SW5210303_Calcs_20210519

Storm Water & Erosion Control Design Calculations
May 18, 2021
Burlington Park Apartments — Phase 1
East Green St (NC Hwy 56)
Franklin County, NC
Prepared for:
Burlington Park, LLC
9832 Koupela Dr
Raleigh, NC 27614
[phone]
Prepared by:
Triangle Site Design, PLLC
4004 Barrett Drive, Suite 101
Raleigh, NC 27609
[phone]
License#P-0619
TRIANGLE
S I T E D E S I G N

TABLE OF CONTENTS
OVERVIEW
STORMWATER NARRATIVE
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM
SURFACE WATER CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
DRAINAGE AREA MAP
WATER QUANTITY/QUALITY
WET POND
NCDEQ BMP SUPPLEMENT
NUTRIENT CALCULATIONS
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
POND OUTLET/STRUCTURE SUMMARY
TIME OF CONCENTRATION
STORM DRAINAGE SYSTEM DESIGN
STORM DRAIN 100 SYSTEM
EROSION CONTROL CALCULATIONS
RIP -RAP APRON
SKIMMER BASIN
ANTI -FLOTATION CALCULATIONS
TEMPORARY DIVERSION DITCH
GRASS CHANNEL

OVERVIEW
Background
This report contains the storm water and erosion control calculations for the proposed Burlington Park
Apartments — Phase 1 development. The project site is located in Franklinton, NC on East Green Street.
The project consists of 8.99 acres and approximately 8.77 acres will be disturbed as part of the
construction of the site improvements. The current site condition consists of two single family homes
creating with an existing impervious area of 10,050sf and the remaining land being wooded.
The development of the site will result in an impervious area of 169,291sf (3.89 ac — 43.25% impervious).
There are no existing stream or wedand features within the proposed development area.
The proposed site is located within a FEMA designated flood zone shaded X per FEMA FIRM
1720186400K with an effective date of April 16 2013. Flood zones are subject to change by FEMA.
The proposed stormwater management facility (wet pond) outlined in this report has been overdesigned
to provide peak stormwater discharge attenuation for the proposed impervious areas of the phase 1 and
future phase 2 developments. Only Phase 1 will be permitted for this submission. The site grading and
storm drainage systems are designed to convey stormwater runoff from the impervious areas of the site to
the wet pond. A wet pond will be used to provide peak flow attenuation for the 1-, 2-, 10-, and 50-year,
24-hour storm events and is designed to capture a drainage area of 6.62 acres with an impervious area of
3.89 acres. The maximum overall drainage area will be 8.78 acres with a maximum impervious area of 5.91
acres. The balance of the site is open space and will by-pass the proposed wet pond. The design storm for
water quality is a 1" storm event.
Erosion Control
Erosion control measures have been designed in accordance with NCDEQ erosion control standards and
regulations to minimize sediment laden runoff from exiting the site. Silt fence will be installed along the
low sides of the site prior to construction. The construction entrance will be installed prior to
construction commencing. Inlet protection will be installed around all existing inlets and will be utilized
for the proposed curb inlets and drop inlets. A skimmer basin will be utilized to filter accumulated
sediment laden runoff prior to leaving the site. Accumulated sediment within the project site will need to
be removed and the pond constructed to final design conditions prior to final acceptance of the project.
Soils
The County Soils Survey indicates that Cecil clay loam, Helena sandy loam, Pacolet clay loam and
Wedowee sandy loam soils are present on the site.
Site Stabilization
After final grading is completed, permanent vegetation shall be applied in accordance with the seeding
requirements and landscape plan for this site.

The stormwater conveyance system was analyzed using "Hydraflow Storm Sewers" and "Hydraflow
Hydrographs" computer software program.

FIGURES

36' 612' N
36'S-%rN
Hydrologic Soil Group —Franklin County, North Carolina
3 3
Map Scale: 1:2,0901Fpdnted on A patrat (8.5" x 11') sheet.
N 0 30 80 12D 18D Feet
efs
0 100 200 400 600
Map prDleWm: Web Mmator Owwmardretes: WG584 Edge tics: UFM Zone 17N WGS84
36' 6 17' N
36' 5 59' N
lI): Natural Resources Web Soil Survey 1/282020
6006 Conservation Service National Cooperative Soil Survey Page 1 of 4

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Hydrologic Soil Group —Franklin County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2 Cecil clay loam, 2 to 6
B
5.5
39.4%
percent slopes,
moderately eroded
HeB Helena sandy loam, 2 to
D
1.0
7.4%
6 percent slopes
PaD2 Pacolet clay loam, 10 to
B
0.0
0.1 %
15 percent slopes,
moderately eroded
WeB Wedowee sandy loam, 2 B
4.0
28.9%
to 6 percent slopes
WeC Wedowee sandy loam, 6 B
3.4
24.1 %
to 10 percent slopes
Totals for Area of Interest
14.0
100.0%
�gDa, Natural Resources Web Soil Survey 1/282020
Conservation Service National Cooperative Soil Survey Page 3 of 4

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1/28/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Franklinton, North Carolina, USA"
Latitude: 36.10270, Longitude:-78.4354° ave''
Elevation: 402.45 fr '
'source: ESRI Maps
source: LISGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M. Bonnin, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
Duration
1�2
F 1000
5{11in
0.375--a 442
D.437-0 514
p.498 i7 5S6
Q.556-a 657
0.614-0 728
0.658-0384
fl-68fi-D 834
fl.7278-0 879
0-761 9
0-789.0 972
7-
0.757
10a71in
0.5g9 00705
D.699.0 822
0: 980.939
0.890.61905
0.979 1 16
105-11525
1 112123J
1. 52839
1.20-31.47
1.244153 .
15{rlin
0.749--p88
0-878--11Ga
9-ii1 1�i9
1. 3333
1 24-1.47
(1.33-1.58)
(1- 0--1.67
1 45--1276
1.521.65
1 567 432
30min
1
(1.03121]
(1.21--31143)
1 (43---169)
(1.631893}
(18401 18.
2.00-2.38
(214-2.56)
(2,26-2.74)
(2,412.94)
(2533:11)
60 min
1 28-31951
1.52-61579
1.84 016
2.1232.51
2-45190
(2.73823
2.953--53
3.7853.B4
3-46A 22
3:68-4-54
2-hr
1 0-1 79
1.79 2513
2. 8-2.60
2.54?3.04
2-96 3756
3- 3-4.01
.66-4.44
4-005488
4-d25.47
4- 9-5-98
3-hr
1 59 1 92
1- 0-2-29
2.32�81
(2- 29a.29)
3- 0 3.90)
(3-624,43)
4-01 4295
(4.4305-54
(49 6-6,22)
(5-42 69gD
6-hr
1.890230
2-27 27d
2737 3 37
_2763-88
3. 64 70
4-38-5.37
488-s--03
5.39--6.72
6.070706
6-668 54
12-hr
(2 25 2574
2-69 3-22
3-31 3 97
3.91-4.70
4- 615 62
5.31.0 44
5- 56828
6.62 821H
. 8 9644
8.30 10.fi
6-1
24-hr
1708910
3-26 3875
4-0734-69
4.71.05.42
5.57-6.43
(6.257424
(8.93 0.07
7.6338.92
8. 0410 1
9.34_131.1
11.4
2�ay
3. 4 3559)
3.784432)
(4. 905-37)
(5.4076.19)
(6. 467130
7. 8 831
7-82 9.07]
8- 6-310:0
(8.60-11.3)
(10 4-113)
3�ay
3 32 3580
4,00�4 56
d 93�5 fi4
5.87 6749
fi. 5 7 &4
a 8056
8-21 9750
9 0 10.5
101- U .8
70 9 12 9
4�ay
3 51 4.00
4 21-4 60
5- 6 5�97
5 9-0 fi.79
6.9747899
7-7876-95
8- 9 9893
9-42-111-0
10.5.12-3
11 413:5
7 day
(4-084564)
(4.87554
(5,92 6.73
8: 4-2769
7.868.99
(8- 3- 0.0
(9-6-141.1)
10.5-12.2
11.f8--13- .
1213 5c0
10�ay
4 �5527
5: 3-6.27
6. 4 s54
7 518.53
8.669888
9.57- 0.8
1415-12.0
11 4-13-2
1216-14-
13-6- 5.9
20�ay
(5,2667.t72
(7 9.8.29
8 3-9.79
t9.79--141 0)
(1112-126)
(12.3- 3.9
13.4-5.2
1415-6.8
16,0 8-4
1718 9-9
30 day
78 8269
9 66
10 6-71.9
11 8? 3-2
1313-14.9
(14.4 5-2
1515-167.5
1617- 8.9
1 18 0.7
910-
(19-2- 2.1
45�ay
(9-94-1.0
(1116-12.9
(1313-14.7)
(1416- 6-2)
1 (1613- 8-1)
(1718 9.5]
(1817--20-8) 11
(1929- 2-4)
(21?5- 4.3)
11 (22.6-25.7
27.1
60�ay
12A- 3.2
13.9-15.4
75-8--17..3
1718 8-9
789--20-9
20�2-224
21�5-23.9
22-27 24 5-3
24.3--287.2
25-5-28.6
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
Necked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1027&Ion=-78.4354&data=depth&units=english&series=pds 1/4

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WATER QUANTITY/QUALITY

SUPPLEMENT-EZ COVER PAGE
FOWSLOADED
PROJIrCT INFORMATION
1 Project Name Burlington Park Apartments - Phase 1
2 Project Area tacl — _ 8.99
3 Coastal Wetland Area ac _ _ _ - —
4 Surface Water Area fac -
5 Is this project Hl h or Low Density? High
6 Does this project use an off -site SCM? No
COMPLIANCE WITH 02H.1003(4)
7
Width of vegetated setbacks provided (feet)
'
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA Is proposed in the setback does it meet NCAC 021-1_1003 4 (c-d)?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
12
Infiltration System
Bioreteritton Cell
0
0
13
Wet Pond
1
14
Stormwater WeVand.
0
15
Permeable Pavement
0
16
Sand Filter
D.
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
_
22
D.. Pond
0
23
IStormFlIter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
IName and Title:
Matt Lowder, PE
28
Organization-.
Tr)aqgle Site Desl R PLLC
29
Street address:
4004 Barrett Dr, Suite 101
30
City, State, Zip:
Phone number s -
Email:
Raleigh, NC 27609
31
919-553-6570
32
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-FZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here_
Signature 61 Designer
51 ffIV
Date

DRAINAGE AREAS
1
Is this a -high density project?
Yes
2
If so, number of drainage areas/SCMs
1
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION_
4 Type of SCM
Entire Site
1
Wet Pond
Wet Pond
5
Total drainage area (sq ft)
391457
288103
6
Onsite drainage area (sq ft
391457
288103
7
Offsite drainage area (sq ft
-
-
8
Total BUA in project (sq ft
169291 sf
169291 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
-
-
10
New BUA not on subdivided lots (subject to
ermittin ) (s
11
Offsite BUA (sq ft
-
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
97178 sf
97178 sf
Sidewalk (sq ft)
16423 sf
16423 sf
Roof (sq ft
55690 sf
55690 sf
Roadway s ft
-
-
Future (sq ft
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
-
15permitting)
Existing BUA that will remain (not subject to
s ft
-
-
16
Existing BUA that is already permitted (sq ft
17
x s ing BUA that will be removed (sq ft)
10050 sf
6098 sf
18
Percent BUA
43%
59%
19
Design storm inches
1.0 in
20
Design volume of SCM cu ft
13910 cf
21
Calculation method for design volume
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage areas :
The proposed SCM has been oversized in anticipation for future phases. The
maximum overall drainage area wilt be 8.78 ac with a maximum BUA of 5.91
ac. The combined Phase 1 and future Phase 2 drainage area yielded a
design volume of 20,905 cf (a difference of 6995 cf).

WET POND
1
Draina a area number
1
2
mum re ulred treatment volume tuft
13910 cf
GENERAL
IADC FROMMM
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM H: ?
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump referred
101
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC 8 ?
Yes
12
Does the drainage easement com2ly with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 0 Q ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
16
Does the SCM follow the devicespecific MDC?
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
WET POND
KX FROM VZH AU53
18
Sizing method used
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) fmsl
374.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
375.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
379.50
23
Elevation of the Permanent pool fmsl
380.00
24
Elevation of the top of the vegetated shelf fmsl
380.50
25
Elevation of the temporary pool fmsl
381.40
26
Surface area of the main permanent pool (square feet)
10140
27
Volume of the main permanent pool (cubic feet)
35815 cf
28
1 Avers a depth of the main pool (feet)
4.03 ft
29
1 Average depth equation used
E uation 3
30
If using equation 3, main pool Rerimeter feet
458.0 ft
31
If using equation 3, width of submar ed veg. shelf feat
3.0 ft
32
Volume of the foreba (cubic feet)
6484 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
34
Clean -out depth for foreba (inches)
36 in
35
Design volume of SCM cu ft
13910 cf
36
Is the outlet an orifice or a weir?
Orifice
37
If orifice, orifice diameter inches
2.25 in
38
If weir, weir height inches
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.18
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
jAre berms or baffles provided to improve the flowpath?
Yes
43
Depth of forebay at entrance (inches)
48 in
44
Depth of forebay at exit (inches)
42 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet
6 ft
47
Slope of vegetated shelf (H:V)
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1
r 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
ADDITIONAL INFORf AAT[ON
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 11:18 AM 5/11/2021

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 5/11/2021
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson. Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Burlington Parks - Phase 1
Date: 511112021
By: Rlatthew Lowder, PE - Triangle Site Design Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.31
of TN m
2 * 3 4
of TP (m )
2) *(3) * 6)
Transportation impervious
0.: _
0.67
2.60
0.40
0.19
0.03
Roof impervious
0.67
1.95
0.00
0.11
0.00
Managed pervious
(lawn/landscaped)
ii '75
0.67
1.42
0.72
0.28
0.14
Managed pervious
(cropland)
0.67
4.23
0.00
1.23
0.00
Managed pervious
(pasture)
0.67
2.04
0.00
0.62
0.00
Wooded pervious
0.67
0.94
5.06
0.14
0.75
Fraction Impervious (1) =
0.03
TN Loading
6.18
TP Loading
0.92
(lb/yr) _
(Ib/yr) _
Total Area of Development =
8.99
TN Exp. Coeff.
0.69
TP Exp. Coeff.
0.10
(lb/ac/yr) _
(lb/ac/yr) _
Post -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
(acres)
(0.46 + 8.3I)
of TN m )
2) * 3 * (4)
of TP (mg/L)
(2) * (3) * 6
Transportation impervious
2.61
4.06
2.60
27.52
0.19
2.01
Roof impervious
1.28
4.06
1.95
10.12
0.11
0.57
Managed pervious
5.111E
4.06
1.42
29.37
0.28
5.79
Wooded pervious
0.00
4.06
0.95
0.00
0.14
0.00
Fraction Impervious (1) =
0.43
TN Loading
67.02
TP Loading
8.37
(lb/yr) _
(lb/yr) _
Total Area of Development =
8.99
TN Exp. Coeff.
7.45
TP Exp. Coeff;
0.93
(lb/ac/yr) _
(lb/ac/yr) =
Note: The nutrient loading goals are 4.0 Ib/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 5/23/03
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson. Rocky Mount and Tarboro as well as Franklin, Nash and RdIzecome Counties
BMP Removal Calculation Worksheet (Automated)
Project Name: Burlington Parks - Phase I
Date: 511112021
By: ;11anhew Lowder, PE - Triangle Site Design Checked By:
Directions:
-• It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchnnents, and can be copied for greater than three.
NOTE: Unless runoffflowing
onLo the development from offsite is routed separately around or through the site, the offsite catchment
area draining in must be
included in the acreage values ofthe appropriate land use(s) and treated.
Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the
post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/)T TN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If
more than one BMP is to be used
in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre-BMP
worksheet tables, and also to the site plans, for roasiswnrcy. All ofthese values need to be the same
TN TP
Design Standard
BMP Wet Retention Pond 25 40
NC BMP Manual
Nutrient StarrmvaterWetland 40 35
NC BMP Manual
Removal Sand Filter 35 45
NC BMP Manual
Rates Blaretentlan 35 45
NC BMP Manual
Grasis Swale 20 20
NC BMP Manual
Vegetated Filter Strip w/ 20 35
NC BMP Manual
Level Spreader
Dry Detention 10 10
NC BMP Manual
Catchment 1:
Total acreage ofcatchment I = R,9.J ac
First BMP's TN removal rate = 2'3 46 First BMP's TP removal rate =
° o
Second BMP's TN removal rate = % Second BMP's TP rentova] rate =
%
Third BMP's TN removal rate = ° o Tltird BMP's TP removal rate =
%
TOTAL TN REMOVAL RATE = 25 90 TOTAL TP REMOVAL RATE
(1)
(2)
(3)
(4)
(5)
[tr]
(7)
Type (of Land Cover
Catchment
8,M. Formula
Average HMC
Column
Average E.MC
Column
Acura a
0.46+8.31
ofTN m L
2 3 4
of TP nr /l.
2 3 6
Transportation impervious
4.06
2.60
27.52
0.19
2.01
14o1)fiunprnious
OR
4.06
1.95
10.12
0.11
0.57
NIttnaecd penious
55
4.06
1.42
26.20
0.28
5.17
Wooded pervious
IIJ10
4.06
0.94
0.00
0.14
0.00
Area taken up by BMP
u'=5
4.06
1.95
4.35
0.11
0.25
Fraction Unper[iuus (1)=
0.43
Pre-BMP TN
68.20
Pre-1IMP TP
7.99
Load (lb/yr) =
Load (lblyr) _
TotaI Area of Development -
8.99
PrelicA
7.59
t�rr 8MP t t
0.89
)R
P.lpbrt [tbilri`r=
t'.EpOrl [Lb�LC�Vt'] _
Post-BMP TN
51.15
Port-RMP TP
4.80
Load (lb/yr)=
hone] (IITI►r)�
F7-
Past-BMP TN
5.69
Post-BMP TP
0.53
rspurl 0blady7)=
Export (Ib/adyr) =

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 =
First BMP's TN removal rate =Mac
90 First BMP's TP removal rate = %
Second BMP's TN removal rate =% Second BMP's TP removalrate = %
Hurd BMP's TN removal rate =% Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = tl 910
(1)
(2)
(3)
(4)
(5) 1(6)
(71
Type of Land Cover
Catchment
4.NI. Formula
Average EN -IC
Column
Average EMC
Cuhn:ur
Arreo c
(0.48 + 8.3I
of TN (m IL
2 • (3)• 4
of'fY (
Z 3 6
Transportation impervious
2.60
0.19
Roof imperious
1.95
0.11
Managed pervious
1.42
0.28
"'coded pervious
0.94
0.14
Area taken up by RMP
1.95
0.11
Fraction .Impervious (I) =
Pre-BMP TN
Pre-BN-1P TP
Load (lbhr)=
IA)ad (lblyr)-
Total Area of Develupmeat =
Pet BNIP TIN Eslxwrt
Pre-Ii:IIP TP Exp orl
[ihlAclyr} _
{Ihluclyr} =
Post-BMP TN
Post-BMF TP
Load 0blyry=
l oad(Iblyr)=
-T
Plnl-B MP T1�
Parr-UT61 P TI'
F.zpnrl {ILlnclyt') -
Espy! Rbinclyr) _
Catchment 3:
Total acreage of catchment 3 =
First BMP's TN removal rate =Mac
% First BMP's TP removal rate = %
Second BMP's TN removal rate =90 Second BMP's TP removal rate = 90Third
BMP's TN removal rate =% Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE _ - 0 %
(]
(2)
(3)
(i
(5)
(6)
(7)
Type or Land Cover
C•atchmpnf
SAI. Formula
Average ENIC
Column
Average ENIC'
Column
Aerea r
0.46 + 8.3I
of TN rn (L
2 3 4
of TY m
(2),(3),(6)
FrausPnrt:rtiun impen imts
2.60
0.19
Roof impervious
1.95
0.11
Managed pervious
1.42
0.28
Wooded Pcn-lous
0.94
0.14
Area taken up by BNIP
1.95
0.11
Fraction impemious (1) =
Pre-BNIP TN
Pre-BMP TP
Loud (Iblyr) =
Lvad (lblyr) _
Total Area of Development
Pre BRiP TN EMmyt
Pre-BMP TP Exparl
(Ihlmelyr) _
(WID lrr) -
Post -Bali' T?7
Pust-131UP TI'
Load (Iblyr) =
Load (Ibly r) _
phit-Ii IIl P TN
Purl-B Rt 1' 1P
Expert (Iblaclyr) =
Expvrl (Iblydtr) -

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Last Modified 5/23/03
Average rifNutrient Laatdings frufn the Catchments:
C'atchinent Pest-BNIP Post-13114P
Acmnee TN Loading TV Lauding
tlhlaclyr) (Iblac/yr)
t'atciuitetit ] 8.99 1 5.69 1 0.53 1
Catchment 2 1 0.00 1 0.00 1 0.00 1
I C:atclunent 3 1 0.00 1 0.00 1 0.00 1
ITOTAL FOR 8.99 I 5.69 I 0.53
DEVELOPMENT i
Note: The nutrient loading goals are 4.0 lb/ae/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres, 6.62
Existing Soil Groups:
Sod Group Mai) Symbol
Soil Description
Acres
Percent of DA
B CeB2
Cicl Clay Loam
4.00
60%
B PaD2
Pacolet Clay Loam
0.00
0%
B WeB
Wedowee Sandy Loam
0.92
14%
B WeC
Wedowee Sandy Loam
1.50
23%
D HeB
Helena Sandy Loam
0.20
3%
Proposed Land Uses:
Land Use Description
Existing Soil Group Acres
Curve #
Weighled CN
Wooded - Good Stand
B 5.53
60
50A
Open Space - Good Condiditon
B 0.75
77
8.7
Impervious
B 0.14
98
2.1
Wooded - Good Stand
D 0.20
77
2.3
Cumulative
Curve # =
63.2

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Conditions (Wet Pond)
Drainage Area (acresZ 6.62
Existing soil Groups:
Soil Grow Map Symbol
Soil Description
Acres
Percent of DA
B CeB2
Cicl Clay Loam
4.00
60%
B PaD2
Pacolet Clay Loam
0.00
0%
B WeB
Wedowee Sandy Loam
0.92
14%
B WeC
Wedowee Sandy Loam
1.50
23%
D HeB
Helena Sandy Loam
0.20
3%
Proposed Land Uses.,
Land Use Description
Existing Soil Groin Acres
Curve #
Weighted CN
Wooded - Good Stand
B 0
77
0.0
Open Space - Good Condition
B 2.73
68
28.0
Impervious
B 3.69
98
54.6
Wooded - Good Stand
D 0
77
0.0
Impervious
D 0.20
98
3.0
Cumulative Curve # =
85.6

Proposed Wet Pond
Project Information
Project Name: Burlington Park Apartments
Project #:
Designed by: CEP Date: 5/11/2021
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location:
Drainage To Proposed Wet Pond
Drainage Area (DA) =
6.62 Acres 288103 sf
Impervious Area (IA) =
3.89 Acres 169291 sf
Percent Impervious (1) =
% 58.76 %
Required Surface Area
Permament Pool Depth: 4.03 ft non -Coastal County
SA/DA = 1.73
Min Req'd Surface Area = 4,989 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.579 in/in
Storage Volume Required = 13,910 cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
385.00 ft
Temporary Pool Elevation =
381.40 ft
Permanent Pool Elevation =
380.00 ft
Shelf Begining Elevation =
38M0 ft
Forebay Weir =
379.00 ft
Shelf Ending Elevation =
379.50 ft
Bottom Elevation =
375.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 10,140 sf
Volume of Temporary Storage = 21,454 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? ( 10140 > 4989 ) sf
Volume of Storage for Design Storm = 21,454 Yes ( 21454 > 13910 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Burlington Park Apartments
Project #:
asigned by: CEP Date: 5/11/2021
iecked by: Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 I Q3 = 0.0437 Cp * D2 (Z-D/24-Ei)^("2)
Zone 2 f� Q2 = 0.372 CD * D*(Z-Ei)^(3n)
Zone 1 Q' = 0
Orifice Diameter (D) =
2.25 in
Cd =
0.6
Ei =
380
Orifice Inv -
Zonal Range =
0.00
to 380
Zone 2 Range =
380
to 380.1
Zone 3 Range =
380.1
to 381
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
380.00
13,255
0
0.00
2.00
0.000
--
380.50
15000
7,064
0.50
3.00
0.085
1.392
381.00
16080
7,770
0.50
3.00
0.126
1,025
381.40
17020
6.620
0.40
3.00
0.152
727
Total
1 21,454
--
--
--
3,144
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 21,454 cf
Total Time = 3,144 min
Total Time = 2.18 days
5/11/2021 Prop Wet Pond- new design-Franklinton_Phase 1 1 of 1

Project: Pond #1
Date: 5/11/2021
Main -Pond Contours -Volumes
Elevation
Main -Pond Incremental Vol.
Accumulated Vol.
Description
380
10,140
4,734
35,815
A2 (Perm -Pool)
379.5
8,795
4,289
31,081
Al (Bottom_Shelf)
379
8,360
7,930
26,793
378
7,500
7,088
18,863
377
6,675
6,278
11,775
376
5,880
5,498
5,498
375
5,115
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
380
2,980
2,980
1,428
6,484
379.5
2,730
2,730
1,304
5,056
379
2,485
2,485
2,250
3,753
378
2,015
2,015
1,503
1,503
377
990
990
0
0
Forebay Volume 18.1% *Between 15% & 20%
Average Depth (Option 1) 3.53 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp
35,815
permeter of shelf
458
width of shelf
3
Al (Bottom -Shelf):
8,795
Average Depth = 4.03

Project Information
Site Information
Proposed Wet Pond #1
Project Name: Burlington Park Apartments
Project #:
Designed by: CEP Date: 5/11/2021
Revised by: Date:
Checked by: Date:
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
6.62 Acres
Impervious Area (IA) =
3.89 Acres
Percent Impervious (1) =
58.76 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.25
Drawdown Time = 2.18
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
in (Diameter)
days (Incremental Draw Down Method)
Area:
16.0
sf
Volume:
160.0
cf
Weight:
9984
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
11,981
Ibs
Volume of Concrete Req'd:
79.9
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 117.5 cf (4'x4' riser x 5' = 80cf, 5'x5' footing x 1.5'=37.5cf)

IMPERVIOUS AREA
SUMMARY
ON -SITE AREA (PHASE 1) = 391,457 SF (8.99 AC)
BUILDINGS 55,690
SF
128
ACRE(S)
1423
% AREA
PAVEMENT 97,178
SF
223
ACRE(S)
24.82
% AREA
SIDEWALK 16,423
SF
038
ACRES
420
°k OF AREA
TOTAL IMPERVIOUS AREA 169291
SF
3.89
ACRE(S)
43.25
°k OF AREA
GREEN/OPEN SPACE 222,166
SF
5.10
ACRE(S)
5675
°h OF AREA
EXIST IMPERVIOUS AREA (TO BE DEMO): 10,050
SF
0.23
ACRE(S)
2.57
% OF AREA
INCREASE IN IMPERVIOUS AREA: 159,241
SF
3.66
ACRE(S)

R�
I / ■

STAGEISTORAGE TABLE
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0
380.0
13255
0
0
0.5
380.5
15000
7064
7064
1.0
381.0
16080
7770
14834
1.4
381.4
17020
6620
21454 (WQv)
2.0
382.0
18140
10548
32002
3.0
383.0
19975
19058
51059
4.0
384.0
21870
20923
71982
5.0
385.0
23815
22843
94824
STORMWATER MANAGEMENT DESIGN
WET DETENTION POND -PHASE 1
RIVER BASIN:
TAR-PAMLICO
RECEIVING STREAM:
FRANKLINTON BRANCH
STREAM INDEX:
28-29.4
CLASSIFICAITON:
C; NSW
HUC:
03020101
POND DESIGN SUMMARY
DRAINAGE AREA TO POND:
6.62 ACRES
SITE IMPERVIOUS AREA TO POND: 3.89 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND, 3.89 ACRES
PRE -DEVELOPED
POST -DEVELOPED POST -DEVELOPED
TO POND
TO POND
THROUGH POND
DRAINAGE AREA:
6.62 AC
6.62 AC
CURVE NUMBER:
63.2
85.6
TIME OF CONCENTRATION:
18.1 MIN
5 MIN
1" STORM EVENT:
0.844 CFS
0.054 CFS
1-YEAR STORM EVENT:
1.982 CFS
17.14 CFS
0.167 CFS
YEAR STORM EVENT:
4.039 CFS
22.64 CFS
0.193 CFS
10-YEAR STORM EVENT:
11.30 CFS
37.69 CFS
2.014 CFS
50-YEAR STORM EVENT:
20.49 CFS
53.73 CFS
11.14 CFS

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70P0
nP`B
PERM. POND ELEV, 380.0
it W ft NOT 5HUVVN FOR U ARITY
F ACCESS)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
4" PVC SCREW CAP
FOR CLEANING ACCESS
1T MIN.
17 MIN.
4'x4' PVC'
4 DIA. HOLE DRILLEI
INTO BOTTOM CAP
nand nT j/ IRr
PVC DRAIN OUTLET

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Pond Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO 2009 byAutodesk, Inc. v6.066
Tuesday, May 18, 2021
Pond No. 1 - Wet Pond
Pond Data
Contours - User -defined contour areas Average end area method used for volume calculation. Begining Elevation = 380.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 380.00
13,255
0
0
0.50 380.50
15,000
7,064
7,064
1.00 381.00
16,080
7,770
14,834
1.40 381.40
17,020
6,620
21,454
2.00 382.00
18,140
10,548
32,002
3.00 383.00
19,975
19,058
51,059
4.00 384.00
21,870
20,923
71,982
5.00 385.00
23,815
22,843
94,824
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRSr]
Rise (in)
= 18.00
225
Inactive
Inactive
Span (in)
= 18.00
2.25
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 380.00
380.00
0.00
0.00
Length (ft)
= 41.00
0.50
0.00
0.00
Slope (%)
= 2.44
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multistage
= n/a
Yes
No
No
Stage (ft)
5.00
4.00
3.00
2.00
m
0.00
0.00 4.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 4.00
10.00
Inactive
Inactive
Crest El. (ft)
= 382.60
384.00
0.00
000
Weir Coeff.
= 3.33
2.60
3.33
333
Weir Type
= Rect
Broad
---
---
Multistage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: CulverttOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
8.00
Stage / Discharge
Elev (ft)
385.00
38400
383.00
382.00
381.00
380.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Discharge (cfs)

Hydrograph Summary Re pCOaflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Fran
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
i strge used
(cuft)
--
Hydrograph
description
Pre -Developed -Overall Site
1.982
2
728
9,478
—
SCS Runoff
17.14
2
716
34,681
----
---
--
Post Developed to Pond
Reservoir
0.167
2
1440
32,809
2
381.74
27,505
Post Through Pond
SCS Runoff
0.844
2
150
4,227
-
--
1.0 Post -Developed to Pond
Reservoir
0.054
2
366
3,997
5
1 Year
380.27
3,755
1.0inPost Through Pond
klinton_pond_Phase
1.gpw
Return Period:
Tuesday, May
18, 2021

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
2 min
Drainage area
= 6.620 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.89 in
Storm duration
= 24 hrs
1.00
Tuesday, May 18, 2021
Peak discharge = 1.982 cfs
Time to peak
= 728 min
Hyd. volume
= 9,478 cuft
Curve number
= 63.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.10 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc v6.066
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 6.620 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.89 in
Storm duration
= 24 hrs
15.00
12.00
MS
3.00
Tuesday, May 18, 2021
Peak discharge = 17.14 cfs
Time to peak
- 716 min
Hyd. volume
= 34,681 cuft
Curve number
= 85.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720
Hyd No. 2
Q (cfs)
18.00
15.00
12.00
. We
3.00
0.00
840 960 1080 1200 1320 1440
Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.167 cfs
Storm frequency =
1 yrs
Time to peak
= 1440 min
Time interval =
2 min
Hyd. volume
= 32,809 cuft
Inflow hyd. No. =
2 - Post Developed to Pond
Max. Elevation
= 381.74 ft
Reservoir name =
Wet Pond
Max. Storage
= 27,505 cuft
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
•M
M
3.00
W
Post Through Pond
Hyd. No. 3 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 3 Hyd No. 2 ® Total storage used = 27,505 cuft
Q (cfs)
18.00
15.00
12.00
M
we]
3.00
0.00
6000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 5
1.0 Post -Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 0.844 cfs
Storm frequency
= 1 yrs
Time to peak
= 150 min
Time interval
= 2 min
Hyd. volume
= 4,227 cuft
Drainage area
= 6.620 ac
Curve number
= 85.6
Basin Slope
- 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
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
1.0 Post -Developed to Pond
Hyd. No. 5 -- 1 Year
60 120 180 240 300 360
Hyd No. 5
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
420
Time (min)

VA
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2009 byAutodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir
Peak discharge
= 0.054 cfs
Storm frequency = 1 yrs
Time to peak
= 366 min
Time interval = 2 min
Hyd. volume
= 3,997 cuft
Inflow hyd. No. = 5 - 1.0 Post -Developed to Pond
Max. Elevation
= 380.27 ft
Reservoir name = Wet Pond
Max. Storage
= 3,755 cuft
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
600
Hyd No. 6
1.0inPost Through Pond
Hyd. No. 6 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 ® Total storage used = 3,755 cult

Hydrograph Summary Reper
—Ffydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
-
Maximum
elevation
(ft)
--
Total
strge used
(cuft)
Hydrograph
description
Pre -Developed -Overall Site
1
SCS Runoff
4.039
2
726
15,831
- —
2
SCS Runoff
22.64
2
716
46,133
------
---
------
Post Developed to Pond
3
Reservoir
0.193
2
1440
41,817
2
382.30
37,711
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
-
-
------
1.0 Post -Developed to Pond
6
Reservoir
0.000
2
1.gpw
n/a
0
5
380.00
0.000
Tuesday, May
1.0inPost Through Pond
Franklinton_pond_Phase
Return Period:
2 Year
18, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
= 2 min
Drainage area
= 6.620 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.48 in
Storm duration
= 24 hrs
C W
3.00
2.00
1.00
Tuesday, May 16, 2021
Peak discharge = 4.039 cfs
Time to peak
= 726 min
Hyd. volume
= 15,831 cuft
Curve number
= 63.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.10 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 6.620 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.48 in
Storm duration
= 24 hrs
16.00
12.00
4.00
Tuesday, May 18, 2021
Peak discharge = 22.64 cfs
Time to peak
= 716 min
Hyd. volume
= 46,133 cuft
Curve number
= 85.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
IX
0.00 -- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Developed to Pond
Reservoir name = Wet Pond
Storage Indication method used
Q (cfs)
24.00
16.00
12.00
ie
Post Through Pond
Hyd. No. 3 -- 2 Year
600 1200 1800 2400
Hyd No. 3 Hyd No. 2
Tuesday, May 18, 2021
Peak discharge = 0.193 cfs
Time to peak
= 1440 min
Hyd. volume
- 41,817 cuft
Max. Elevation
= 382.30 ft
Max. Storage
- 37,711 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
3000 3600 4200 4800 5400 6000
Total storage used = 37,711 cult Time (min)

15
Hydrograph Summary Repq
y raflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (curt) (ft) (cuft)
1
SCS Runoff
11.30
2
726
37,522
2
SCS Runoff
37.69
2
716
78,469
3
Reservoir
2.014
2
772
72,029
5
SCS Runoff
0.000
2
n/a
0
6
1 Reservoir
0.000
2
n/a
0
2 382.86
5 380.00
--- Pre -Developed -Overall Site
---- Post Developed to Pond
48,441 Post Through Pond
---- 1.0 Post -Developed to Pond
0.000 1.0inPost Through Pond
Franklinton_pond_Phase 1.gpw Return Period: 10 Year I Tuesday, May 18, 2021

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
= 11.30 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 37,522 cuft
Drainage area
= 6.620 ac
Curve number
= 63.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 18.10 min
Total precip.
= 5.06 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
M
N. 11
4.00
2.00
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
iIFl
Hydraflow Hydrographs Extension forAutoCADO Civil 31DO2009 byAutodesk, Inc v6.066
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
- 6.620 ac
Basin Slope
= 0.0 %
Tc method
- USER
Total precip.
= 5.06 in
Storm duration
- 24 hrs
Q (cfs)
40.00
20.00
10.00
Tuesday, May 18, 2021
Peak discharge = 37.69 cfs
Time to peak
= 716 min
Hyd. volume
= 78,469 cuft
Curve number
= 85.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
120 240 360 480 600 720 840 960 1080
Hyd No. 2
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1200 1320
Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.014 cfs
Storm frequency
= 10 yrs
Time to peak
= 772 min
Time interval
= 2 min
Hyd. volume
= 72,029 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 382.86 ft
Reservoir name
= Wet Pond
Max. Storage
= 48,441 cuft
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
W
Post Through Pond
Hyd. No. 3 -- 10 Year
600 1200 1800 2400
Hyd No., 3 - Hyd No. 2
3000 3600 4200 4800 5400
® Total storage used = 48,441 cuft
Q (cfs)
40.00
20.00
10.00
0.00
6000
Time (min)

21
Hydrograph Summary Re PC Wyd`raflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1
SCS Runoff
20.49
2
724
65,537
2
SCS Runoff
53.73
2
716
114,250
3
Reservoir
11.14
2
726
107,700
5
SCS Runoff
0.000
2
n/a
0
6
Reservoir
0.000
2
n/a
0
2 383.49
5 380.00
0.000
Pre -Developed -Overall Site
Post Developed to Pond
Post Through Pond
1.0 Post -Developed to Pond
1.0inPost Through Pond
Fran klinton_pond_Phase 1.gpw Return Period: 50 Year Tuesday, May 18, 2021

Hydrograph Report
0
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
- 50 yrs
Time interval
= 2 min
Drainage area
- 6.620 ac
Basin Slope
= 0.0 %
Tc method
- USER
Total precip.
= 6.74 in
Storm duration
= 24 hrs
18.00
15.00
12.00
A
we]
3.00
Tuesday, May 18, 2021
Peak discharge = 20.49 cfs
Time to peak
= 724 min
Hyd. volume
= 65,537 cuft
Curve number
= 63.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 18.10 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 50 Year
Q (cfs)
21.00
18.00
15.00
12.00
• 11
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Tuesday, May 18, 2021
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 53.73 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 114,250 cuft
Drainage area
= 6.620 ac
Curve number
= 85.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.74 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Post Developed to Pond
Hyd. No. 2 -- 50 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 2

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Developed to Pond
Reservoir name = Wet Pond
Storage Indication method used
Q (cfs)
60.00
50.00
40.00
30.00
10.00
Post Through Pond
Hyd. No. 3 -- 50 Year
480 960 1440 1920
Hyd No. 3 Hyd No. 2
Tuesday, May 18, 2021
Peak discharge = 11.14 cfs
Time to peak
= 726 min
Hyd. volume
= 107,700 cuft
Max. Elevation
= 383.49 ft
Max. Storage
= 61,101 cuft
2400 2880 3360 3840 4320
® Total storage used = 61,101 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
4800
Time (min)

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STORM DRAIN DESIGN

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Triangle Site Design, PLLC
Burlington Park Apartments - Phase 1 - Storm Drain "C" calculations
Rational Runoff Coefficient "C" - 100 Storm System
Catch Basin#101
Drainaoe Area (acres): 0.34
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.01
3%
0.95
0.03
Asphalt/Concrete Pavement
0.29
85%
0.95
0.81
Lawn
0.04
12%
0.3
0.04
Wooded
0.00
0%
0.2
0.00
Total Area=
0.34
Cumulative "C" =
Of
1
i1o=
7.92
Q10=
2.35
Catch Basin#102
Drainaoe Area (acresl: 0.12
ftwsLand
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.09
75%
0.95
071
Lawn
0.03
25%
0.3
0.08
Wooded
0.00
0%
0.2
0.00
Total Area=
0.12
Cumulative "C" =
0.79
1
iio=
7.92
Q10=
0.75
Catch Basin#103
Drainaoe Area (acres): 0.11
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.03
27%
095
026
Asphalt/Concrete Pavement
0.06
55%
0.95
052
Lawn
0.02
18%
0.3
005
Wooded
0.00
0%
0.2
000
Tatar Area=
0.11
Cumulative "C" =
0.83
1
no=
792
Q10=
0.72
Catch Basin#104
OWnaV Area (.7M 0.16
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.01
6%
0.95
0.06
Asphalt/Concrete Pavement
0.11
69%
0.95
0.65
Lawn
0.04
25%
0.3
0.08
Wooded
0.00
0%
0.2
0.00
Total Area=
0.16
Cumulative "C" =
0.79
1
i10=
7.92
Q1o=
1.00
Catch Basin#105
UW'ayoe Area (awes). 0.33
Proposed Land Users
Land Use Description
Acres
%Site
Runoff "C"
"C"
Roofs
0.04
12%
0.95
012
Asphalt/Concrete Pavement
020
61 %
0.95
058
Lawn
0.09
27%
0.3
0 08
Wooded
000
0%
02
000
Total Area=
0.33
Cumulative "C" =
0 77
1
i1o=
792
Q10=
2.02

Catch Rasln#106
Drainage Area Lres1: 0.24
Amway Lod UM5.1
Land Use Descriotion
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
(Yard Inlet#107
Drainage Area (acres]: 0.09
Proposed Land Uses:
Land Use Descriotion
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
(:Ieanout#1
r]raln�na dla:
Cleancut# 1I
0.06
Land Use Descriotion
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
0.06
Land Use Descriotion
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
To! at Area,
0.06
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site
0.00
0%
0.15
63%
009
38%
0.00
0%
0.24
Cumulative "C"
1
i10=
Qio=
Acres
% Site
0.00
0%
0.00
0%
0.09
100%
0.00
0%
0.09
Cumulative "C" _
ii0=
Qio=
Acres
% Site
0.06
100%
0.00
0%
0.00
0%
000
0%
006
Cumulative "C" _
HO=
Q10=
Acres
% Site
0.06
100%
0.00
0%
0.00
0%
0.00
0%
0.06
Cumulative "C" _
1
n0=
Q70=
_Acres
% Site
0.06
100%
0.00
0%
0.00
0%
0.00
0%
006
Cumulative "C" _
1
iio=
Q10=
Runoff "C"
"C"
0.95
0.00
0.95
0.59
0.3
0.11
0.2
000
0.71
7.92
1.34
Runoff"C"
C.
0.95
0.00
0.95
0.00
0.3
0.30
0.2
0.00
0.30
7.92
0.21
Runoff"C"
"C"
0.95
095
0.95
0.00
0.3
000
0.2
000
095
7.92
0.45
Runoff "C"
"C"
0.95
0.95
0.95
0.00
0.3
0.00
0.2
0.00
0.95
792
0.45
Runoff"C"
"C"
0.95
0.95
0.95
0.00
0.3
0.00
0.2
0.00
0.95
7.92
0.45

0.06
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site
006
100%
0.00
0%
0.00
0%
0.00
0%
0.06
Cumulative "G" _
1
h o=
Qio=
Runoff "C
"C"
0.95
095
0.95
0.00
0.3
000
0.2
0.00
0 95
792
045
Yard Inlet#112
Drafnaoe Area (acres): 0.23
Proposed Land L'ses:
Land Use_Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.04
17%
0.95
0.17
Asphalt/Crncrete Pavement
0.08
35%
0.95
033
Lawn
0.11
48%
03
0.14
Wooded
0.00
0%
0.2
000
Total Area=
0.23
Cumulative "C" =
0 64
1
HO=
792
Q1o=
1.16
Cleanout# 113
Drainage Area (acres]: 0.06
ifte 4 f Land Uses
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.06
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
0.00
Total Area=
0.06
Cumulative "C" =
0.95
1
lip=
7.92
Q1o=
0.45
Cleanout# 114
pr�1n"Area (acres): 0.06
Proposed Land Uses:
Land Use Description
Acres
°° Site
Runoff "C"
"C"
Roofs
0.06
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
02
0.00
Total Area=
0.06
Cumulative "C" =
0.95
1
lip=
7.92
Q1o=
0.45
Cleanout# 115
Drafnaoe Area (acres). 0.06
P_rplva+sed f and Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.06
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
0.00
Total Area=
0.06
Cumulative "C" =
0.06
1
iio=
7.92
Q1o=
0.45

Cleanotit# 116
Prainage Area (acres): 0.06
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.06
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0,95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
0.00
Total Area=
0.08
Cumulative'V =
0.95
1
ho=
7.92
Qio=
0.45
Catch Basin#117
Drainage Area (acres): 0.11
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.10
91%
0.95
0.86
Lawn
0.01
9%
03
003
Wooded
0.00
0%
0.2
0.00
Total Area=
0.11
Cumulative "C" =
089
1
iic=
792
Qia=
0.76
Yard Inlet#118
Drainage Area {acres• 0.07
Proposed Land Uses'
Land Use Description
Acres
% Sife
Runoff "C"
"C"
Roofs
0.04
57%
0.95
0.54
Asphalt/Concrete Pavement
0.01
14%
0.95
0.14
Lawn
002
29%
0.3
0.09
Wooded
0.00
0%
0.2
0.00
Total Area=
0.07
Cumulative "C" =
a 16
1
iio=
7.92
Qio=
0.42
Cleanout#119
�JratnaaeArea (acres-): 0.03
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.03
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
000
Total Area=
0.03
Cumulative "G" =
0 95
1
h o=
7.92
Q10=
023
Cleanout#120
Drainage Area (acres 0.03
i3 o�vsecl Land Uses;
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Acres
% site
Runoff "C"
"C"
0.03
100%
0.95
0.95
0,00
0%
0.95
0.00
0.00
0%
0.3
0.00
0.00
0%
0.2
0.00
0.03
Cumulative "C" =
695
iio=
1
7.92
Q10=
0.23

Catch Basin#121
Drainage Area (acres): 0.19
pmmsed Land U.4es.
Land Use Descriotion
Acres
% Site
Runoff "C"
"C"
Roofs
0.04
21 %
0.95
020
Asphalt/Concrete Pavement
0.13
68%
0.95
0.65
Lawn
0.02
11 %
0.3
0.03
Wooded
0.00
0%
0.2
0.00
Total Area=
0,19
Cumulative "C" =
0.88
1
HO=
7.92
Q 10=
1.33
Catch Basin#122
Drainage Area (acres): 0.03
Prgnosed Land Uses.
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.03
100%
0.95
0.95
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
02
0.00
Total Area=
003
Cumulative "C" =
095
1
iio=
7.92
Q10=
0.23
Catch Basin#123
DrI Area !acres).• 0.13
Proposed Land Uses:
Land Use Descriotion
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
010
77%
0.95
0.73
Lawn
0.03
23%
0.3
0.07
Wooded
0.00
0%
02
0.00
Total Area=
0.13
Cumulative "C" =
0:80
1
i1o=
7.92
Q1o=
0.82
Catch Basin#124
Drainage Area (acres): 0.14
Proposed Land Uses
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.12
86%
0.95
0.81
Lawn
0.02
14%
0.3
004
Wooded
0.00
0%
0.2
0.00
Total Aream
0.14
Cumulative "C•=
0.86
1
i1o=
7.92
Q1o=
0.95
Catch Basin# 125
Der InagArga (acresJ. 0.09
Proposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Acres
% Site
000
0%
0.06
67%
0.03
33%
000
0%
0.09
Cumulative "C" =
1
MO=
Q10=
Runoff"C"
"C"
0.95
0.00
0.95
0.63
0.3
0.10
0.2
0.00
0.73
7.92
0.52

Catch Basin# 126
Drainage Area (acres): 0.35
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.24
69%
0.95
0.65
Lawn
0.11
31 %
0.3
0.09
Wooded
0.00
0°%
0.2
0.00
Total Area=
0.35
Cumulative'V =
0.75
1
it0=
7.92
Qio=
2.07
Catch Basin#127
0.17
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Acres
% Site
0.03
18%
0.10
59%
0.04
24%
0.00
0%
0.17
Cumulalve"C"=
1
ito=
Qio=
Runoff "C"
"C"
0.95
0.17
0.95
0.56
0.3
0.07
0.2
0.00
0.80
7.92
1.07
Catch Basin# 128
Drainage Area (acres): 0.2
Pr=sed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.13
65%
0.95
0.62
Lawn
0.07
35%
0.3
0.11
Wooded
0.00
0%
0.2
0.00
Total Area=
0.20
Cumulative "C"=
0.72
1
iio=
792
Qio=
1.14
Catch Basin#129
Drainage Area (acreJ: 0.26
1'�mwdViand uses
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.21
81%
0.95
0.77
Lawn
0.05
19%
0.3
0.06
Wooded
0.00
0%
0.2
0.00
Total Area
0.26
Cumulative "C" =
0 -Y3
1
iio=
7.92
Qio=
1.70
Catch Ba5in#138
Drain A 0.19
Proposed Land Uses
Land Use Description
Acres
%Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.16
84%
0.95
0.80
Lawn
0.03
16%
0.3
0.05
Wooded
0.00
0%
0.2
0.00
Total Area=
0.19
Cumulative "C" =
0.85
1
iio=
7.92
QtO=
1.28

Yard Inlet#131
❑ralnage Area Iacres): 0.39
Pro La
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
0%
0.95
000
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.39
100%
0.3
0.30
Wooded
000
0%
0.2
0.00
Total Area-
0.39
C.lImUIa ive "C" =
0.30
11 a=
7.92
Q1o=
0.93
Catch Basin#132
Drainage Area (acres 0.16
Proposed Land Uses.,
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.04
25%
0.95
0.24
Asphalt/Concrete Pavement
0.09
56%
0.95
0.53
Lawn
0.03
19%
0.3
0.06
Wooded
0.00
0%
0.2
000
Total Area=
0.16
Cumulative "C" =
0.83
i10=
7.92
Q 10=
1.05
Catch Basin#133
0.26
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Area Drain#134
Drainage Area (acres): 0.02
Proposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Acres
% Site
0.04
15%
0.18
69%
0.04
15%
0.00
0%
0.26
Cumulative "C" _
ho=
Q10=
Runoff"C"
"C"
0.95
0.15
0.95
066
0.3
0.05
0.2
0.00
0.85
7.92
1.75
Acres
% Site
Runoff "C"
"C"
0.00
0%
0.95
000
0.01
50%
0.95
0.48
0.01
50%
0.3
015
0.00
0%
0.2
0.00
0.02
Cumulative "C" =
0 6:1
110=
1
792
Q10=
0.10
Cleanout#135
Daiggo Anmf 0.07
PAWOMdLand Uses
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.07
100%
0.95
095
Asphalt/Concrete Pavement
000
0%
0.95
0.00
Lawn
000
0%
0.3
000
Wooded
0.00
0%
0.2
0.00
Total Area=
0.07
Cumulative "C" =
0 95
1
i1o=
792
Q10=
0.53

Cleanout#136
Dralnaae Area (acres): 0.07
Proposed Land Uses.
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.07
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
0.00
Total Area=
0.07
Cumulative' C" =
0.95
I
HO=
7.92
010=
0.53
Cleanout#137
DrWnaae Area lacresl: 0.07
Proposed Land Uses
Land Use Descrintion
Acres
% Site
Runoff "C"
"C"
Roofs
0.07
100%
0.95
0.95
Asphalt/Concrete Pavement
0.00
0%
0.95
0.00
Lawn
0.00
0%
0.3
0.00
Wooded
0.00
0%
0.2
0.00
Total Area=
0.07
Cumulative "C" =
0.95
1
ho=
7.92
Qia=
0.53
Cleanout# 138
DrainawAr f{7es], 0.07
provosed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Basin#
0.11
Proposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site
0.07
100%
0.00
0%
0.00
0%
0.00
0%
0.07
Cumulative "C" =
1
ii0=
Qio=
Runoff "C"
"C"
0.95
0.95
0.95
0.00
0.3
0.00
0.2
0.00
0.95
7 92
0.53
Acres
% Site
Runoff "C"
"C"
0.00
0%
0.95
0.00
0.10
91 %
0.95
0.86
0.01
9%
0.3
0.03
0.00
0%
0.2
0.00
0.11
Cumuiative "C" =
0 89
110=
7.92
Q10=
0.78
Yard Inlet#140
Dralr>age Area lacresl: 0.06
Rased Land uses
Land Use Description
Acres
% Site
Runoff "C"
C.
Roofs
004
67%
0.95
0.63
Asphalt/Concrete Pavement
0.01
17%
0.95
0.16
Lawn
0.01
17%
0.3
0.05
Wooded
0.00
0%
0.2
0.00
Total Area=
0.06
Cumulative "C" =
0.84
1
iio=
7.92
Q10=
0.40

EROSION CONTROL CALCULATIONS

EROSION CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
Project Name: Burlington Paris Apartments - Phase 1
Project #:
Designed by: RG Date:
Revised by: Date:
Checked by: Date:
Rio -Rap Apron#1
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Dissipator Dimensions *
All unils are in feet
** Dissipator pad designed for full flow of pipe
d=
s=
n=
Q=
V=
Zone =
Stone Filling Class =
Entry Width ( 3 X Do ) _
Length ( 6 X Do) _
Width (La + Da) _
Min. Thickness =
Min. Stone Diameter-
B
30
3.57 %
0.013
20.53 cfs
13.14 ft/s
7.5 ft
15.0 ft
17.5 ft
22 inches
6 inches
■ 15. [3►i
.5 17.5
1
RIP-RAP-BurlingtonPark.xls 3/10/2021 Page 1 of 4

Rio -Rao Auron#2
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Dissipator Dimensions *
d=
s=
n=
Q=
V=
Zone =
Stone Filling Class =
Entry Width ( 3 X Do ) =
Length (6 X Do) =
Width (La + Do) =
Min. Thickness =
Min. Stone Diameter-
B
18 in
2.44 %
0.013
20.53 cfs
36.50 ft/s
4.5 ft
9.0 ft
10.5 ft
22 inches
6 inches
10.5
* All units are in feet
— Dissipator pad designed for full flow of pipe
RIP-RAP-BurlingtonPark.xis 3/10/2021 Page 2 of 4

Rin-Rao Apron#3
Pipe Diameter
d=
33 in
Pipe Slope
s=
0.76 %
Manning's number
n=
0.013
Flow
4 Q= 1
24.38 cfs
Velocity
4 V =
12.90 ft/s
Dissipator Dimensions *
Zone = 1
2
Stone Filling Class =
B
Entry Width ( 3 X AO ) =
8.3 ft
Length (6 X AO) =
16.5 ft
Width (La + AO) =
19.3 ft
Min. Thickness =
22 inches
Min. Stone Diameter--
6 inches
19.3
'All unils are in feet
** Dissipator pad designed for full flow of pipe
I
RIP-RAP-BurlingtonPark.xls 3/10/2021 Page 3 of 4

Rio -Rao Apron#4
Pipe Diameter
d=
15 in
Pipe Slope
s=
2.5 %
Manning's number
n=
0.013
Flow
4 Q= I
2 cfs
Velocity
4 V =
5.12 ft/s
Dissipator Dimensions '
Zone = I
2
Stone Filling Class =
B
Entry Width ( 3 X AO ) =
3.8 It
Length (6XAO) =
7.5It
Width (La + AO) =
8.8 It
Min. Thickness =
22 inches
Min. Stone Diameter--
6 inches
I
7.5 It
I
3.8
All units are in feet
Dissipator pad designed for full flow of pipe
RIP-RAP-BurlingtonPark.xls 3/10/2021 Page 4 of 4

EROSION CONTROL CALCS (SKIMMER BASIN#1)
Project Information
Project Name:
Burlington Park Apartments - Phase 1
Project #:
Designed by:
RG
Date:
Revised by:
Date:
Checked by:
Date:
Skimmer Basin #1
Drainage Area
Total, AT=
5.99 AC
Disturbed, Ao=
5.99 Ac
10-year Runoff (010)
C =
050
T. =
5.00 min
110 =
7.27 in/hr
Q10 =
21.8 cfs
Surface Area Required
SA =
435sf x 010
SA =
9,472 sf
Volume Required
VR = 1800 cdAc x Ao
Va =
10,782 cf
Sediment Trap Dimensions
L =
160 ft (Spillway Length)
W =
75 ft (Spillway Width)
D =
20 R (Depth or Storage)
Side Slopes =
2 :1
Lw =
168 ft
Lb„ =
152 ft W
Wb,t
Wbvm
83 ft
L,.
Wba=
67 ft
UW Ratio=
21 :1 (must be 2:1 to 6:1)
Elevations
Description
Elevation
Top of Berm
389.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway
387.50
Sediment Storage
387.00
Cleanoul Mark
386.00 (half or storage height)
Bottom
38500
Provided
SAP=
12,000 sf > 9,472
Vp =
22,184.0 cf > 10,782
Emergency Spillway - 10 Year Storm
110 =
7.27 in/hr
Q10 =
21.77 Or.
h=
05ft
Cw =
3
L.w=
21 It

Project Information
Skimmer Basin #2
Drainage Area
10-year Runoff (Q10)
Surface Area Required
EROSION CONTROL CALCS (SKIMMER BASIN#2)
Project Name: Burlington Park Apartments - Phase 1
Project #:
Designed by: RG Date:
Revised by: Date:
Checked by: Date:
Total, AT=
1.14 Ac
Disturbed, Ao=
1 14 Ac
C =
0.50
T. =
5.00 min
110 =
7.27 inlhr
Q10 =
4.1 cfs
SA = 435sf x Q 10
SA = 1,803 sf
Volume Required
VR = 1800 cf/Ac x AD
VR =
2,052 cf
Sediment Trap Dimensions
L =
70 ft (Spillway Length)
W =
30 ft (Spillway Width)
D =
2.0 ft (Depth of Storage)
Side Slopes =
2 :1
LIW =
78 ft
Lm=
62 ft W W
wtw=
38 ft Lw=
Wes=
22 ft
LNV RaBo=
2.3 :1 (must be 2:1 to 6:1)
Elevations
Description
Elevation
Top of Berm
383.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway
381.50
Sediment Storage
38100
Cleanout Mark
38000 (half of storage height)
Bottom
379.00
Provided
SAP=
2,100 sf > 1,803
Vp =
3,464.0 cf > 2,052
Emergency Spillway -10 Year Storm
110 =
7.27 in/hr
010 =
4.14 cfs
h=
05ft
C.. =
3
Lw=
10 ft

EROSION CONTROL CALCS (SKIMMER BASIN#3)
Project Information
Project Name:
Burlington Park Apartments - Phase 1
Project #:
Designed by:
RG
Date:
Revised by:
Date:
Checked by:
Date:
Skimmer Basin #3
Drainage Area
Total, AT=
6.93 Ac
Disturbed, AD=
6.93 Ac
10-year Runoff (Q10)
C =
050
T. =
5 00 min
110 =
7.27 in/hr
Q10 =
25.2 cfs
Surface Area Required
SA =
435sf x 010
SA =
10,958 sf
Volume Required
VR =
1800 d/Ac x Ao
VR =
12,474 cf
Sediment Trap Dimensions
I. =
225 ft (Spillway Length)
W =
50 ft (Spillway width)
D =
2.0 ft (Depth of Storage)
Side Slopes =
2 :1
Lew=
233 ft
Lbd=
217 ft Wrm
W�
WhV=
58 ft
Lby=
Wba=
42 ft
L/W Ratio=
4.5 :1 (must be 2:1 to 6:1)
Elevations
Description
E/evabo
Top of Berm
38300 (allow 1ft freeboard above spillway flow height)
Emergency Spillway
381.50
Sediment Storage
381.00
Cleanout Mark
380.00 (half of storage height)
Bottom
379.00
Provided
SAP=
11,250 sf > 10,958
VP=
20,364.0 cf > 12,474
Emergency Spillway - 10 Year Storm
110 =
7.27 in/hr
Q10 =
26.19 cfs
h =
0.5 ft
C„. =
3
Lw=
24 ft

5An .<r 1j1U,., # /
Calculate Skimmer Size
Basin Volume in Cubic Feet 22.184 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain" 3 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.6 Inch[es]
'ire NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 160 75 Feet VOLUME 22184 Cu. Ft.
Bottom dimensions in feet 152 67 Feet
Depth in feet 2 Feet

s";`AA v IfAr,. ' # Z
Calculate Skimmer Size
Basin Volume in Cubic Feet 3,464 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain* 3 Days Orifice Radius 0.6 Inch[es]
Orifice Diameter 1.2 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet 70 3n Feet VOLUME 3464 Cu. Ft.
Bottom dimensions in feet 62 22 1 Feet
Depth in feet 2 Feet

2I &45'1 # 3
.,alculate Skimmer Size
3asin Volume in Cubic Feet 20,364 Cu.Ft Skimmer Size 3.0 Inch
)ays to Drain* 3 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.5 Inch[es]
q NC assume 3 days to draln
Estimate Volume of Basin Lengkh width
op of water surface in feet 225 50 Feet VOLUME 20364 Cu. Ft.
3ottom dimensions in feet 217 42 Feet
)epth in feet 2 Feet

EROSION CONTROL CALCS (SKIMMER BASIN#1)
Project Information
Project Name: Burlington Park Apartments - Phase 1
Project #:
Designed by: RG Date:
Revised by: Date:
Checked by: Date:
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Top of Basin Elev.:
387.0
Bottom of Basin Elev.:
385.0
Volume:
32.0
cf
Weight:
1997
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
2,396
Ibs
Volume of Concrete Req'd:
16.0
cf
Volume Provided:
69.5
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 2.0' = 32cf, 5'x5' footing x 1.5'=37.5cf)

EROSION CONTROL CALCS (SKIMMER BASIN#2)
Project Information
Project Name:
Project #:
Designed by:
Revised by:
Checked by:
Anti -Flotation Device
Burlington Park Apartments - Phase 1
RG
4' x 4' Outlet Structure
Area:
16.0
sf
Top of Basin Elev.:
381.0
Bottom of Basin Elev.:
379.0
Volume:
32.0
cf
Weight:
1997
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
2,396
Ibs
Volume of Concrete Req'd:
16.0
cf
Volume Provided:
69.5
cf
Date:
Date:
Date:
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 2.0' = 32cf, 5'x5' footing x 1.5'=37.5cf)

EROSION CONTROL CALCS (SKIMMER BASIN#3)
Project Information
Project Name: Burlington Park Apartments_- Phase 1
Project #:
Designed by: RG Date:
Revised by: Date:
Checked by: _ Date:
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Top of Basin Elev.:
381.0
Bottom of Basin Elev.:
379.0
Volume:
32.0
cf
Weight:
1997
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
2,396
Ibs
Volume of Concrete Req'd:
16.0
cf
Volume Provided:
69.5
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 2.0' = 32cf, 5'x5' footing x 1.6=37.5cf)

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > IQnPDW Ditch #1
Name
Temporary Ditch #1
Discharge
12.6
Channel Slope
0.0128
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
Sandy Loam (GM)
DS75
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal
Permissible
Calculated
Safety
I
Staple
Phase
Reach
Discharge
I Velocity
I
I Mannings N
I
I
Remarks
I
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 12.6 cfs 3.59 ft/s 1.1 ft
0.033 1.6 Ibs/ft2
0.88 Ibs/ft2
1.82
STABLE D
Unvegetated
Underlying
Straight 12.6 cfs 3.59 ft/s 1.1 ft
0.033 1.51 Ibs/ft2
0.47 Ibs/ft2
3.19
STABLE D
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > IQMP2 W Ditch #2
Name
Temporary Ditch #2
Discharge
3.5
Channel Slope
0.0456
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
Sandy Loam (GM)
DS75
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 3.5 cfs 4.33 ft/s 0.43 ft
0.031 1.6 Ibs/ft2
1.23 Ibs/ft2
1.3
STABLE D
Unvegetated
Underlying
Straight 3.5 cfs 4.33 ft/s 0.43 ft
0.031 1.51 Ibs/ft2
0.78 Ibs/ft2
1.93
STABLE D
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > IQJMPD W Ditch #3
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Name
Temporary Ditch #3
Discharge
3
Channel Slope
00224
Channel Bottom Width 1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type
None
Vegetation Density None
Soil Type
Sandy Loam (GM)
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
I
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 3 cfs 3.02 ft/s
0.5 ft
0.034 1.6 Ibs/ft2
0.7 Ibs/ft2
2.3
STABLE D
Unvegetated
Underlying
Straight 3 cfs 3.02 ft/s
0.5 ft
0.034 1.51 Ibs/ft2
0.43 Ibs/ft2
3.52
STABLE D
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Grass Channel it1
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Name
Grass Channel #1
Discharge
0.9
Channel Slope
0.0134
Channel Bottom Width 0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type
None
Vegetation Density Good 65-79%
Soil Type
Clay Loam (CL)
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 0.9 cfs 1.59 ft/s
0.43 ft
0.038 1.6 Ibs/ft2
0.36 Ibs/ft2
4.4
STABLE D
Unvegetated
Underlying
Straight 0.9 cfs 1.59 ft/s
0.43 ft
0.038 1.74 Ibs/ft2
0.17 Ibs/ft2
10,11
STABLE D
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Carats Channel 09
Name
Grass Channel #2
Discharge
0.8
Channel Slope
0.0122
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
Good 65-79%
Soil Type
Clay Loam (CL)
DS75
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
0.8 cfs 1.04 ft/s
0.14 ft
0.041 1.6 Ibs/ft2
0.11 Ibs/ft2
14.8
STABLE D
Unvegetated
Underlying
Straight
0.8 cfs 1.04 ft/s
0.14 ft
0.041 1.74 Ibs/ft2
0.1 Ibs/ft2
11.53
STABLE D
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Grass Channel #3
Name
Grass Channel #3
Discharge
0.3
Channel Slope
0.0305
Channel Bottom Width
5
Left Side Slope
6
Right Side Slope
6
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
Good 65-79%
Soil Type
Clay Loam (CL)
DS75
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
pattern
DS75
Straight 0.3 cfs 0.94 ft/s
0.06 ft
0.04 1.6 Ibs/ft2
0.11 Ibs/ft2
14.11
STABLE D
Unvegetated
Underlying
Straight 0.3 cfs 0.94 ft/s
0.06 ft
0.04 1.74 Ibs/ft2
0.11 Ibs/ft2
16.43
STABLE D
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Grass Channel *4
North American Green
5401 St. Wendel -Cynthiana Rd,
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Name
Grass Channel #4
Discharge
0.9
Channel Slope
0.0231
Channel Bottom Width 15
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
DS75
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissible
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 0.9 Cfs 0.89 ft/s
0.07 ft
0.041 1.6 Ibs/ft2
0.1 Ibs/ft2
16.75
STABLE D
Unvegetated
Underlying
Straight 0.9 cfs 0.89 ft/s
0.07 ft
0.041 1.51 Ibs/ft2
0.09 Ibs/ft2
16.09
STABLE D
Substrate