20150112 Ver 1_Stormwater Plans and Data_20150409

MEMORANDUM b7 O /� 0// ),
April 7, 2015
To: Ms Karen Higgins, NCDENR Dept. of Water Quality 401 & Buffer Permitting
From: Harris B. Gupton, PE, PLS
Subject: Country Meadows- Plans & Data for Approval
Enclosed is 3 full sets of (1) Application (2) plans on the subject project, (3) computation sets on
all six erosion control ponds/basins with (4) portion of the set dedicated to the erosion control
measures during construction and (5) conversion of three of the ponds to permanent dry
detention ponds for additional water purification and to serve as devices to provide pre /post
outlet control.
Due to the complexity of the project, number of sheets and other data, the Water Quality 401 &
Buffer Permitting information is mainly contained on sheets 23 & 24, obviously in conjunction
with the Erosion Control Sheets. To help simply your review we have enclosed an extra set of
prints of sheets 23 & 24 that have been color coded with the specific locations of permanent
grass trapezoidal grass swales that (are shown on LDS Application, sheet 2) shall be established
at locations where pipes empty prior to entering 3 permanent dry detention basin(highlighted in
Yellow) with outlet controls for pre -post quantity releases. These swales ranging from 207 feet
to 412 feet of said grassed swale at each pipe outlet (a total of approximately 1,998 ft) prior to
entering the dry detention basins.
In addition, there are over 3,000 linear feet of erosion berm/grassed swales that shall remain as
permanent supplementary, devices until project is completed and stabilized to assist in
maintaining water quality. (these are highlighted in Green) on said additional sheets.
NOTE: The Application Sheet has been signed by myself as agent for review, but the original
has been sent overnight to the Owner in Florida and will be sent to you as soon as we receive
them back and definitely before issuing permit.
If you need additional information please advise.
Thank you and Boyd for your assistance on this project.
Respectfully Submitted APR 1'7
Gupton & Webb, PA R '9 2015
Harris B. Gupton, PE, PLS D Ely R�^ -- —_
401 A SLIF UFF R RESOURCES
R PERP41 1NG
PO Box 1070 KING, NORTH CAROLINA 27021
336 985 6519 fax [phone] hquPtonAquPtonco com
L
copy

v
Permit No.
(to be provided by DEMLR)
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008 -211, 15A NCAC 2H .1000, Session Law 2006 -246 and the State of North Carolina
Stormwater Best Management Practice Manual. Curb and gutter systems are allowed provided they meet the
requirements in 15A NCAC 2H .1008(g).
I. PROJECT INFORMATION
Project Name : Country Meadows
Contact Person: Harris B. Gunton PE Phone Number: ( 336 )705 -0633
Number of Lots:69 Allowable Built Upon Area (BUA) Per Lot *:Avg. 4,500sf
Number of Dwelling Units Per Acre**: 1.0
Low Density Development (check one): ❑ without curb & gutter ® with curb & gutter, outlets to (check one):
® Swales ® Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
* *(Phase H Post - Construction [non -SAI only)
II. BUILT UPON AREA
Refer to DEMLR's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (http://i)ortal.ncdenr.org/web/Ir/state-stonnwater-fonus—doc-s)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non - uniform lots.
Form SW401 -Low Density- Rev.3- 2/10/09 Page 1 of 4

Calculation:
For uniform lot sizes:
(SA: 2,872,058 ft2 x DF: 0.24) - (RA: 216,493 ft2) - (OA: 28314 ft2) = BUA per Lot = 6,441 ft2
(No of Lots: 69)
For non - uniform lot sizes:
a. (SA: ft2 x DF: ) - (RA: ft2) - (OA: ft2) = Total allowable lot BUA = ft2
b. Total BUA from lot listing: 4,500sf b must be < a
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http : //hdsc.nws.noaa.gov/hdsc /pfds/
Table 1. Swale design information based on the 10 -year storm.
Swale No.
Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
C
Q
(cfs)
Slope
( %)
Vallow
(' Ps)
Vactual
(fps)
Flow
Depth (ft)
2.0
1.92
0.42
1.50
0.5
6.528
0.010
5.0
3.28
0.49
22 2:
0.91
0.05
0.86
0.5
3.090
0.023
5.0
3.47
0.32
1.22
0.10
1.12
0.5
4.148
0.035
5.0
4.40
0.36
Z $ k
4.86
0.43
4.46
0.5
16.524
0.043
5.0
6.58
0.48
1.32
0.10
1.22
0.5
6.19
0.010
1 5.0
3.12
0.46
X
hit '�
6.08
.57
5.51
0.5
20.672
0.032
5.0
6.89
0.66
S1 1a,
3.330
3.02
.031
0.5
11.32
0.012
5.0
3.77
0.62
11
12
13
14
15
16
17
18
19
20
Form SW401 -Low Density-Rev 3- 2/10/09 Page 2 of 4

For uniform lot sizes:
(SA: 2,872,058 f x DF• 0.24) (RA: 216,493 ft2) - (OA: 28314 ftz) = BUA per Lot = 6,441 ft2
(No of Lots: 69a
For non - uniform lot sizes:
a. (SA: ft2 x DF: ) - (RA: ft2) - (OA: ft) = Total allowable lot BUA = ft2
b. Total BUA from lot listing: 4,500sf. b must be <_ a
M. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http : //hdsc.nws.noaa.gov/hdsc /pfds/
T„t.to 1 Q11701P APQ;rm ;nfn mnt ;n» ha.ced on the 10 -ve2r storm
Swale No.
Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
-
C
Q
(cfs)
Slope
( %)
Vauow
(fps)
Vamal
(fps)
Flow
Depth (ft)
20
1.92
0.42
1.50
0.5
6.528
0.010 1
5.0
3.28
0.49
ZZ
0.91
0.05
0.86
0.5
3.090
0.023
5.0
3.47
0.32
Z4
1.22
0.10
1.12
0.5
4.148
0.035
5.0
4.40
0.36
28 Jjr
4.86
0.43
4.46
0.5
16.524
0.043
5.0
6.58
0.48
/70 1�
1.32
0.10
1.22
0.5
6.19 10.010
5.0
3.12
0.46
4Z 9:
6.08
.57
5.51
0.5
20.672
0.032
1 5.0
6.89
0.66
01 1:9
3.330
3.02
.031
0.5
11.32
0.012
5.0
3.77
0.62
11
12
13
14
15
16
17
18
19
20
Form SW401 -Low Density- Rev.3- 2110/09 Page 2 of 4

IV. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H. 1000, NCDENR BUT Manual (2007), Session Law 2006 -246, and Session Law 2008 -211.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An
incomplete submittal package will result in a request for additional information. This will delay final
review and approval of the project. Initial in the space provided to indicate that the following requirements
have been met and supporting documentation is provided as necessary. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If any item is not met,
then iustification must be attached. Only complete items n through p for projects with curb outlets.
Page/Plan
Initials Sheet No.
N/A a. tFor projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer is
provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
23 &24 b. t For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative buffer
is provided adjacent to surface waters.
23 &24 c. t For Phase Il Post - Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
d. Deed restriction language as required on form SWU -101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
Yes e. Built upon area calculations are provided for the overall project and all lots.
Yes f. Project conforms to low density requirements within the ORW AEC. (if applicable per
15A NCAC 2H .1007)
Yes g. Side slopes of swales are no steeper than 3:1; or no steeper than 5:1 for curb outlet swales.
See Calc h. Longitudinal slope of swales is no greater than 5 %; for non -curb outlet projects, calculations
for shear stress and velocity are provided if slope is greater than 5 %.
Yes i. At a minimum, swales are designed to carry the 10 year storm velocity at a non- erosive rate.
Yes j. Swales discharging to wetlands are designed to flow into and through the wetlands at a non-
erosive velocity (for this flow requirement into wetlands, non - erosive is velocity < 2 ft/s).
Yes k. Swale detail and permanent vegetation is specified on the plans.
Yes 1. Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
Yes m. Swales are located in recorded drainage easements.
n.tt Length of swale or vegetated area is at least 100 feet for each curb outlet.
o.tt The system takes into account the run -off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
p tt Curb outlets direct flow to a swale or vegetated area.
T Projects in the Neuse, Tar - Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
tt Only complete these items for projects with curb outlets.
Form SW401 -Low Density- Rev.3- 2/10/09 Page 3 of 4

V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
1. Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches at
any time; and grass will not be mowed too close to the ground or "scalped ".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build -up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Energy, Mineral
and Land Resources.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DEMLR of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:Charlie Aultman
76 -755 -4
Signature:
Date: 4_1/16//_I�
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
do hereby certify that
a Notary Public for the State of
County of
personally appeared before me this _
day of , and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my hand and official seal,
Notary signature
SEAL
My commission expires
Form SW401 -Low Density- Rev.3- 2/10/09 Page 4 of 4

Permit No.
(to be provided by DEMLR)
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008 -211, 15A NCAC 2H .1000, Session Law 2006 -246 and the State of North Carolina
Stormwater Best Management Practice Manual. Curb and gutter systems are allowed provided they meet the
requirements in 15A NCAC 2H .1008(g).
I. PROJECT INFORMATION
Project Name : Country Meadows
Contact Person: Harris B. Gupton, PE Phone Number: ( 336 )705 -0633
Number of Lots:69 Allowable Built Upon Area (BUA) Per Lot *:Avg. 4,500sf
Number of Dwelling Units Per Acre**: 1.0
Low Density Development (check one): ❑ without curb & gutter ® with curb & gutter, outlets to (check one):
® Swales ® Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
* *(Phase H Post - Construction [non -SAS only)
II. BUILT UPON AREA
Refer to DEMLR's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (http: / /portal.ncdenr.org /web /lr /state- stormwater -forms docs)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non - uniform lots.
Form SW401 -Low Density- Rev.3- 2/10/09 Page 1 of 4

Calculation:
For uniform lot sizes:
(SA: 2,872,058 ft2 x DF: 0.24) - (RA: 216,493 ft2)-OA: 28314 ft2) = BUA per Lot = 6,441 ft2
(No of Lots: 69)
For non - uniform lot sizes:
a. (SA: ft2 x DF: ) - (RA: ft2) - (OA: ft2) = Total allowable lot BUA = ft2
b. Total BUA from lot listing: 4,500sf b must be < a
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http : //hdsc.nws.noaa.gov/hdsc /pfds/
Table 1. Swale design information based on the 10 -year storm.
Swale No.
Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
C
Q
(cfs)
Slope
( %)
Vauow
(fps)
Vactual
(fps)
Flow
Depth (ft)
Zo If
1.92
0.42
1.50
0.5
6.528
0.010
5.0
3.28
0.49
ZZ e
0.91
0.05
0.86
0.5
3.090
0.023
5.0
3.47
0.32
Z4 4-
1.22
0.10
1.12
0.5
4.148
1 0.035
5.0
4.40
0.36
0
28 dr
4.86
0.43
4.46
0.5
16.524
0.043
5.0
6.58
0.48
/7B
1.32
0.10
1.22
0.5
6.19
0.010
1 5.0
3.12
0.46
4Z S:
6.08
.57
5.51
0.5
20.672
0.032
5.0
6.89
0.66
SJ W
3.330
3.02
.031
0.5
11.32
0.012
5.0
3.77
0.62
11
12
13
14
15
16
17
18
19
20
Form SW401 -Low Density -Rev 3- 2/10/09 Page 2 of 4

IV. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1000, NCDENR BMP Manual (2007), Session Law 2006 -246, and Session Law 2008 -211.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An
incomplete submittal package will result in a request for additional information. This will delay final
review and approval of the project. Initial in the space provided to indicate that the following requirements
have been met and supporting documentation is provided as necessary. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If any item is not met,
then justification must be attached. Only complete items n through p for projects with curb outlets.
Page/Plan
Initial-, Sheet Nn_
N/A a. tFor projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer is
provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
23 &24 b. t For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative buffer
is provided adjacent to surface waters.
23 &24 c. t For Phase II Post - Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
d. Deed restriction language as required on form SWU -101 shall be recorded as a restrictive
covenant. A copy of the recorded document shal l be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
Yes e. Built upon area calculations are provided for the overall project and all lots.
Yes f. Project conforms to low density requirements within the ORW AEC. (if applicable per
15A NCAC 2H. 1007)
Yes g. Side slopes of swales are no steeper than 3:1; or no steeper than 5.1 for curb outlet swales.
See Calc h. Longitudinal slope of swales is no greater than 5 %; for non -curb outlet projects, calculations
for shear stress and velocity are provided if slope is greater than 5 %.
Yes i. At a minimum, swales are designed to carry the 10 year storm velocity at a non - erosive rate.
Yes j. Swales discharging to wetlands are designed to flow into and through the wetlands at a non-
erosive velocity (for this flow requirement into wetlands, non - erosive is velocity < 2 ft/s).
Yes k. Swale detail and permanent vegetation is specified on the plans.
Yes 1. Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
Yes m. Swales are located in recorded drainage easements.
n.tt Length of swale or vegetated area is at least 100 feet for each curb outlet.
o." The system takes into account the run -off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
p.tt Curb outlets direct flow to a swale or vegetated area.
t Projects in the Neuse, Tar - Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
tt Only complete these items for projects with curb outlets.
Form SW401 -Low Density-Rev 3- 2/10/09 Page 3 of 4

V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches at
any time; and grass will not be mowed too close to the ground or "scalped ".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build -up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Energy, Mineral
and Land Resources.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DEMLR of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:Charlie Aultman
Address: 13146 NW Gilson Road, Palm Ci
Date:
Signature:
Note. The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president
a Notary Public for the State of
do hereby certify that
County of
personally appeared before me this _
day of , and acknowledge the due execution of the forgoing swale maintenance requirements
Witness my hand and official seal,
Notary signature
SEAL
My commission
Form SW401 -Low Density -Rev 3- 2/10/09 Page 4 of 4

COUNTRY MEADOWS
Mountainview Road
King, NC
VEGETATIVE S WALEBERM CALCULATIONS
March 30, 2015
Mountain View Commercial Properties, LLC
13146 Northwest Gilson Road
Palm City, FL 34990
276- 755 -4139
Stormwater Vegitafive Swale Calculations Sheets.xls

PROJECT NAME: COUNTRY MEADOWS - Mountain View Rd. DATE: 3/30/2015
PROJECT NO.: 12536 BY: BSH
VEGETATIVE SWALE CALCULATIONS
I. VELOCITY IN BARE EARTH SWALE, 10 -YR STORM
Page 2 Stormwater Vegitative Swale Calculations Sheets.xls
Imam
COMMENTS
LINER IS REQUIRED
®���
®®
LINER IS REQUIRED
©
LINER IS REQUIRED
LINER IS REQUIRED
OEM
Page 2 Stormwater Vegitative Swale Calculations Sheets.xls

dw;�Jw
CL/PTtDNdr. iYEBB_ Pro_
- Ian., .ter. Y–a -. ,- a
SWALE CALCULATIONS (CON -T.)
II DESIGN OF VEGETATIVE SWALE LINERS
Liner • EXCELSIAR CURLEX II Td = 2 — (Table 8.058)
CALCULATED SWALE
SWALE Q 10 -YR n Calculated S T Calculated
# cfs Tab 8 OS De th ft ft /ft lb/s ft Top Width
20 6 528 0 025 049 0 010 0 306 593
22 3 090 0 036 0 32 0 023 0 459 489
24 4 148 0 036 0 33 0 035 0 721 4 98
SWALE CONSTRUCTION
Design Bottom Top Side
ADe th Width Width Slopes
1 003 00 9 00 3
0 76 300 756 3
0 83 0 00 4 98 3
COMMENTS
T < Td
LINER IS ADEQUATE
LINER IS ADEQUATE
LINER IS ADEQUATE
28
16 524
0 025
0 48
0043
1 285
687
1 00
4 00
10 00
3
LINER IS ADEQUATE
42
20 670
0 025
066
0 032
1 301
6 96
1 16
3 00
9 96
3
LINER IS ADEQUATE
51
11 320
0 025
0 62
0 012
F472
671
1 16
300
996
3
LINER IS ADEQUATE
Excelsior TM Cudex II Channel Design
Parameters
2 0 DSf shear stress and 7 5 fps velocitv
Reference is made to "Manual of Stnrmwa+or R—+ kj— , e
by The N C Dept of Natural Resources
' Page 3-13
" Page 14 -1 to 14 -18
A Design depth includes 0 5 -foot freeboard per 14-2
Reference is made to "Erosion and Sediment Control Planning and Design Manual'
Page 3
Stonnwater Vegdatrve Swale Calculations Sheets xls

V
O(/PTI�Nlr WEBBY PL4.
croJ engineenng • Innd s»rvny +ng - rsz. planning
SWALE CALCULATIONS (CON'T )
III. DESIGN OF EXCELSIOR ENFORCER OR RIP -RAP LINERS:
Reference is made to "Erosion And Sediment Control Planning And Design Manual"
by The N C Dept of Natural Resources
Page 8 0512
" Page 8 05 13
Reference is made to "Erosion and Sediment Control Planning and Design Manual'
Table 8 05a and Fig 8 05b
Table 8 05e, Table 8 05f, and Table 8 05g
Page 4
Stormwater Vegitative Swale Calculations Sheets xis
.
��Emnr_
-3
COMMENTS
R ADEQUATE
--
-
-
-
-
--
FYITITI=7k
R ADEQUATE
Reference is made to "Erosion And Sediment Control Planning And Design Manual"
by The N C Dept of Natural Resources
Page 8 0512
" Page 8 05 13
Reference is made to "Erosion and Sediment Control Planning and Design Manual'
Table 8 05a and Fig 8 05b
Table 8 05e, Table 8 05f, and Table 8 05g
Page 4
Stormwater Vegitative Swale Calculations Sheets xis

1
0 028
dw;�42W
0 025
6(��'Tdt�N� WEBBY P_A_
0 045
cvrl an gn�crng - J -d G-y;�q - am. PI . -.9
0 034
SWALE CALCULATIONS (CON'T.)
TABLE 8.05e
"n" Value for Depth Ranges
Lining Type
0-0 5 ft 0 5 -2 O ft >2 0 ft
Woven Paper Net
0 016 0 015 0 015
Jute Net
0 028 0 022 0 019
Fiberglass Roving
0 028 0 021 0 019
Straw with Net
0 065 0 033 0 025
Curled Wood Mat
0 066 0 035 0 028
Synthetic Mat
0 036 0 025 0 021
TABLE 8.05f
"n" Value for Riprap and Gravel
Gravel d50 in
0-0 5 ft 0 5 -1 Oft 1 0-2 Oft >2 0 ft
1
0.033
0 028
0 026
0 025
2
0 045
0 034
0 034
0 031
Riprap 6
0 106
0 054
0 044
0 041
9
0 215
0 068
0 062
0 047
12
0 797
0 084
0 060
0 053
15
—
0 104
0 068
0 059
18
—
0 127
0 076
0 064
21
--
0 158
0 085
0 070
24
—
0 199
0 095
0 076
TABLE 8.05g Permissible Unit Shear Stress
Td
Temporary Woven Paper Net
015
Jute Net
045
Fiberglass Roving
380
Single
060
Double
085
Straw with Net
145
Curled Wood Mat
155
Synthetic Mat Curlex If
200
Synthetic Mat Curlex III
250 Unvegetated
Synthetic Mat Curlex Enf
325 Unvegetated
d50 Stone Size (in )
Gravel Rip rap 1
040
2
080
Rock Rip rap 6
250
9
380
12
500
15
630
18
750
21
880
600 Vegetated
Page 5
Stormwater Vegltative Swale Calculations Sheets As

Vegetative Swale #20
Worksheet for Trapezoidal Channel
Project Description
Project File c: \haestad \fmw \12536 sw fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0 025
Channel Slope
0 010000 ft/ft
Left Side Slope
3 000000 H V
Right Side Slope
3 000000 H . V
Bottom Width
3.00 ft
Discharge
653 cfs
Results
Depth
049
ft
Flow Area
218
ft2
Wetted Perimeter
609
ft
Top Width
593
ft
Critical Depth
045
ft
Critical Slope
0 013445 ft/ft
Velocity
300
ft/s
Velocity Head
014
ft
Specific Energy
063
ft
Froude Number
087
Flow is subcntical
03/30/15 FlowMaster v5 13
11 34.19 AM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1

Vegetative Swale #22
Worksheet for Trapezoidal Channel
Project Description
Project File c* \haestad \fmw \12536 sw fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0.036
ft
Channel Slope
0 023000
ft/ft
Left Side Slope
3.000000
H V
Right Side Slope
3 000000
H : V
Bottom Width
3.00
ft
Discharge
309
cfs
Results
Depth
0.32
ft
Flow Area
125
ft2
Wetted Perimeter
500
ft
Top Width
4.89
ft
Critical Depth
0.29
ft
Critical Slope
0 031347 ft/ft
Velocity
248
ft/s
Velocity Head
010
ft
Specific Energy
041
ft
Froude Number
087
Flow Is subcritical
03/30/15 FlowMaster v513
03 23 42 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1

Vegetative Swale #24
Worksheet for Trapezoidal Channel
Project Description
Project File c. \haestad \fmw \12536 sw fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
033
Mannings Coefficient
0 036
Channel Slope
0 035000 ft/ft
Left Side Slope
3.000000 H V
Right Side Slope
3.000000 H • V
Bottom Width
300 ft
Discharge
415 cfs
Results
Depth
033
ft
Flow Area
132
ft2
Wetted Perimeter
5.09
ft
Top Width
498
ft
Critical Depth
035
ft
Critical Slope
0 029902
ft/ft
Velocity
314
ft/s
Velocity Head
0.15
ft
Specific Energy
0.48
ft
Froude Number
1.08
Flow is supercritical.
03/30/15 FlowMaster v5 13
12 13.42 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1

Vegetative Swale #28
Worksheet for Trapezoidal Channel
Project Description
Project File c: \haestad\fmw \12536 sw.fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
048
Mannings Coefficient
0 025
Channel Slope
0 042900 ft/ft
Left Side Slope
3.000000 H V
Right Side Slope
3 000000 H : V
Bottom Width
400 ft
Discharge
1652 cfs
Results
Depth
048
ft
Flow Area
260
ft=
Wetted Perimeter
703
ft
Top Width
6.87
ft
Critical Depth
068
ft
Critical Slope
0.011838 ft/ft
Velocity
6.35
ft/s
Velocity Head
0.63
ft
Specific Energy
1.11
ft
Froude Number
182
Flow is supercritical
03/30/15 FlowMaster v5 13
03 29.21 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1

Vegetative Swale #42
Worksheet for Trapezoidal Channel
Project Description
Project File c \haestad \fmw \12536 sw.fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
0.66
ft
Mannings Coefficient
0 025
ftz
Channel Slope
0.031600
ft/ft
Left Side Slope
3 000000
H : V
Right Side Slope
3 000000
H V
Bottom Width
3.00
ft
Discharge
20.67
cfs
Results
Depth
0.66
ft
Flow Area
3.29
ftz
Wetted Perimeter
7.18
ft
Top Width
6.96
ft
Critical Depth
086
ft
Critical Slope
0 011385 ft/ft
Velocity
628
ft/s
Velocity Head
0.61
ft
Specific Energy
1.27
ft
Froude Number
161
Flow is supercritical
03130/15 FlowMaster v5 13
03 33 58 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1566 Page 1 of 1

Vegetative Swale #51
Worksheet for Trapezoidal Channel
Project Description
Project File c \haestad \fmw \12536 sw fm2
Worksheet COUNTRY MEADOWS VEGETATIVE SWALES
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0 025
Channel Slope
0 012200 ft/ft
Left Side Slope
3 000000 H. V
Right Side Slope
3 000000 H V
Bottom Width
3.00 ft
Discharge
1132 cfs
Results
Depth
062
ft
Flow Area
3.01
ft2
Wetted Perimeter
691
ft
Top Width
671
ft
Critical Depth
062
ft
Critical Slope
0 012396 ft/ft
Velocity
377
ft/s
Velocity Head
022
ft
Specific Energy
084
ft
Froude Number
099
Flow is subcritical
03/30/15 FlowMaster v513
03 57 56 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1

pr--
COUNTRY MEADOWS
Mountain View Road
King, NC
BMP #1 - SKIMMER SEDIMENT BASIN
3/24/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gibson Road
Palm City, FL 34990
APR 0 9 2015

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER MANAGEMENT SKIMMER BASIN
SITE CONDITIONS AND INPUT DATA
SKIMMER BMP 91
622
Site Data
Hydraulic Length
32
2.63
Acres
Total Site Area.
2.63
Acres
Total Disturbed Area.
2.63
Acres
Total Drainage Area Into Structure
0.53
Acres
Proposed BUA/Impervious Area
20.2
%
Proposed BUA/Impervious Area
0
Acres
Off -Site Drainage Area
24
0.50
Maximum Off -Site BUA/Impervious Area
SCS Weighted Curve Number
*See table 8 03b
Total BUA/Impervious Area Into Structure
0.53
20.2
Acres
%
Total BUA/Impervious Area Into Structure
3.4
4.93
Inches
Inches
Desicin Data
;oil, Group "Description CN' rea�(acres) rroauci or
- _ - - -CN x' Area,,
B Residential - 1/2 Acre 70 263 1841 0
0 0 0
0 0 0
0 0 0
0 0 0
0 , Totals
Weighted SCS Curve Number (CN) = 70.00
622
Feet
Hydraulic Length
32
Feet
Hydraulic Height
0.232
Volumetric Runoff Coefficient, Rv
2
Factor
Overland Flow Runoff Factor
Pre - Developed Runoff Coefficient, " C "
*See table 8 03a
0.25
Factor
Post - Developed Runoff Coefficient, " C "
*See table 8 03a
0.50
Factor
SCS Weighted Curve Number
*See table 8 03b
70
CN
Precipitation Depth , 2 yr 24 hr Storm
* *See table
3.4
4.93
Inches
Inches
Precipitation Depth , 10 yr 24 hr Storm
* *See table
7.36
Inches
Precipitation Depth , 100 yr 24 hr Storm
* *See table
SCS Runoff Curve Number (CN)
;oil, Group "Description CN' rea�(acres) rroauci or
- _ - - -CN x' Area,,
B Residential - 1/2 Acre 70 263 1841 0
0 0 0
0 0 0
0 0 0
0 0 0
0 , Totals
Weighted SCS Curve Number (CN) = 70.00

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
Skimmer BMP #1
COMPUTED 1 -YR. WATER QUALITY DATA
Water Quality Volume (1 -Inch Storm), WQv. 2,214.88 Cu Ft
Water Quality Runoff Volume, Qa* 0.23 Inches
Water Quality CN (using Qa) 87 CN
Intial Abstraction, la = 0.299 la /P(1 ") = 0.299 Qu (TR -55)= 475.00 csm /in
Water Quality Peak Discharge, Qp 0.4 cfs
COMPUTED 2 -YR. DATA
Time of Concentration, Tc .
Intensity for 2 yr Storm, I
Peak Rate of Runoff, Tp
Pre - Development Peak Flow, Qpre
Post - Development Peak Flow, Qpost
Sod Storage Volume, S
Runoff Depth, Q*
COMPUTED 10 -YR. DATA
Time of Concentration, Tc
Intensity for 10 yr Storm, I
Peak Rate of Runoff, Tp
Pre - Development Peak Flow, Qpre
Post - Development Peak Flow, Qpost
Soil Storage Volume, S
Runoff Depth, Q*
COMPUTED STORAGE REQUIREMENTS
Required Surface Area (A =325 x 10 -yr Qp)
Required Storage Volume (1800 C F x Disturbed Ac).
Temporary Sediment Storage (0 5 Acre - Inches)
Permanent Sediment Storage (0 125 Acre - Inches)
Storage Estimate Before Cleanout Interval, Vc•
Cleanout Interval
6.94
Min
5.01
In /hr
16.50
Min
3.29
cfs
6.59
cfs
4.29 Inches
0.95 Inches
6.94
Min
6.43
In /hr
26.79
Min
4.23
cfs
8.46
cfs
*Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N C
**Reference made to NOAA ATLAS 14, Volume 2, Version 2
NOAA Website, National Weather Service, Silver Springs, MD
4.29 Inches
1.98 Inches
2,749.50 S F
4,734.00 Cu.Ft
4,773.45 Cu Ft
1,193.36 Cu Ft
3,649.87 Cu.Ft
90 Days

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
BASIN CONFIGURATION AND DESIGN
Skimmer BMP #1
BASIN CONFIGURATION
Width Length
Proposed Basin DimensionE 85 X 145
Basin Side Slopes 3 : 1
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h.
Maximum Release Rate
Minimum Release Rate
Maximum Hole Size
Minimum Hole Size.
Faircloth Skimmer Barrel Size
Faircloth Skimmer Orifice Size Used
Orifice Sized Used Release Rates
Water Quality Minimum Depth
Sediment Storage Depth
Min Basin Depth
Crest Height of Riser/Weir
Basin Volume as Configured at Top of Riser/Weir:
0.013 S F.
0.004 S F
0.005 S F
0.0102 CFS
Surface Area
12,325.00 S F
20 In
1
Days
3
Days
1.54
In Dia
086
In Dia
20
In Dia
1 00
In Dia
2.5
Days
0.18
Ft
0.39
Ft
0.57
Ft
5.00
Ft
49,601.06
CF

GUPTON & WEBB, P.A.
P.O. BOX 1070
Ding, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
STAGE-STORAGE COMPUTATIONS
=CONTOUR T,
ELM
,ONT 4
C OW,
Y
­, -
�;""VOL'
J -2. 1.' -C Um'f-
GE Zl
STAGES
- (ft)'
10740
0
0
0
0
0.0000
1075.0
_7330.51
807234
7,701
7,701
1
8.9491
0.0000
1.26
1076.0
8814.16
8,443
16,144
2
9.6893
0.6931
2.23
1077.0
9618.5
9,216
25,360
3
10.1409
1.0986
3.17
1078.0
1042283
10,021
35,381
4
10.4739
1.3863
41
1079.0
11255.84
10,839
46,220
5
10.7412
1.6094
5.04
1080.0
1208885
11,672
57,892
6
10.9663
1.7918
6.00
1081.0
12987.74
12,538
70,430
7
11.1624
1.9459_
6.99
1082.0
13886 63
13,437
83,867
-8
11.3370
2.0794
8.00
Sl= 57,892 ft3 ZI = 6 Ks 5,735.95
9
S2 83,867 ft3 Z2 = 8 b E12

STORMWATER RETENTION
STAGE-STORAGE COMPUTATIONS BETWEEN CONTOURS
XONTOUR
CONTOVW,
-
AC!CVMJ��
L
-sT
cu-
10740
7330.51
0
0
0
1074.1
7404.69
737
737
0.1
1074.2
7478.87
744
1,481
0.2
1074.3
7553.05
752
2,233
0.3
1074.4
7627.23
759
2,992
0.4
1074.5
7701.41
766
3,758
0.5
1074.6
7775.59
774
4,532
0.6
1074.7
7849.77
781
5,313
0.7
1074.8
7923.95
789
6,102
0.8
1074.9
7998.13
796
6,898
0.9
1075.0
8072.34
804
7,702
1.0
1075.1
8146.52
811
8,513_
1.1
1075.2
8220.70
818
9,331
1.2
1075.3
8294.88
826
10,157
1.3
1075.4
8369.06
833
10,990
1.4
1075.5
8443.24
841
11,831
1.5
1075.6
8517.42
848
12,679
1.6
1075.7
8591.60
855
13,534
1.7
1075.8
8665.78
863
14,397
1.8
1075.9
8739.96
870
15,267
1.9
10760
8814 16
878
16,145
2.0
1076.1
8894.59
885
17,030
2.1
1076.2
8975.02
893
17,923
2.2
1076.3
9055.45
902
18,825
2.3
1076.4
9135.88
910
19,735
2.4
1076.5
9216.31
918
20,653
2.5
1076.6
9296.74
926
21,579
2.6
1076.7
9377.17
934
22,513
2.7
1076.8
9457.60
942
23,455
2._
1076.9
9538.03
950
24,405
2.9
1077.0
9618.50
958
25,363
3.0
1077.1
9698.93
966
26,329
3.1
1077.2
9779.36
974
27,303
3.2
1077.3
9859.79
982
28,285
3.3
1077.4
9940.22
990
29,275
3.4
1077.5
10020.65
998
30,273
3.5
1077.6
10101.08
1006
1 31,2791
3.
1077.7
10181.51
1014
32,2931
3.7
1077.8
10261.94
1022
33,3151
3.81

1077.9
10342.37
1030
34,345
3.9
10780
10422.83
1038
35,383
4.0
1078.1
1050613
1046
36,429
4.1
1078.2
10589.43
1055
37,484
4.2
1078.3
10672.73
1063
38,547
4.3
1078.4
10756.03
1071
39,618
4.4
1078.5
10839.33
1080
40,698
4.5
1078.6
10922.63
1088
41,786
4.6
1078.7
11005.93
1096
42,882
4.7
1078.8
11089.23
1105
43,987
4.8
1078.9
11172.53
1113
45,100
4.9
1079.0
11255.84
1121
46,221
5.0
1079.1
11339.14
1130
47,351
5.1
1079.2
11422.44
1138
48,489
5.2
1079.3
11505.74
1146
49,635
5.3
1079.4
11589.04
1155
50,790
5.4
1079.5
11672.34
1163
51,953
5.5
1079.6
11755.64
1171
53,124
5.6
1079.7
11838.94
1180
54,304
5.7
1079.8
11922.24
1188
55,492
5.8
1079.9
12005.54
1196
56,688
5.9
1080.0
1208885
1205
57,893
6.0
1080.1
12172.15
1213
59,106
6.1
1080.2
12255.45
1221
60,327
6.2
1080.3
12338.75
1230
61,557
6.3
1080.4
12422.05
1238
62,795
6.4
1080.5
12505.35
1246
64,041
6.5
1080.6
12588.65
1255
65,296
6.6
1080.7
12671.95
1263
66,559
6.7
1080.8
12755.25
1271
67,830
6.8
1080.9
12838.55
1280
69,110
6.9
1081 0
12987.74
1291
70,401
7

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston- Salem, N.C. 27103
2 -YR STORM CNAINSAW ROUTING
Project COUNTRY MEADOWS
"2 -YR FREQUENCY STORM:
"Peak Runoff (Qp) =
"Time to Peak (Tp) =
"Time Step (dT) =
"STORAGE EQUATION:
11�=
"b =
"Initial Elevation (Zo) _
6.59 efs
16.50 min.
1.65 min.
5735.95
1.29
1074.4 ft.
r-maximums 1 658 8,779 1 1 39 107579 001 �I
- TIMEs ,- - '�JNFLOW< -4, - ,,:-STORAGE STAGE „ = f ELEVATION; `' OUTFL0W ;
s(cfs)'(cu:ft)"
�,-. I n117 1 17 1 not I tn7447 1 000
34
067
34
002
107442
000
51
144
100
004
107444
000
68
240
243
009
107449
000
85
345
481
015
107455
0.01
102
449
822
022
107462
0.01
119
540
1266
031
107471
0.01
136
610
1800
041
107481
0.01
153
650
2403
051
107491
0.01
170
6.58
3046
061
107501
0.01
187
631
3696
071
1075 11
0.01
204
572
4320
080
107520
0.01
221
489
4885
088
107528
0.01
238
439
5368
095
107535
0.01
255
384
5802
101
107541
0.01
272
335
6181
106
107546
0.01
289
293
6512
1 10
107550
0.01
306
257
6801
1 14
107554
0.01
323
224
7054
1 17
1075 57
0.01
340
196
7275
120
107560
001
357
1 72
7468
123
107563
0.01
374
1 50
7637
125
107565
0.01
391
1 31
7785
127
107567
0.01
408
1 15
7914
128
107568
0.01
425
100
8027
130
107570
0.01
442
088
8125
131
107571
0.01
459
077
8211
132
107572
0.01
476
067
8286
133
107573
0.01
493
059
8351
134
107574
0.01
510
051
8408
135
107575
0.01
527
045
8458
135
107575
0.01
544
039
8502
136
107576
0.01
56 1
034
8540
136
107576
0.01
578
030
8573
137
107577
0.01
595
026
8602
137
107577
001
612
023
8627
137
107577
0.01
629
020
8649
137
107577
0.01
646
0 18
8668
138
107578
0.01
663
015
8685
138
107578
0.01
680
013
8699
138
107578
0.01
697
012
8711
138
107578
0.01
714
010
8722
138
107578
0.01
73 1
009
8731
138
107578
0.01
748
008
8739
1.39
1075.79
0.01
765
007
8746
1.39
1075.79
0.01
782
1 006
1 8752
1.39
1075.79
0.01

Project:
GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston - Salem, N.C. 27103
2 -YR STAGE - DISCHARGE FUNCTION
COUNTRY MEADOWS
WATER QUALITY DRAW DOWN-
4'x 4' BOX RISER:
Riser Weir Length =
"Crest Elevation =
"Weir Coefficent =
"Discharge Coefficient =
"Orifice Diameter =
"Invert Elevation =
"Discharge Coefficient=
6.3 ft.
1079.4 ft.
3.0
0.6
15.0 in.
1074.4 ft.
0.60
# Slummers =
1.0
"Diameter =
0.083
ft.
"Area =
0.005
sf.
"Vertical Spacing=
0.0
ft.
"Invert Elevation =
1074.4
ft.
"Discharge Coefficient=
0.6
"EMERGENCY WEIR:
"Weir Coefficient=
3.0
"Crest Elevation =
1080.4
ft.
"Weir Length =
10.0
ft
Faircloth skimmer
Constant Head
0.167 ft.

GUPTON &ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2-B
Winston-Salem, N.C. 27103
10-YR STORM CRAINSAW ROUTING
Project COUNTRY MEADOWS
"10-YR FREQUENCY STORM:
"Peak Runoff (Qp) = 8.46 efs
"Time to Peak (Tp) = 26.79 min.
"Time Step (dT) = 2.68 min.
"STORAGE EQUATION:
1.11" = 5735.95
fib = 1.29
"Initial Elevation (Zo) = 1074.40 ft.
Maximums
846
18,746 250
107690
001
Y"'INFLOW'
STORAGE:
_ELEVATIO
n
i n)
Aeu ft ),�_
ftY�11 4,1a
"MY-
27
021
34
0
0
54
082
68
0 03
1074 43
0 00
81
177
'A,
0 07
1074 47
0 00
108
296
14133
1
135
428
959
025
-5
0.01
162
560
1646
038
107478
0.01
189
677
2545
053
107493
0.01
216
770
3632
070
1075 10
001
243
828
4869
088
1075 28
0.01
270
8.46
6199
106
107546
0.01
297
822---
7558
124
107564
001
324
758
8878
140
107580
001
351
661
10095
1 55
107595
0.01
_37 _8
586
11156
167
107607
001
405
5 14
12097.
1 78
1076 18
0.01
432
451
12922
188
107628
0.01
459
-
396
13646
196
107636
0.01
486
347
14281
203
107643
0.01
513
305
14837
2 09
107649
001
540
267
15326
214
107654
0.01
567
234
15754
219
107659 0.01
594
206
16129
223
107663 0.01
621
180
16459
226
107666 0.01
-
648
158
16747
229
107669 0.01
-
675
139
16999
232
107672 0.01
702
1 22
17221
234
107674 0.01
729
1 07
17416
237
107677 001
756
094
17586
238
107678 0.01
783
082
17736
240
107680 0.01
810
072
17866
241
107681 0.01
837
063
17980
242
107682 0.01
864
055
18080
244
107684 0.01
891
049
18167
244
- 107684 0.01
91 8
043
18244
245
107685 0.01
945
037
18312
246
107686 0.01
972
033
18370
247
107687 0.01
999
029
18421
247
107687 001
1026
025
18466
248
- 107688 001
1053
022
18505
248
107688 0.01.
1080
019
18539
248
107688 0.01
110.7
0 17
18568
249
107689 0.01
1134
0 15
18594
249
107689 0.01
0 13
18617
249
107689 0.01
1161
1188
0 12
18636
249
107689 0.01
0 10
18654
249
107699 0-01
r-124 L 2
0 09
18668
2.50
1076.90 0.0"

Faircloth skimmer
Constant Head
0.167 ft.
POND, �RISER� 'PRIMARY; EMERGENC
ELEVATION
110 '
GUPTON & ASSOCIATES P.A.
- -,SHIMMER'
"
`ORIFICE, _WEIR BARREL`
. c = _ (cfs) "
(cfs) : cfsj
2200 Silas Crk. Pkwy Suite 2 -B
l;;,WEI13-
Acts)
TOTAL �?t
OUTFLOW„
Winston - Salem, N.C. 27103
00
0001
10 -YR STAGE - DISCHARGE FUNCTION
#NUMI
Project: COUNTRY MEADOWS
000
#NUMI
WATER QUALITY DRAW DOWN:
24" PIPE RISER:
# Skimmers =
1.0
Riser Weir Length =
6.3 ft. "Diameter =
0.083 ft.
"Crest Elevation =
1079.40 ft. "Area =
0.005 sf.
"Weir Coefficent =
3.0 "Vertical Spacing =
0.0 ft.
"Discharge Coefficient =
0.6 "Invert Elevation =
1074.4 ft.
001
"Discharge Coefficient =
0.6
"Orifice Diameter=
15.0 in. "EMERGENCY WEIR:
0011
"Invert Elevation =
1074.4 ft_ "Weir Coefficient =
3.0
"Discharge Coefficient =
0.60 "Crest Elevation =
1080.4 ft.
10752
"Weir Length =
10.0 ft.
Faircloth skimmer
Constant Head
0.167 ft.
POND, �RISER� 'PRIMARY; EMERGENC
ELEVATION
110 '
,STAGE
-(t)
- -,SHIMMER'
"
`ORIFICE, _WEIR BARREL`
. c = _ (cfs) "
(cfs) : cfsj
OUTFLOW
" (cfs�
l;;,WEI13-
Acts)
TOTAL �?t
OUTFLOW„
10744
00
0001
#NUMI
#NUMI
000
000
#NUMI
0001
10746
02
0011
#NUMI
#NUMI
001
001
#NUMI
001
10748
04
0011
#NUMI
#NUMI
001
001
#NUMI
001
10750
06
0011
#NUMI
#NUMI
001
001
#NUMI
001
10752
08
0011
#NUM1
#NUMI
001
001
#NUMI
001
10754
10
0011
#NUMI
#NUMI
001
001
#NUMI
001
10756
12
001
#NUMI
#NUMI
001
001
#NUMI
001
10758
14
001
#NUMI
#NUMI
001
001
#NUMI
001
10760
16
001
#NUMI
#NUMI
001
001
#NUMI
001
10762
18
001
#NUMI
4NUM1
001
001
#NUMI i
001
10764
20
001
#NUM1
#NUMI
001
001
#NUMI
001
10766
22
001
#NUMi
#NUMI
001
001
#NUMI
001
10768
24
001
#NUMI
#NUMI
001
001
#NUMI
001
10770
26
001
#NUMI
#NUMI
001
001
#NUMI
001
10772
28
001
#NUMI
#NUMI
001
001
#NUMI
001
10774
30
001
#NUMI
#NUMI
001
001
#NUMI
001
10776
32
001
#NUMI
#NUM,
001
001
#NUMI
001
10778
34
0011
#NUMI
#NUMI
001
001
#NUMI
001
10780
3 6
0011
#NUMI
#NUMI
001
001
#NUMI
001
10782
38
001
#NUMI
#NUMI
001
001
#NUMI
001
10784
40
001
#NUMT
#NUMI
001
001
#NUMI
001
10786
42
001
#NUMI
#NUMi
001
001
#NUMI
001
10788
44
001
#NUMI
#NUMI
001
001
#NUMI
001
10790
46
001
#NUMI
#NUMi
001
001
#NUMI 1
001
10792
48'
0 01
#NUMI
#NUMI
001
001
#NUMI
001
10794
50,
0 01
000
000
1234
001
#NUMI
001
10796
52
001,
534
1 69
1262
1 70
#NUMI
1 70
10798
54
001
755
i 478
1289
4 79
9NUMi
479
10800
56
001
925
878
13 16
879
#NUMI
879
10802
58
001
1068
1352
1342
1069
#NUMI
10 69
10804
60
001
1194
1890
1368
1195
000
1195
10806
62
0011
1308
2484
1393
1309
268
15 77
10808
64
0011
1413
3131
1418
1414
759
2173
10810
66
001
1511
3825
1442
1443
1394
2837
1081.2
68
001
1602
4564
1466
1467
2147
3614
1081 4
70
001
1689
5346
1490
1491
3000
4491
10816
72
001
1772
61 67
1513
1514
3944
5458
10818
74
001
1850
7027
1536
1537
4970
6507
10820
76
001
1926
7924
15 58
1559
6072
7631
10822
78
001
1999
8855
1580
1581
7245
8826
10824
80
001
2069
1 9821
1602
1603
1 8485
10088
10826
82
001
2137
108 19
1624
1625
9789
11414
10828
84
001
2202
11849
1645
164
11154
12800
10830
86
001
2266
1291
1666
1667
12577
11 142 44
10832
88
001
2328
14000
1687
1688
140561
15744
10834
90
0 01
2389
15120
F7717 07
1708
155 88
172 96

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
POND SUMMARY REPORT
CONTOU
ONTO
CONTOUR'
INCR: _
- ACCUM.. "_
ELEV.
AREA--
.AREA `
• " VOL:' `
VOL `"
. STAGE ,
ft
s ft
~ acres
cu ft
(cu ft
ft
10740
7,33051
017
0
0
0
10750
8,07234
019
7,701
7,701
1
10760
8,814.16
020
8,443
16,144
2
10770
9,61850
022
9,216
25,360
3
10780
10,422 83
024
10,021
35,381
4
1079.0
11,255.841
026
10,839
46,220
5
1080.0
12,088 85
028
11,672
57,892
6
1081 0
12,987.74
030
12,538
70,430
7
10820
13,886.63
032
13,437
83,867
8
POND ELEVATIONS:
5
Ft
PRIMARY SPILLWAY:
N/A
Lbs
Top of Dam Elevation
108200
Ft
Barrel Length
59
Ft
Top of Emergency Spillway Elev
108200
Ft
Barrel Size
15
In
Emergency Spillway Elevation
108040
Ft
Barrel Slope
1 92
%
Top of Riser Elevation
107940
Ft
Riser Size
24
In Dia
Invert of Riser Elevation
107440
Ft
Bottom of Pond Elevation
90800
Ft
EMERGENCY SPILLWAY
Bottom Width
10
Ft
FAIRCLOTH SKIMMER:
Water Quality Release Orifice for Faircloth Skimmer
Design Head (Constant for Skimmer), h 20 In
Maximum Release Rate 1 Days
Minimum Release Rate 3 Days
Maximum Hole Size 0013041 155 In Dia
Minimum Hole Size 0004347 089 In Dia
Faircloth Skimmer Barrel Size: 20 In Dia
ANTI - FLOATATION SUMMARY:
Riser Height
5
Ft
Riser Weight
N/A
Lbs
Volume of Riser
315
Cu Ft
Exposed Barrel Length
0
Ft
Volume of Exposed Barrel
00
Cu Ft
Weight of Water Displaced
196560
Lbs
Saftey Factor (10 %)
216216
Lbs
Concrete Required
NO REQ
C F = C Y
Riser Base Size Min Thickness N/A
Ft X
Riser Base Size Used Thickness- N/A
Ft 000 X 000

MAX STAGE ELEV . 107579
MAX FLOW CFS- 0.01
GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
OUTLET STRUCTURE SCHEMATIC
MAX STAGE ELEV.. 107690
MAX FLOW CFS. 001
Top of Dam
(0 5' Mm)
108200
510
♦
160
10 Yr 107690
FLOOD
2 Yr 1075 79
107940
10.00 ft
WATER QUALITY L5 00 ft
500
107440 I 15 in. 1.92%
PERM SEDIMENT
107400
1073.27
Toe of Dam
107200

COUNTRY MEADOWS
Mountain View Road
King, NC
BMP #2 SKIMMER SEDIMENT BASIN
3/24/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gibson Road
Palm City, FL 34990
APR 0 9 2 15 i
WA rEk K

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER MANAGEMENT RISER/SKIMMER BASIN
SITE CONDITIONS AND INPUT DATA
RISER/SKIMMER BMP 92
Site Data
Total Site Area
8.25
Acres
Total Disturbed Area
8.25
Acres
Total Drainage Area Into Structure
8.25
Acres
Proposed BUA/Impervious Area
1.65
Acres
Proposed BUA/Impervious Area
20.0
%
Off -Site Drainage Area
0
Acres
Maximum Off -Site BUA/Impervious Area
0
%
Total BUA/Impervious Area Into Structure-
1.65
Acres
Total BUA/Impervious Area Into Structure
20.0
%
Design Data
Hydraulic Length
833
Feet
Hydraulic Height
36
Feet
Volumetric Runoff Coefficient, Rv
0.230
_
Overland Flow Runoff Factor
1.5
Factor
Pre - Developed Runoff Coefficient, " C " "See table 8.03a
0.25
Factor
Post - Developed Runoff Coefficient, " C " "See table 8 03a
0.50
Factor
SCS Weighted Curve Number *See table 8 03b
70
CN
Precipitation Deptn , 2 yr 24 hr Storm
Precipitation Depth , 10 yr 24 hr Storm
Precipitation Depth , 100 yr 24 hr Storm
SCS Runoff Curve Number (CN)
* *See table
* *See table
* *See table
3.4 Inches
4.93 Inches
7.36 Inches
Soil Group
—Description
-CN
rea(acres)
: - Product of -
_<
_
CN x Area
B
Residential - 1/2 Acre
70
825
5775
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Weighted SCS Curve Number (CN) =
0/ /.0u
70.00
Totals

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
RISER/SKIMMER BMP #2
COMPUTED 1 -YR. WATER QUALITY DATA
Water Quality Volume (1 -Inch Storm), WQv 6,887.93 Cu Ft
Water Quality Runoff Volume, Qa: 0.23 Inches
Water Quality CN (using Qa). 87 CN
Intial Abstraction, la = 0.299 la/P(1 ") = 0.299 Qu (TR -55)= 340.00 csm /in
Water Quality Peak Discharge, Qp 1 1.0 cfs
COMPUTED 2 -YR. DATA
Time of Concentration, Tc
Intensity for 2 yr Storm, I
Peak Rate of Runoff, Tp
Pre - Development Peak Flow, Qpre
Post - Development Peak Flow, Qpost _
Soil Storage Volume, S
Runoff Depth, Q*
COMPUTED 10 -YR. DATA
6.97
Min
5.01
In /hr
16.50
Min
10.33
cfs
20.67
cfs
4.29 Inches
0.95 Inches
Time of Concentration, Tc
6.97
Min
Intensity for 10 yr Storm 1
6.42
In /hr
Peak Rate of Runoff, Tp
26.85
Min
Pre - Development Peak Flow, Qpre
13.24
cfs
Post - Development Peak Flow, Qpost
26.48
cfs
Sod Storage Volume, S -
4.29
Inches
Runoff Depth, Q`
1.98
Inches
COMPUTED STORAGE REQUIREMENTS
Required Surface Area (A =325 x 10 -yr Qp)
Required Storage Volume (1800 C F. x Disturbed Ac)
Temporary Sediment Storage (0 5 Acre - Inches)
Permanent Sediment Storage (0 125 Acre - Inches)
Storage Estimate Before Cleanout Interval, Vc
Cleanout Interval
'Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N C
'Reference made to NOAA ATLAS 14, Volume 2, Version 2
NOAA Website, National Weather Service, Silver Springs, MD
8,606.00 S F
14,850.00 Cu Ft
14,973.75 Cu Ft
3,743.44 Cu Ft.
9,535.34 Cu Ft
90 Days

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
BASIN CONFIGURATION AND DESIGN
RISER /SKIMMER BMP #2
BASIN CONFIGURATION
Width Length
Proposed Basin Dimension: 101 X 191
Basin Side Slopes- 3 : 1
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h
Maximum Release Rate
Minimum Release Rate
Maximum Hole Size 0 041 S.F
Minimum Hole Size- 0 014 S F
Faircloth Skimmer Barrel Size
Faircloth Skimmer Orifice Size Used
Orifice Sized Used Release Rates
Water Quality Minimum Depth
Sediment Storage Depth.
Min Basin Depth
Crest Height of Riser/Weir.
0 008 S F
0.0162 CFS
Surface Area
19,291.00 S F
20 In
1 Days
3 Days
274 In Dia
1 60 In Dia
20 In Dia
1 20 In Dia
4.9 Days
0.36 Ft
0.78 Ft
1.14 Ft
5.00 Ft
Basin Volume as Configured at Top of Riser/Weir 81,707.45 C F

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
STAGE- STORAGE COMPUTATIONS
CONTOUR
CONTOUR
= I1VCR:
°ACCUM.`-'
EI.EV:
"AREA'
r VOL:
,STAGE;
In "S -.
-'In Zz x
,STAGE r
ft
s ft
(cult),
cu ft)'
4(ft )
= ;;;," "'3
"
(ft)
1092.0
1255669
0
0
0
0
0.0000
1093.0
13721.2
13,139
13,139
1
9.4833
0.0000
1.27
1094.0
148857
14,303
27,442
2
10.2198
0.6931
2.25
1095.0
16165.69
15,526
42,968
3
106682
1.0986
3.18
1096.0
17445.68
16,806
59,774
4
10.9983
1.3863
4.11
1097.0
18768.57
18,107
77,881
5
11.2629
1.6094
5.04
1098.0
20091.46
19,430
97,311
6
11.4857
1.7918
6.00
1099.0
2193563
21,014
118,325
7
11.6812
1.9459
6.98
1100.0
23779.8
22,858
141,183
8
11.8578
2.0794
800
S1 = 97,311 ft3 Z1 = 6 ICs= 9,655.98
S2 = 141,183 ft3 Z2 = 8 b = 1.29

STORMWATER RETENTION
STAGE-STORAGE COMPUTATIONS BETWEEN CONTOURS
CONTOUR;
'VOL:
AC
10920
1255669
0
0
0
1092.1-
12673.14
1261
1,261
0.1
1092.2
12789.59
1273
2,534
0.2
1092.3
12906.04
1285
3,819
0.3
1092.4
13022.49
1296
5,115
0.4
1092.5-
13138.94
1308
6,423
0.5 -
1092.6
13255.39
1320
7,743
0.6
1092.7
13371.84
1331
9,074
0.7
1092.8
13488.29
1343
10,417
0.8
1092.9-
13604.74
1355 -
11,772
0.9
10930
-
13721 20
1366
13,138
1.0
1093.1
13837.65
1378
14,516
1.1
1093.2
13954.10
1390
15,906
1.2
1093.3-
14070.55--
1401
17,307
1.3
1093.4
14187.00
1413 -
18,720
1.4.
1093.5
-
14303.45
1425
20,145
1.5
" 1
1093.6
14419.90
1436
21,581
1.6
-6
1093.7
14536.35
1448
23,029
1 _ 7
1.7
-
1093.8
14652.80
1459
24,488
1.8
1093.9
14769.25
471
25,959
1.9
10940
14885.70
1483
27,442
2.0
1094.1
15013.70
1495
28,937
2.1
109412
15141.70
1508
30,445
2.2
1094.3
15269.70
1121
1521
31,96�6
31 6
2.3
1094.4
15397.70
1533
33,499
2
2
10945
15525.70
1 1546
35 5
2.5
1094.6
15653j
S59
36,604
2.6
7
1094.7
'094*
15781.70
572
38176
2.7
1094.8
10:94 8
15909.70
1585
39'761
7
2.8
1094 9
1094.9
16037.70
1597
2.9
1095.0
1616569
1610
42,968
3.0
1095.1
16293.69
1623
44,591
3.1.
I log -
095.2
16421.69
1636
46,2271
3.2
095.3
1 log
16549.69
1649
47,876
3.3
1095.4
16677.69
1661
49,537
3.4
1095.5
16805.69
1674
51,211
3.5
1095.6
16933.69
52,898
3.6
1095.7
17061.69
1700
54,598
3.7
1095.8
17189.69
1713
56,311
3 8

1095.9
17317.69
1725
58,036
3.9
10960
1744568
1738
59,774
4.0
1096.1
17577.97
1751
61,525
4.1
1096.2
17710.26
1764
63,289
4.2
1096.3
17842.55
1778
65,067
4.3
1096.4
17974.84
1791
66,858
4.4
1096.5
18107.13
1804
68,662
4.5
1096.6
18239.42
1817
70,479
4.6
1096.7
18371.71
1831
72,310
4.7
1096.8
18504.00
1844
74,154
4.8
1096.9
18636.29
1857
76,011
4.9
10970
1876857
1870
77,881
5.0
1097.1
18900.86
1883
79,764
5.1
1097.2
19033.15
1897
81,661
5.2
1097.3
19165.44
1910
83,571
5.3
1097.4
19297.73
1923
85,494
5.4
1097.5
19430.02
1936
87,430
5.5
1097.6
19562.31
1950
89,380
5.6
1097.7
19694.60
1963
91,343
5.7
1097.8
19826.89
1976
93,319
5.8
1097.9
19959.18
1989
95,308
5.9
1098.0
20091 46
2003
97,311
6.0
1098.1
20223.75
2016
99,327
6.1
1098.2
20356.04
2029
101,356
6.2
1098.3
20488.33
2042
103,398
6.3
1098.4
20620.62
2055
105,453
6.4
1098.5
20752.91
2069
107,522
6.5
1098.6
20885.20
2082
109,604
6.6
1098.7
21017.49
2095
111,699
6.7
1098.8
21149.78
2108
113,807
6.8
1098.9
21282.07
2122
115,929
6.9
10990
21935 63
2161
118,090
7

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston- Salem, N.C. 27103
2 -YR STORM CHAINSAW ROUTING
Project COUNTRY MEADOWS
"2 -YR FREQUENCY STORM:
"Peak Runoff (Qp) = 20.67 cfs
"Time to Peak (Tp) = 16.50 min.
"Time Step (dT) = 1.65 min.
"STORAGE EQUATION:
"Ks = 9655.98
"b = 1.29
"Initial Elevation (Zo) = 1092.6 ft.
Maximums
2062
27,528
225
109485
003
".TIME" -,
�(nnn):
� irINFLOW-
(cfs) ` -i.w'
STORAGE ";
_ "(cu ft). �
STAGE =`
; it) ..,
ELEVATION
'(ft),
OUTFLOW,
17
054
53
002.
109262
000
34
209
106
003
109263
000
5 1
68
450
752
313
758
0 07
0 14
1092 67
1092 74
001
0 02
85
1083
1501
0 24
1092 84
U 03
102
1191
1408
169
2570
3961
0 36
0 50
1092 96
1093 10
0.03
0 03
136
19 13
5636
0 66
1093 26
0 03
153
2040
7527
082
1093 42
0.03
170
20.62
9544
099
1093 59
003
187
1978
11582
1 15
1093 75
003
204
1795
13537
1 30
1093 90
0.03
22 1
1533
15311
143
109403
0.03
238
1376
16826
1 54
109414
0.03
25 5
1203
18185
1 63
109423
0.03
272
1052
19373
1 72
109432
003
289
920
20412
179
109439
0.03
306
805
21320
1 85
109445
0.03
323
704
22114
1 90
109450
003
340
616
22808
1 95
109455
0.03
357
539
23415
1 99
109459
0.03
374
471
23946
202
109462
0.03
39 1
4 12
24409
205
109465
0.03
408
360
24814
208
109468
003
425
3 15
25167
2 10
109470
0.03
442
276
25476
2 12
109472
0.03
459
241
25746
2 14
109474
0.03
476
2 11
25982
2 15
109475
003
493
1 84
26188
2 17
109477
0.03
510
1 61
26367
218
109478
0.03
527
1 41
26523
2 19
109479
0.03
544
123
26660
220
109480
0.03
56 1
108
26779
221
109481
003
578
094
26883
221
109481
0.03
595
083
26973
222
109482
0.03
612
072
27052
222
109482
003
629
063
27120
223
109483
0.03
646
055
27179
223
109483
0.03
663
048
27230
223
109483
0.03
680
042
27275
224
109484
0.03
697
0 37
27314
224
109484
003
714
032
27348
224
109484
0.03
73 1
028
27377
224
109484
0.03
-748
025
27402
224
1 109484,
0.03
765
022
1 27424
1 2.25
1094.85
0.03
782
019
1 27443
1 2.25
109485
0.03

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston- Salem, N.C. 27103
2 -YR STAGE - DISCHARGE FUNCTION
Project: COUNTRY MEADOWS
Faircloth skimmer
Constant Head
0.167 ft
-_'
ELEVATION
(ity
_STAGE._
(ft) :
POND'
'SKIMMER,
- ,'tjcfs) '
WATER QUALITY DRAW DOWN:
24" Pipe Riser
EMERGENCY
",,`` WEIR,--."
(cts) > '
,' TOTAL
, OUTFLOW
- (ct's)
# Skimmers =
1.0
Riser Weir Length =
6.3
ft.
"Diameter=
0.146 ft.
"Crest Elevation =
1097.6
ft.
"Area =
0.017 sf.
"Weir Coefficent =
3.0
003
"Vertical Spacing =
0.0 ft.
"Discharge Coefficient =
0.6
04
"Invert Elevation =
1092.6 ft.
#NUMI
003
003
"Discharge Coefficient =
0.6
"Orifice Diameter =
15.0
in.
"EMERGENCY WEIR:
#NUMI
"Invert Elevation =
1092.6
ft_
"Weir Coefficient=
3.0
"Discharge Coefficient =
0.60
#NUMI
"Crest Elevation =
1098.6 ft.
003
#NUMI
003
"Weir Length =
10.0 ft.
Faircloth skimmer
Constant Head
0.167 ft
-_'
ELEVATION
(ity
_STAGE._
(ft) :
POND'
'SKIMMER,
- ,'tjcfs) '
RISER _
__ORIFICE ° WEIR BARREL
Acts) (cfs) - (cfs)
"PRIMARY,-
.OUTFLOW-
(cfs),. k,
EMERGENCY
",,`` WEIR,--."
(cts) > '
,' TOTAL
, OUTFLOW
- (ct's)
10926
00
000
#NUMI
#NUMI
000
000
#NUMB
000
10928
02
003
#NUMI
#NUMf
003
003
#NUMI
003
10930
04
003
#NUMI
#NUMI
003
003
#NUMI
003
10932
06
003
#NUM1
#NUMI
003
003
#NUMI
003
10934
08
003
#NUMI
#NUMI
003
003
#NUMI
003
10936
10
0031
#NUM1
#NUM1
003
003
#NUMI
003
10938
12
003
#NUMI
#NUMI
003
003
#NUMI
003
10940
14
003
#NUM1
#NUMI
003
003
#NUMI
003
10942
16
003
#NUMI
#NUMI
003
003
#NUMI
003
10944
18
003
#NUMI
#NUMI
003
003
#NUMI
003
10946
20
003
#NUMI
#NUMI
003
003
#NUMI
003
10948
22
003
#NUMI
#NUMI
003
003
#NUMI
003
10950
24
003
#NUMI
#NUMI
003
003
#NUMI
003
10952
26
003
#NUMI
#NUM1
003
003
#NUMI
003
10954
28
003
#NUMI
#NUMI
003
003
#NUMI
003
10956
30
003
#NUMT
#NUMI
003
003
#NUMI
003
10958
32
003
#NUMI
#NUMI
003
003
#NUMI
003
10960
34
003
#NUMI
#NUMI
003
003
#NUMI
003
10962
36
003
#NUMI
4NUM1
003
003
#NUMI
003
10964
38
003
#NUMI
#NUMI
003
003
#NUMI
003
10966
40
003
#NUMI
#NUMI
003
003
#NUMI
003
10968
42
003,
#NUMT
#NUMI
003
003
#NUMI
003
10970
44
003
#NUM,
#NUMI
003,
003
#NUMI
003
10972
46
003
#NUMI
#NUMI
003
003
#NUMI
003
10974
48
003
#NUMI
#NUMI
003
003
#NUMI
003
10976
50
003
000
000
1234
003
#NUMI
003
10978
52
003
534
169
l2 62
1 72
#NUMI
172
10980
54
755
478
1289
481
#NUMI
481
10982
56
925
878
13 16
881
#NUMI
881
10984
58
1068
1352
1342
1071
#NUMI
1071
10986
60
A00
1194
1890
1368
1197
000,
1197
10988
62
1308
2484
1393
1311
268
1579
10990
64
1413
3131
1418
1416
759
2175
10992
6 6
1511
3825
1442
1445
1394
2839
10994
68
003
1602
4564
1466
140 1
2147
36 16
10996
70
003
1689
5346
1490
1493
3000
4493
10998
72
003
1772
61 67
1513
1516
3944
5460
11000
74
003
1850
7027
1536
1539
4970
6509
11002
76
003
1926
7924
15 58
1561
6072
7633
11004
78
0031
1999
8855
1580
1583
7245
8828
11006
80
1 003
2069
1 9821
1602
1605 1
8485
10090
11008
8 2
003
21 37
108 19
1624
1627
9789
11416
11010
84
003
2202
11849
1645
1648
11154-
12802
11012
86
003
2266
12910
1666
1669
12577
142 46
11014
88
003
2328
14000
1687
1690
14056
157 46
11016
90
1 0031
2389
15120
1707
1 1710
155 88
] 72 98

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston - Salem, N.C. 27103
10 -YR STORM CHAINSAW ROUTING
Project COUNTRY MEADOWS
"10 -YR FREQUENCY STORM:
"Peak Runoff (Qp) = 26.48 efs
"Time to Peak (Tp) = 26.85 min.
"Time Step (dT) = 2.69 min.
"STORAGE EQUATION:
"ICs = 9655.98
"b = 1.29
"Initial Elevation (Zo) = 1092.58 ft.
Maximums
2648
59,035
1 407
109665
003
v T[ME `-
(mm) -,-
_ INFLOW_
= (cfs) `
RAGE--,I-
= (cu tt)°
-,STAGE _ --
=(ft)=
ELEVATION
(ft), .
OUTFLOW
(cfs)
27
066
107
003
109261
000
54
256
214
005
109263
000
8 1
551
627
0 12
109270
002
108
924
1513
024
109282
0.03
13 5
1336
2999
040
109298
0.03
162
1746
5150
061
1093 19
0.03
18.9
21 15
7963
086
109344
0.03
216
2406
11372
1 14
109372
003
243
2590
15250
143
109401
0.03
270
26.48
19425
172
109430
0.03
297
2575
23694
201
109459
0.03
324
2379
27845
227
109485
0.03
35 1
2078
31680
251
109509
0.03
378
1843
35029
272
109530
0.03
405
16 17
37999
289
109547
0.03
432
14 19
40604
304
109562
0.03
459
1245
42889
3 18
109576
0.03
486
1093
44894
329
109587
0.03
513
959
46653
339
109597
0.03
540
841
48196
348
109606
003
567
738
49549
3 55
1096 13
0.03
594
648
50735
362
109620
0.03
621
568
51776
368
109626
0.03
648
499
52688
373
109631
0.03
67 5
438
53489
377
109635
0.03
702
384
54191
381
109639
0.03
729
337
54806
384
109642
0.03
756
296
55345
387
109645
0.03
783
259
55818
390
109648
0.03
810
228
56231
392
109650
0.03
837
200
56594
394
109652
0.03
864
1 75
56912
396
109654
0.03
891
1 54
57190
397
109655
0.03
918
135
57434
398
109656
003
945
1 18
57647
400
109658
0.03
972
104
57833
401
109659
0.03
999
091
57996
401
109659
003
1026
080
58138
402
109660
0.03
1053
070
58262
403
109661
0.03
1080
062
58370
403
109661
0.03
1107
0 54
58465
404
109662
0.03
1134
0 47
58547
404
109662
0.03
1161
042
58618
405
109663
0.03
1188
037
58681
405
109663
0.03
1215
032
58736
405
109663
0.03
1242 1
028
58783 1
406 1
109664 1
0.03

Faircloth skimmer
Constant Head
0.167 ft.
ELEVATION
GUPTON & ASSOCIATES P.A.
"(Cfs)'�:�'(cfs)7(cfs)
"ORIFICE
RISER °,,;
�ti; WEIR
2200 Silas Crk. Pkwy Suite 2 -B
:PRIMARY
OUTFLOW
EMERGENC
WEIR
TOTAL`S
OUTFLOW-
Winston- Salem, N.C. 27103
�(g)
;
10 -YR STAGE - DISCHARGE FUNCTION
w` '(cf
(cfs)_`'-
Project: COUNTRY MEADOWS
(cfs)
10926
00
WATER QUALITY DRAW DOWN:
#NUMI
24" PIPE RISER:
# Skimmers =
1.0
#NUMI
Riser Weir Length =
6.3 ft. "Diameter =
0.146
ft.
"Crest Elevation =
1097.58 ft. "Area =
0.017
sf.
"Weir Coefficent =
3.0 "Vertical Spacing =
0.0
ft.
"Discharge Coefficient =
0.6 "Invert Elevation =
1092.6
ft.
0 03
"Discharge Coefficient =
0.6
10932
"Orifice Diameter=
15.0 In. "EMERGENCY WEIR:
#NUMI
#NUMI
"Invert Elevation =
1092.6 ft. "Weir Coefficient =
3.0
003
"Discharge Coefficient =
0.60 "Crest Elevation =
1098.6
ft.
#NUMI
"Weir Length =
10.0
ft.
Faircloth skimmer
Constant Head
0.167 ft.
ELEVATION
STAGE'
"(Cfs)'�:�'(cfs)7(cfs)
"ORIFICE
RISER °,,;
�ti; WEIR
;BAR
; �, ��� 1-1
:PRIMARY
OUTFLOW
EMERGENC
WEIR
TOTAL`S
OUTFLOW-
tt
( )
�(g)
;
�r
w` '(cf
(cfs)_`'-
(ct's)
(cfs)
10926
00
00
#NUMI
#NUMI
000
600
#NUMI
000
10928
02
003
#NUMI
#NUMI
003
003
#NUMI
003
10930
04
003
#NUMI
#NUMI
003
0 03
#NUMI
003
10932
06
003
#NUMI
#NUMI
003
003
#NUMI
003
10934
08
003
#NUMI
#NUMI
003
003
#NUMI
003
10936
10
00
#NUMI
#NUMI
003
003
#NUMI
003
10938
12
003
#NUMI
#NUMI
003
0 03
#NUMI
003
10940
14
00
#NUMI
#NUMI
003
003
#NUMI
003
10942
1 6
00
#NUMI
#NUMI
003
003
#NUMI
003
10944
1 8
0 03
#NUMI
#NUMI
0 03
003
#NUMI
003
10946
20
003
#NUMI
#NUMI
003
003
#NUMI
003
10948
22
003,
#NUMI
#NUMI
003
003
#NUMI
003
10950
24
0 03
#NUMI
#NUMI
—0703
003
#NUMI
003
1695T
26
003
#NUMI
#NUMI
003
003
#NUMI
003
10954
28
003
#NUMI
#NUMI
003
003
#NUMI
0-
10956,
30
003
#NUMI
#NUMI
003
003
#NUMI
003
10958
32
003
#NUMI
#NUMI
—003
003
#NUMI
003
10960
34
003
#NUMI
#NUMI
003
003
#NUMI
003
1096 2
36
003
#NUMI
#NUMI
0 03
0 03
#NUMI
003
1096 4
38
003
#NUMI
#NUMI
003
003
#NUMI
003
10966
40
003
#NUMI
#NUMI
00-3
003
#NUMI
003
10968
42
003
#NUMI
#NUMI
003
003
#NUMI
003
10970
44
003
#NUMI
#NUMI
003
003
#NUMI
003
10972
46
003
#NUMI
#NUMI
003
003
#NUMI
003
10974
48
003
#NUMI
#NUMI
003
003
#NUMI
003
10976
50
003
1 69
005
1234
008
#NUMI
008
10978
52
003
560
—774
195
—1262
198
#NUMI
1 98
10980
54
003
12 89
517
#NUMI
5 17
10982
56
003
940
13 16
—926
#NUMI
926
10984
58
003
1082
a25
13 42
1085
#NUMI
1085
10986
60
003
1206
13 68
1209
000
1209
10988
6 2
003
13 19
13 93
13 22
268
1590
10990
64
003
1423
3198
14 18
1421
759
2180
10992
66
003
1520
3897
14 42
14 45
1394
2839
10994
68
003
1611
4641
14 66
14 69
2147
36 16
10996
7 0
1698
5426
14 90
14 93
3000
4493
1099 8
72
1780
6252
15 13
1516
3944
5460
11000
74
1858
71 15
15 36
15 39
4970
6509
11002
76
1-933
80 15
15 58
15 61
6072
7633
11004
78
2006
8950
15 80
15 83
7245
8828
11006
80
9003
2076
9919
—1602
16 05
8485
10090
11008
82
2143
10921
1624
16 27
9789
11416
11010
84
2209
11954
1645
16 48
11154
1280
11012
86
2273
13017
1666
16 69
125 77
142 46
11014
88
2334
141 11
1687
1690
14056,
157 46
110161
90
2395
152341
17 07
1710
155 88
172 98

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
POND SUMMARY REPORT
CONTOU
ONTOU
CONTOUR
-INCR: `
ACCUM..
ELEV. -
-AREA
AREA
.VOL. ;
VOL~ °
.STAGE
'(ft)
s ft
(acres)
110000
(cu ft) ,
(ft)
10920
12,556 69
029
0
0
0
1093.0
13,721.20
031
13,139
13,139
1
10940
14,885.70
034
14,303
27,442
2
10950
16,165 69
037
15,526
42,968
3
10960
17,445.68
040
16,806
59,774
4
10970
18,768.571
043
18,107
77,881
5
1098.0
20,091.461
046
19,430
97,311
6
1099.0
21,935.63
050
21,014
118,325
7
1100.0
23,779.80
055
22,858
141,183
8
Maximum Release Rate.
1
Days
Minimum Release Rate
3
Days
Maximum Hole Size
0040556
273
In Dia
Minimum Hole Size
POND ELEVATIONS:
498
Ft
PRIMARY SPILLWAY:
N/A
Lbs
Top of Dam Elevation
110000
Ft.
Barrel Length
0
61
Ft
Top of Emergency Spillway Elev.
110000
Ft
Barrel Size
Lbs
15
In
Emergency Spillway Elevation
109860
Ft
Barrel Slope.
Riser Base Size Min Thickness N/A
015
%
Top of Riser Elevation
109758
Ft
Riser Size
24
In Dia
Invert of Riser Elevation
109260
Ft
Bottom of Pond Elevation
90800
Ft
EMERGENCY SPILLWAY
Bottom Width
10
Ft
FAIRCLOTH SKIMMER:
Water Quality Release Orifice for Faircloth Skimmer
Design Head (Constant for Skimmer),
h
20
In
Maximum Release Rate.
1
Days
Minimum Release Rate
3
Days
Maximum Hole Size
0040556
273
In Dia
Minimum Hole Size
0013519
1 57
In Dia
Faircloth Skimmer Barrel Size:
18
In Dia
ANTI - FLOATATION SUMMARY:
Riser Height
498
Ft
Riser Weight
N/A
Lbs
Volume of Riser
314
Cu Ft
Exposed Barrel Length
0
Ft
Volume of Exposed Barrel
00
Cu.Ft
Weight of Water Displaced
195936
Lbs
Saftey Factor (10 %)
215530
Lbs
Concrete Required
NO REQ
C F = C Y
Riser Base Size Min Thickness N/A
Ft ' X
Riser Base Size Used Thickness N/A
Ft 000 X 000

MAX STAGE ELEV 109485
MAX FLOW CFS• 003
10 Yr
GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
OUTLET STRUCTURE SCHEMATIC
MAX STAGE ELEV 109665
MAX FLOW CFS 003
(_05'M!-
3 35
--------------------- - - - - -I - --
1096.65 -- -1098 60
--
1 02 (1' Min)
FLOOD
2 Yr 109485
109758
WATER QUALITY
498
109260
IF K—
PERM SEDIMENT STORAGE
1092 00 /
15 in
61 00 ft
015%
Top of Dam
110000
140
109251
Toe of Dam
109200
800ft

P.O. Box 1070
King, N.C. 27021
336- 985 -6519
COUNTRY MEADOWS
Mountain View Road
King, N C.
PERMANENT E.D. BASIN #3
4/6/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gilson Road
Palm City, FL 34990
276 -755 -4139
Io�o �
APR 0 ,9 2015 I i

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3DO 2012 by Autodesk, Inc v9
1 -Year
Country Meadows gpw
Monday, 04 / 6 12015
Hydrograph No 7, SCS Runoff, Pond 3 - Pre Const . . .... .. ... ..... . .. .. . 1
Hydrograph No 8, SCS Runoff, Pond 3- Post Const. . ... ... .. .... ... 2
Hydrograph No 9, Reservoir, Pond 3 Routed ... . .... . ... ... .... 3
PondReport - BMP 3 ................................................................... ............................... 4
2 - Year
Hydrograph No 7, SCS Runoff, Pond 3- Pre Const. ...... 5
Hydrograph No 8, SCS Runoff, Pond 3 -Post Const. ... .... .............. .. 6
Hydrograph No 9, Reservoir, Pond 3 Routed .... . .. 7
10 -Year
Hydrograph No 7, SCS Runoff, Pond 3 - Pre Const 8
Hydrograph No 8, SCS Runoff, Pond 3 - Post Const .. . ..... 9
Hydrograph No 9, Reservoir, Pond 3 Routed . ...... .... ... . ..... 10
25 - Year
Hydrograph No
7, SCS Runoff, Pond 3 - Pre Const
11
Hydrograph No
8, SCS Runoff, Pond 3 - Post Const.
12
Hydrograph No
9, Reservoir, Pond 3 Routed
13
50 - Year
Hydrograph No
7, SCS Runoff, Pond 3 - Pre Const.
14
Hydrograph No
8, SCS Runoff, Pond 3 - Post Const
...... . 15
Hydrograph No
9, Reservoir, Pond 3 Routed
16
100 - Year
Hydrograph No 7, SCS Runoff, Pond 3 - Pre Const... .. ..... 17
Hydrograph No 8, SCS Runoff, Pond 3 - Post Const. 18
Hydrograph No 9, Reservoir, Pond 3 Routed 19
IDFReport ................................................................................... ............................... 20
Detention Pond Riser / Outlet - Front View ............................. ............................... 21
Detention Pond Riser / Outlet - Section View ......................... ............................... 22
Input Data
Reference Data

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 310 2012 by Autodesk, Inc. v9
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 20.740 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 1.97 in
Distribution
Storm duration
= 6.00 hrs
Shape factor
Q (Cfs)
r 10
1.00
0.00 1
0.0
Pond 3 - Pre Const
Hyd. No. 7 - -1 Year
1
Monday, 04 / 6 / 2015
= 1.214 cfs
= 2.58 hrs
= 12,047 cuft
= 67
= Oft
= 7.00 min
= SCS 6 -Hr
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 7
Q (ds)
2.00
1.00
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2012 by Autodesk, Inc. v9
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 20.740 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 1.97 in
Storm duration
= 6.00 hrs
Q (Cfs)
3.00
+AIZI]
1.00
0.00 --1—
0.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 3 - Post Const
Hyd. No. 8 —1 Year
2
Monday, 04 / 6 / 2015
= 2.486 cfs
= 2.57 hrs
= 17,270 cuft
= 70
= Oft
= 10.00 min
= SCS 6 -Hr
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 8
Q (cfs)
3.00
2.00
1.00
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used
Q (cfs)
3.00
2.00
1.00
Pond 3 Routed
Hyd. No. 9 -- 1 Year
3
Monday, 04 / 6 / 2015
= 0.174 cfs
= 6.17 hrs
= 13,409 cuft
= 1034.77 ft
= 15,893 cuft
Q (cfs)
3.00
2.00
1.00
PF 1 , 0.00
5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 9 Hyd No. 8 TLFP1 I Total storage used = 15,893 cult

Pond Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 ! 2015
Pond No. 1 - BMP 3
Note: Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
Pond Data
[A]
Contours - User - defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 1034.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 1034.00
19,507
0
0
1.00 1035.00
21,805
20,656
20,656
2.00 1036.00
24,189
22,997
43,653
3.00 1037.00
26,632
25,411
69,064
4.00 1038.00
29,132
27,882
96,946
5.00 1039.00
31,687
30,410
127,355
6.00 1040.00
34,300
32,994
160,349
Culvert / Orifice Structures
Note: Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrfRsrl
Clv A
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
3.00
0.00
0.00
Crest Len (ft)
= 12.00
16.00
0.00
0.00
Span (in)
= 12.00
3.00
0.00
0.00
Crest El. (ft)
= 1037.00
1038.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1034.00
1034.10
0.00
0.00
Weir Type
= 1
Ciplti
--
--
Length (ft)
= 100.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.00
0.00
0.00
nla
- -- - 60.27
6.00
160,349
1040.00
7.78 oc
N -Value
= .013
.013
.013
n!a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfll.(Inmr)
= 0.000 (by Wet area)
Multi -Stage
= We
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
It
cult
ft
cfs
cis cfs
cfs cfs
cfs cis
cfs cis cfs cis
0.00
0
1034.00
0.00
0.00 -
- 0.00
0.00 - --
-- - - 0.000
1.00
20,656
1035.00
0.21 is
0.21 is -
- 0.00
0.00 --
- - -- 0.208
2.00
43,653
1036.00
0.32 is
0.31 is --
- 0.00
0.00 -
-- -- - 0.311
3.00
69,064
1037.00
0.39 is
0.39 is -
- 0.00
0.00 --
-- -- - 0.388
4.00
96,946
1038.00
6.57 oc
0.02 is -
-- 6.51s
0.00 -
- - - 6.532
5.00
127,355
1039.00
7.20 oc
0.01 is -
- 6.98s
53.28 --
- -- - 60.27
6.00
160,349
1040.00
7.78 oc
0.00 is --
7.28s
150.70 --
-- - - 157.98

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 20.740 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 2.38 in
Storm duration
= 6.00 hrs
0 (Cfs)
4.00
KIM
2.00
iW1Z111
0.00 1
0.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 3 - Pre Const
Hyd. No. 7 — 2 Year
5
Monday, 04 / 6 / 2015
= 3.722 cfs
= 2.55 hrs
= 22,599 cuft
= 67
= Oft
= 7.00 min
= SCS 6 -Hr
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 7
Q (Cfs)
4.00
3.00
2.00
1.00
--L- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31341) 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 5.567 cfs
Storm frequency
= 2 yrs
Time to peak
= 2.55 hrs
Time interval
= 1 min
Hyd. volume
= 30,058 cuft
Drainage area
= 20.740 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.38 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
6.00
E111111
t' X11
3.00
2.00
1.00
0.00 '
0.0 1.0
Hyd No. 8
Pond 3 - Post Const
Hyd. No. 8 — 2 Year
2.0 3.0 4.0 5.0 6.0
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
---J- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2012 by Autodesk, Inc. v9
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used.
Q (cfs)
6.00
1/
4.00
3.00
2.00
1.00
w
5
Hyd No. 9
Pond 3 Routed
Hyd. No. 9 -- 2 Year
7
Monday, 04 1 6 1 2015
= 0.244 cfs
= 6.18 hrs
= 24,574 cult
= 1035.31 ft
= 27,699 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' ' ' ' ' ' ' ' 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 8 ILEH l i i Total storage used = 27,699 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 20.740 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.45 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 3 - Pre Const
Q (Cfs) Hyd. No. 7 --10 Year
14.00
12.00
10.00
8.00
6.00
4.00
2.00
000
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 7
8
Monday, 04 / 6 / 2015
12.92 cfs
2.52 hrs
60,348 tuft
67
0 ft
7.00 min
SCS 6 -Hr
484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
7.0
Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 16.22 cfs
Storm frequency
= 10 yrs
Time to peak
= 2.52 hrs
Time interval
= 1 min
Hyd. volume
= 73,580 cuft
Drainage area
= 20.740 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.45 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Pond 3 - Post Const
Q (Cfs) Hyd. No. 8 - -10 Year
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' '
0.0 1.0
Hyd No. 8
2.0 3.0 4.0 5.0 6.0
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
—L-- 0.00
7.0
Time (hrs)

Storage Indication method used
Q (cfs)
18.00
15.00
12.00
�8
. iM
3.00
0.00 �
0
5
Hyd No. 9
Pond 3 Routed
Hyd. No. 9 -- 10 Year
Q (cfs)
18.00
15.00
12.00
• IN
3.00
_ _ -- �... �_ 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 8 U= ! Total storage used = 69,239 cult
10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.466 cfs
Storm frequency
= 10 yrs
Time to peak
= 6.18 hrs
Time interval
= 1 min
Hyd. volume
= 50,490 cuft
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Max. Elevation
= 1037.01 ft
Reservoir name
= BMP 3
Max. Storage
= 69,239 cuft
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
�8
. iM
3.00
0.00 �
0
5
Hyd No. 9
Pond 3 Routed
Hyd. No. 9 -- 10 Year
Q (cfs)
18.00
15.00
12.00
• IN
3.00
_ _ -- �... �_ 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 8 U= ! Total storage used = 69,239 cult

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 19.68 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.47 hrs
Time interval
= 1 min
Hyd. volume
= 87,663 cuft
Drainage area
= 20.740 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (TO
= 7.00 min
Total precip.
= 4.08 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0.0 1.0
Hyd No. 7
Pond 3 - Pre Const
Hyd. No. 7 — 25 Year
Q (ds)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 23.77 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.48 hrs
Time interval
= 1 min
Hyd. volume
= 104,145 cuft
Drainage area
= 20.740 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.08 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' '
0.0 1.0
Hyd No. 8
Pond 3 - Post Const
Hyd. No. 8 — 25 Year
Q (afs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9 Monday. 04 / 6 / 2015
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
11
4.00
0.00 ' r ' I
0 5
- Hyd No. 9
Pond 3 Routed
Hyd. No. 9 -- 25 Year
= 4.355 cfs
= 5.20 hrs
= 80,240 cuft
= 1037.22 ft
= 75,278 cult
10 15 20 25 30 35 40 45
Hyd No. 8 Total storage used = 75,278 cuft
Q (cfs)
24.00
20.00
16.00
12.00
10
4.00
— 1 0.00
50
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil WO 2012 by Autodesk, Inc. v9
Monday, 04 16 / 2015
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 25.69 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.47 hrs
Time interval
= 1 min
Hyd. volume
= 111,337 cuft
Drainage area
= 20.740 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 4.58 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.0 1.0
Hyd No. 7
Pond 3 - Pre Const
Hyd. No. 7 – 50 Year
2.0 3.0 4.0 5.0 6.0
Q (efs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
—&- 0.00
7.0
Time (hrs)

Q (cfs)
35.00
30.00
25.00
20.00
t'5.00
10.00
5.00
0 00
Pond 3 - Post Const
Hyd. No. 8 — 50 Year
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 8
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
7.0
Time (hrs)
15
Hydrograph
Report
Hydraflow Hydrographs Extension Tor AutoCAD® Civil 31)® 2012 by Autodesk, Inc. v9
Monday, 04 1 6 12015
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 30.31 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.48 hrs
Time interval
= 1 min
Hyd. volume
= 130,291 cuft
Drainage area
= 20.740 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (TO
= 10.00 min
Total precip.
= 4.58 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
t'5.00
10.00
5.00
0 00
Pond 3 - Post Const
Hyd. No. 8 — 50 Year
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 8
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used.
16
Monday, 04 / 6 / 2015
= 6.013 cfs
= 4.47 hrs
= 106,330 cuft
= 1037.33 ft
= 78,344 cuft
Pond 3 Routed
Q (cfs) Hyd. No. 9 -- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 1 r i ■
0 5
Hyd No. 9
10 15 20 25 30 35 40 45 50 V vv
Time (hrs)
Hyd No. 8 III 1 Total storage used = 78,344 cult

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136) 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 7
Pond 3 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 32.12 cfs
Storm frequency
= 100 yrs
Time to peak
= 2.45 hrs
Time interval
= 1 min
Hyd. volume
= 136,456 cuft
Drainage area
= 20.740 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 5.08 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (ds)
35.00
30.00
25.00
20.00
t5.00
10.00
5.00
0.00 ' '
0.0 1.0
Hyd No. 7
Pond 3 - Pre Const
Hyd. No. 7 —100 Year
Q (ds)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3134D 2012 by Autodesk, Inc. v9
Hyd. No. 8
Pond 3 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 20.740 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.08 in
Storm duration
= 6.00 hrs
Q (ds)
40.00
30.00
10.00
1.0 2.0
Hyd No. 8
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 3 - Post Const
Hyd. No. 8 —100 Year
18
Monday, 04 / 6 / 2015
= 37.21 cfs
= 2.47 hrs
= 157,787 cuft
= 70
= 0 ft
= 10.00 min
= SCS 6 -Hr
= 484
3.0 4.0 5.0 6.0
Q (Cfs)
40.00
30.00
20.00
10.00
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 9
Pond 3 Routed
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 8 - Pond 3 - Post Const
Reservoir name
= BMP 3
Storage Indication method used.
Q (Cfs)
40.00
30.00
20.00
10.00
0.00
0 5
--- Hyd No. 9
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Pond 3 Routed
Hyd. No. 9 -- 100 Year
19
Monday, 04 / 6 / 2015
= 6.365 cfs
= 4.88 hrs
= 133,426 cuft
= 1037.72 ft
= 89,064 cuft
10 15 20 25 30 35 40 45
Hyd No. 8 4ILI I I I Total storage used = 89,064 cuft
Q (Cfs)
40.00
30.00
20.00
10.00
—' 0.00
50
Time (hrs)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Return
Period
Intensity - Duration- Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
57.3018
12.6000
0.8890
45
2
68.6290
13.0000
0.8850
--
3
0.0000
0.0000
0.0000
- - --
5
67.5316
12.6000
0.8309
1.35
t0
67.3303
12.4000
0.8000
3,60
25
58.6655
11.0000
0.7384
2.04
50
54.7434
10.3000
0.7025
3
100
47.2780
9.0000
0.6512
0.00
File name: Winston Salem.IDF
Intensity = B / (Tc + D) ^E
i►111]
Monday, 04 / 6 / 2015
Return
Period
Intensity Values On/hrr
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
s0
1
4.48
3.58
3.00
2.59
2.28
2.04
1.85
1.69
1.56
1.45
1.35
1.27
2
5.32
428
3,60
3.11
2.74
2.46
2.23
2.04
1.89
1.75
1.64
1.54
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.23
5.06
4.29
3.73
3.32
2.99
2.73
2.51
2.33
2.17
2.04
1.92
10
6.85
5.60
4.76
4.17
3.71
3.36
3.07
2.84
2.64
2.47
2.32
2.19
25
7.57
6.20
5.29
4.65
4.16
3.78
3.47
3.22
3.00
2.82
2.66
2.52
50
8.06
6.60
5.66
4.98
4.48
4.08
3.76
3.49
3.27
3.07
2.91
2.76
100
8.48
6.95
5.97
5.28
4.76
4.35
4.02
3.75
3.52
3.32
3.15
3.00
Tc = time in minutes. Values may exceed 60.
Precis file name: C:% Users%ashlevwXDocumentslCountry MeadowslWinston Salem.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2-yr
3 -yr
S-yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24 -hour
2.83
3.42
0.00
4.28
4.96
5.89
6.63
7.40
SCS 6-Hr
1.97
2.38
0.00
2.99
3.45
4.08
4.58
5.08
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0100
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Pond No. 1 - BMP 3
- 7.00
- 5.00
-4.00
- 3.00
-2.00
- 1.00
L 0.00
Stage (ft)
Project: BMP 3.gpw
12.00 It Riser
WeirA - Elev. 1037.00
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Top of pond
Elev. 1040.00 ---
16 00 ft Cipolefti weir
WeirB - Elev. 1038.00
Bottom of pond
Elev. 1034.00
Front View
25-yr
NTS - Looking Downstream
10-yr
100-yr
2-yr
50-yr
1 -yr
Inflow hydrograph = 5. SCS Runoff - Pond 4 -
Post Const
Monday, 04 / 6 / 2015

Oo%r%A Al., 4 _ MUD Z
- 7.00
- &00
- 5.00
- 4.00
- 3.00
- 2.00
- 1.00
L 0.00
Stage (ft)
nyoranow nyorograpns cnension Tor muT� �rvn au zu i z vy numvvasR, inc. vv
Top of pond ---\
Elev. 1040.00
Section EIev.1034.00
25 yr
NTS
10-yr
100-yr 2-yr
50 -yr 1 yr
Inflow hydrograph = 5. SCS Runoff - Pond 4 - Post Const
Project: BMP 3.gpw Monday, 04 / 6 / 2015

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -13
Winston - Salem, N.C. 27103
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
* *See table
2.83
SITE CONDITIONS AND INPUT DATA
1
Factor
BASIN #3
1578
Feet
Site Data
78
Feet
Total Site Area:
20.74
Acres
Total Disturbed Area:
20.74
Acres
Total Drainage Area Into Structure:
20.74
Acres
Proposed BUA/Impervious Area:
3.73
Acres
Proposed BUA/Impervious Area:
18.0
%
Off -Site Drainage Area:
0
Acres
Maximum Off -Site BUA /Impervious Area:
0
%
Total BUA/Impervious Area Into Structure:
3.73
Acres
Total BUA/Impervious Area Into Structure:
18.0
%
Design Data
Pre - Developed.
* *See table
2.83
Overland Flow Runoff Factor
1
Factor
Hydraulic Length:
1578
Feet
Hydraulic Height:
78
Feet
Time of Concentration, Tc (Pre - developed) :
7.21
Min.
Post - Developed:
Overland Flow Runoff Factor
1
Factor
Hydraulic Length:
2237
Feet
Hydraulic Height:
88
Feet
Time of Concentration, Tc (Post - developed) :
10.30
Min.
*Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute Tc.
SCS Weighted Curve Number (Pre- developed):
SCS Weighted Curve Number (Post- developed):
67.00 CN
70.00 CN
Precipitation Depth, 1 yr. 24 hr. Storm:
* *See table
2.83
Inches
Precipitation Depth, 2 yr. 6 hr. Storm.
**See table
2.38
Inches
Precipitation Depth, 10 yr. 6 hr. Storm:
* *See table
3.45
Inches
Precipitation Depth, 25 yr. 6 hr. Storm:
* *See table
4.08
Inches

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -13
Winston - Salem, N.C. 27103
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #3
Pre - Developed SCS Runoff Curve Number (CN)
Soil Group
Description
CN
Area acres
Product of
CN x Area
P
Brush - Weed -Grass Mixt
67
20.74
1389.58
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I otals
20.74 1;5H9.5H
Weighted SCS Curve Number (CN) = 67.00
Post - Developed SCS Runoff Curve Number (CN)
Soil Group
Description
CN
Area acres
Product of
CN x Area
B
1/2 Residential
70
20.74
1451.8
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Totals
20.74 1451.80
Weighted SCS Curve Number (CN) = 70.00
"See table 8.03e
*Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N.C.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
TEMPORARY BASIN DESIGN
Basin #3
BASIN CONFIGURATION (RISER & SKIMMER)
Width Length
Proposed Basin Dimension: X
Basin Side Slopes: 1
Minimum Length /Width Ratio:
Maximum Length/Width Ratio:
Proposed Length /Width Ratio:
Computed Storage Requirements:
Soil Storage Volume, S :
Required Surface Area: (A =435 x 10 -yr. Qp)
Required Storage Volume (1800 C. F. x Disturbed Ac):
Temporary Sediment Storage (0.5 Acre - Inches):
Storage Estimate Before Cleanout Interval, Vc:
Cleanout Interval:
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h:
Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Faircloth Skimmer Barrel Size
0.038 S.F.
0.015 S.F.
Faircloth Skimmer Orifice Size Used: 0.028 S.F.
Orifice Size Release Rates: 0.0687 CFS
Required Basin Depth (min. 2'):
Crest Height of Riser/Weir:
Basin Volume as Configured at Top of Riser:
Surface Area
26,700.00
2:1
6:1
3.4:1
S.F.
4.29
Inches
26,233.02
S.F.
37,332.00
Cu.Ft.
37,643.10
Cu.Ft.
13,789.33
Cu.Ft.
74,556.38
Days
3.0 In
2 Days
5 Days
2.65 In. Dia
1.68 In. Dia
3.0
In. Dia.
2.25
In. Dia.
2.7
Days
1.40
Ft.
3.00
Ft.
74,556.38
C.F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
Basin #3
BASIN CONFIGURATION (RISER & ORIFICE
Width Length
Surface Area
In.
Approx. Basin Dimension: X
26,700.00
S.F.
Basin Side Slopes:
1.4
In.
Minimum Length /Width Ratio:
1.5:1
Days
Proposed Length /Width Ratio:
3.4:1
Days
Computed Storage Requirements:
0.055 S.F. 3.19
In. Dia.
Permanent Pool Average Depth:
0
Ft.
Percent Impervious Cover:
18.0
%
Required SA/DA for 85% TSS Removal:
0.39
%
Required SA/DA for 90% TSS Removal:
1.38
%
Surface Area / Drainage Area Ratio:
2.96
%
Required Surface Area: (85% TSS Removal):
8,040.57
S.F.
Required Surface Area: (90% TSS Removal):
12,467.39
S.F.
Soil Storage Volume, S :
4.29
Inches
Required Permanent Sediment Storage (0.125 Acre - Inches):
9,410.78
Cu.Ft.
Required Permanent Sediment Storage Depth (min. 1'):
0.35
Ft.
Water Quality Drawdown Orifice:
Maximum Head:
4.3
In.
Minimum Head:
0.0
In.
Design Head (h max /3), h:
1.4
In.
Maximum Release Rate:
2
Days
Minimum Release Rate:
5
Days
Maximum Hole Size:
0.055 S.F. 3.19
In. Dia.
Minimum Hole Size:
0.022 S.F. 2.02
In. Dia.
Conduit Size Used:
12.0
In. Dia.
Orifice Size Used:
0.034 S.F. 2.50
In. Dia.
Orifice Size Release Rates:
0.0586 CFS 3.2
Days
Crest Height of Spillway: 4.00 Ft.
Basin Volume as Configured at Top of Spillway: 94,978.72 C. F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
Basin #3
COMPUTED 1 -YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv: 0.212
Water Quality Volume (1 -Inch Storm), WQv: 15,950.22 Cu.Ft.
Water Quality Runoff Volume, Qa: 0.21 Inches
Water Quality CN (using Qa): 87 CN
Intial Abstraction, la: = 0.311 la /P(1 ") = 0.311 Qu (TR -55)= 910.00 csm /in
Time of Concentration, Tc
Intensity for 1 yr. Storm, I
Peak Rate of Runoff, Tp
Water Quality Peak Discharge, Qp
Runoff Depth, Q' :
Water Quality Drawdown Elevation:
Water Quality Volume Provided: (Elev. 1034 to 1037)
(Volume between Permanent Pool and Riser Orifice)
COMPUTED 25 -YR. WATER QUANTITY DATA
Pre - developed Runoff Volume:
Post - developed Runoff Volume:
Runoff Volume to be Detained (Post - Pre):
Water Quantity Volume Provided: (Elev. 1034 to 1037)
Discharge Rate @ 48 hrs:
Approx. Time to Complete Discharge
PRE /POST DEVELOPED PEAK DISCHARGES
(max. 120 hrs.)
Post - Developed
Peak Discharge
(cfs)
2.486
5.57
16.22
23.77
30.31
37.21
7.21 Min.
4.48 In. /hr.
14.25 Min.
6.2 cfs
0.62 Inches
1034.00
69,064.00 Cu.Ft.
87,663
Pre - Developed
104,145
Peak Discharge
Design Storm
(cfs)
1 yr. - 24 hr
1.214
2 yr. -6 hr.
3.72
10 yr. - 6 hr.
12.92
25 yr. - 6 hr.
19.68
50 yr. - 6 hr.
25.69
100 yr. - 6 hr.
32.12
(max. 120 hrs.)
Post - Developed
Peak Discharge
(cfs)
2.486
5.57
16.22
23.77
30.31
37.21
7.21 Min.
4.48 In. /hr.
14.25 Min.
6.2 cfs
0.62 Inches
1034.00
69,064.00 Cu.Ft.
87,663
Cu.Ft.
104,145
Cu.Ft.
16,482
Cu.Ft.
Cu.Ft.
69,064
0.226 cfs
14 hr.
Routed BMP #4
Peak Discharge
(cfs)
0.174
0.244
0.466
4.355
6.013
6.365

Depth- Duration - Frequency Table
Winston - Salem, NC
Winston - Salem, NC
Return Period
Return Period
Duration
Duration
1 -yr
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
in /hr
in.
in.
in.
in.
in.
in.
in.
5 min
0.37
0.44
0.52
0.57
0.63
0.67
0.71
10 min
0.60
0.71
0.83
0.92
1.01
1.07
1.12
15 min
0.74
0.89
1.05
1.16
1.28
1.35
1.42
30 min
1.02
1.23
1.50
1.68
1.89
2.04
2.17
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
1.50
1.82
2.28
2.62
3.06
3.40
3.73
3 hr
1.61
1.95
2.45
2.82
3.31
3.68
4.05
6 hr
1.97
2.38
2.99
3.45
4.08
4.58
5.08
12 hr
2.35
2.85
3.58
4.16
4.97
5.61
6.29
24 hr
2.83
3.42
4.28
4.96
5.89
6.63
7.40
Intensity- Duration - Frequency Table
Winston - Salem, NC
Return Period
Duration
1 -yr
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
in /hr
in /hr
in /hr
in /hr
in /hr
in /hr
in /hr
5 min
4.48
5.32
6.24
6.86
7.58
8.06
8.48
10 min
3.58
4.25
5.00
5.50
6.05
6.42
6.74
15 min
2.98
3.56
4.22
4.63
5.11
5.42
5.68
30 min
2.04
2.46
2.99
3.36
3.78
4.08
4.35
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
0.75
0.91
1.14
1.31
1.53
1.70
1.87
3 hr
0.54
0.65
0.82
0.94
1.10
1.23
1.35
6 hr
0.33
0.40
0.50
0.58
0.68
0.76
0.85
12 hr
0.20
0.24
0.30
0.35
0.41
0.47
0.52
24 hr
0.12
0.14
0.18
0.21
0.25
0.28
0.31
Reference Data

v
LSIOZ s o adv
0 C9 91
1
6(/P7iDN &WEBS, RBI.
P.O. Box 1070
King, N.C. 27021
336 - 985 -6519
COUNTRY MEADOWS
Mountain View Road
King, N.C.
PERMANENT E.D. BASIN #4
4/6/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gilson Road
Palm City, FL 34990
276 - 755 -4139

Hydraflow Table of Contents
Country Meadows.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Monday, 04 / 6 / 2015
1 -Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const ................................ ............................... 1
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................... ............................... 2
Hydrograph No. 6, Reservoir, Pond 4 Routed ........................................... ............................... 3
PondReport - BMP 4 ................................................................... ............................... 4
2 - Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const ................................ ............................... 5
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................... ............................... 6
Hydrograph No. 6, Reservoir, Pond 4 Routed ........................................... ............................... 7
10 - Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const ................................ ............................... 8
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................... ............................... 9
Hydrograph No. 6, Reservoir, Pond 4 Routed ......................................... ............................... 10
25 - Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const .............................. ............................... 11
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................. ............................... 12
Hydrograph No. 6, Reservoir, Pond 4 Routed ......................................... ............................... 13
50 - Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const .............................. ............................... 14
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................. ............................... 15
Hydrograph No. 6, Reservoir, Pond 4 Routed ......................................... ............................... 16
100 - Year
Hydrograph No. 4, SCS Runoff, Pond 4 - Pre Const .............................. ............................... 17
Hydrograph No. 5, SCS Runoff, Pond 4 - Post Const ............................. ............................... 18
Hydrograph No. 6, Reservoir, Pond 4 Routed ......................................... ............................... 19
IDFReport ................................................................................... ............................... 20
Detention Pond Riser / Outlet - Front View ............................. ............................... 21
Detention Pond Riser / Outlet - Section View ......................... ............................... 22
Input Data
Reference Data

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 15.800 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 1.97 in
Distribution
Storm duration
= 6.00 hrs
Shape factor
Q (Cfs)
2.00
1.00
0.00 -1
0.0
Pond 4 - Pre Const
Hyd. No. 4 —1 Year
1
Monday, 04 / 6 / 2015
= 1.028 cfs
= 2.57 hrs
= 9,707 cuft
= 67
= Oft
= 5.00 min
= SCS 6 -Hr
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 4
Q (Cfs)
2.00
1.00
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 15.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 1.97 in
Storm duration
= 6.00 hrs
Q (cfs)
3.00
2.00
1.00
0.00 1
0.0
1.0 2.0
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 4 - Post Const
Hyd. No. 5 —1 Year
�q
Monday, 0416 / 2015
= 2.126 cfs
= 2.53 hrs
= 13,567 tuft
= 70
= 0 ft
= 5.00 min
= SCS 6 -Hr
= 484
3.0 4.0 5.0 6.0
Q (cfs)
3.00
2.00
1.00
—L-- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 6
Pond 4 Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Reservoir name
= BMP 4
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
0.00 1
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Pond 4 Routed
Hyd. No. 6 -- 1 Year
3
Monday, 04 l6 1 2015
= 0.128 cfs
= 6.12 hrs
= 10,721 cuft
= 1017.82 ft
= 12,528 cuft
5 10 15 20 25 30 35 40 45
Hyd No. 6 Hyd No. 5 Total storage used = 12,528 cuft
Q (cfs)
3.00
2.00
1.00
- L 0.00
50
Time (hrs)

Pond Report
Note: Culvert/Orifice outllows are analyzed under inlet (ic) and outlet (oc) control. Weir risers chocked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by
Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Pond No. 3 - BMP 4
Elevation
Ch► A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfll User Total
Pond Data
cuft
ft
cfs
cis cfs
cfs cfs
cfs cfs
Contours - User - defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1017.00 ft
Stage / Storage Table
0
1017.00
0.00
0.00 -
- 0.00
0.00 --
Stage (ft) Elevation (ft)
1.00
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.15 is -
0.00 1017.00
0.00 -
13,702
2.00
0
0
0.22 is
1.00 1018.00
- 0.00
16,944
-- -- - 0.219
15,323
15,323
1020.00
2.00 1019.00
0.27 is -
20,293
0.00 -
18,619
33,942
81,478
3.00 1020.00
7.07 is
23,743
- 7.01s
22,018
55,960
5.00
4.00 1021.00
1022.00
27,294
0.00 is -
25,519
81,478
- -- - 87.91
5.00 1022.00
30,945
29,120
110,598
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 12.00
2.50
0.00
0.00
Crest Len (ft)
= 16.00 24.00
0.00 0.00
Span (in) = 12.00
2.50
0.00
0.00
Crest El. (ft)
= 1020.00 1021.00
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 1017.00
1017.10
0.00
0.00
Weir Type
= 1 Cipiti
-- --
Length (ft) = 50.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No No
Slope ( %) = 6.06
0.00
0.00
n/a
N -Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(Irdhr)
= 0.000 (by Wet area)
MUM -Stage = rda
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outllows are analyzed under inlet (ic) and outlet (oc) control. Weir risers chocked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Ch► A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfll User Total
ft
cuft
ft
cfs
cis cfs
cfs cfs
cfs cfs
cfs cis cis cis
0.00
0
1017.00
0.00
0.00 -
- 0.00
0.00 --
- - - 0.000
1.00
15,323
1018.00
0.15 is
0.15 is -
- 0.00
0.00 -
- - - 0.146
2.00
33,942
1019.00
0.22 is
0.22 is -
- 0.00
0.00 -
-- -- - 0.219
3.00
55,960
1020.00
0.28 is
0.27 is -
- 0.00
0.00 -
- - - 0.272
4.00
81,478
1021.00
7.07 is
0.01 is -
- 7.01s
0.00 -
- - - 7.016
5.00
110,598
1022.00
8.02 is
0.00 is -
- 7.99s
79.92 -
- -- - 87.91

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2012 by Autodesk, Inc. v9
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 15.800 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.38 in
Distribution
Storm duration
= 6.00 hrs
Shape factor
Q (cfs)
4.00
3.00
41I17
1.00
0.00-1—
0.0
1.0 2.0
Hyd No. 4
Pond 4 - Pre Const
Hyd. No. 4 — 2 Year
Ei
Monday, 04 / 6 12015
= 3.090 cfs
= 2.53 hrs
= 18,209 cuft
= 67
= 0 ft
= 5.00 min
= SCS 6 -Hr
= 484
3.0 4.0 5.0 6.0
Q (Cfs)
4.00
3.00
1*1I11
1.00
---J- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for ALOCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 15.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 2.38 in
Storm duration
= 6.00 hrs
Q (Cfs)
5.00
4.00
moil]
F�I�]
1.00
0.00 '
0.0 1.0
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 4 - Post Const
Hyd. No. 5 — 2 Year
6
Monday, 0416 / 2015
= 4.572 cfs
= 2.53 hrs
= 23,614 cuft
= 70
= Oft
= 5.00 min
= SCS 6 -Hr
= 484
2.0 3.0 4.0 5.0 6.0
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2012 by Autodesk, Inc. v9
Hyd. No. 6
Pond 4 Routed
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Reservoir name
= BMP 4
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
W 1 11 '
I
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Pond 4 Routed
Hyd. No. 6 -- 2 Year
5 10 15 20
Hyd No. 6 Hyd No. 5
7
Monday, 0416 / 2015
= 0.176 cfs
= 6.12 hrs
= 19,061 cuft
= 1018.35 ft
= 21,898 cuft
25 30 35 40 45
FFlM I Total storage used = 21,898 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
50
Time (hrs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 10.44 cfs
Storm frequency
= 10 yrs.
Time to peak
= 2.52 hrs
Time interval
= 1 min
Hyd. volume
= 48,626 cuft
Drainage area
= 15.800 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.45 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Pond 4 - Pre Const
Q (mss) Hyd. No. 4 —10 Year
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.0 1.0
Hyd No. 4
Q (Cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 13.02 cfs
Storm frequency
= 10 yrs
Time to peak
= 2.45 hrs
Time interval
= 1 min
Hyd. volume
= 57,806 cuft
Drainage area
= 15.800 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.45 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Pond 4 - Post Const
Q (ds) Hyd. No. 5 —10 Year
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.0 1.0
Hyd No. 5
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

10
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 6
Pond 4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.269 cfs
Storm frequency
= 10 yrs
Time to peak
= 6.13 hrs
Time interval
= 1 min
Hyd. volume
= 36,650 cuft
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Max. Elevation
= 1019.95 ft
Reservoir name
= BMP 4
Max. Storage
= 54,785 cuft
Storage Indication method used
Pond 4 Routed
Q (cfs) Hyd. No. 6 -- 10 Year
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 5
- Hyd No. 6
0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 L= I Total storage used = 54,785 cult

Q (ds)
18.00
15.00
12.00
6.00
91[1117
0.00-1-
0.0
Pond 4 - Pre Const
Hyd. No. 4 - 25 Year
Q WS)
18.00
15.00
12.00
9%0I87
6.00
3.00
0.00
1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time (hrs)
11
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31341) 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 16.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.45 hrs
Time interval
= 1 min
Hyd. volume
= 70,636 cuft
Drainage area
= 15.800 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.08 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (ds)
18.00
15.00
12.00
6.00
91[1117
0.00-1-
0.0
Pond 4 - Pre Const
Hyd. No. 4 - 25 Year
Q WS)
18.00
15.00
12.00
9%0I87
6.00
3.00
0.00
1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 15.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.08 in
Storm duration
= 6.00 hrs
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
0.0 1.0
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond 4 - Post Const
Hyd. No. 5 — 25 Year
12
Monday, 0416 / 2015
19.23 cfs
2.43 hrs
81,819 cuft
70
0 ft
5.00 min
SCS 6 -Hr
484
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 6
Pond 4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Max. Elevation
Reservoir name
= BMP 4
Max. Storage
Storage Indication method used
� u
IL
! !
0 5
Hyd No. 6
Pond 4 Routed
Hyd. No. 6 -- 25 Year
13
Monday, 04 / 6 / 2015
= 3.480 cfs
= 5.02 hrs
= 59,339 cuft
= 1020.15 ft
= 59,828 cuft
' 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 F=1 Total storage used = 59,828 cult

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3106 2012 by Autodesk, Inc_ v9
Monday, 04 / 6 / 2015
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 20.98 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.43 hrs
Time interval
= 1 min
Hyd. volume
= 89,711 cult
Drainage area
= 15.800 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
0.0 1.0
Hyd No. 4
Pond 4 - Pre Const
Hyd. No. 4 — 50 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCA1W Civil 3138 2012 by Autodesk. Inc. v9
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 15.800 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 4.58 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cons. (Tc)
Distribution
Shape factor
Pond 4 - Post Const
Q (S) Hyd. No. 5 — 50 Year
28.00
24.00
20.00
16.00
12.00
8.00
4.00
000
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
15
Monday, 04 / 6 / 2015
24.56 cfs
2.43 hrs
102,359 cuft
70
0 ft
5.00 min
SCS 6 -Hr
484
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
7.0
Time (hrs)

Storage Indication method used
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
I I so
5
Hyd No. 6
Pond 4 Routed
Hyd. No. 6 -- 50 Year
-4' - - ' 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 T= I Total storage used = 61,359 cult
16
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 6
Pond 4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 5.080 cfs
Storm frequency
= 50 yrs
Time to peak
= 4.17 hrs
Time interval
= 1 min
Hyd. volume
= 79,853 cuft
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Max. Elevation
= 1020.21 ft
Reservoir name
= BMP 4
Max. Storage
= 61,359 cuft
Storage Indication method used
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
I I so
5
Hyd No. 6
Pond 4 Routed
Hyd. No. 6 -- 50 Year
-4' - - ' 0.00
10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 T= I Total storage used = 61,359 cult

Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.0 1.0
Hyd No. 4
Pond 4 - Pre Const
Hyd. No. 4 — 100 Year
2.0 3.0 4.0 5.0 6.0
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
�- 0.00
7.0
Time (hrs)
17
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9
Monday, 04 / 6 / 2015
Hyd. No. 4
Pond 4 - Pre Const
Hydrograph type
= SCS Runoff
Peak discharge
= 26.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 2.43 hrs
Time interval
= 1 min
Hyd. volume
= 109,951 cuft
Drainage area
= 15.800 ac
Curve number
= 67
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.08 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.0 1.0
Hyd No. 4
Pond 4 - Pre Const
Hyd. No. 4 — 100 Year
2.0 3.0 4.0 5.0 6.0
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
�- 0.00
7.0
Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9
Monday, 0416 / 2015
Hyd. No. 5
Pond 4 - Post Const
Hydrograph type
= SCS Runoff
Peak discharge
= 30.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 2.43 hrs
Time interval
= 1 min
Hyd. volume
= 123,961 cuft
Drainage area
= 15.800 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.08 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (dr.)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0.0 1.0
Hyd No. 5
Pond 4 - Post Const
Hyd. No. 5 —100 Year
Q (efs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
000
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 6
Time to peak
Pond 4 Routed
Hyd. volume
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 4 - Post Const
Reservoir name
= BMP 4
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 1
0
19
Monday, 04 / 6/ 2015
Peak discharge
= 6.298 cfs
Time to peak
= 3.97 hrs
Hyd. volume
= 101,430 cuft
Max. Elevation
= 1020.34 ft
Max. Storage
= 64,705 cuft
Pond 4 Routed
Hyd. No. 6 -- 100 Year
5 10 15 20 25 30 35 40 45
Hyd No. 6 Hyd No. 5 [III I Total storage used = 64,705 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
50
Time (hrs)

Hydraflow Rainfall Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Return
Period
Intensity- Durallon- Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(WA)
1
57.3018
12.6000
0.8890
45
2
68.6290
13.0000
0.8850
4.48
3
0.0000
0.0000
0.0000
2.04
5
67.5316
12.6000
0.8309
1.35
10
67.3303
12.4000
0.8000
3.60
25
58.6655
11.0000
0.7384
2.04
50
54.7434
10.3000
0.7025
3
100
47.2780
9.0000
0.6512
0.00
File name: Winston Salem.IDF
Intensity = B / (Tc + D) ^E
20
Monday, 04 / 6 / 2015
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
50
1
4.48
3.58
3.00
2.59
2.28
2.04
1.85
1.69
1.56
1.45
1.35
1.27
2
5.32
4.28
3.60
3.11
2.74
2.46
2.23
2.04
1.89
1.75
1.64
1.54
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.23
5.06
4.29
3.73
3.32
2.99
2.73
2.51
2.33
2.17
2.04
1.92
10
6.85
5.60
4.76
4.17
3.71
3.36
3.07
2.84
2.64
2.47
2.32
2.19
25
7.57
6.20
5.29
4.65
4.16
3.78
3.47
3.22
3.00
2.82
2.66
2.52
50
8.06
6.60
5.66
4.98
4.48
4.08
3.76
3.49
3.27
3.07
2.91
2.76
100
8.48
6.95
5.97
5.28
4.76
4.35
4.02
3.75
3.52
3.32
3.15
3.00
Tc = time in minutes. Values may exceed 60.
Precio. file name- C_ 1UserslashlevwlDocumentslCountry MeadowslWinston Salem.Dw
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24 -hour
2.83
3.42
0.00
4.28
4.96
5.89
6.63
7.40
SCS 6-Hr
1.97
2.38
0.00
2.99
3.45
4.08
4.58
5.08
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Pond No. 3 - B M P 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodssk, Inc. v9
6.00
Top of pond
Elev. 1022.00 ----
5.00
24.00 ft Cipoletti weir
16.00 ft Riser
WeirB - Elev. 1021.00
400
WeirA - Elev 1020 00
3.00
2.00
1.00
2.50 in orifice
CuIvB -Inv. 1017.10
CulvA - 50.0 LF of 12.0 in @ 6.06%
0.00
Stage (ft)
/\
Section ,
NTS �— Boom 1 .0000
25-yr
10-yr
1 oo-yr 2 -yr
50-yr 1-yr
Inflow hydrograph = 5. SCS Runoff - Pond 4 - Post Const
Project: BMP 3.gpw
Monday, 04 / 6 12015

Pond No. 3 - BMP 4
-6.00
-5.00
-4.00
16.00 It Riser
WeirA - Elev. 1020.00
-3.00
-2.00
-1.00
L— 0.00
stew (R) /\
Project: BMP 3.gpw
Hydraflow Hydrographs Extension for AuW-AD® Civil 3D® 2012 by Autodwk, Inc. v9
Top of pond
Elev. 1022.00
24.00 ft Cipoletfl weir
WelrB - Elev. 1021.00
_ 51 0LFof12.0in @6.06%
C IvA - Inv. 1017.00
2.5 in nfice
Cul B - v 1017 10
0--
o Front View Elleev. 1017.0000
NTS - Looking Downstream 25-yr
10-yr
100-yr 2 -yr
50-yr 1 -yr
Infkxw hydrograph = S. SCS Runoff - Pond 4 - Post Const
Monday, 0416 / 2015

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -13
Winston - Salem, N.C. 27103
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #4
Site Data
Total Site Area: 15.80 Acres
Total Disturbed Area: 15.80 Acres
Total Drainage Area Into Structure: 15.80 Acres
Proposed BUA/Impervious Area: 2.84 Acres
Proposed BUA/lmpervious Area: 18.0 %
Off -Site Drainage Area: 0 Acres
Maximum Off -Site BUA/Impervious Area: 0 %
Total BUA/Impervious Area Into Structure: 2.84 Acres
Total BUA/Impervious Area Into Structure: 18.0 %
Desian Data
Pre - Developed:
Overland Flow Runoff Factor Factor
Hydraulic Length: Feet
Hydraulic Height: Feet
Time of Concentration, Tc (Pre - developed) : 5.61 Min.
Post - Developed
Overland Flow Runoff Factor Factor
Hydraulic Length: Feet
Hydraulic Height: Feet
Time of Concentration, Tc (Post - developed) : 4.95 Min.
*Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute Tc.
SCS Weighted Curve Number (Pre - developed):
67.00
CN
SCS Weighted Curve Number (Post - developed):
70.00
CN
Precipitation Depth, 1 yr. 24 hr. Storm:
**See table
2.83
Inches
Precipitation Depth, 2 yr. 6 hr. Storm:
**See table
Inches
Precipitation Depth, 10 yr. 6 hr. Storm:
*`See table
Inches
Precipitation Depth, 25 yr. 6 hr. Storm:
* *See table
4.08
Inches

CUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -13
Winston - Salem, N.C. 27103
COUNTRY MEADOWS
RMWATER MANAGEMENT ED STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #4
Pre - Developed SCS Runoff Curve Number (CN)
Soil Grou
Description
CN
Area acres
Product of
CN x Area
B
Brush - Weed -Grass Mixt
67
15.8
1058.6
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Totals
15.80 1058.60
Weighted SCS Curve Number (CN) = 67.00
Post - Developed SCS Runoff Curve Number (CN)
Soil G_ rou
Description
CN
Area acres
Product of
CN x Area
1/2 Residential
70
15.8
1106
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I otals
75.55 I luu.uu
Weighted SCS Curve Number (CN) = 70.00
'See table 8.03e
`Reference made to "Erosion and Sediment Control Planning and Design Manual" State of N.C.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
TEMPORARY BASIN DESIGN
Basin #4
BASIN CONFIGURATION (RISER & SKIMMER)
Width Length
Proposed Basin Dimension: X
Basin Side Slopes: 1
Minimum Length /Width Ratio:
Maximum Length/Width Ratio:
Proposed Length /Width Ratio:
Computed Storage Requirements:
Soil Storage Volume, S :
Required Surface Area: (A =435 x 10 -yr. Qp)
Required Storage Volume (1800 C.F. x Disturbed Ac):
Temporary Sediment Storage (0.5 Acre - Inches):
Storage Estimate Before Cleanout Interval, Vc:
Cleanout Interval:
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h:
Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Faircloth Skimmer Barrel Size
0.036 S.F
0.014 S.F
Faircloth Skimmer Orifice Size Used: 0.022 S.F.
Orifice Size Release Rates: 0.0443 CFS
Required Basin Depth (min. 2'):
Crest Height of Riser/Weir:
Basin Volume as Configured at Top of Riser:
Surface Area
23,718.00
2:1
6:1
6.8:1
S.F.
4.29
Inches
19,984.65
S. F.
28,440.00
Cu.Ft.
28,677.00
Cu. Ft.
10,972.25
Cu.Ft.
Days
2.0 In
2 Days
5 Days
2.56 In. Dia
1.62 In. Dia
In. Dia.
In. Dia.
3.2 Days
1.20 Ft.
Ft.
62,971.28 C. F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
Basin #4
BASIN CONFIGURATION (RISER & ORIFICE
Width Length
Surface Area
In.
Approx. Basin Dimension: X
23,718.00
S.F.
Basin Side Slopes: 1
1.5
In.
Minimum Length/Width Ratio:
1.5:1
Days
Proposed Length /Width Ratio:
6.8:1
Days
Computed Storage Requirements:
0.041 S.F. 2.75
In. Dia.
Permanent Pool Average Depth:
3.0
Ft.
Percent Impervious Cover:
18.0
%
Required SA/DA for 85% TSS Removal:
0.89
%
Required SA/DA for 90% TSS Removal:
1.38
%
Surface Area / Drainage Area Ratio:
3.45
%
Required Surface Area: (85% TSS Removal):
6,125.41
S.F.
Required Surface Area: (90% TSS Removal):
9,497.82
S.F.
Soil Storage Volume, S :
4.29
Inches
Required Permanent Sediment Storage (0.125 Acre - Inches):
7,169.25
Cu.Ft.
Required Permanent Sediment Storage Depth (min. 1'):
0.30
Ft.
Water Quality Drawdown Orifice:
Maximum Head:
4.5
In.
Minimum Head:
0.0
In.
Design Head (h max/3), h:
1.5
In.
Maximum Release Rate:
2
Days
Minimum Release Rate:
5
Days
Maximum Hole Size:
0.041 S.F. 2.75
In. Dia.
Minimum Hole Size:
0.017 S.F. 1.74
In. Dia.
Conduit Size Used:
In. Dia.
Orifice Size Used:
0.034 S.F.
In. Dia.
Orifice Size Release Rates:
0.0599 CFS 2.3
Days
Crest Height of Spillway: Ft.
Basin Volume as Configured at Top of Spillway: 78,612.77 C. F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
Basin #4
COMPUTED 1 -YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.212
81,819
Water Quality Volume (1 -Inch Storm), WQv:
12,145.98
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.21
Inches
Water Quality CN (using Qa):
87
CN
Intial Abstraction, la: = 0.311 la /P(1
0.311 Qu (TR -55)= 910.00
csm /in
Time of Concentration, Tc
5.61
Min.
Intensity for 1 yr. Storm, 1
4.48
In. /hr.
Peak Rate of Runoff, Tp
14.25
Min.
Water Quality Peak Discharge, Qp:
4.8
cfs
Runoff Depth, Q* :
Water Quality Drawdown Elevation:
Water Quality Volume Provided: (Elev. 1017 to 1019)
(Volume between Permanent Pool and Riser Orifice)
COMPUTED 25 -YR. WATER QUANTITY DATA
Pre - developed Runoff Volume:
Post - developed Runoff Volume:
Runoff Volume to be Detained (Post - Pre):
Water Quantity Volume Provided: (Elev. 1017 to 1019)
Discharge Rate @ 48 hrs:
Approx. Time to Complete Discharge
PRE /POST DEVELOPED PEAK DISCHARGES
(max. 120 hrs.)
Post - Developed
Peak Discharge
(cfs)
2.126
4.57
13.02
19.23
24.56
30.14
0.62 Inches
1017.00
33,942.00 Cu.Ft.
70,636
Pre - Developed
81,819
Peak Discharge
Design Storm
(cfs)
1 yr. - 24 hr
1.028
2 yr. -6 hr.
3.09
10 yr. - 6 hr.
10.44
25 yr. - 6 hr.
16.04
50 yr. - 6 hr.
20.98
100 yr. - 6 hr.
26.24
(max. 120 hrs.)
Post - Developed
Peak Discharge
(cfs)
2.126
4.57
13.02
19.23
24.56
30.14
0.62 Inches
1017.00
33,942.00 Cu.Ft.
70,636
Cu.Ft.
81,819
Cu.Ft.
11,183
Cu. Ft.
33,942
Cu.Ft.
0.028 cfs
' " hr.
Routed BMP #4
Peak Discharge
(cfs)
0.128
0.176
0.269
3.480
5.080
6.298

Depth- Duration - Frequency Table
Winston - Salem, NC
Winston - Salem, NC
Return Period
Return Period
Duration
Duration
1 -yr
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
in /hr)
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
5 min
0.37
0.44
0.52
0.57
0.63
0.67
0.71
10 min
0.60
0.71
0.83
0.92
1.01
1.07
1.12
15 min
0.74
0.89
1.05
1.16
1.28
1.35
1.42
30 min
1.02
1.23
1.50
1.68
1.89
2.04
2.17
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
1.50
1.82
2.28
2.62
3.06
3.40
3.73
3 hr
1.61
1.95
2.45
2.82
3.31
3.68
4.05
6 hr
1.97
0.50
2.99
0.68
4.08
4.58
5.08
12 hr
2.35
2.85
3.58
4.16
4.97
5.61
6.29
24 hr
2 83
3.42
4.28
4.96
5.89
6.63
7.40
Intensity- Duration - Frequency Table
Winston - Salem, NC
Return Period
Duration
1 -yr
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
in /hr)
(in /hr)
(in /hr)
in /hr
in /hr
(in /hr)
(in /hr
5 min
4.48
6.24
6.86
7.58
8.06
8.48
10 min
3.58
4.25
5.00
5.50
6.05
6.42
6.74
15 min
2.98
3.56
4.22
4.63
5.11
5.42
5.68
30 min
2.04
2.46
2.99
3.36
3.78
4.08
4.35
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
0.75
0.91
1.14
1.31
1.53
1.70
1.87
3 hr
0.54
0.65
0.82
0.94
1.10
1.23
1.35
6 hr
0.33
0.40
0.50
0.58
0.68
0.76
0.85
12 hr
0.20
0.24
0.30
0.35
0.41
0.47
0.52
24 hr
0.12
0.14
0.18
0.21
0.25
0.28
0.31
Reference Data

V
'OL I v
CUPFVN& WE88j, P.A.
Jv;�
site
P.O. BOX 1070
King, N.C. 27021
336-985-6519
COUNTRY MEADOWS
Mountain View Road
King, N.C.
PERMANENT E.D. BASIN # 5
3/24/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gilson Road
Palm City, FL 34990
276-755-4139
M@ 11 ME
APR 0 9 2015
DENR - WATER RESOURCES
401 & BUFFER PERMITTING

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk. Inc. v6.066
1 - Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site ........
Hydrograph No.5, SCS Runoff, Post - Developed Site ......
Hydrograph No.6, Reservoir, Routed Pond ........................
Country Meadows.gpw
Thursday, Mar 26. 2015
........................... ..............................1
........................... ............................... 2
............................ ..............................3
Pond Report — Detention Pond .................................... ..............................4
2 -Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site .................................... ..............................5
Hydrograph No.5, SCS Runoff, Post - Developed Site .................................. ..............................6
HydrographNo.6, Reservoir, Routed Pond .................................................. ..............................7
10 - Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site .................................... ..............................8
Hydrograph No.5, SCS Runoff, Post - Developed Site .................................. ..............................9
Hydrograph No.6, Reservoir, Routed Pond ................................................. .............................10
25 - Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site ................................... .............................11
Hydrograph No.5, SCS Runoff, Post - Developed Site ................................... .............................12
Hydrograph No.6, Reservoir, Routed Pond ............................................... .............................13
50 - Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site ................................. ............................... 14
Hydrograph No.5, SCS Runoff, Post - Developed Site ................................. .............................15
Hydrograph No.6, Reservoir, Routed Pond .............................................. ............................... 16
100 - Year
Hydrograph No.4, SCS Runoff, Pre - Developed Site ................................ ............................... 17
Hydrograph No.5, SCS Runoff, Post - Developed Site ............................... ............................... 18
Hydrograph No.6, Reservoir, Routed Pond ................................................. .............................19
IDFReport .............................................................. ............................... 20
Detention Pond Riser / Outlet — Front View ................ ............................... 21
Detention Pond Riser I Outlet — Section View ............. ............................... 22
Input Data
Reference Data

Hydrograph Report
1
Hydraflow Hydrographs Extension Tor AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Mar 30, 2015
Hyd. No. 4
Pond 5 - Pre Const
Hydrograph type =
SCS Runoff
Peak discharge
= 0.242 cfs
Storm frequency =
1 yrs
Time to peak
= 2.57 hrs
Time interval =
1 min
Hyd. volume
= 2,285 cuft
Drainage area =
3.720 ac
Curve number
= 67
Basin Slope =
9.0%
Hydraulic length
= 815 ft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
1.97 in
Distribution
= SCS 6 -Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45-
0.40 -
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 '
0.0 1.0
Hyd No. 4
Pond 5 - Pre Const
Hyd. No. 4 -1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 5
Hyd. volume
Pond 5 - Post Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
1.97 in
Storm duration =
6.00 hrs
Q (cfs)
1.00
R •11
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 ' '
0.0 1.0
Hyd No. 5
Pond 5 - Post Const
Hyd. No. 5 -1 Year
VIA
Monday, Mar 30, 2015
Peak discharge = 0.501 cfs
Time to peak
= 2.53 hrs
Hyd. volume
= 3,194 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
D.30
D.20
0.10
--1- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
BMP 5 - Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Reservoir name
= BMP #5
Storage Indication method used.
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 2.0
-- Hyd No. 6
BMP 5 - Routed
Hyd. No. 6 -- 1 Year
3
Monday, Mar 30, 2015
Peak discharge = 0.191 cfs
Time to peak = 6.02 hrs
Hyd. volume = 2,894 cult
Max. Elevation = 1041.48 ft
Max. Storage = 1,374 cult
4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 5 Total storage used = 1,374 cult
Q (cfs)
1.00
[d •i
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
18.0
Time (hrs)

Pond Report 4
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2009 by Autodesk. Inc. v6.066
Monday, Mar 30, 2015
Pond No. 2 - BMP #5
Pond Data
Contours - User - defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1041.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00 1041.00 2,488
0 0
1.00 1042.00 3,287
2,887 2,887
2.00 1043.00 4,124
3,705 6,592
3.00 1044.00 4,992
4,558 11,150
4.00 1045.00 5,887
5,439 16,590
5.00 1046.00 6,810
6,349 22,938
Culvert / Orifice Structures
Weir Structures
[A►] [B] [C] [PrfRsr]
[A] [B]
[C] [D]
Rise (In) = 12.00 4.00 0.00 0.00
Crest Len (ft) = 6.00 0.00
0.00 0.00
Span (in) = 12.00 4.00 0.00 0.00
Crest El. (ft) = 1045.00 0.00
0.00 0.00
No. Barrels = 1 1 0 0
Weir Coeff. - 3.33 3.33
3.33 3.33
Invert El. (ft) = 1041.00 1041.10 0.00 0.00
Weir Type = Ciplti -
- -
Length (ft) = 44.00 0.50 0.00 0.00
Multistage = No No
No No
Slope (%) = 1.14 0.00 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Exfil.(in/hr) = 0.000 (by Wet area)
Multi -Stage = n/a Yes No No
TW Elev. (ft) = 0.00
Note: CuKrert/0rifioe outflows are analyzed under inw (ic) and outlet (oc) control. Weir risers checked for orifice condificm (ic) and suWneryence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv
C PrfRsr Wr A Wr B Wr C
Wr D Exfll User Total
ft tuft ft cfs cfs cfs
cfs cis Cfs cis
cis cfs cis cfs
0.00 0 1041.00 0.00 0.00 -
- 0,00 - -
- - - 0.000
1.00 2,887 1042.00 0.35 is 0.35 is -
- 0.00 - -
- - - 0.354
2.00 6,592 1043.00 0.54 is 0.54 is -
- 0.00 - -
- - - 0.538
3.00 11,150 1044.00 0.69 is 0.68 is -
- 0.00 - -
- - - 0.676
4.00 16,590 1045.00 0.79 is 0.79 is -
- 0.00 - -
- - - 0.791
5.00 22,938 1046.00 0.89 is 0.89 is -
- 19.98 - -
- - - 20.87

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Hyd. volume
Pond 5 - Pre Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
2.38 in
Storm duration =
6.00 hrs
Pond 5 - Pre Const
Q (c�) Hyd. No. 4 - 2 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 1 L
0.0 1.0
- Hyd No. 4
5
Monday, Mar 30, 2015
Peak discharge = 0.728 cfs
Time to peak
= 2.53 hrs
Hyd. volume
= 4,287 cult
Curve number
= 67
Hydraulic length
= 815 ft
Time of conc. (Tc) =
5.00 min
Distribution =
SCS 6 -Hr
Shape factor =
484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
-j- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.o66
Hyd. No. 5
Hyd. volume
Pond 5 - Post Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
2.38 in
Storm duration =
6.00 hrs
Q (cfs)
2.00
1.00
am
WIA
Pond 5 - Post Const
Hyd. No. 5 — 2 Year
Monday, Mar 30, 2015
Peak discharge = 1.077 cfs
Time to peak
= 2.53 hrs
Hyd. volume
= 5,560 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor =
484
I.0 1.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (cfs)
2.00
1.00
-j- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
BMP 5 - Routed
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Reservoir name
= BMP #5
Storage Indication method used.
Q (cfs)
2.00
1.00
BMP 5 - Routed
Hyd. No. 6 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
ri
Monday, Mar 30, 2015
= 0.298 cfs
= 5.47 hrs
= 5,259 cuft
= 1041.77 ft
= 2,224 cult
2.0 4.0 6.0
Hyd No. 6 Hyd No. 5
80 10.0 12.0 14.0 16.0
Total storage used = 2,224 cuft
Q (Cfs)
2.00
1.00
o.00
18.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Hyd. volume
Pond 5 - Pre Const
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
3.45 in
Storm duration =
6.00 hrs
Pond 5 - Pre Const
Q (Cfs) Hyd. No. 4 —10 Year
3.00
2.00
1.00
LO1
8
Monday, Mar 30, 2015
Peak discharge = 2.458 cfs
Time to peak
= 2.52 hrs
Hyd. volume
= 11,449 cuft
Curve number =
67
Hydraulic length =
815 ft
Time of conc. (Tc) =
5.00 min
Distribution =
SCS 6 -Hr
Shape factor =
484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 4
Q (cfs)
3.00
2.00
1.00
1- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. WON
Hyd. No. 5
Hyd. volume
Pond 5 - Post Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
3.45 in
Storm duration =
6.00 hrs
Q (Cfs)
4.00
MIN
2.00
1.00
MEN UIV
Pond 5 - Post Const
Hyd. No. 5 —10 Year
9
Monday, Mar 30, 2015
Peak discharge = 3.065 cfs
Time to peak
= 2.45 hrs
Hyd. volume
= 13,610 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (Cfs)
4.00
3.00
moil
1.00
-1- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADW Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Hyd. volume
BMP 5 - Routed
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Reservoir name
= BMP #5
Storage Indication method used
Q (cfs)
4.00
We]
2.00
iWoU
BMP 5 - Routed
Hyd. No. 6 -- 10 Year
10
Monday, Mar 30, 2015
Peak discharge = 0.548 cfs
Time to peak
= 6.02 hrs
Hyd. volume
= 13,309 cuft
Max. Elevation
= 1043.07 ft
Max. Storage
= 6,900 cuft
11
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 6 Hyd No. 5 Total storage used = 6,900 cuft
Q (cfs)
4.00
C W
2.00
1.00
0.00
18.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Hyd. volume
Pond 5 - Pre Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
4.08 in
Storm duration =
6.00 hrs
Q(Cfs)
4.00
3.00
2.00
1.00
0.00 ' 1
0.0 1.0
Hyd No. 4
Pond 5 - Pre Const
Hyd. No. 4 — 25 Year
11
Monday, Mar 30, 2015
Peak discharge = 3.778 cfs
Time to peak
= 2.45 hrs
Hyd. volume
= 16,631 cuft
Curve number
= 67
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
4.00
3.00
2.00
1.00
-- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.OW
Hyd. No. 5
Pond 5 - Post Const
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (Cfs)
5-00-
CL1I9
3.00
2.00
1.00
WIM
Lfs
1 min
3.720 ac
9.0%
USER
4.08 in
6.00 hrs
Pond 5 - Post Const
Hyd. No. 5 — 25 Year
12
Monday, Mar 30, 2015
Peak discharge = 4.528 cfs
Time to peak
= 2.43 hrs
Hyd. volume
= 19,264 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (cfs)
5.00
4.00
3.00
2.00
1.00
—J- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Hyd. volume
BMP 5 - Routed
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Reservoir name
= BMP #5
Storage Indication method used
Q (cfs)
5.00
0 Me
3.00
2.00
1.00
BMP 5 - Routed
Hyd. No. 6 -- 25 Year
13
Monday. Mar 30, 2015
Peak discharge = 0.670 cfs
Time to peak
= 6.03 hrs
Hyd. volume
= 18,963 cuft
Max. Elevation
= 1043.95 ft
Max. Storage
= 10,942 cuft
2.0 4.0 6.0 8.0
Hyd No. 6 Hyd No. 5
10.0 12.0 14.0 16.0 18.0
Total storage used = 10,942 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
20.0
Time (hrs)

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 300 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Hyd. volume
Pond 5 - Pre Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
4.58 in
Storm duration =
6.00 hrs
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
Pond 5 - Pre Const
Hyd. No. 4 — 50 Year
0.00 '
0.0 1.0 2.0 3.0 4.0
— Hyd No. 4
Monday, Mar 30, 2015
Peak discharge = 4.939 cfs
Time to peak
= 2.43 hrs
Hyd. volume
= 21,122 cuft
Curve number
= 67
Hydraulic length
= 815 ft
Time of conc. (Tc) =
5.00 min
Distribution =
SCS 6 -Hr
Shape factor =
484
5.0 6.0
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
--1- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
Hyd. No. 5
Hyd. volume
Pond 5 - Post Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
4.58 in
Storm duration =
6.00 hrs
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 '
0.0 1.0
Hyd No. 5
Pond 5 - Post Const
Hyd. No. 5 — 50 Year
15
Monday, Mar 30, 2015
Peak discharge = 5.783 cfs
Time to peak
= 2.43 hrs
Hyd. volume
= 24,100 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc) =
5.00 min
Distribution =
SCS 6 -Hr
Shape factor =
484
2.0 3.0 4.0 5.0 6.0
Q (efs)
6.00
5.00
4.00
3.00
2.00
1.00
—i- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD(& Civil 3138 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Hyd. volume
BMP 5 - Routed
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Reservoir name
= BMP #5
Storage Indication method used
Q (cfs)
6.00
5.00
4.00
MIX
2.00
1.00
0.00
0.0 2.0
Hyd No. 6
BMP 5 - Routed
Hyd. No. 6 -- 50 Year
ill
Monday. Mar 30, 2015
Peak discharge = 0.752 cfs
Time to peak
= 6.03 hrs
Hyd. volume
= 23,799 cult
Max. Elevation
= 1044.64 ft
Max. Storage
= 14,652 cult
4.0 6.0 8.0
Hyd No. 5
Q (cfs)
6.00
5.00
Will
K 11,
2.00
1.00
0.00
100 12.0 14.0 16.0 18.0 20.0
Total storage used = 14,652 cult Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Hyd. volume
Pond 5 - Pre Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
5.08 in
Storm duration =
6.00 hrs
Pond 5 - Pre Const
Q (ifs) Hyd. No. 4 —100 Year
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Vu 1.0
Hyd No. 4
17
Monday, Mar 30, 2015
Peak discharge = 6.177 cfs
Time to peak
= 2.43 hrs
Hyd. volume
= 25,887 cuft
Curve number
= 67
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cis)
7.00
U.-NITS,
5.00
4.00
3.00
2.00
W11
-1-- 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 5
Hyd. volume
Pond 5 - Post Const
Curve number
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
3.720 ac
Basin Slope =
9.0%
Tc method =
USER
Total precip. =
5.08 in
Storm duration =
6.00 hrs
Q (cfs)
8.00
. �M
4.00
2.00
0.00
0.0 1.0
Hyd No. 5
Pond 5 - Post Const
Hyd. No. 5 —100 Year
18
Monday, Mar 30, 2015
Peak discharge = 7.096 cfs
Time to peak
= 2.43 hrs
Hyd. volume
= 29,186 cuft
Curve number
= 70
Hydraulic length
= 815 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
8.00
". 11C
4.00
P11P
1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADQQ Civil 3138 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
BMP 5 - Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - Pond 5 - Post Const
Max. Elevation
Reservoir name
= BMP #5
Max. Storage
Storage Indication method used
Q (cfs)
8.00
. ri
4.00
2.00
0.00
O.0 2.0
-- Hyd No. 6
BMP 5 - Routed
Hyd. No. 6 -- 100 Year
19
Monday, Mar 30, 2015
= 0.827 cfs
= 6.03 hrs
= 28,885 cuft
= 1045.34 ft
= 18,713 cult
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Total storage used = 18,713 cult
Q (cfs)
8.00
WE
4.00
2.00
0.00
22.0
Time (hrs)

Hydraflow Rainfall Report
20
Hydratlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Mar 30, 2015
Return
Period
Intensity- Duration - Frequency Equation Coefficients (FHA)
(Yr"s)
B
p
E
0.8890
(NIA)
1
57.3018
12.6000
SCS 24 -hour
2
68.6290
13.0000
0.8850
(Ynt)
3
0.0000
0.0000
0.0000
--
5
67.5316
12.6000
0.8309
50
10
67.3303
12.4000
0.8000
3.58
25
58.6655
11.0000
0.7384
1.85
50
54.7434
10.3000
0.7025
1.27
100
47.2780
9.0000
0.6512
3.11
File name: Winston Salem.IDF
Intensity = B / (Tc + D)AE
Return
Period
- Intensity Values (in/hr)
1 -yr
2 -y►
3-yr
S-yr
10-yr
-yr
SCS 24 -hour
2.83
3.42
0.00
4.28
(Ynt)
5 min
10
15
20
25
30
35
40
45
50
55
80
1
4.48
3.58
3.00
2.59
2.28
2.04
1.85
1.69
1.56
1.45
1.35
1.27
2
5.32
4.28
3.60
3.11
2.74
2.46
2.23
2.04
1.89
1.75
1.64
1.54
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.23
5.06
4.29
3.73
3.32
2.99
2.73
2.51
2.33
2.17
2.04
1.92
10
6.85
5.60
4.76
4.17
3.71
3.36
3.07
2.84
2.64
2.47
2.32
2.19
25
7.57
6.20
5.29
4.65
4.16
3.78
3.47
3.22
3.00
2.82
2.66
2.52
50
8.06
6.60
5.66
4.99
4.48
4.08
3.76
3.49
3.27
3.07
2.91
2.76
100
8.48
6.95
5.97
5.28
4.76 I
4.35
4.02
3.75
3.52
3.32
3.15
3.00
i c = ome In minutes. Values may exceed 60.
- - -f
Storm
Distribution
-'w'a,. nIc name: mnston Salem.
Rainfall Precipitation Table (in)
1 -yr
2 -y►
3-yr
S-yr
10-yr
-yr
SCS 24 -hour
2.83
3.42
0.00
4.28
4.96
50
SCS 6-Hr
1.97
2.38
0.00
2.99
3.45
48
76.63
Huff -1st
0.00
0.00
0.00
0.00
0.00
0Huff
-2nd
0.00
0.00
0.00
0.00
0.00
0.
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00 1
0.00
0.00
0.00
0.00

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GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -B
Winston - Salem, N.C. 27103
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #5
Site Data
Total Site Area:
3.69
Acres
Total Disturbed Area:
3.69
Acres
Total Drainage Area Into Structure-
3.69
Acres
Proposed BUA/Impervious Area:
0.66
Acres
Proposed BUA/Impervious Area:
17.9
%
Off -Site Drainage Area:
0
Acres
Maximum Off -Site BUA/Impervious Area:
0
Total BUA/Impervious Area Into Structure:
0.66
Acres
Total BUA/Impervious Area Into Structure:
17.9
%
Desiqn Data
Pre - Developed
Overland Flow Runoff Factor 2 Factor
Hydraulic Length: 687 Feet
Hydraulic Height: 65 Feet
Time of Concentration, Tc (Pre - developed) : 5.92 Min.
Post - Developed
Overland Flow Runoff Factor 1.72 Factor
Hydraulic Length: 687 Feet
Hydraulic Height: 65 Feet
Time of Concentration, Tc (Post - developed) : 5.09 Min.
"Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute Tc
SCS Weighted Curve Number (Pre - developed):
SCS Weighted Curve Number (Post - developed):
Precipitation Depth, 1 yr. 24 hr. Storm.
Precipitation Depth. 2 yr. 6 hr. Storm:
Precipitation Depth, 10 yr. 6 hr. Storm:
Precipitation Depth, 25 yr. 6 hr. Storm:
67.00 CN
70.00 CN
* *See table
2.83
Inches
* *See table
2.38
Inches
* *See table
3.45
Inches
**See table
4.08
Inches

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy. Suite 2 -B
Winston- Salem, N.C. 27103
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #5
Pre - Developed SCS Runoff Curve Number (CN)
Soil Group
Description
CN
Area acres
Product of
CN x Area
B
B
Brush - Weed -Grass Mixt
67
3.69
268.3
247.23
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
- 0
0
Weighted SCS Curve Number (CN) =
Post - Developed SCS Runoff Curve Number (CN)
J•oV 147.23
67.00
Soil_-Group
Description
CN
Area (acres)
Product of
CN x Area
B
1/2 Residential
70
3.69
268.3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
- 0
0
0
Weighted SCS Curve Number (CN) =
s.ny 258.30
70.00
*See table 8.03e
'Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N -C.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
TEMPORARY BASIN DESIGN
Basin #5
BASIN CONFIGURATION (CULVERT & SKIMMER)
Width Length
Proposed Basin Dimension: X
Basin Side Slopes: 1
Minimum Length/Width Ratio:
Maximum Length/Width Ratio:
Proposed Length/Width Ratio:
Computed Storage Requirements:
Soil Storage Volume, S
Required Surface Area: (A =435 x 10 -yr. op)
Required Storage Volume (1800 C.F. x Disturbed Ac):
Temporary Sediment Storage (0.5 Acre - Inches):
Storage Estimate Before Cleanout Interval, Vc:
Cleanout Interval:
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h:
Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Faircloth Skimmer Barrel Size:
Faircloth Skimmer Orifice Size Used:
Orifice Size Release Rates:
Required Basin Depth (min. 2'):
Crest Height of Riser/Weir:
0.008 S.F.
0.003 S.F.
0.014 S.F
0.0284 CFS
Surface Area
4,940.00 S.F.
2:1
6:1
7.3:1
4.29
Inches
4,667.30
S.F.
6,642.00
Cu.Ft.
6,697.35
Cu.Ft.
3,233.89
Cu.Ft.
Days
2.0 In.
2 Days
5 Days
1.24 In. Dia.
0.78 In. Dia.
2.0 In. Dia.
1.60 In. Dia.
1.2 Days
1.34 Ft.
Ft.
Basin Volume as Configured at Top of Riser: 10,078.72 C. F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
Basin #5
BASIN CONFIGURATION (RISER & ORIFICE
Width Length
Surface Area
In.
Approx. Basin Dimension: X
4,940.00
S.F.
Basin Side Slopes: l
1.4
In.
Minimum Length/Width Ratio:
1.5:1
Days
Proposed Length/Width Ratio:
7.3:1
Days
Computed Storage Requirements:
0.010 S.F. 1.36
In. Dia.
Permanent Pool Average Depth:
0.004 S.F. 0.86
Ft.
Percent Impervious Cover:
17.9
%
Required SAIDA for 85% TSS Removal:
0.087 S.F.
In. Dia.
Required SA /DA for 90% TSS Removal:
0.1463 CFS 2.0
%
Surface Area / Drainage Area Ratio:
3.07
%
Required Surface Area: (85% TSS Removal):
1,430.55
S.F.
Required Surface Area: (90% TSS Removal):
2,218.16
S.F.
Soil Storage Volume, S :
4.29
Inches
Required Permanent Sediment Storage (0.125 Acre - Inches):
1,674.34
Cu.Ft.
Required Permanent Sediment Storage Depth (min. 1'):
0.34
Ft.
Water Quality Drawdown Orifice:
Maximum Head:
4.1
In.
Minimum Head:
0.0
In.
Design Head (h max/3), h:
1.4
In.
Maximum Release Rate:
2
Days
Minimum Release Rate:
5
Days
Maximum Hole Size:
0.010 S.F. 1.36
In. Dia.
Minimum Hole Size:
0.004 S.F. 0.86
In. Dia.
Conduit Size Used:
In. Dia.
Orifice Size Used:
0.087 S.F.
In. Dia.
Orifice Size Release Rates:
0.1463 CFS 2.0
Days
Crest Height of Spillway: Ft.
Basin Volume as Configured at Top of Spillway: 11,217.02 C. F.

COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
Basin #5
COMPUTED 1 -YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.211
16,631
Water Quality Volume (1 -Inch Storm), WQv:
2,825.96
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.21
Inches
Water Quality CN (using Qa):
87
CN
Intial Abstraction. la: = 0.312 la /P(1 "} = 0.312
Qu (TR -55)= 920.00
csm /in
Time of Concentration, Tc
5.92
Min.
Intensity for 1 yr. Storm, I
4.48
In. /hr.
Peak Rate of Runoff, Tp
14.25
Min.
Water Quality Peak Discharge, Qp:
1.1
cfs
Runoff Depth, Q' :
0.62
Inches
Water Quality Drawdown Elevation:
1041.10
Peak Discharge
Water Quality Volume Provided: /Elev. 1041 to 1045)
16,590.00
Cu.Ft.
(Volume between Permanent Pool and Riser Orifice)
1 yr. - 24 hr 0.242
COMPUTED 25 -YR. WATER QUANTITY DATA
Pre - developed Runoff Volume:
16,631
Cu.Ft.
Post - developed Runoff Volume:
19,264
Cu.Ft.
Runoff Volume to be Detained (Post - Pre):
2,633
Cu.Ft.
Water Quantity Volume Provided: (Elev. 1041
to 1045)
16,590
Cu.Ft.
Discharge Rate @ 48 hrs:
0.670
cfs
Approx. Time to Complete Discharge:
(max. 120 hrs.)
15
hr.
PRE /POST DEVELOPED PEAK DISCHARGES
Pre - Developed
Post - Developed
Routed BMP #4
Peak Discharge
Peak Discharge
Peak Discharge
Design Storm (cfs)
(cfs)
(cfs)
1 yr. - 24 hr 0.242
0.5
0.191
2 yr. - 6 hr. 0.728
1.077
0.298
10 yr. - 6 hr. 2.458
3.065
0.548
25 yr. - 6 hr. 3.778
4.528
0.670
50 yr. - 6 hr. 4.939
5.783
0.752
100 yr. - 6 hr. 6.177
7.096
0.827

2 f�
Depth- Duration - Frequency Table
Winston - Salem, NC
Winston - Salem, NC
Return Period
Return Period
Duration
Duration
1 -yr
2 -yr
5 -yr
10 -yr
25 -yr
50-yr
100 -yr
in/hr)
(in.)
in.)
in.
in.)
in.
in.
in.)
5 min
0.37
0.44
0.52
0.57
0.63
0.67
0.71
10 min
0.60
0.71
0.83
0.92
1.01
1.07
1.12
15 min
0.74
0.89
1.05
1.16
1.28
1.35
1.42
30 min
1.02
1.23
1.50
1.68
1.89
2.04
2.17
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
1.50
1.82
2.28
2.62
3.06
3.40
3.73
3 hr
1.61
1.95
2.45
2.82
3.31
3.68
4.05
6 hr
1.97
0.50
2.99
3.45
4.08
4.58
5.08
12 hr
2.35
2.85
3.58
4.16
4.97
5.61
6.29
24 hr
2.83
3.42
4.28
4.96
5.89
6.63
7.40
Intensity - Duration - Frequency Table
Winston - Salem, NC
Return Period
Duration
1 -yr
2 -yr
5 -yr
10-yr
25-yr
50 -yr
100 -yr
in/hr)
(in /hr )
(in /hr
in /hr)
in /hr
in /hr
in /hr
5 min
4.48
= ...:
6.24
6.86
7.58
8.06
8.48
10 min
3.58
4.25
5.00
5.50
6.05
6.42
6.74
15 min
2.98
3.56
4.22
4.63
5.11
5.42
5.68
30 min
2.04
2.46
2.99
3.36
3.78
4.08
4.35
60 min
1.27
1.54
1.92
2.19
2.52
2.76
3.00
2 hr
0.75
0.91
1.14
1.31
1.53
1.70
1.87
3 hr
0.54
0.65
0.82
0.94
1.10
1.23
1.35
6 hr
0.33
0.40
0.50
0.58
0.68
0.76
0.85
12 hr
0.20
0.24
0.30
0.35
0.41
0.47
0.52
24 hr
0.12
0.14
0.18
0.21
0.25
0.28
0.31
Reference Data

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Soil Map -- Stokes County, North Carolina
Map Unit Legend
LSDA Natural Resources Web Soil Survey
3" Conservation Service National Cooperative Soil Sur 12/`18=14 vey Page 3 of 3
Stokes County, North Carolina (NC789)
Map Unit Symbol
Map Unit Name
Acres In AOI
Percent of AOI
CcB
Clifford fine sandy loam, 2 to 8
9.0
10.2%
percent slopes
CeB2
Clifford sandy day loam, 2 to 8 - — --
18.3
11
20.9%
I—
percent slopes, moderately
eroded
—
DaA
Dan River and Comua soils, 0 tot
-
0.2
— - 0.2%
4 �M slopes,
I
—
occasionally flooded
— — -
FPC2
-- -
Fairview- Poplar Forest
21.2
24.1%
complex, 8 to 15 percent
— — —
slopes, moderately eroded
FpD2
Fairview- Poplar Forest
39.1 --
— 44.5%
complex, 15 to 25 percent
— — - -
L slopes, moderately eroded
— —
Totals for Area of Interest
_
! -
87.8
100.0X
LSDA Natural Resources Web Soil Survey
3" Conservation Service National Cooperative Soil Sur 12/`18=14 vey Page 3 of 3

CUP IVN& M HO,r A
civil engineering - land surveying - site planning
P.O. Box 1070
King, N.C. 27021
336 - 985 -6519
COUNTRY MEADOWS PAP�Ro Mountain View Road King, NC 9
.. 2015
BMP #6 - SKIMMER SEDIMENT BASIN
3/24/2015
Developer
Mountain View Commercial Properties, LLC
13146 NW Gibson Road
Palm City, FL 34990

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
SKIMMER SEDIMENT BASIN 6.64
SITE CONDITIONS AND INPUT DATA
BASIN #6
Total Disturbed Area:
3.74
Acres
Total Drainage Area Into Structure:
3.74
Acres
Proposed BUA/Impervious Area:
0.75
Acres
Proposed BUA/Impervious Area:
20.1
%
Design Data
*See table 8.03b
70
Hydraulic Length:
643
Feet
Hydraulic Height:
49
Feet
Volumetric Runoff Coefficient, Rv:
0.231
Inches
Overland Flow Runoff Factor
Description
1.72
Factor
Pre - Developed Runoff Coefficient, " C ":
*See table 8.03a
0.30
Factor
Post - Developed Runoff Coefficient, " C ":
*See table 8.03a
0.50
Factor
SCS Weighted Curve Number.
*See table 8.03b
70
CN
Precipitation Depth , 2 yr. 24 hr Storm:
* *See table
3.40
Inches
Precipitation Depth , 10 yr. 24 hr. Storm:
* *See table
4.93
Inches
Precipitation Depth , 25 yr. 24 hr. Storm:
**See table
5.86
Inches
SCS Runoff Curve Number (CN)
0
Soil Group
Description
CN
Area (acres)
Product of
CN x Area
B
Residential - 1/2 Acre
70
3.74
261.8
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
J.14
Lbl .Su
Weighted SCS Curve Number (CN) = 70.00
Totals

COUNTRY MEADOWS
SKIMMER SEDIMENT BASIN 6.64
COMPUTED DESIGN DATA
Basin #6
COMPUTED 2 -YR. DATA
Time of Concentration, Tc
Intensity for 2 yr. Storm, I
Peak Rate of Runoff, Tp
Pre - Development Peak Flow, Qpre:
Post - Development Peak Flow, Qpost :
Soil Storage Volume, S
Runoff Depth, Q* :
COMPUTED 10 -YR. DATA
Time of Concentration, Tc
Intensity for 10 yr. Storm. I
Peak Rate of Runoff, Tp :
Pre - Development Peak Flow, Qpre:
Post - Development Peak Flow, Qpost :
Soil Storage Volume, S
Runoff Depth, Q* :
COMPUTED STORAGE REQUIREMENTS
Required Surface Area: (A =325 x 10 -yr. Qp)
Required Storage Volume (1800 C. F. x Disturbed Ac):
Temporary Sediment Storage (0.5 Acre - Inches):
Permanent Sediment Storage (0.125 Acre - Inches):
Storage Estimate Before Cleanout Interval, Vc:
Cleanout Interval:
5.26
Min.
.j.� '
In. /hr.
15.40
Min.
6.03
cfs
10.04
cfs
4.29 Inches
0.95 Inches
5.26
Min.
.j.� '
In. /hr.
25.28
Min.
7.65
cfs
12.75
cfs
*Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N.C.
"Reference made to NOAA ATLAS 14, Volume 2, Version 2
NOAA Website, National Weather Service, Silver Springs, MD
COUNTRY MEADOWS
STORMWATER MANAGEMENT ED STRUCTURE
BASIN CONFIGURATION AND DESIGN
Basin #6
BASIN CONFIGURATION
Width Length
Proposed Basin Dimensions. X C3
Basin Side Slopes: 1
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h:
4.29 Inches
1.98 Inches
4,143.75 S. F.
6,732.00 Cu.Ft.
6,788.10 Cu.Ft.
1,697.03 Cu.Ft.
4,906.00 Cu. Ft.
Days
Surface Area
4,557.00 S. F.
2.0 In.

Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Faircloth Skimmer Barrel Size:
Faircloth Skimmer Orifice Size Used:
Orifice Sized Used Release Rates:
Water Quality Minimum Depth:
Sediment Storage Depth:
Min. Basin Depth:
Crest Height of Weir.
0.039638
0.013213
0.017 S.F
0.0345 CFS
1 Days
3 Days
2.70 In_ Dia.
1.56 In. Dia.
2.0 In. Dia.
1.75 In. Dia.
2.3 Days
1.08 Ft.
1.49 Ft.
2.57 Ft.
3.00 Ft.
Basin Volume as Configured at Spillway Weir. 11,387.94 C.F.

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
STAGE - STORAGE COMPUTATIONS
CONTOUR
CONTOUR
INCR.
ACCUM.
COMP.
ELEV.
AREA
VOL.
VOL
STAGE
In S
In Z
STAGE
ft
(sq R )
(cu R )
(cu ft)
R
ft
1065.0
3077.21
0
0
0
0
0.0000
1066.0
3511.44
3,294
3,294
1
8.0999
0.0000
1.10
1067.0
3965.69
3,739
7,033
2
8.8584
0.6931
2.05
1068.0
4439.96
4,203
11,236
3
9.3269
1.0986
2.99
1069.0
4934.24
4,687
15,923
4
9.6755
1.3863
3.98
1070.0
5448.55
5,191
21,114
5
9.9577
1.6094
5.00
S 1 = 11,236 ft3 Z 1 = Ks= 2,916.34
S2 = 21,114 ft3 Z2 = b= 1.23

STORMWATER RETENTION
STAGE - STORAGE COMPUTATIONS BETWEEN CONTOURS
CONTOUR
CONTOUR
INCR.
ACCUM.
ELEV.
AREA
VOL.
VOL
STAGE
ft
ft
cult
cult
ft
1065.0
3077.21
0
0
0
1065.1
3120.63
310
310
0.1
1065.2
3164.05
314
624
0.2
1065.3
3207.47
319
943
0.3
1065.4
3250.89
323
1,266
0.4
1065.5
3294.31
327
1,593
0.5
1065.6
3337.73
332
1,925
0.6
1065.7
3381.15
336
2,261
0.7
1065.8
3424.57
340
2,601
0.8
1065.9
3467.99
345
2,946
0.9
1066.0
3511.44
349
3,295
1.0
1066.1
3556.87
353
3,648
1.1
1066.2
3602.30
358
4,006
1.2
1066.3
3647.73
363
4,369
1.3
1066.4
3693.16
367
4,736
1.4
1066.5
3738.59
372
5,108
1.5
1066.6
3784.02
376
5,484
1.6
1066.7
3829.45
381
5,865
1.7
1066.8
3874.88
385
6,250
1.8
1066.9
3920.31
390
6,640
1.9
1067.0
3965.69
394
7,034
2.0
1067.1
4013.12
399
7,433
2.1
1067.2
4060.55
404
7,837
2.2
1067.3
4107.98
408
8,245
2.3
1067.4
4155.41
413
8,658
2.4
1067.5
4202.84
418
9,076
2.5
1067.6
4250.27
423
9,499
2.6
1067.7
4297.70
427
9,926
2.7
1067.8
4345.13
432
10,358
2.8
1067.9
4392.56
437
10,795
2.9
1068.0
4439.96
442
11,237
3.0
1068.1
4489.39
446
11,683
3.1
1068.2
4538.82
451
12,134
3.2
1068.3
4588.25
456
12,590
3.3
1068.4
4637.68
461
13,051
3.4
1068.5
4687.11
466
13,517
3.5
1068.6
4736.54
471
13,988
3.6
1068.7
4785.97
476
14,464
3.7
1068.8
4835.40
481
14,945
3.8

1068.9
4884.83
486
15,431
3.9
1069.0
4934.24
491
15,922
4.0
1069.1
4985.67
496
16,418
4.1
1069.2
5037.10
501
16,919
4.2
1069.3
5088.53
506
17,425
4.3
1069.4
5139.96
511
17,936
4.4
1069.5
5191.39
517
18,453
4.5
1069.6
5242.82
522
18,975
4.6
1069.7
5294.25
527
19,502
4.7
1069.8
5345.68
532
20,034
4.8
1069.9
5397.11
537
20,571
4.9
1070.0
5448.55
542
21,113
5.0
1070.1
4903.70
518
21,631
5.1
1070.2
4358.85
463
22,094
5.2
1070.3
3814.00
409
22,503
5.3
1070.4
3269.15
354
22,857
5.4
1070.5
2724.30
300
23,157
5.5
1070.6
2179.45
245
23,402
5.6
1070.7
1634.60
191
23,593
5.7
1070.8
1089.75
136
23,729
5.8
1070.9
544.90
82
23,811
5.9
0.0
0.00
- 291767
- 267,956
- 1065.0
0.1
- 544.86
-27
- 267,983
- 1064.9
0.2
- 1089.72
-82
- 268,065
- 1064.8
0.3
- 1634.58
-136
- 268,201
- 1064.7
0.4
- 2179.44
-191
- 268,392
- 1064.6
0.5
- 2724.30
-245
- 268,637
- 1064.5
0.6
- 3269.16
-300
- 268,937
- 1064.4
0.7
- 3814.02
-354
- 269,291
- 1064.3
0.8
- 4358.88
-409
- 269,700
- 1064.2
0.9
- 4903.74
-463
- 270,163
- 1064.1
0.0
0.00
2207
- 267,956
-1065

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston- Salem, N.C. 27103
2 -YR STORM CHAINSAW ROUTING
Project: COUNTRY MEADOWS
"2-YR FREQUENCY STORM:
"Peak Runoff (Qp) = 10.04 cfs
"Time to Peak (Tp) = 15.40 min.
"Time Step (dT) = 1.54 min.
"STORAGE EQUATION:
"Ks = 291634
"b = 1.23
"Initial Elevation (Zo) = 1065.0 ft.
Maximums
10.02
11,6731
3.09 1
1068.09
1.72
TIME
(min)
INFLOW
(CIS)
STORAGE
(Cu ft)
STAGE
(ft)
ELEVATION
(ft)
OUTFLOW
(cf.)
1.5
0.23
21
0.02
1065.02
0.00
3.0
0.91
42
0.03
1065.03
0.00
4.5
1.97
126
0.08
1065.08
0.01
6.0
3.31
307
0.16
1065.16
0.02
7.5
4.82
611
0.28
1065.28
0.03
9.0
6.34
1054
0.44
1065.44
0.03
10.5
7.73
1637
0.63
1065.63
0.03
12.0
8.88
2348
0.84
1065.84
0.03
13.5
9.67
3166
1.07
1066.07
0.03
15.0
10.02
4057
1.31
1066.31
0.03
16.5
9.91
4980
1.55
1066.55
0.03
18.0
9.35
5893
1.77
1066.77
0.03
19.5
8.38
6754
1.98
1066.98
0.03
21.0
7.40
7526
2.16
1067.16
0.03
22.5
6.52
8207
2.32
1067.32
0.03
24.0
5.75
8807
2.46
1067.46
0.03
25.5
5.06
9336
2.58
1067.58
0.03
27.0
4.46
9801
2.68
1067.68
0.03
28.5
3.93
10210
2.77
1067.77
0.03
30.0
3.46
10570
2.85
1067.85
0.03
31.5
3.05
10887
2.92
1067.92
0.03
33.0
2.69
11166
2.98
1067.98
0.03
34.5
2.37
11412
3.03
1068.03
0.59
36.0
2.09
11576
3.07
1068.07
1.35
37.5
1.84
11644
3.08
1068.08
1.53
39.0
1.62
11673
3.09
1068.09
1.72
40.5
1.43
11664
3.09
1068.09
1.72
42.0
1.26
11637
3.08
1068.08
1.53
43.5
1.11
11612
3.08
1068.08
1.53
45.0
0.98
11573
3.07
1068.07
1.35
46.5
0.86
11539
3.06
1068.06
1.16
48.0
0.76
11511
3.05
1068.05
0.97
49.5
0.67
11492
3.05
1068.05
0.97
51.0
0.59
11464
3.04
1068.04
0.78
52.5
0.52
11446
3.04
1068.04
0.78
54.0
0.46
11422
3.03
1068.03
0.59
55.5
0.40
11410
3.03
1068.03
0.59
57.0
0.35
11392
3.03
1068.03
0.59
58.5
0.31
11370
3.02
1068.02
0.41
60.0
0.28
11361
3.02
1068.02
0.41
61.5
0.24
11349
3.02
1068.02
0.41
63.0
0.21
11333
3.01
1068.01
0.22
64.5
0.19
11332
3.01
1068.01
0.22
66.0
0.17
11329
301
1068.01
0.22
67.5
0.15
11324
3.01
1068.01
0.22
69.0
1 0.13
11318
1 3.01
1 1068.01
0.22

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston - Salem, N.C. 27103
2 -YR STAGE - DISCHARGE FUNCTION
Project: COUNTRY MEADOWS
Faircloth shimmer
Constant Head
0.167 ft.
ELEVATION
(ft)
STAGE
(ft)
WATER QUALITY DRAW DOWN:
RISER
ORIFICE WEIR BARREL
(cfs) (cfs) (cfs)
PRIMARY
OUTFLOW
(cfs)
# Skimmers =
1.0
Riser Weir Length =
0.0 ft.
"Diameter =
0.146 ft.
"Crest Elevation =
1068.0 ft.
"Area =
0.017 sE
"Weir Coefficent =
3.0
"Vertical Spacing =
0.0 ft.
"Discharge Coefficient =
0.6
"Invert Elevation =
1065.0 ft.
#NUM!
0.03
"Discharge Coefficient =
0.6
"Orifice Diameter=
2.0 in.
"EMERGENCY WEIR:
0.03
"Invert Elevation =
1065.0 ft
"Weir Coefficient =
3.0
"Discharge Coefficient =
0.60
"Crest Elevation =
1068.0 ft
0.03
0.03
"Weir Length =
14.0 ft
Faircloth shimmer
Constant Head
0.167 ft.
ELEVATION
(ft)
STAGE
(ft)
POND
SKIMMER
(cfs)
RISER
ORIFICE WEIR BARREL
(cfs) (cfs) (cfs)
PRIMARY
OUTFLOW
(cfs)
EMERGENCY
WEIR
(cfs)
TOTAL
OUTFLOW
ON
1065.0
0.0
0.00
#NUM!
#NUM!
0.00
0.00
#NUM!
0.00
1065.2
0.2
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.4
0.4
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.6
0.6
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.8
0.8
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.0
1.0
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.2
1.21
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.4
1.41
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.6
1.61
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.8
1.8
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.0
2.0
0.031
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.2
2.2
0.031
#NUM! I
#NUM!
0.03
0.03
#NUM!
0.03
1067.4
2.4
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.6
2.6
0.03
#NUM!
#N-UM!
0.03
0.03
#NUM!
0.03
1067.8
2.81
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1068.0
3.01
0.03
0.00
0.00
0.18
0.03
0.00
0.03
1068.2
3.21
0.03
0.00
0.00
0.19
0.03
3.76
3.79
1068.4
3.4
0.031
0.00 1
0.00
0.19
0.03
10.63
10.66
1068.6
3.6
0.03
0.00 1
0.00
0.20
0.03
19.521
19.55
1068.8
3.8
0.03
0.00
0.00
0.20
0.03
30.05
30.08
1069.0
4.0
0.03
0.00
0.00
0.21
0.03
42.00
42.03
1069.2
4.2
0.03
0.00
0.00
0.21
0.03
55.21
55.24
1069.4
4.41
0.03
0.00
0.00
0.22
0.03
69.57
69.601
1069.6
4.61
0.031
0.00
0.00
0.22
0.03
85.00
85.03
1069.8
4.8
0.031
0.00
1 0.00
0.23
0.03
101.43
101.46
1070.0
5.0
0.03
0.00
0.00
0.23
0.03
118.79
118.82
1070.2
5.2
0.03
0.00
0.00
0.24
0.03
137.05
137.08
1070.4
5.4
0.03
0.00
0.00
0.24
0.03
156.16
156.19
1070.6
5.6
0.03
0.00
0.00
0.25
0.03
176.08
176.11
1070.8
5.81
0.03
0.00
0.00
0.25
0.03
196.78
196.81
1071.0
6.01
0.031
0.00
1 0.00
0.26
0.03
218.24
218.27
1071.2
6.21
0.03
0.00
0.00
0.26
0.03
240.42
240.45
1071.4
6.41
0.03
0.00
0.00
0.26
0.03
263.31
263.34
1071.6
6.61
0.03
0.00
0.00
0.27
0.03
286.88
286.91
1071.8
6.8
0.03
0.00
0.00
0.27
0.03
311.12
311.15
1072.0
7.0
0.03
0.00
0.00
0.28
0.03
336.00
336.03
1072.2
7.2
0.03
0.00
0.00
0.28
0.03
361.51
361.54
1072.4
7.4
0.03
0.00
0.00
0.28
0.03
387.64
387.67
1072.6
7.6
0.03
0.00
0.00
0.29
0.03
414.37
414.40
1072.8
7.8
0.03
0.00
0.00
0.29
0.03
441.68
441.71
1073.0
8.0
0.03
0.00
0.00
0.30
0.03
469.57
469.60
1073.2
8.2
0.031
0.00
0.00
0.30
0.03
498.03
498.06
1073.4
8.4
. 31
0.00
0.00
0.30
0.03
527.04
527.07
1073.6
8.6
0.031
0.00
1 0.00
0.31
0.03
556.58
556.61
1073.8
8.8
0.031
0.00
1 0.00
0.31
0.03
586.67
586.70
1074.0
9.0
0.03
0.00
0.00
0.31
0.03
617.27
617.30

GUPTON & ASSOCIATES P.A.
2200 Silas Crk. Pkwy Suite 2 -B
Winston - Salem, N.C. 27103
10-VR STORM CHAINSAW ROUTING
Project: COUNTRY MEADOWS
"10411 FREQUENCY STORM:
"Peak Runoff (Qp) = 12.75 efs
"Time to Peak (Tp) = 25.28 min.
"Time Step (dT) = 2.53 min.
"STORAGE EQUATION:
"Ks = 2916.34
"b= 1.23
"Initial Elevation (Zo) = 1065.0 ft.
Maximums
12.75
13,379
3.45
1068.45
1188
TIME
(min)
INFLOW
(CIS)
STORAGE
(CU ft)
STAGE
(ft)
ELEVATION
(ft)
OUTFLOW
(cfs)
2.5
0.31
47
0.03
1065.03
0.00
5.0
1.19
94
0.06
1065.06
0.01
7.5
2.57
273
0.15
1065.15
0.02
10.0
4.32
660
030
1065.30
0.03
12.5
6.26
1311
0.52
1065.52
0.03
15.0
8.22
2257
0.81
1065.81
0.03
17.5
10.00
3500
1.16
1066.16
0.03
20.0
11.43
5013
1.55
1066.55
0.03
22.5
12.37
6744
1.98
1066.98
0.03
25.0
12.75
8617
2.41
1067.41
0.03
27.5
12.51
10548
2.84
1067.84
0.03
30.0
11_68
12442
3.25
1068.25
5.51
32.5
10.35
13379
3.45
1068.45
12.88
35.0
9.15
12995
3.37
1068.37
9.63
37.5
8.04
12922
3.35
1068.35
8.94
40.0
7.07
12785
3.33
1068.33
8.26
42.5
6.22
12604
3.29
1068.29
6.88
45.0
5.47
12504
3.27
1068.27
6.19
47.5
4.81
12395
3.24
1068.24
5.16
50.0
4.23
12342
3.23
1068.23
4.82
52.5
3.72
12252
3.21
1068.21
4.13
55.0
3.27
12190
3.20
1068.20
3.79
57.5
2.88
12111
3.18
1068.18
3.41
60.0
2.53
12031
3.17
1068.17
3.23
62.5
2.22
11925
3.14
1068.14
2.66
65.0
1.96
11858
3.13
1068.13
2.47
67.5
1.72
11781
3.11
1068.11
2.10
70.0
1.51
11723
3.10
1068.10
1.91
72.5
1.33
11662
3.09
1068.09
1.72
75.0
1.17
11603
3.07
1068.07
1.35
77.5
1.03
11576
3.07
1068.07
1.35
80.0
0.90
11527
3.06
1068.06
1.16
82.5
0.80
11488
3.05
1068.05
0.97
85.0
0.70
11462
3.04
1068.04
0.78
87.5
0.61
11450
3.04
1068.04
0.78
90.0
0.54
11424
3.03
1068.03
0.59
92.5
0.48
11416
3.03
1068.03
0.59
95.0
0.42
11399
3.03
1068.03
0.59
97.5
0.37
11373
3.02
1068.02
0.41
100.0
0.32
11367
3.02
1068.02
0.41
102.5
0.28
11353
3.02
1068.02
0.41
105.0
0.25
11333
3.01
1068.01
0.22
107.5
0.22
11338
3.02
1068.02
0.41
110.0
0.19
11309
3.01
1068.01
0.22
112.5
0.17
11304
3.01
1068.01
0.22
115.0 1
0.15
1 11296
3.01 1
1068.01
0.22

Faircloth skimmer
Constant Head
0.167 ft.
ELEVATION
(ft)
GUPTON & ASSOCIATES P.A.
POND
SKIMMER
(cfs)
RISER
ORIFICE WEIR BARREL
(cfs) (cfs) (cfs)
2200 Silas Cris. Pkwy Suite 2-B
EMERGENCYJ
WEIR
(cfs)
OTAL
OUTFLOW
ON
Winston -Salem, N.C. 27103
0.0
0.00
10-YR STAGE - DISCHARGE FUNCTION
#NUM!
Project: COUNTRY MEADOWS
0.00
#NUM!
WATER QUALITY DRAW DOWN:
1065.2
# Skimmers =
!.0
Riser Weir Length =
0.0 ft. "Diameter =
0.146 ft.
"Crest Elevation =
1068.00 ft. "Area =
0.017 A
"Weir Coefficent =
3.0 "Vertical Spacing =
0.0 R.
"Discharge Coefficient =
0.6 "Invert Elevation =
1065.0 ft.
0.03
"Discharge Coefficient =
0.6
"Orifice Diameter =
2.0 in. "EMERGENCY WEIR-
0.03
"Invert Elevation =
1065.0 ft. "Weir Coefficient =
3.0
"Discharge Coefficient =
0.60 "Crest Elevation =
1068.0 ft.
1065.8
"Weir Length =
14.0 fL
Faircloth skimmer
Constant Head
0.167 ft.
ELEVATION
(ft)
STAGE
(ft)
POND
SKIMMER
(cfs)
RISER
ORIFICE WEIR BARREL
(cfs) (cfs) (cfs)
PRIMARY
OUTFLOW
(cfs)
EMERGENCYJ
WEIR
(cfs)
OTAL
OUTFLOW
ON
1065.0
0.0
0.00
#NUM!
#NUM!
0.00
0.00
#NUM!
0.00
1065.2
0.2
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.4
0.4
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.6
0.6
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1065.8
0.8
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.0
1.0
0-031
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.2
1.2
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.4
1.4
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.6
1.6
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1066.8
1.8
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.0
2.0
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.2
2.2
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.4
2.4
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.6
2.6
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1067.8
2.8
0.03
#NUM!
#NUM!
0.03
0.03
#NUM!
0.03
1068.0
3.01
0.03
0.00
0.00
0.18
0.03
0.00
0.03
1068.2
3.2
0.031
0.00
0.00
0.19
0.03
3.76
3.79
1068.4
3.4
0.03
0.00
0.00
0.19
0.03
10.63
10.66
1068.6
16
0.03
0.00
0.00
0.20
0.03
19.52
19.55
1068.8
3.8
0.03
0.00
0.00
0.20
0.03
30.05
30.08
1069.0
4.0
0.03
0.00
0.00
0.21
0.03
42.00
42.03
1069.2
4.2
0.03
0.00
0.00
0.21
0.03
55.21
55.24
1069.4
4.4
0.03
0.00
1 0.00
0.22
0.03
69.57
69.60
1069.6
4.6
0.03
0.00
0.00
0.22
0.03
85.00
85.03
1069.8
4.8
0.03
0.00
0.00
0.23
0.03
101.43
101.461
1070.0
5.0
0.03
0.00
0.00
0.23
0.03
118.79
118.82
1070.2
5.2
0.03
0.00
0.00
0.24
0.03
137.05
137.08
1070.4
5.41
0.03
0.00
0.00
0.24
0.03
156.16
156.19
1070.6
5.61
0.00
0.00
0.25
0.03
176.08
176.11
1070.8
5.8
0.03
0.00
0.00
0.25
0.03
1%.81
1071.0
6.0
0.03
0.00
0.00
0.26
0.03
A263.31
218.27
1071.2
6.2
0.03
0.00
0.00
0.26
0.03
240.45
1071.4
6.4
0.03
0.00
0.00
0.26
0.03
263.34
1071.6
6.6
0.03
0.00
0.00
0.27
0.03
1 286.881
286.91
1071.8
6.8
0.03
0.00
0.00
0.27
0.03
1 311.12
311.15
1072.0
7.01
0.03
0.00
0.00
0.28
0.03
336.00
336.03
1072.2
7.2
0.03
0.00
0.00
0.28
0.03
361.51
361.54
1072.4
7.4
0.03
0.00
0.00
0.28
0.03
387.64
387.67
1072.6
7.6
0.03
0.00
0.00
0.29
0.03
414.37
414.40
1072.8
7.8
0.03
0.00
0.00
0.29
0.03
1 441.68
441.71
1073.0
8.0
0.03
0.00
0.00
0.30
0.03
469.571
469.60
1073.2
8.2
0.03
0.00
0.00
0.30
0.03
498.03
498.06
1073.4
8.4
0.03
0.00
0.00
0.30
0.03
527.04
527.07
1073.6
8.6
0.03
0.00
0.00
0.31
0.03
556.58
556.61
1073.8
8.811
0.031
0.00
0.00
0.31
0.03
586.67
586.70
1074.0
9.05
0.03
0.00
0.00
0.31
0.03
617.27
617.30

GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
COUNTRY MEADOWS
STORMWATER RETENTION
POND SUMMARY REPORT
,CONTOU
ONTOUF
CONTOUR
INCR.
ACCUM.
ELEV.
AREA
AREA
VOL.
VOL
STAGE
k
s ft
acres
cu ft
cu ft
11
1065.0
3,077.211
0.07
0
0
0
1066.0
3,511.44
0.08
3,294
3,294
1
1067.0
3,965.69
0.09
3,739
7,033
2
1068.0
4,439.96
0.10
4,203
11,236
3
1069.0
4,934.24
0.11
4,687
15,923
4
1070.0
5,448.55
0.13
5,191
21,114
5
POND ELEVATIONS:
Top of Dam Elevation:
1070.00
Ft.
Top of Weir Spillway Elev.:
1070.00
Ft.
Weir Spillway Elevation:
1068.00
Ft.
Runoff Depth in Spillway Elevatio
1068.45
Ft.
Invert of Skimmer Elevation:
1065.00
Ft.
Bottom of Pond Elevation:
1016.00
Ft.
FAIRCLOTH SKIMMER:
PRIMARY SPILLWAY:
Barrel Length: 38 Ft.
Barrel Size: 2 In.
Barrel Slope: 1.05 %
EMERGENCY SPILLWAY
Bottom Width: 14 Ft.
Water Quality Release Orifice for Faircloth Skimmer:
Design Head (Constant for Skimmer), h: 2.0 In.
Maximum Release Rate: 1 Days
Minimum Release Rate: 3 Days
Maximum Hole Size: 0.039638 2.70 In. Dia.
Minimum Hole Size: 0.013213 1.56 In. Dia.
Faircloth Skimmer Orifice Size: 1.75 In. Dia.
Faircloth Skimmer Barrel Size: 2.00 In. Dia.

MAX STAGE ELEV.: 1068.09
MAX FLOW CFS: 1.72
GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
OUTLET STRUCTURE SCHEMATIC
MAX STAGE ELEV.: 1068.45
MAX FLOW CFS: 12.88
Toe of Dam
1066.00
1070.00
1068.00
�— 14.00 ft —►I
Top of Dam
1.0' Min.)
1070.00
1.55 ft
—7
10 Yr 1068.45
------------------------
1
- -
Max. 0.5'
2.00 ft-
- -- --
- - - - --
f - --
FLOOD
0.45 ft
Spillway
2 Yr 1068.09
1068.00
3.00 ft
4.00
ft
WATER QUALITY
38.00 ft
1.05%
1065.00
1065.00
2 in.
1064.60
Toe of Dam
1066.00
1070.00
1068.00
�— 14.00 ft —►I

MAX STAGE ELEV.: 1068.09
MAX FLOW CFS: 1.72
GUPTON & WEBB, P.A.
P.O. BOX 1070
King, N.C. 27021
OUTLET STRUCTURE SCHEMATIC
MAX STAGE ELEV.: 1068.45
MAX FLOW CFS: 12.88
Toe of Dam
1066.00
1070.00
1068.00
14.00 ft
Top of Dam
1.0' Min.)
1070.00
1.55 ft
10 Yr 1068.45
-------- -----------------
1
Max. 0.5'
2.00 ft
FLOOD
--
- - - - -- `---
0.45 ft
Spillway
2 Yr 1068.09
_ —
1068.00
3.00 ft
4.00
ft
WATER QUALITY
38.00 ft
1.05%
1065.00
1065.00
2 in.
1064.60
Toe of Dam
1066.00
1070.00
1068.00
14.00 ft