SW5221101_Design Calculations_20221117

K4CLA
Mack Gay Associates, P.A.
Engineering 1 Surveying - Planning
1667 Thomas A. Betts Pkwy., Rocky Mount, NC 27804
Phone: [phone] - Fax: [phone]
Firm License: C-0569 - www.mackgaypo.com
STORMWATER CALCULATIONS
MANUAL
Cedar Creek Apartments
2468 Cedar Creek Road,
Youngsville, Franklin County, North Carolina
September 22, 2022
Prepared by:
Phillip Joyner, Jr., PE
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SEAL �=
036MB -

TABLE OF CONTENTS
SECTION 1................................... Stormwater Narrative
SECTION 2................................... USGS Map, Soils Map, Surface Water Classification
SECTION 3................................... Deed
SECTION 4................................... Supplement EZ Cover Page, Drainage Areas Form, Wet Pond Form
SECTION 5................................... Wet Pond Calculations
SECTION 6................................... Runoff Calculations
SECTION 7................................... Pipe Network Calculations
SECTION 8................................... Drainage Areas Summary
SECTION 9................................... Nutrient Calculations

WET POND CALCULATIONS

WATER QUALITY POND DESIGN CALCULATIONS
AREA SUMMARY
PERMANENT POOLSIZING,
acres sf
Permanent Pool 42059
cf
Drainage Area
7.69 334976
Permanent Pool 9441
sf
Pervious Area
6.13 267023
Average Depth = 4.5
ft
Impervious Area
1.56 67954
ENTER SA/DA TABLE WITH 4.0'
Impervious Cover
20%
SA/DA (from table) 0.6
Piedmont
Minimum Area 2144
sf
RUNOFF VOLUME
Permanent Pool Area 9441
sf
Simple Method
Permanent Pool Area Acceptable
RUNOFF COEFFICIENT CALCULATION
R, . 0.05+0.9*IA .
Ry=Runoff coeefficient
(runoff (in)/rainfall (in), unitless
IA=Impervious fraction
Rv=
0.232575
VOLUME CALCULATION
V=3630*RD*Rv*A
V=Volume to be controlled for the design storm (ft3)',
RD=Design Rainfall Depth (in) 1.0" or 1.5"
A=Watershed Area (acres)
Rainfall Capture Depth l inch
Runoff Volume 6492.255 cf
I

PERMANENT POOL STAGE -STORAGE TABLES
MAIN POND
Area
Incremental
Cumulative Volume
Elevation
(sf)
Volume (cf)
(cf)
424
0
Bottom of Sediment Storage 423
4750
Bottom of Pond 424
5458
5104
5104
425
6196
5827
10931
426
6963
6580
17511
427
7760
7362
24872
428
8586
8173
33045
Permanent Pool 429
9441
9014
42059
Elevation Area Ineremental Cumulative Volume
(sf) Volume (cf) (cf)
Bottom of Sediement Storage
425
760
Bottom of Forebay
426
1208
984
984
427
1709
1459
2443
428
2262
1986
4428
Permanent Pool
429
2861
2562
6990
Permanent Pool Total
42059
cf
Forebay to Main Pond
16.6%
OK
TEMPORARY POOL
STAGE -STORAGE TABLES
MAIN POND + FOREBAY
Incremental
Elevation
Area
Cumulative
Volume
Volume
Permanent Pool
429
12302
0
430
15826
14064
14064
431
17591
16709
30773
432
19424
18508
49280
433
21306
20365
69645
434
23247
22277
91922
435
25237
24242
116164
7

DRAW DOWN CALCULATIONS
ORIFICE CALCULATIONS
Q=CD*A*V(2*g*Ho) Q=Discharge Rate (cfs)
A= Area of orifice (sf) g=Acceleration of gravity
Ho=Driving Head from orifice centroid to water surface (typically use
Ho/3 for decreasing head)
Coefficient of Discharge
Orifice Size
Orifice Size
Orifice Area
Temporary Pool Head
Driving Head
Discharge Rate
DRAWDOWN PERIOD
Discharge Time
0.6
1.75 in
0.15 ft
0.017 sf
0.46 ft
0.129 ft
0.029 cfs
2.6 Days
3

OUTLET STRUCTURE BOUYANCY CALCULATIONS
STRUCTURE UCTURE WEIGHT
Box Dimensions Front/Rear (ft)
Sides (ft)
Base (ft)
Width 4.0
5.3
5.3
Height 10.5
10.5
5.3
Thickness 0.67
0.67
4.0
4 of Walls 2.0
2.0
1.0
Concrete Weight (lblft) 150.0
150.0
150.0
Weight (lbs) 8442.0
11270.1
16854.0
Total Weight (lbs)
36566.1
Water Force
Box Front Width (ft) 5.3
Box Side Width (ft) 5.3
Submerged Height (ft) 10.5
Water Weight (lb/ft) 62.4
Displaced Water Weight 18404.6
Factor of Safety
Minimum 1.5
SF= 2.0

RUNOFF CALCULATIONS

Table of Contents Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.261 09-15-2022
BasinModel Schematic...................................................................................................................................... 1
Hydrographby Return Period............................................................................................................................ 2
1 -Year
HydrographSummary ..................................................................................................................................
Hydrograph Reports
Hydrograph No. 1, NRCS Runoff, Pre-Development................................................................................. 4
Hydrograph No. 2, NRCS Runoff, Post To Pond ......................... 5
Hydrograph No. 3, NRCS Runoff, Post Remaining Site .......................
......................................................
Hydrograph No. 4, Pond Route, Wet Pond.................................
............................................................
Detention Pond Reports - Wet Pond.......................................................................................... 8
Hydrograph No. 5, Junction, Post Total Site ......................................
2 - Year
HydrographSummary ............................................... ..........................
Hydrograph Reports
Hydrograph No. 1, NRCS Runoff, Pre -Development ........................
Hydrograph No. 2, NRCS Runoff, Post To Pond .................
.............
Hydrograph No. 3, NRCS Runoff, Post Remaining Site ....................
Hydrograph No. 4, Pond Route, Wet Pond ...........................
Hydrograph No. 5, Junction, Post Total Site ...................................
10 -Year
HydrographSummary ...................................................
Hydrograph Reports
Hydrograph No. 1, NRCS Runoff, Pre -Development
Hydrograph No. 2, NRCS Runoff, Post To Pond ........
Hydrograph No. 3, NRCS Runoff, Post Remaining Site
Hydrograph No. 4, Pond Route, Wet Pond ...............
Hydrograph No. 5, Junction, Post Total Site .............
13
14
................................................ 15
16
17
18
19
20
............................................................
21
22
23
............................................................
24
25 - Year
HydrographSummary ....................................................................................................
Hydrograph Reports
Hydrograph No. 1, NRCS Runoff, Pre -Development .........
Hydrograph No. 2, NRCS Runoff, Post To Pond ..............
...........................................
Hydrograph No. 3, NRCS Runoff, Post Remaining Site
..................
Hydrograph No. 4, Pond Route, Wet Pond
........................................
Hydrograph No. 5, Junction, Post Total Site ......................................................
... 25
26
..... 27
,;,,, 28
29
30
100 - Year

Contents continued...
HydrographSummary................................................................................................................................
31
Hydrograph Reports
Hydrograph No. 1, NRCS Runoff, Pre -Development ............................. .
32
Hydrograph No. 2, NRCS Runoff, Post To Pond ................. ....................................................................
33
Hydrograph No. 3, NRCS Runoff, Post Remaining Site .......................................... .
................................
34
Hydrograph No. 4, Pond Route, Wet Pond.......................................................................................
Hydrograph No. 5, Junction, Post Total Site.............................................................................
36

Basin Model Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26 09-15-2022
Pre -Development Post To Pond Post Remaining Site
1/1/I J/I/1 l�l/I
Wet Pond r
Post Total Site
'o.

Hydrograph by Return Period
Hvdroloov Studio v 10.0.26
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak Outflow (cfs)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
NRCS Runoff
Pre -Development
4.175
9.254
14.71
37.17
57.08
2
NRCS Runoff
Post To Pond
7.159
11.70
16.36
34.32
49.73
3
NRCS Runoff
Post Remaining Site
3.001
4.962
6.978
14.79
21.49
4
Pond Route
Wet Pond
0.071
0.090
0.106
0.151
0.812
5
Junction
Post Total Site
3.028
5.006
7.036
14.88
21.60

Hydrograph 1 -yr Summary
Hvdrolnov Studio v 10026
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cis)
Time to
Peak
(hrs)
Hydrograph
Volume
(Cult)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(Cuft)
1
NRCS Runoff
Pre -Development
4.175
11.97
11,926
----
2
NRCS Runoff
Post To Pond
7.159
11.97
15,210
3
NRCS Runoff
Post Remaining Site
3.001
11.97
6,430
—
4
Pond Route
Wet Pond
0.071
24.03
13,764
2
429.88
12,399
5
Junction
Post Total Site
3.028
11.97
20,194
3,4

Hydrograph Report
Hydrology Studio v 3.0.0.26
Pre -Development
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 1
Hydrograph Type
= NRCS Runoff
Peak Flow
= 4.175 cfs
Storm Frequency
= 1-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 11,926 cuff
Drainage Area
= 11.06 ac
Curve Number
= 61
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 2.87 in
Design Storm
= Type 11
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 4.17 cfs
5
_
4
I
i
3
�Vy
V
2
'�
................. .................. ...............
.............
....
.. ....
..._ _. ........ ................. ...... ...
0-
0 1 2 3
4 5 6 7 8
9 10 11 12 13 14 15 16 17 18 19 20
21 22 23 24 25
Time (hrs)
4

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post To Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 2
Hydrograph Type
= NRCS Runoff
Peak Flow
= 7.159 cfs
Storm Frequency
= 1-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 15,210 cuft
Drainage Area
= 7.69 ac
Cure Number
= 68.51
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 2.87 in
Design Storm
= Type it
Storm Duration
= 24 hrs
Shape Factor
= 484
. Composite CN worksheet.
AREA(ar) CN OESCRiPTiON
1A4 98 Impervious
6.25 61 Pervious
7.69 69 Weighted CN Method Employed
K
7
5
V 4
C7
3
2
0
Qp =J.16 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
5

H y d ro g ra p h Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Post Remaining Site
09-15-2022
Hyd. No. 3
Hydrograph Type
= NRCS Runoff
Peak Flow
= 3.001 cfs
Storm Frequency
= 1-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 6,430 cult
Drainage Area
= 3.37 ac
Curve Number
= 68
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 2.87 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 3.00 cfs
4
I
i
j
j
.^
i
i
I
i
i
0
ii
0 1 2 3
4 5 6 7 8
9 10 11 12 13 14 15 16 17 18 19 20
21 22 23 24 25
Time (hrs)
6

Hydrograph Report
Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 4
Hydrograph Type
= Pond Route
Peak Flow
= 0.071 cfs
Storm Frequency
= 1-yr
Time to Peak
= 24.03 hrs
Time Interval
= 2 min
Hydrograph Volume
= 13,764 cuff
Inflow Hydrograph
= 2 - To Pond
Max. Elevation
= 429.88 ft
Pond Name
= Wet Pond
Max. Storage
= 12,399 cuft
Pond Routing by Storage indication Method
Center of mass detention time = 30.13 hrs
N.
7
M.
5
4
C7
3
2
I
0
Qp = 0.07 cfs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— To Pond — Wet Pond
7

Pond Report
Project Name! P2001660 - Cedar Creek
Hydrology Studio v 3.0.0.26 09-15-2022
Wet Pond Stage -Storage
435
434
433
a' 432
w
431
430
M
User Defined Contours
Description Input
Bottom Elevation, ft 429.00
Voids (%) 100.00
Volume Calc None
Stage ! Storage Table
Stage
Elevation
Contour Area
Incr. Storage
Total Storage
(ft)
(ft)
(Sgft)
(cuft)
(cuft)
0.00
429.00
12,302
OA00
0.000
1,00
430.00
15,826
14,064
14,064
2.00
431.00
17,591
16,709
30,773
3,00
432.00
19,424
18,508
49,280
4.00
433.00
21,306
20,365
69,645
5.00
434.00
23,247
22,277
91,922
6.00
435.00
25,237
24,242
116,164
Stage -Storage
0
20000 40000 60000 80000 100000
Total Storage (cuft)
— Contours
6
I
4
v
3 (D
2
1
0
120000
8

Pond Report Project Name: P200160-Cedar Creek
Hydrology Studio v 3.0.0.26 09-15-2022
Wet Pond Stage -Discharge
Orifices
Culvert I Orifices
Culvert
Orifice Plate
1"
2 3
Rise, in
36
1.75
Orifice Dia, in
Span, in
36
1.75
No. Orifices
No. Barrels
1
1
Invert Elevation, ft
Invert Elevation, ft
429.00
429.00
Height, ft
Orifice Coefficient, Co
0.60
0.60
Orifice Coefficient, Co
Length, ft
100
Barrel Slope, %
1
N-Value, n
0.013
Weirs
Weirs
Riser"
Ancillary
1"
2 3
Shape 1 Type
Box
V-notch
Cipoletti
Exfiltration, inlhr
Crest Elevation, ft
433.5
430.65
434
Crest Length, ft
16
20
Angle, deg
90
Weir Coefficient, Cw
3.3
3.3
"Routes through Culvert
Stage -Discharge
435
434
433
m 432
w
431
430
429
0 5 10 i5 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
— Top of Pond --- Culvert — Riser —Orifice Total Q
6
5
4
14
zi
3 m
2
1
9

Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(tuft)
Culvert
(cfs)
Ortlices, cis
Riser
ON
weirs, cis
Pf Riser
(Cfs)
Exfil
(cfs)
User
(cis)
Total
ON
1
2
3
1
2
3
0.00
429.00
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.00
430.00
14,064
0.076 is
0.076
0.000
0,000
0.000
0.076
2.00
431.00
30,773
0.110 is
0.110
0.000
0,000
0.000
0.110
3.00
432.00
49,280
0.136 is
0.136
0.000
0.000
0.000
0.136
4.00
433.00
69,645
0,158 is
0.158
0.000
0.000
0.000
0.158
5.00
434.00
91,922
18.81 Ic
0.146
18.67
0.000 s
0.000
18.81
6.00
435.00
116,164
72.19 is
0.000
0.000
0.000
0.000
72.19
Suffix key: is = inlet control, oc = outlet control, s = submerged weir 10

Pond Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Wet Pond
09-15-2022
Extended Detention
Stage (ft)
w Ln
m
o 0
rn
• �
o
N
O
N
.............-______.
............. ........................ ..._
O
N
_ .........................
...,..,..,..,., .,..,..,..,., .. ......................
___ ___,................
O
Qi
O
I
O
f•
O
.
.. ........... .............
.......
o
T
r-
�.... ... .... ..
... .... .,... ........ _. _,... ..............
-__ __. _
O
M
t0
T �
=
0
7
i
O
Ln
C
0 O
O
O
}'
o
LD
of
r�
CD
O
V
O
0
..................,....,...., _ __ _
... .......... ........
p
lD
11
0
x
M
... ............
__ __ .. ... .........._
vi
L
o
[bj
rn
r\1
r+n
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rn
.... ................... .... _.........
o
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v v
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( ) A@
11

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post Total Site
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 5
Hydrograph Type
= Junction
Peak Flow
= 3.028 cfs
Storm Frequency
= 1-yr
Time to Peak
= 11.97 hrs .
Time Interval
= 2 min
Hydrograph Volume
= 20,194 cuft
Inflow Hydrographs
= 3, 4
Total Contrib. Area
= 3.37 ac
3
0
Qp = 3.03 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
Remaining Site Wet Pond — Total Site
12

Hydrograph 2-yr Summary
u 1-1 It fin a An 2a
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cis)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
NRCS Runoff
Pre -Development
9.254
11.97
21,050
2
NRCS Runoff
Post To Pond
11.70
11.97
23,823
3
NRCS Runoff
Post Remaining Site
4.962
11.97
10,137
—
4
Pond Route
Wet Pond
0.090
- 24.07
20,107
2
430.37
20,184
5
.function
Post Total Site
5.006
11.97
30,244
3,4
13

Hydrograph Report
Hydrology Studio v 10.0.26
Pre -Development
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 9
14

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post To Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 2
Hydrograph Type
= NRCS Runoff
Peak Flow
= 11.70 cfs
Storm Frequency
= 2-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 23,823 cuff
Drainage Area
= 7.69 ac
Curve Number
= 68.51*
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 3.47 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
' Composite CN Worksheet
AREA(ac) CN DESCRIPTION
1." 98 Impervious
6.25 61 Pervious
7.69 69 Weighted CN Method Employed
10
9 '....... ...
0
0 -}—r i
0 1
2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
15

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post Remaining Site
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 3
Hydrograph Type
= NRCS Runoff
Peak Flow
= 4.962 cfs
Storm Frequency
= 2-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 10,137 cuft
Drainage Area
= 3.37 ac
Curve Number
= 68
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 3.47 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 4.96 cfs
5
a
q
i
-
I
i
i
--.-
I
Cr
i
e
_
o
i
I t
I I I I I I I I I
I I I
0 1 2 3
4 5 6 7 8
9 10 11 12 13 14
15 16 17 18 19 20
21 22 23 24 25
Time (hrs)
16

Hydrograph Report
Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 4
Hydrograph Type
= Pond Route
Peak Flow
= 0.090 cfs
Storm Frequency
= 2-yr
Time to Peak
= 24.07 hrs
Time Interval
= 2 min
Hydrograph Volume
= 20,107 cuft
Inflow Hydrograph
= 2 - To Pond
Max. Elevation
= 430.37 ft
Pond Name
= Wet Pond
Max. Storage
= 20,184 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 33.89 hrs
13
12
11
1C
9
8
7
u
CT
6
5
4
3
2
1
0
0
Qp=0.09cfs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— To Pond — Wet Pond
17

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post Total Site
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 5
Hydrograph Type
= Junction
Peak Flow
= 5.006 cfs
Storm Frequency
= 2-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Hydrograph Volume
= 30,244 cuft
Inflow Hydrographs
= 3, 4
Total Contrib. Area
= 3.37 ac
6
51
3
Cr
2
0
Qp = 5.01 cfs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— Remaining Site --- Wet Pond -- Total Site
,o
18

Hvdroloav Studio v 3.0.0.26
Project Name: P200160 - Cedar Creek
09-15-202-2
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cult)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
NRCS Runoff
Pre -Development
14.71
11.97
31,155
—
2
NRCS Runoff
Post To Pond
16.36
11.97
32,857
—
3
NRCS Runoff
Post Remaining Site
6.978
11.97
14,038
—
4
Pond Route
Wet Pond
0.106
24.07
25,349
2
430.87
28,539
5
Junction
Post Total Site
7.036
11.97
39,387
3,4
19

H yd rog ra p h Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Pre -Development
09-15-2022
Hyd. No. 1
Hydrograph Type
= NRCS Runoff
Peak Flow
= 14.71 cfs
Storm Frequency
= 10-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 31,155 cuff
Drainage Area
= 11.06 ac
Curve Number
= 61
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 4.03 in
Design Storm
= Type 11
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 14.71 cfs
16
15
14
__ ..
13
0
12
................
11
10
9
--
u 8
-
Cr
7
I
6
5
.........
1
4
j
3
, - ----i —
2
.. -
_ ....
t
_,. ............. ......,_
0
�
0 1 2 3
4 5 6 7 8
9 10 11 12 13 14
15 16 17 18 19 20
21 22 23 24 25
Time (hrs)
20

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post To Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 2
Hydrograph Type
= NRCS Runoff
Peak Flow
= 16.36 cfs
Storm Frequency
= 10-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 32,857 cuft
Drainage Area
= 7.69 ac
Curve Number
= 68.51
Tic Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 4.03 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
" Composite ON Worksheet
AREA(ac) CN DESCRIPTION
144 98 Impervious
625 61 Pervious
7.69 69 Weighted CN
Method Employed
18
17
16
15
14
13
12
11
10
Vi
9
C
8
7
6
5
4
3
2
1
0
0 1
Qp = 16.36 cfs
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time {hrs}
21

H yd rog ra p h R e p o rt Project Name: P200160 - Cedar Creek
Hydrofogy Studio v 3.0.0.26
Post Remaining Site
09-15-2022
Hyd. No. 3
Hydrograph Type
= NRCS Runoff
Peak Flow
= 6.978 cfs
Storm Frequency
= 10-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 14,038 cuff
Drainage Area
= 3.37 ac
Curve Number
= 68
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 4.03 in
Design Storm
= Type 11
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 6.98 cfs
a
7
......
i
_...
.......
6
i
I
5
.. .........
.
4
I
C7
2
k
�:
k
i
0
I
i
i i i f i f i i
f i i
0 1 2 3
4 5 6 7 8 9
10 11 12 13 14
15 16 17 18 19 20
21 22 23 24 25
Time (hrs)
22

Hydrograph Report
Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 4
Hydrograph Type
= Pond Route
Peak Flow
= 0.106 cfs
Storm Frequency
= 10-yr
Time to Peak
= 24.07 hrs
Time Interval
= 2 min
Hydrograph Volume
= 25,349 cult
Inflow Hydrograph
= 2 - To Pond
Max. Elevation
= 430.87 ft
Pond Name
= Wet Pond
Max. Storage
= 28,539 cult
Pond Routing by Storage Indication Method
Center of mass
detention time = 35.44 hrs
1
1
1
1
1
1
1
1
u
C7
QP = 0.11 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— To Pond — Wet Pond
23

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post Total Site
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 5
Hydrograph Type
= Junction
Peak Flow
= 7.036 cfs
Storm Frequency
= 10-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Hydrograph Volume
= 39,387 cuft
Inflow Hydrographs
= 3, 4
Total Contrib. Area
= 3.37 ac
M
7
M.
5
4
C7
3
2
1
r
Qp = 7.04 cfs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— Remaining Site - Wet Pond --- Total Site
24

Hydrograph 25-yr Summary
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cis)
Time to
Peak
(hrs)
Hydrograph
Volume
(tuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
NRCS Runoff
Pre -Development
37.17
11.97
74,479
--
2
NRCS Runoff
Post To Pond
34.32
11.97
68,999
—
3
NRCS Runoff
Post Remaining Site
14.79
11.97
29,705
—
4
Pond Route
Wet Pond
0.151
24.07
39,891
2
432.66
62,697
5
Junction
Post Total Site
14.88
11.97
69,596
3,4
25

Hydrograph Report
Hydrology Studio v 3.0.0.26
Pre -Development
Project Name: P20016C - Cedar Creek
09-15-2022
Hyd. No. I
Hydrograph Type
= NRCS Runoff
Peak Flow
= 37.17 cfs
Storm Frequency
= 25-yr
Time to Peak
= 11.97 hrs
Time interval
= 2 min
Runoff Volume
= 74,479 cuft
Drainage Area
= 11.06 ac
Curve Number
= 61
Tc Method
= User
• Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 5.96 in
+ Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
'p
Qp = -37.17 cfs
26

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post To Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 2
Hydrograph Type
= NRCS Runoff
Peak Flow
= 34.32 cfs
Storm Frequency
= 25-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 68,999 cult
Drainage Area
= 7.69 ac
Curve Number
= 68.51"
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 5.96 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Composite CN Worksheet
AREA (ac) CN DESCRIPTION
1.44 98 Impervious
6.25 61 Pervious
7.69 69 Weighted CN Method Employed
38
36
34
32
30
28
26
24
22
u 20
18
16
14
12
10
8
6
4
2
0
0
Qp = 34.32 cfs
1 2 3 4 5 6 7 8 9 10 11. 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
27

H y d ro g ra p h Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Post Remaining Site
09-15-2022
Hyd. No. 3
Hydrograph Type
= NRCS Runoff
Peak Flow
= 14.79 cfs
Storm Frequency
= 25-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 29,705 cuft
Drainage Area
= 3.37 ac
Curve Number
= 68
Tc Method
= User
Time of Conc. (TO
= 5.0 min
Total Rainfall
= 5.96 in
Design Storm
= Type 11
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 14.79 cfs
28

Hydrograph Report
Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 4
Hydrograph Type
= Pond Route
Peak Flow
= 0.151 cfs
Storm Frequency
= 25-yr
Time to Peak
= 24.07 hrs
Time Interval
= 2 min
Hydrograph Volume
= 39,891 tuft
Inflow Hydrograph
= 2 - To Pond
Max. Elevation
= 432.66 ft
Pond Name
= Wet Pond
Max. Storage
= 62,697 cult
Pond Routing by Storage Indication Method
Center of mass detention time = 37.80 hrs
Qp=0.15efs
38 --
36
24
22
20
V
CY
18
16
14
12
10
a
6
4 ------ , __ ........
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— To Pond ---- Wet Pond

Hydrograph Report
Hydrology Studio v 3.0.0.26
Post Total Site
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 5
Hydrograph Type
= Junction
Peak Flow
= 14.88 cfs
Storm Frequency
= 25-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Hydrograph Volume
= 69,596 cuft
Inflow Hydrographs
= 3, 4
Total Contrib. Area
= 3.37 ac
Qp = 14.88 cfs
30

Hydrograph 100-yr Summary
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuff)
1
NRCS Runoff
Pre -Development
57.08
11.97
114,365
—
2
NRCS Runoff
Post To Pond
49.73
11.93
100,527
—
3
NRCS Runoff
Post Remaining Site
21.49
11.93
43,418
--
4
Pond Route
Wet Pond
0.812
17.87
57,929
2
433.54
81,645
5
Junction
Post Total Site
21.60
11.93
101,347
3,4
31

a Project Name: P200160 Cedar Creek
H y d ro g ra p h Report
Hydrology Studio v 3.0.0.26
Pre -Development
09-15-2022
Hyd. No. 1
Hydrograph Type
= NRCS Runoff
Peak Flow
= 57.08 cfs
Storm Frequency
= 100-yr
Time to Peak
= 11.97 hrs
Time Interval
= 2 min
Runoff Volume
= 114,365 cuft
Drainage Area
= 11.06 ac
Curve Number
= 61
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 7.46 in
Design Storm
= Type 11
Storm Duration
= 24 hrs
Shape Factor
= 484
Qp = 57.08. cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
32

H y d ro g ra p h Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Post To Pond
09-15-2022
Hyd. No. 2
Hydrograph Type
= NRCS Runoff
Peak Flow
= 49.73 cfs
Storm Frequency
= 100-yr
Time to Peak
= 11.93 hrs
Time Interval
= 2 min
Runoff Volume
= 100,527 cuft
Drainage Area
= 7.69 ac
Curve Number
= 68.51*
Tic Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 7.46 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Composite ON Worksheet
AREA(ac) CN GESCRIPTON
1.44 98 Impervious
625 69 Pervious
7.69 69 Weighted GN
Method Employed
33

Hydrograph Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Post Remaining Site
09-15-2022
Hyd. No. 3
Hydrograph Type
= NRCS Runoff
Peak Flow
= 21.49 cfs
Storm Frequency
= 100-yr*
Time to Peak
= 11.93 hrs
Time Interval
= 2 min
Runoff Volume
= 43,418 cuft
Drainage Area
= 3.37 ac
Curve Number
= 68
Tc Method
= User
Time of Conc. (Tc)
= 5.0 min
Total Rainfall
= 7.46 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
34

Hydrograph Report
Hydrology Studio v 3.0.0.26
Wet Pond
Project Name: P200160 - Cedar Creek
09-15-2022
Hyd. No. 4
Hydrograph Type
= Pond Route
Peak Flow
= 0.812 cfs
Storm Frequency
= 100-yr
Time to Peak
= 17.87 hrs
Time Interval
= 2 min o
Hydrograph Volume
= 57,929 cuft
Inflow Hydrograph
= 2 -To Pond
Max. Elevation
= 433.54 ft
Pond Name
= Wet Pond
Max. Storage
= 81,645 cuft
Pond Routing by Storage Indication Method Q
Center of mass detention time = 3f.49 hrs
56
54
52
50
48
46
44
42
40
38
36
34
32
30
V
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
0
Qp =.0.81 cfs
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hrs)
— To Pond ---- Wet Pond
35

H y d ro g ra p h Report Project Name: P200160 - Cedar Creek
Hydrology Studio v 3.0.0.26
Post Total Site
04-15-2022
Hyd. No. 5
36

PIPE NETWORK CALCULATIONS

Plan View
Stotmwater Studio 2022 v 3-0.0.29
M
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09-10.2022

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Stormwater Studio 2022 v 3.0.0.29
Project Name. Enter Project Name...
09-10-2022
Downstream
I
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Pipe
Junction
Line
Line
Q
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depth
Area
HGL
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tmrert
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431.53
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432.00
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433.51
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434.31
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2.786
433.61
434.31
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434.00
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435.37
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438.08
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437.59
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Notes: Return Period = 25-yrs. ' Critical depth. $ Supercritleal. Pro act FNe: P200160 - SW AbWark Phase r Swan Rautlng swa

Line I - P-S
Stormwater Studio 2022 v 3.0,0.29
Project Names Enter Project Name..,
09-10-2022
Elev (ft)
453.00
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Projecr Fdo: P200160 - SW Mhrnrk Phaso I Swala Rowjnq.sw:

Line 2
Stormwater Studio 2022 v 3.0.0.29
Project Name: Enter Project Name...
09-10-2022
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450.00
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434.00
432.00
432.00
430.00 430.00
0 10 20 30 40 50 60 70 80
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Grnd Surface HGL--------- EGL
Fn�ncr Filo: F200iG0 - SW Nohaark Ahnse ! Swnla Rouring.sws

Line 3
Stormwater Studio 2022 v 3.0.0.29
Project Name: Enter Project Name...
09-10-2022
Elev (ft)
450.00
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448.00
448.00
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Grnd Surface HGL--------- EGL
ProjaG Pilo: P200160 - SWNetwork Phaso 0 Swale Routing.svrs

Plan View
Stormwater Studio 2022 v 3.0.0.29
A .
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New LA SDI A'
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Project Name: P200160 - Cedar Creek - Prase 1
09-10.2022
Projecl File. P2OOTGO- WorNaMnrk Phase Lsws

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Composite C Worksheet
Stormwater Studio 2022 v 3.0.0.29
Project Name: P200160 - Cedar Creek - Phase I
09.10-2022
Line
No
Description
Drainage
Area
(ac)
Runoff
Coeff
(C)
C x A
Composite
(C)
Structure
ID
4
IMPERVIOUS
0.400
0.95
0.380
CB-3
PERVIOUS
0.180
0.40
0.072
Totals
0.580
0.452
Or78
5
IMPERVIOUS
0.360
0.95
0.342
CB-4
PERVIOUS
0.110
0.40
0.044
Totals
0.470
0.386
6,.82
6
PERVIOUS
0.040
0.40
0.016
DI-1
Totals
0.040
0.016
0.40
7
PERVIOUS
0.020
0.40
0.008
DI-2
Totals
0.020
0.008
0.40
8
IMPERVIOUS
0.020
0.95
0.019
Totals
0.020
0.019
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Line 1 - Pl
Stormwater Studio 2022 v 3.0.0.29
Project Name: P200160 - Cedar Creek - Phase 1
09-10.2022
Elev (ft)
455.00
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425.00
420.00
420.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Grnd Surface HGL--------- EGL
Projncr Filo.' P2Bf1Y50 - SW Nofria+k r'hasc 1, sws

Line 2 - P2
Stormwaler Stud€o 2022 v 3.0.0.29
Project Name: P200160 - Cedar Creek - Phase 1
09-10-2022
Elev (ft)
458.00
458.00
454.00
454.00
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Projocl File: P200160 - SW Network Pnaso Isws

Line 3 -- P3
Slarmwdter Studio 2022 v 3.0.0.29
Project Name: P200160 - Cedar Creek - Phase
09-10-2022
Elev (ft)
458.00
458.00
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434.00
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430.00
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Reach (ft)
Grnd Surface HGL--------- EGL
Project Filn: P200160 - S W Natwerk PAa sA 1, sws

DRAINAGE AREAS SUMMARY

DRAINAGE AREAS SUMMARY
Input Data
Cover Type
Curve,#
Impervious
98
Lawn
61
Woods
55
.Post -Development
Impervious
Lawn
Woods
Curve #
DA-1 *
0.28
3.04
64.12
DA-2
0.24
98.00
DA-3
0.64
61.00
DA-4
0.43
0.14-
88.91
DA-5
0.18
0.39'
72.68
DA-6
0.04
0.09
72.38
DA-7
0.03
0.29
64.47
DA-8
0.02
98.00
DA-9
0.05
98.00
DA-10
0.02
98.04
DA-1'1
0.09
`' 98.00
DA-12
0.02
98.00
DA-13
0.05
98.00''
DA-14
0.02
98.00
DA-15
0.09
98.00
DA-1`6
1.54
61.00''
TOTAL
1.56
6.13
4
68.51
Total Acreage 17.69
*Impervious is pond permanent pool area

NUTRIENT CALCULATIONS

Tar -Pamlico Stormwater Rule 15A NCAC 2B . 0258
Last Modified 9/10/2022
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 ]dame: Cedar Creek .4partnsents
Date: 911012022
By: Phillip Ji�rner. Jr Checked By:
Directions (same far 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 + 8.3I
of TN to
2 * 3 4
of TP m L)
(2)* 3 * 6
Transportation impervious
0.46
2.60
0.00
0.19
0.00
Roof impervious
0.46
1.95
0.00
0.11
0.00
Managed pervious
11.4b
1.42
7.22
0.28
1.42
(lawn/landscaped)
Managed pervious
0.46
4.23
0.00
1.23
0.00(cropland)
Managed pervious
0.40
2.04
0.00
0.62
0.00
(pasture)
Wooded pervious
0.46
0.94
0.00
0.14
0.00
TN Loading
TP Loading
Fraction Impervious (1)=r(l.
(Ib/yr) =
7.22
(I b/yr) =
1.42
TN Exp. Coeff.
TP Exp. Coeff.
Total Area of Development =
11.06
(Ibladyr) _
0.65
(lb/ae/yr) =
0.13
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 + 8.3
of TN m
2 * 3 * 4
of TP m
2 * 3 6
Transportation impervious
1.54
2.60
4.25
0.19
0.31
Roof impervious
1.54
1.95
1.14
0.11
0.06
Managed pervious
1.54
1.42
21.06
0.28
4.15
Wooded pervious
1.54
0.95
0.00
0.14
0.00
Fraction Impervious
P (1) =
0.13
TN Loading
26.46
TP Loading
9
4.53 f�
(lh/yr)
(lblyr)
Total Area of Development =
11.06
TN Exp. Coeff.
TP Exp. Coeff.2.39
0.41
(lb/ae/yr) _
(Ib/ac/yr) _
Note: The nutrient loading goals are 4.0 Ib/ac/yr for TN and 0.4 lb/aclyr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next workshmt calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico 3tormwater Rule 15A NCAC 28 .0258
Last Modified 5/23/03
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford- Henderson. Rockv Mount and Tarboro as well as Franklin. Nash and Edeecome Counties
BMP Removal Calculation Worksheet (Automated)
Project Name: Cedar Creek : partmentc
Date: 9/101202 2
By: Phillip Jnlater. Jr: 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 catchments, and can be copied for greater than three. NOTE: Unless runoff flowing
onto 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 of the 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 Iblaclyr TN and 0.4 lblaclyr 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
workshect tables, and also to the site plans, for consistency, All of these values need to be the same
TN TP Design Standard
BMP Wet Detention Pond 25 40 NC BMP Manual
Nutrient Stormwater Wetland 40 35 NC BMP Manual
Removal Sand Filter 35 45 NC BMP Manual
Rates Bioretention 35 45 NC BMP Manual
Grass Swale 20 20 NC BMP Manual
Vegetated Filter Strip w! -)o 35 NC BMP Manual
Level Spreader
Dry Detention 10 10 NC BMP Manual
Catchment 1:
Total acreage of catchment 1 = ac
First BMP's TN removal rate =% First BMPs TPremlrate
Second BMP's TN removal rate =% Second BMP's TP removal rateThird
W
-
BMP's TN removal rate =% Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE= 40 %
(1)
(2)
(3)
(4)
{5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acrca c
0.46 + 8.31
of TN m !L
2 3 • 4
of TP m /L
2 3 ^ 6
Transportation impervious
2.15
2.60
6.58
0.19
0.48
Roof impervious
2.1 S
1.95
1.59
0.11
0.09
Managed pervious
2,15
1.42
17.82
0.28
3.51
Wooded pervious
2.15
0.94
0.00
0,14
0.00
Area taken up by BMP
2.15
1.95
1.17
0.11
0.07
Fraction Impervious (1) =
0.20
Pre-BMP TN
27.17
Pre-BMP TP
4.15
Load (lblyr) =
Load (Iblyr) _
Total Area of Development =
7.69
PraBMP TN
3.53
Pr BMP TP
0.54
Export (lbladyr) =
Export (Iblaclyr) _
Post-BMP TN
2Q.38
Post-BMP TP
2A9
Load (lblyr) =
Load (Iblyr) =
Post-BMP TN
2.65
Past-BMP TP
0.32
Export (Iblaclyr) -
Export (Ibladyr) =

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 5123103
Catchment 2:
Total acreage of catchment 2 = ac
First BMPs TN removal rate = % First BMTs TP removal rate = %
Second BMP's TN removal rate = % Second BMP s TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acrcapc
0.46 + 8.3I
of TN m
2 3 4
of TP m L
2 3 6
Transportation impervious
0.46
2.60
0.00
0.19
0.00
Roof impervious
0.46
1.95
0.00
0.I 1
0.00
Managed pervious
0.46
1.42
2.20
0.28
0.43
Wooded pervious
'
0.46
0.94
0.00
0.14
11.00
Area taken up by BMP
`! ht
0.46
1.95
0.00
0.11
11.00
Fraction Impervious (I) =
0.00
Pre-BMP TN
2.20
Pre-BMP TP
0.43
Load (lblyr) =
Load (lb/yr) =
Total:lresofl)evelopntcnt-
3.37
PrrBMP TN Export
0.65
Pre-BMPTP Export
0.13
(Ibladyr) -
Ublaelyr) =
Post-BMP TN
Post-BMP TP
2.20
41.43
Load (Iblyr) =
Load (Ib/yr) _
Post-BMP TN
065
Post-BMP TP
0.13
Export (Iblatlyr) =
.
Export (Iblaclyr) _
Catchment 3:
Total acreage of catchment 3 = ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acrea a
0.46 + 8.3I
of TN m
2 3 4
of TP m L
2 3 6
Transportation impervious
7 M1
0.19
Roof impervious
1.95
0.11
Managed pervious
1.42
0.28
Wooded pervious
0.94
0.14
Area taken up by BMP
1.95
0.11
Fraction Impervious (n =
Pre-BMP TN
Pre-BMP TP
Load (lb/yr) =
Load (lb/yr) =
Total Area of Development =
P�BMP TN Export
Pre-BMP TP Export
(Ibladyr)) -
(Ibladyr) _
Post-BMP TN
Post-BMP TP
Load (lb/yr) =
I Load (lb/yr) =
Past-BMP TN
Post-BMP TP
Export (Iblaclyr) =
Export (Ibladyr) -

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 5123/03
Weighted Average of Nutrient Loadings from the Catchments:
Catchment Post-BMP Post-BMP
Acreage TN Loading TP Loading
(lb/ac! r) Iblac! )
Catchment 1 7.69 2.65 0.32
Catchment 2 3.37 0.65 0.13
Catchment 3 0.00 0.00 0.00
TOTAL FOR DEVELOPMENT 11,06 2.04 0.26
Note: The nutrient loading goals are 4.0 IWaclyr for TN and 0.4 lblac/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.