: Road G -Post to DET Pond G
Runoff = 1.50 cfs @ 11.96 hrs, Volume= 0.069 af, Depth= 1.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 1 -yr Rainfall= 2.90"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C Road
0.280 98 Paved - Impervious Road
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 24S: Road G -Post to DET Pond G
.., ..
1.50 CfS ❑Runoff
Type 11224 -hr 1 -yr
Rainfall= 2.90"
Runoff Area =0.460 ac
Runoff Volume =0.069 of
Runoff Depth = 1.81"
LL Tc =5.0 min
CN =89
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 1 -yr Rainfall= 2.90"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Pond 26P: DET Pond G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 1.81" for 1 -yr event
Inflow = 1.50 cfs @ 11.96 hrs, Volume= 0.069 of
Outflow = 0.73 cfs @ 12.05 hrs, Volume= 0.069 af, Atten= 52 %, Lag= 5.2 min
Discarded = 0.01 cfs @ 12.05 hrs, Volume= 0.005 of
Primary = 0.72 cfs @ 12.05 hrs, Volume= 0.064 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 627.91' @ 12.05 hrs Surf.Area= 643 sf Storage= 564 cf
Plug -Flow detention time= 5.9 min calculated for 0.069 of (100% of inflow)
Center -of -Mass det. time= 5.9 min ( 817.0 - 811.1 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 4,224 cf DET Pond G (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
626.50 25 0 0
627.00 380 101 101
628.00 670 525 626
629.00 1,001 836 1,462
630.00 1,371 1,186 2,648
631.00 1,781 1,576 4,224
Device Routing Invert Outlet Devices
#1 Primary 626.50' 5.0" Vert. Orifice /Grate C= 0.600
#2 Secondary 630.00' 24.0' 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
#3 Discarded 626.50' Special & User - Defined
Head (feet) 0.00 0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
0.019 0.022
Discarded OutFlow Max =0.01 cfs @ 12.05 hrs HW= 627.90' (Free Discharge)
L3= Special & User - Defined (Custom Controls 0.01 cfs)
Primary OutFlow Max =0.72 cfs @ 12.05 hrs HW= 627.90' (Free Discharge)
L1= Orifice /Grate (Orifice Controls 0.72 cfs @ 5.26 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 626.50' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond G Type 11 24 -hr 1 -yr Rainfall= 2.90"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 8
cfs
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)
❑ Inflow
Outflow
Discarded
❑ Primary
❑ Secondary

20130036 Pond G Type 11 24 -hr 10 -yr Rainfall=5. 10 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 9
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment9S: Road G -Pre Total Runoff Area =0.460 ac 17.39% Impervious Runoff Depth= 2.53"
Tc =5.0 min CN =75 Runoff =2.15 cfs 0.097 of
Subcatchment24S: Road G -Post to DIET Runoff Area =0.460 ac 60.87% Impervious Runoff Depth= 3.87"
Tc =5.0 min CN =89 Runoff =3.08 cfs 0.148 of
Pond 26P: DIET Pond G Peak Elev= 629.13' Storage =1,597 cf Inflow =3.08 cfs 0.148 of
Discarded =0.01 cfs 0.008 of Primary =1.02 cfs 0.141 of Secondary=0.00 cfs 0.000 of Outflow =1.03 cfs 0.148 of
Total Runoff Area = 0.920 ac Runoff Volume = 0.245 of Average Runoff Depth = 3.20"
60.87% Pervious = 0.560 ac 39.13% Impervious = 0.360 ac

20130036 Pond G Type 11 24 -hr 10 -yr Rainfall=5. 10 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 9S: Road G -Pre Total
Runoff = 2.15 cfs @ 11.96 hrs, Volume= 0.097 af, Depth= 2.53"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 10 -yr Rainfall = 5.10"
Area (ac) CN Description
0.020 74 >75% Grass cover, Good, HSG C
0.080 98 Paved - Impervious
0.250 70 Woods, Type C
0.110 70 Woods, Type C SWM Struct
0.460 75 Weighted Average
0.380 82.61 % Pervious Area
0.080 17.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 9S: Road G -Pre Total
:ER, ..r
2.1 5 CfS ❑Runoff
2 Type II 24 -hr 10 -yr
Rainfall= 5.10"
Runoff Area =0.460 ac
Runoff Volume =0.097 of
Runoff Depth= 2.53"
Te =5.0 min
CN =75
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 10 -yr Rainfall=5. 10 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 24S: Road G -Post to DET Pond G
Runoff = 3.08 cfs @ 11.96 hrs, Volume= 0.148 af, Depth= 3.87"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 10 -yr Rainfall = 5.10"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C Road
0.280 98 Paved - Impervious Road
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 24S: Road G -Post to DET Pond G
.., ..
3.08 CfS ❑Runoff
3 Type 11 24 -hr 10 -yr
Rainfall= 5.10"
Runoff Area =0.460 ac
Runoff Volume =0.148 of
2.
Runoff Depth= 3.87"
LL Tc =5.0 min
CN =89
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 10 -yr Rainfall=5. 10 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 12
Summary for Pond 26P: DET Pond G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 3.87" for 10 -yr event
Inflow = 3.08 cfs @ 11.96 hrs, Volume= 0.148 of
Outflow = 1.03 cfs @ 12.07 hrs, Volume= 0.148 af, Atten= 66 %, Lag= 6.6 min
Discarded = 0.01 cfs @ 12.07 hrs, Volume= 0.008 of
Primary = 1.02 cfs @ 12.07 hrs, Volume= 0.141 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 629.13' @ 12.07 hrs Surf.Area= 1,050 sf Storage= 1,597 cf
Plug -Flow detention time= 10.4 min calculated for 0.148 of (100% of inflow)
Center -of -Mass det. time= 10.4 min ( 800.0 - 789.6 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 4,224 cf DET Pond G (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
626.50 25 0 0
627.00 380 101 101
628.00 670 525 626
629.00 1,001 836 1,462
630.00 1,371 1,186 2,648
631.00 1,781 1,576 4,224
Device Routing Invert Outlet Devices
#1 Primary 626.50' 5.0" Vert. Orifice /Grate C= 0.600
#2 Secondary 630.00' 24.0' 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
#3 Discarded 626.50' Special & User - Defined
Head (feet) 0.00 0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
0.019 0.022
Discarded OutFlow Max =0.01 cfs @ 12.07 hrs HW= 629.13' (Free Discharge)
L3= Special & User - Defined (Custom Controls 0.01 cfs)
Primary OutFlow Max =1.02 cfs @ 12.07 hrs HW= 629.13' (Free Discharge)
L1= Orifice /Grate (Orifice Controls 1.02 cfs @ 7.49 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 626.50' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond G Type 11 24 -hr 10 -yr Rainfall=5. 10 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 13
3.08 cfS
cfS
0.00 cfS
Pond 26P: DET Pond G
Inflow Area = 0.460 ac
Peak Elev= 629.13'
Storage =1,597 cf
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)
j FD M] nflo w
Outflow
Discarded
Primary
Secondary

20130036 Pond G Type 11 24 -hr 25 -yr Rainfall= 6.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 14
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment9S: Road G -Pre Total Runoff Area =0.460 ac 17.39% Impervious Runoff Depth= 3.28"
Tc =5.0 min CN =75 Runoff =2.77 cfs 0.126 of
Subcatchment24S: Road G -Post to DIET Runoff Area =0.460 ac 60.87% Impervious Runoff Depth= 4.74"
Tc =5.0 min CN =89 Runoff =3.72 cfs 0.182 of
Pond 26P: DIET Pond G Peak Elev= 629.55' Storage =2,071 cf Inflow =3.72 cfs 0.182 of
Discarded =0.01 cfs 0.008 of Primary =1.11 cfs 0.173 of Secondary=0.00 cfs 0.000 of Outflow =1.12 cfs 0.182 of
Total Runoff Area = 0.920 ac Runoff Volume = 0.307 of Average Runoff Depth = 4.01"
60.87% Pervious = 0.560 ac 39.13% Impervious = 0.360 ac

20130036 Pond G Type 11 24 -hr 25 -yr Rainfall= 6.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 9S: Road G -Pre Total
Runoff = 2.77 cfs @ 11.96 hrs, Volume= 0.126 af, Depth= 3.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 25 -yr Rainfall= 6.00"
Area (ac) CN Description
0.020 74 >75% Grass cover, Good, HSG C
0.080 98 Paved - Impervious
0.250 70 Woods, Type C
0.110 70 Woods, Type C SWM Struct
0.460 75 Weighted Average
0.380 82.61 % Pervious Area
0.080 17.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 9S: Road G -Pre Total
Hydrograph
3 2.77 YS-1 ❑Runoff
Type 11 24 -hr 25 -yr
Rainfall= 6.00"
Runoff Area =0.460 ac
2 Runoff Volume =0.126 of
Runoff Depth= 3.28"
LL Tc =5.0 min
CN =75
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 25 -yr Rainfall= 6.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 24S: Road G -Post to DET Pond G
Runoff = 3.72 cfs @ 11.96 hrs, Volume= 0.182 af, Depth= 4.74"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 24 -hr 25 -yr Rainfall= 6.00"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C Road
0.280 98 Paved - Impervious Road
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 24S: Road G -Post to DET Pond G
Hydrograph
4 3.72 cfs ❑Runoff
Type 11 24
25 -yr
Rainfall= 6.00"
3 Runoff Area =0.460 ac
Runoff Volume =0.182 of
Runoff Depth= 4,74 "_
2-
LL Tc =5.0 min
CN =89
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type 11 24 -hr 25 -yr Rainfall= 6.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond 26P: DET Pond G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 4.74" for 25 -yr event
Inflow = 3.72 cfs @ 11.96 hrs, Volume= 0.182 of
Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.182 af, Atten= 70 %, Lag= 7.0 min
Discarded = 0.01 cfs @ 12.07 hrs, Volume= 0.008 of
Primary = 1.11 cfs @ 12.07 hrs, Volume= 0.173 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 629.55' @ 12.07 hrs Surf.Area= 1,205 sf Storage= 2,071 cf
Plug -Flow detention time= 12.3 min calculated for 0.181 of (100% of inflow)
Center -of -Mass det. time= 12.3 min ( 796.2 - 784.0 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 4,224 cf DET Pond G (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
626.50 25 0 0
627.00 380 101 101
628.00 670 525 626
629.00 1,001 836 1,462
630.00 1,371 1,186 2,648
631.00 1,781 1,576 4,224
Device Routing Invert Outlet Devices
#1 Primary 626.50' 5.0" Vert. Orifice /Grate C= 0.600
#2 Secondary 630.00' 24.0' 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
#3 Discarded 626.50' Special & User - Defined
Head (feet) 0.00 0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
0.019 0.022
Discarded OutFlow Max =0.01 cfs @ 12.07 hrs HW= 629.55' (Free Discharge)
L3= Special & User - Defined (Custom Controls 0.01 cfs)
Primary OutFlow Max =1.11 cfs @ 12.07 hrs HW= 629.55' (Free Discharge)
L1= Orifice /Grate (Orifice Controls 1.11 cfs @ 8.12 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 626.50' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond G Type 11 24 -hr 25 -yr Rainfall= 6.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 18
Pond 26P: DET Pond G
0.00 cfS
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 19
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment9S: Road G -Pre Total Runoff Area =0.460 ac 17.39% Impervious Runoff Depth = 0.03"
Tc =5.0 min CN =75 Runoff =0.01 cfs 0.001 of
Subcatchment24S: Road G -Post to DIET Runoff Area =0.460 ac 60.87% Impervious Runoff Depth = 0.28"
Tc =5.0 min CN =89 Runoff =0.35 cfs 0.011 of
Pond 26P: DIET Pond G Peak Elev= 626.88' Storage =61 cf Inflow =0.35 cfs 0.011 of
Discarded =0.01 cfs 0.001 of Primary =0.27 cfs 0.010 of Secondary=0.00 cfs 0.000 of Outflow =0.28 cfs 0.011 of
Total Runoff Area = 0.920 ac Runoff Volume = 0.012 of Average Runoff Depth = 0.16"
60.87% Pervious = 0.560 ac 39.13% Impervious = 0.360 ac

20130036 Pond G Type// 6-hr wq Rainfall=1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD@9.10 s/n03828 @2009 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 9S: Road G-Pre Total
Runoff = 0.01 cfs @ 3.05 hrs, Volume= 0.001 af, Depth= 0.03"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.02 hrs
Type 11 6 -hr wq Rainfall=1.00"
Area (ac) CN Description
0.020 74 >75% Grass cover, Good, HSG C
0.080 98 Paved-Impervious
0.250 70 Woods, Type C
0.110 70 Woods, Type C SWM Struct
0.460 75 Weighted Average
0.380 82.61 % Pervious Area
0.080 17.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 9S: Road G-Pre Total
HER=
0.
0. 0 1
cfs
0.
Type 11
0.006
6-hr wq
0.006
0.005
Rainfal1=1 .00"
0.005
Runoff Area=0.460 ac
0.004.
F
U
0.004
Runoff Volume=0.001 of
0 0.003-
LL
'N
Runoff Depth=0.03"
0.003-
Tc=6.0 min
0.002-
CN=75
0.002
0.0017
0.001:
0.0007
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 24S: Road G -Post to DET Pond G
Runoff = 0.35 cfs @ 2.97 hrs, Volume= 0.011 af, Depth= 0.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 6 -hr wq Rainfall= 1.00"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C Road
0.280 98 Paved - Impervious Road
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Ex Cond Roadway G
Subcatchment 24S: Road G -Post to DET Pond G
Hydrograph
0 0.35 cfs ❑Runoff
o.
0.34 Type 11
0.32 6-hr wq
0.3 .
0.28 Rainfall =1.00"
0.26
0.24 Runoff Area =0.460 ac
0.22 Runoff Volume =0.011 of
0.2
0.18 Runoff Depth =0.28"
0.16
0.14 Tc =5.0 min
0.12 CN =89
0.1
0.08
0.06
0.04
0.02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

20130036 Pond G Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 22
Summary for Pond 26P: DET Pond G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 0.28" for wq event
Inflow = 0.35 cfs @
2.97 hrs, Volume= 0.011 of
Outflow = 0.28 cfs @
3.02 hrs, Volume= 0.011 af, Atten= 21 %, Lag= 2.7 min
Discarded = 0.01 cfs @
3.02 hrs, Volume= 0.001 of
Primary = 0.27 cfs @
3.02 hrs, Volume= 0.010 of
Secondary = 0.00 cfs @
0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method,
Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 626.88' @ 3.02 hrs
Surf.Area= 295 sf Storage= 61 cf
Plug -Flow detention time= 3.3 min calculated for 0.011 of (100% of inflow)
Center -of -Mass det. time= 3.3 min ( 218.6 - 215.3 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 4,224 cf DET Pond G (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (sq -ft)
(cubic -feet) (cubic -feet)
626.50 25
0 0
627.00 380
101 101
628.00 670
525 626
629.00 1,001
836 1,462
630.00 1,371
1,186 2,648
631.00 1,781
1,576 4,224
Device Routing Invert
Outlet Devices
#1 Primary 626.50'
5.0" Vert. Orifice /Grate C= 0.600
#2 Secondary 630.00'
24.0' 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
#3 Discarded 626.50'
Special & User - Defined
Head (feet) 0.00 0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
0.019 0.022
Discarded OutFlow Max =0.01 cfs @ 3.02 hrs HW= 626.88' (Free Discharge)
L3= Special & User - Defined (Custom Controls 0.01 cfs)
Primary OutFlow Max =0.27 cfs @ 3.02 hrs HW= 626.88' (Free Discharge)
L1= Orifice /Grate (Orifice Controls 0.27 cfs @ 2.10 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 626.50' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond G Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 23
Pond 26P: DET Pond G
nnn3
0.00 cfS
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

22S z 0
Road G - Post to WQ
Su b cat Reach on Link
Sandfilter G

Water Quality
20130036 Pond WQ
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment- numbers)
0.180 74 >75% Grass cover, Good, HSG C (22S)
0.280 98 Paved, Impervious (22S)
0.460 TOTAL AREA

20130036 Pond WQ
Prepared by {enter your company name here}
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC
Water Quality
Printed 7/2/2013
Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000 HSG B
0.180 HSG C 22S
0.000 HSG D
0.280 Other 22S
0.460 TOTAL AREA

Water Quality
20130036 Pond WQ Type 11 6 -hr 1 -yr Rainfall= 1.09"
Prepared by {enter your company name here} Printed 7/2/2013
HvdroCAD® 9.10 s/n 03828 @2009 HvdroCAD Software Solutions LLC Paae 4
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment22S: Road G - Post to WQ Runoff Area =0.460 ac 60.87% Impervious Runoff Depth = 0.34"
Tc =5.0 min CN =89 Runoff =0.43 cfs 0.013 of
Pond 20P: SandfilterG Peak Elev= 628.14' Storage =487 cf Inflow =0.43 cfs 0.013 of
Primary =0.01 cfs 0.013 of Secondary =0.00 cfs 0.000 of Outflow =0.01 cfs 0.013 of
Total Runoff Area = 0.460 ac Runoff Volume = 0.013 of Average Runoff Depth = 0.34"
39.13% Pervious = 0.180 ac 60.87% Impervious = 0.280 ac

Water Quality
20130036 Pond WQ Type 11 6 -hr 1 -yr Rainfall= 1.09"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 22S: Road G - Post to WQ
Runoff = 0.43 cfs @ 2.97 hrs, Volume= 0.013 af, Depth= 0.34"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 6 -hr 1 -yr Rainfall= 1.09"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C
0.280 98 Paved, Impervious
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Roadway
Subcatchment 22S: Road G - Post to WQ
Hydrograph
0 0.43
❑Runoff
CfS
0.42
Type H
0.4
0.38
$ -hr 1 -yr
0.36
0.34
Rainfall =1.09"
0.32
0.3
Runoff Area =0.460 ac
0.28
0.26
Runoff Volume =0.013 of
0.24
o 0.22
Runoff Depth =0.34"
0.18-
Tc =5.0 min
0.16
0.14
A_
C" =8 9
0.12
0.1 .
0.08
0.06
0.04
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

Water Quality
20130036 Pond WQ Type 11 6 -hr 1 -yr Rainfall= 1.09"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Pond 20P: Sandfilter G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 0.34" for 1 -yr event
Inflow = 0.43 cfs @ 2.97 hrs, Volume= 0.013 of
Outflow = 0.01 cfs @ 6.07 hrs, Volume= 0.013 af, Atten= 98 %, Lag= 185.8 min
Primary = 0.01 cfs @ 6.07 hrs, Volume= 0.013 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 628.14' @ 6.07 hrs Surf.Area= 611 sf Storage= 487 cf
Plug -Flow detention time= 663.8 min calculated for 0.013 of (100% of inflow)
Center -of -Mass det. time= 664.1 min ( 877.7 - 213.7 )
Volume Invert Avail.Storage Storage Description
#1 627.00' 3,873 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
627.00 250 0 0
628.00 559 405 405
629.00 925 742 1,147
630.00 1,349 1,137 2,284
631.00 1,830 1,590 3,873
Device Routing Invert Outlet Devices
#1 Primary 627.00' sand filter
Elev. (feet) 627.00 627.10 627.20 627.50 628.00 629.00 630.00
631.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
#2 Secondary 630.00' 6.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.01 cfs @ 6.07 hrs HW= 628.14' (Free Discharge)
L1 =sand filter (Custom Controls 0.01 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 627.00' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond WQ
Prepared by {enter your company name here}
HvdroCAD® 9.10 s/n 03828 © 2009 HvdroCAD Software Solutions LLC
Water Quality
Type 11 6 -hr 1 -yr Rainfall= 1.09"
Printed 7/2/2013
Paae 7
❑ Inflow
Outflow
❑ Primary
❑ Secondary

Water Quality
20130036 Pond WQ Type 11 6 -hr 10 -yr Rainfall= 1. 15 "
Prepared by {enter your company name here} Printed 7/2/2013
HvdroCAD® 9.10 s/n 03828 @2009 HvdroCAD Software Solutions LLC Paae 8
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment22S: Road G - Post to WQ Runoff Area =0.460 ac 60.87% Impervious Runoff Depth = 0.38"
Tc =5.0 min CN =89 Runoff =0.48 cfs 0.015 of
Pond 20P: SandfilterG Peak Elev= 628.24' Storage =550 cf Inflow =0.48 cfs 0.015 of
Primary =0.01 cfs 0.015 of Secondary =0.00 cfs 0.000 of Outflow =0.01 cfs 0.015 of
Total Runoff Area = 0.460 ac Runoff Volume = 0.015 of Average Runoff Depth = 0.38"
39.13% Pervious = 0.180 ac 60.87% Impervious = 0.280 ac

Water Quality
20130036 Pond WQ Type 11 6 -hr 10 -yr Rainfall= 1. 15 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 22S: Road G - Post to WQ
Runoff = 0.48 cfs @ 2.97 hrs, Volume= 0.015 af, Depth= 0.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 6 -hr 10 -yr Rainfall= 1.15"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C
0.280 98 Paved, Impervious
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Roadway
Subcatchment 22S: Road G - Post to WQ
Hydrograph
0.48 CfS ❑Runoff
0.45 Type 11
0.4 6 -hr 10 -yr
Rainfall =1.15
0.35
Runoff Area =0.460 ac_
°.3 Runoff Volume =0.015 of
o 025 Runoff Depth =0.38
0.2 Tc =5.0 min
0.15 CN =89
0.1
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

Water Quality
20130036 Pond WQ Type 11 6 -hr 10 -yr Rainfall= 1. 15 "
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Pond 20P: Sandfilter G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 0.38" for 10 -yr event
Inflow = 0.48 cfs @ 2.97 hrs, Volume= 0.015 of
Outflow = 0.01 cfs @ 6.07 hrs, Volume= 0.015 af, Atten= 98 %, Lag= 186.0 min
Primary = 0.01 cfs @ 6.07 hrs, Volume= 0.015 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 628.24' @ 6.07 hrs Surf.Area= 647 sf Storage= 550 cf
Plug -Flow detention time= 723.4 min calculated for 0.015 of (100% of inflow)
Center -of -Mass det. time= 723.7 min ( 936.4 - 212.8 )
Volume Invert Avail.Storage Storage Description
#1 627.00' 3,873 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
627.00 250 0 0
628.00 559 405 405
629.00 925 742 1,147
630.00 1,349 1,137 2,284
631.00 1,830 1,590 3,873
Device Routing Invert Outlet Devices
#1 Primary 627.00' sand filter
Elev. (feet) 627.00 627.10 627.20 627.50 628.00 629.00 630.00
631.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
#2 Secondary 630.00' 6.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.01 cfs @ 6.07 hrs HW= 628.24' (Free Discharge)
L1 =sand filter (Custom Controls 0.01 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 627.00' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond WQ
Prepared by {enter your company name here}
HvdroCAD® 9.10 s/n 03828 © 2009 HvdroCAD Software Solutions LLC
Water Quality
Type 11 6 -hr 10 -yr Rainfall= 1. 15 "
Printed 7/2/2013
Paae 11
❑ Inflow
Outflow
❑ Primary
❑ Secondary

Water Quality
20130036 Pond WQ Type 11 6 -hr 25 -yr Rainfall= 1. 16"
Prepared by {enter your company name here} Printed 7/2/2013
HvdroCAD® 9.10 s/n 03828 @2009 HvdroCAD Software Solutions LLC Paae 12
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment22S: Road G - Post to WQ Runoff Area =0.460 ac 60.87% Impervious Runoff Depth = 0.39"
Tc =5.0 min CN =89 Runoff =0.48 cfs 0.015 of
Pond 20P: SandfilterG Peak Elev= 628.26' Storage =560 cf Inflow =0.48 cfs 0.015 of
Primary =0.01 cfs 0.015 of Secondary =0.00 cfs 0.000 of Outflow =0.01 cfs 0.015 of
Total Runoff Area = 0.460 ac Runoff Volume = 0.015 of Average Runoff Depth = 0.39"
39.13% Pervious = 0.180 ac 60.87% Impervious = 0.280 ac

Water Quality
20130036 Pond WQ Type 11 6 -hr 25 -yr Rainfall= 1. 16"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 22S: Road G - Post to WQ
Runoff = 0.48 cfs @ 2.97 hrs, Volume= 0.015 af, Depth= 0.39"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 6 -hr 25 -yr Rainfall= 1.16"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C
0.280 98 Paved, Impervious
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Roadway
Subcatchment 22S: Road G - Post to WQ
0.48 CfS ❑Runoff
0.45r r
Type 11
6 -hr 25 -yr
0.4 Rainfall =1.16"
0.35 Runoff Area =0.460 ac
0.3-"
3 Runoff Volume =0.015 of
0 0.25- Runoff Depth =0.39"
LL
0.2 Tc =5.0 min
0.15 CN =89
0.1
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

Water Quality
20130036 Pond WQ Type 11 6 -hr 25 -yr Rainfall= 1. 16"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 14
Summary for Pond 20P: Sandfilter G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 0.39" for 25 -yr event
Inflow = 0.48 cfs @ 2.97 hrs, Volume= 0.015 of
Outflow = 0.01 cfs @ 6.07 hrs, Volume= 0.015 af, Atten= 98 %, Lag= 186.0 min
Primary = 0.01 cfs @ 6.07 hrs, Volume= 0.015 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 628.26' @ 6.07 hrs Surf.Area= 653 sf Storage= 560 cf
Plug -Flow detention time= 733.2 min calculated for 0.015 of (100% of inflow)
Center -of -Mass det. time= 733.4 min ( 946.0 - 212.6 )
Volume Invert Avail.Storage Storage Description
#1 627.00' 3,873 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
627.00 250 0 0
628.00 559 405 405
629.00 925 742 1,147
630.00 1,349 1,137 2,284
631.00 1,830 1,590 3,873
Device Routing Invert Outlet Devices
#1 Primary 627.00' sand filter
Elev. (feet) 627.00 627.10 627.20 627.50 628.00 629.00 630.00
631.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
#2 Secondary 630.00' 6.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.01 cfs @ 6.07 hrs HW= 628.26' (Free Discharge)
L1 =sand filter (Custom Controls 0.01 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 627.00' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

20130036 Pond WQ
Prepared by {enter your company name here}
HvdroCAD® 9.10 s/n 03828 © 2009 HvdroCAD Software Solutions LLC
Water Quality
Type 11 6 -hr 25 -yr Rainfall= 1. 16"
Printed 7/2/2013
Paae 15
❑ Inflow
Outflow
❑ Primary
❑ Secondary

Water Quality
20130036 Pond WQ Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HvdroCAD® 9.10 s/n 03828 @2009 HvdroCAD Software Solutions LLC Paae 16
Time span =0.00- 100.00 hrs, dt =0.02 hrs, 5001 points x 2
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method
Subcatchment22S: Road G - Post to WQ Runoff Area =0.460 ac 60.87% Impervious Runoff Depth = 0.28"
Tc =5.0 min CN =89 Runoff =0.35 cfs 0.011 of
Pond 20P: SandfilterG Peak Elev= 627.99' Storage =397 cf Inflow =0.35 cfs 0.011 of
Primary =0.01 cfs 0.011 of Secondary =0.00 cfs 0.000 of Outflow =0.01 cfs 0.011 of
Total Runoff Area = 0.460 ac Runoff Volume = 0.011 of Average Runoff Depth = 0.28"
39.13% Pervious = 0.180 ac 60.87% Impervious = 0.280 ac

Water Quality
20130036 Pond WQ Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 22S: Road G - Post to WQ
Runoff = 0.35 cfs @ 2.97 hrs, Volume= 0.011 af, Depth= 0.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs
Type II 6 -hr wq Rainfall= 1.00"
Area (ac) CN Description
0.180 74 >75% Grass cover, Good, HSG C
0.280 98 Paved, Impervious
0.460 89 Weighted Average
0.180 39.13% Pervious Area
0.280 60.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Roadway
Subcatchment 22S: Road G - Post to WQ
Hydrograph
0 0.35 cfs ❑Runoff
o.
0.34 Type 11
0.32 6-hr wq
0.&
0.28 Rainfall = 1..00"
0.26
0.24 Runoff Area 0.460 ac
0.22 Runoff Volume =0.011 of
0.2
0.18- Runoff Depth =0.28"
0.16
0.14 Tc =5.0 min
0.12-.
0.1 CN =89
0.08
0.06
0.04
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)

Water Quality
20130036 Pond WQ Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HydroCAD® 9.10 s/n 03828 @2009 HydroCAD Software Solutions LLC Page 18
Summary for Pond 20P: Sandfilter G
Inflow Area = 0.460 ac, 60.87% Impervious, Inflow Depth = 0.28" for wq event
Inflow = 0.35 cfs @ 2.97 hrs, Volume= 0.011 of
Outflow = 0.01 cfs @ 6.07 hrs, Volume= 0.011 af, Atten= 98 %, Lag= 185.5 min
Primary = 0.01 cfs @ 6.07 hrs, Volume= 0.011 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.02 hrs / 2
Peak Elev= 627.99' @ 6.07 hrs Surf.Area= 555 sf Storage= 397 cf
Plug -Flow detention time= 570.8 min calculated for 0.011 of (100% of inflow)
Center -of -Mass det. time= 571.0 min ( 786.3 - 215.3 )
Volume Invert Avail.Storage Storage Description
#1 627.00' 3,873 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
627.00 250 0 0
628.00 559 405 405
629.00 925 742 1,147
630.00 1,349 1,137 2,284
631.00 1,830 1,590 3,873
Device Routing Invert Outlet Devices
#1 Primary 627.00' sand filter
Elev. (feet) 627.00 627.10 627.20 627.50 628.00 629.00 630.00
631.00
Disch. (cfs) 0.000 0.005 0.005 0.006 0.007 0.010 0.013 0.016
#2 Secondary 630.00' 6.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.01 cfs @ 6.07 hrs HW= 627.99' (Free Discharge)
L1 =sand filter (Custom Controls 0.01 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 627.00' (Free Discharge)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Water Quality
20130036 Pond WQ Type// 6 -hr wq Rainfall= 1.00"
Prepared by {enter your company name here} Printed 7/2/2013
HvdroCAD® 9.10 s/n 03828 @2009 HvdroCAD Software Solutions LLC Paae 19

APPENDIX D:
NC DENR Supplemental BMP Forms
Sand Filter Supplemental EMHT Calculation Worksheet

Permit Number:
(to be provided by DWQ)
�O a) W�rF�aG
NICDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the 1 &M Agreement (Section IV)
Project name
Contact name
Phone number
Date
Drainage area number
704 - 534.3648
28- Jun -13
Subarea G
Concord Auto Plaza
Jeff
Site Characteristics
152.00 ft
UN. IVICCLJ InlllllnUln, UUL Ilidy IleeU LU Ue IIIUICdJCU LU
Drainage area (AD)
20,037.60 ft'
OK
Impervious area
12,196.80 ft'
% Impervious (IA)
60.9%%
UN. IVI—Lb IIIII IIIIIUIIi, UUL Ilidy 11— LU UG IllId d— W
Design rainfall depth (RD)
1.00 in
Peak Flow Calculations
625.50 ft amsl
1 -yr, 24 -hr runoff depth
2.90 in
1 -yr, 24 -hr intensity
in /hr
Pre - development 1 -yr, 24 -hr runoff
0.76 ft3 /sec
Post - development 1 -yr, 24 -hr runoff
0.73 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
-0.03 ft3 /sec
OK. Submit drainage calculations.
Storage Volume
1.33 days
Design volume (WQV)
998.00 ft'
Adjusted water quality volume (WQVAd)
748.50 ft'
OK
Volume contained in the sedimentation basin and on top of the sand filter
1,894.00 ft'
OK
Top of sand filter /grate elevation
627 ft amsl
Excess volume must pass through filter.
Weir elevation (between chambers)
630 ft amsl
Maximum head on the sedimentation basin and sand filter (hM.FOIer)
3.00 ft
OK
Average head on the sedimentation basin and sand filter (hA)
1.50 ft
OK
Runoff Coefficient (Rv)
0.60 (unitless)
OK
Type of Sand Filter
y Y or N
OK
Open sand filter?
y Y or N
OK
SHWT elevation
615.00 ft amsl
OK
Bottom of the sand filter elevation
624.50 ft amsl
Clearance (dSHWr)
9.50
OK
Closed /pre -cast sand filter?
N Y or N
OK
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (dSHwr)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
ft
structure (dSpaee)
Sedimentation Basin
Surface area of sedimentation basin (AS)
152.00 ft
UN. IVICCLJ InlllllnUln, UUL Ilidy IleeU LU Ue IIIUICdJCU LU
Sedimentation basin /chamber depth
3.00 ft
Sand Filter
Surface area of sand filter (AF)
109.00 ftz
UN. IVI—Lb IIIII IIIIIUIIi, UUL Ilidy 11— LU UG IllId d— W
Top of sand media filter bed elevation
627.00 ft amsl
Bottom of sand media filter bed /drain elevation
625.50 ft amsl
Depth of the sand media filter bed (dF)
1.50 ft
Coefficient of permeability for the sand filter (k)
3.50 (ft/day)
Outlet diameter
8.00 in
Outlet discharge /flowrate
0.19 ft3 /sec
Time to drain the sand filter (t)
32.00 hours
OK. Submit drainage calculations.
Time to drain the sand filter (t)
1.33 days
Additional Information
Does volume in excess of the design volume bypass the sand filter?
y Y or N
OK
Is an off -line flow - splitting device used?
y Y or N
OK
If draining to SA waters: Does volume in excess of the design volume flow
n Y or N
Excess volume must pass through filter.
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
0.00 ft
Does the design use a level spreader to evenly distribute flow?
n Y or N
Show how flow is evenly distributed.
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
y Y or N
OK
If not a closed bottom, is BMP located at least 100ft from water supply wells?
y Y or N
OK
Are the vegetated side slopes equal to or less than 3:1
y Y or N
OK
Is the BMP located in a recorded drainage easement with a recorded access
Y N
OK
easement to a public Right of Way (ROW)?
y or
What is the width of the sedimentation chamber /forebay (Wsed)?
5.00 ft
OK
What is the depth of sand over the outlet pipe (dpipe)?
1.50 ft
OK
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 1 of 1