20230198 Ver 2_SouthCarterInd_Storm_Addendum #1 sealed

STORMWATER REPORT ADDENDUM 1
SOUTH CARTER INDUSTRIAL PARK
SANFORD, NC
NOVEMBER 7, 2023
PREPARED FOR:
Mike Lyczkowski
South Carter Industrial Park, LLC
144 Hawkins Ave.
Sanford, NC 27330
[phone]
PREPARED BY:
Timmons Group, NC License No. 022530
Rick Baker, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
[phone]
[e-mail]
www.timmons.com
0 0 0 0 Z 0 4 F
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
Table of Contents
1) Stormwater Narrative..................................................................................................................................1
Proposed Stormwater Management Summary ...............................................................................................1
ProposedConditions......................................................................................................................................1
CalculationMethodology................................................................................................................................2
Hydrology....................................................................................................................................................... 2
2) Runoff Calculations....................................................................................................................................... 3
Worksheet - SCS Curve Numbers.................................................................................................................. 3
HydroCADReport..........................................................................................................................................3
Pre/Post Development Drainage Area Maps..................................................................................................3

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
1) Stormwater Narrative
Preface
This addendum is a supplement to the original stormwater report dated October 5th, 2023, titled,
"STORMWATER REPORT — SOUTH CARTER INDUSTRIAL PARK". This addendum will address comments
received from North Carolina Department of Environmental Quality on October 61h, 2023. The site for
designated as South Carter Industrial Park was analyzed one step further and with the assumption that the
Industrial Park would be developed, and Stormwater Control Measures (SCM's) were preliminarily designed to
demonstrate that the requirements established in 15A NCAC 02H 0.1003(3) were met. This Report will
demonstrate the pre- and post -development conditions and how the site will be preliminarily designed to meet
state stormwater requirements.
Proposed Stormwater Management Summary
Proposed Conditions
Post development runoff from the proposed road will drain to ditches on either side of the road section, that will
drain to proposed points of crossing. Ditches that drain upstream of the proposed road will be accounted for
with new culvert design. Ditches that drain downstream of the proposed road will drain to wetlands, stream
extents, or top of bank. All ditch outlets will be protected using riprap dissipator pads. Additional site
improvements to be designed and permitted separately. The Industrial Park development will drain
underground via stormwater conveyance and discharge into assoc. wet ponds throughout the site. These wet
ponds will detain/treat the water to state requirements, and then discharge to the four (4) respective Points of
Analysis. Since the industrial park has not been designed, the design for the wet ponds is preliminary and to
establish that stormwater measures will, generally, be provided to minimize unmanaged runoff. It has been
assumed for each wetpond that 70% of its drainage area will be impervious. All these assumptions are subject
to change once the industrial park programming is established/finalized. The original report assumed there
would be one (1) Point of Analysis, which is where the site generally outfalls to (Upper Little River), but with
providing wet ponds and analyzing the site in more detail, there are four (4) minor outfalls which will be
analyzed for compliance (wetlands and intermittent streams). The minor outfalls do converge to the Upper
Little River further South from the site.
Detention and treatment will be required for this project per 15A NCAC 02H.1003(3 & 44), as the annual runoff
volume after development is greater than ten percent higher than the pre -development condition. The pre and
post development runoff volume summary is shown below.
Pre & Post Development Runoff Summary — Point of Analysis 1 (POA 1)
SITE CONDITION
STORM EVENT (Cu. Ft.)
1-YR
2-YR
10-YR
100-YR
PRE -DEVELOPMENT
4,818
9,984
30,139
74,623
POST -DEVELOPMENT
59,521
76,153
121,099
192,602
% INCREASE
1135
663
302
158
See Runoff Calculations Section for detailed calculations.
..0000
TIMMONS GROUP 1 1 www.timmons.com
YOUR VISION ACNILVfD TIROUGN OURS.

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
Pre & Post Development Runoff Summary — Point of Analysis 2 (POA 2)
SITE CONDITION
STORM EVENT (Cu. Ft.)
1-YR
2-YR
10-YR
100-YR
PRE -DEVELOPMENT
7,241
15,026
45,430
112,581
POST -DEVELOPMENT
51,112
71,543
131,318
233,838
% INCREASE
606
376
189
108
See Runoff Calculations Section for detailed calculations.
Pre & Post Development Runoff Summary — Point of Analysis 3 (POA 3)
SITE CONDITION
STORM EVENT (Cu. Ft.)
1-YR
2-YR
10-YR
100-YR
PRE -DEVELOPMENT
34,094
68,461
200,068
486,492
POST -DEVELOPMENT
299,237
397,142
670,854
1,117,755
% INCREASE
778
480
235
130
See Runoff Calculations Section for detailed calculations.
Pre & Post Development Runoff Summary — Point of Analysis 4 POA 4
SITE CONDITION
STORM EVENT (Cu. Ft.)
1-YR
2-YR
10-YR
100-YR
PRE -DEVELOPMENT
68,804
127,184
339,372
782,527
POST -DEVELOPMENT
431,306
572,468
967,174
1,612,023
% INCREASE
527
350
185
106
See Runoff Calculations Section for detailed calculations.
Calculation Methodology
A pre -development and post -development hydrologic analysis was completed for the site using the SCS TR20
method. A hydraulic analysis was completed using HydroCAD modeling software to route these storm events
through the site.
Hydrology
The SCS TR20 method was used to determine the volume of runoff for the pre and post development
conditions. The site was analyzed as four (4) drainage areas with the most downstream analysis point being
the Upper Little River. Rainfall data used in the analysis was taken from published NOAA data for the City of
Sanford. SCS runoff curve numbers were based on Table 2-2 in the TR55 manual. The Time of Concentration
(Tc) values were determined using the TR55 method for sheet, shallow, and concentrated flows. Since the
proposed development is preliminary, a conservative estimate of halving the pre -development Tc for the post -
development Tc was assumed.
TIMMONS GROUP 21 www.timmons.com
YOUR VISION ACNILVLD TIROUGN OUR

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
2) Runoff Calculations
Worksheet - SCS Curve Numbers
HydroCAD Report
Pre/Post Development Drainage Area Maps
. • • • .
• '.
T I M M O N S GROUP 3 www.timmons.com

PROPOSED CONDITIONSK• •
WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS
S Carter Industrial Park =�z S Carter Industrial Park S Carter Industrial Park S Carter Industrial Park
Off -Site Land Use:
.
RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER
_
Soil Land Use or Zoning Soil Land Use or Zoning Land Use or Zoning Land Use or Zoning E
Group Group U
LU
Other Agricultural .. "Mr. - M, Other Agricultural Woods/Grass - Good Agricultural icultural
Open Space - Good ���Wpen Space - Good Open Space - Good < .6
LU
:.LL
• •
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• • •
.F Weighted RCN CY%
•
Total Area 7.96 Ar' 0. 0124 SQ M I Weighted RCN Total Area= IL Weighted RCN 79.9 Weighted RCN I Tntal Arp;; 0. 0188 SQ M I F --I
Lu
TIME OF CONCENTRATION TIME OF CONCENTRATION TIME OF CONCENTRATION
Velocity Type of Flow Type of Flow
Type of Flow mm Type of Flow (fps)
.
Shallow Concentrated Flow Shallow Concentrated Flow Tt=L/(360OV) Shallow Concentrated Flow Shallow Concentrated Flow "M Tt=L/(3600V)
Ile
_
111
PIPE FLOW ASSUMED BE 4FT/SEC. PIPE FLOW ASSUMEDTO BE 4FT/SEC. 1110712023
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DESIGNED BY
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Since the proposed development is preliminary, a conservative estimate of halving Since the proposed development is preliminary, a conservative estimate of halving
the pre -development Te for the post -development Tc was assumed. IT-tal (T,/27F 3.51 the pre -development Te for the post -development Te was assumed. Votal (T,/2) =1 14.83 CHECKED BY
R. BAKER
SCALE
WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS WORKSHEET FOR SCS HYDROLOGIC PARAMETERS NO SCALE
S Carter In dustrial Park =�u S Carter Industrial Park S Carter Industrial Park S Carter Industrial Park
a Number: '!Post ON -SITE DA for POA 3 aNumber: Post ON -SITE DA for POA4 I
Off -Site Land Use. and Use- Off -Site Land Use: =��Ia Off -Site Land Use -
RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER RUNOFF CURVE NUMBER
Soil Land Use or Zoning Soil Land Use or Zoning Soil Land Use or Zoning Soil Land Use or Zoning Area
Group =��M= Group Group Group =�� (acres)
Other Agricultural Woods/Grass - Good Other Agricultural Other Agricultural �Mffl .2
Open Space -Good OpenSpace-Good Open Space - Good
• • • •
..
..
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Total Area= 50.21 AC 0.0785 SQ MI Weighted RCN 85.8 Total Area 72.48 AC 0. 1133 SQ M I Weighted RCN Total Area= 50.21 AC 0.0785 SQ MI Weighted RCN ��A �T�Iff#%Twql Weighted RCN. •
Type of Flow (f ps)t Type of Flow LU
mm �w <
TIME OF CONCENTRATION TIME OF CONCENTRATION TIME OF CONCENTRATION
(A< lr)� 0��u
R." FoR M�._ T,=L/(360OV) Shallow Concentrated Flow Tt=L/(360OV) Shallow Concentrated Flow --- ----------- Tt=L/(360OV) Shallow Concentrated Flow 0 0
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Channel Flow WNW Tt=L/(360OV) Channel Flow
PIPE FLOW ASSUMED TO BE 4FTISEC. 0-yalreTTWITMI
.•
Since the proposed development is preliminary, a conservative estimate of halving Total Tc =1 Total Tc 31.35
the pre -development Tc for the post -development Tc was assumed.
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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM1
Pollutant /Nutrient Removal
Total Suspended Solids (TSS) 85°,,
Nitrogen 30'%
Phosphorus nra
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
12.46
LOT#1
1
542,790
12.46
Impervious R/W
0.51
Managed Pervious
5.56
Wooded
S ubtota I
12.46
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
734
30
0.51
0.00
S ubtota I
0.51
Other
Total to Pond
18.53
Pond Basin CN
80
Grand Total
12.97
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Offsite Impervious Area
0.00
Onsite Impervious Area
12.97
Average Depth (ft) =
5.0
Total Impervious Area
12.97
SA/DA Ratio
Required SA (ft2) =
14,529
Total Drainage Area To SCM
18.53
SA as Shown (ft2) =
14,813
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent /Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
7,729
-
0.0
Top of Sediment Storage
52.0
8,404
1.0
8,066
0
8,066
53.0
9,107
2.0
8,755
0
16,822
54.0
9,837
2,560
3.0
9,472
1,280
27,574
55.0
10,595
2,981
4.0
10,216
2,771
40,560
56.0
11,379
3,423
5.0
10,987
3,202
54,749
Total
5.0
47,496
7,253
54,749
Verify the Forebay Volume Is Approximately (15%- 20%) of the Permanent Pool Volume.
15%
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NOTE: THIS SHEET IS PROVIDED FOR
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NOT TO BE USED FOR CONSTRUCTION C6.04
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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM 5
Pollutant/ Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc A
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM2
Pollutant /Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
16.16
LOT#2
1
703,953
16.16
Impervious R/W
0.22
Managed Pervious
7.02
Wooded
Subtotal
16.16
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
317
30
0.22
0.00
Subtotal
0.22
Other
Total to Pond
23.40
Pond Basin CN
86
Grand Total
16.38
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Otfsite Impervious Area
0.00
Onsite Impervious Area
16.38
Average Depth (ft) =
5.0
Total Impervious Area
16.38
SA/DA Ratio =
1.80
Required SA (ft2) =
18,347
Total Drainage Area To SCM
23.40
SA as Shown (ft2) =
19,019
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent /Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
9,430
-
0.0
Top of Sediment Storage
52.0
10,464
1.0
9,947
0
9,947
53.0
11,525
2,377
2.0
10,994
1,188
22,130
54.0
12,614
2,935
3.0
12,069
2,656
36,855
55.0
13,732
3,524
4.0
13,173
3,230
53,258
56.0
14,877
4,142
5.0
14,304
3,833
71,395
Total
5.0
60,488
10,907
71,395
Verify the Forebay Volume Is Approximately (15% -20%) of the Permanent Pool Volume.
18%
• t► E
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM 6
Pollutant/ Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n%a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
7.10
LOT #6
1
309,350
7.10
Impervious R/W
0.39
Managed Pervious
2.56
Wooded
0.65
Subtotal
7.10
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
1,068
15
0.37
Curve Adjustment
58
15
0.02
Subtotal
0.39
Other
Total to Pond
10.70
Pond Basin CN
87
Grand Total
7.49
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Offsite Impervious Area
0.00
Onsite Impervious Area
7.49
Average Depth (ft) =
5.0
Total Impervious Area
7.49
SA/DA Ratio =
1.80
Required SA (ft2) =
8,390
Total Drainage Area To SCM
10.70
SA as Shown (ft2) =
8,520
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent 1 Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
2,967
-
0.0
Top of Sediment Storage
52.0
3,705
1.0
3,336
0
3,336
53.0
4,473
761
2.0
4,089
381
7,806
54.0
5,268
1,003
3.0
4,871
882
13,558
55.0
6,093
1,275
4.0
5,681
1,139
20,378
56.0
6,946
1,574
5.0
6,519
1,424
28,322
Total
5.0
24,496
3,826
28,322
Verify the Forebay Volume Is Approximately (15%-20%)ofthe Permanent Pool Volume.
16%
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM3
Pollutant /Nutrient Removal
Total Suspended Solids (TSS) 85°6
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
13.68
LOT #3
1
595,869
13.68
Impervious R/W
1.00
Managed Pervious
6.29
Wooded
Subtotal
13.68
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
1,087
30
0.75
15' Section wlCurve Adj
725
15
0.25
Subtotal
1.00
Other
Total to Pond
20.97
Pond Basin CN
86
Grand Total
14.68
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Su
• � i
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM 7
Pollutant/ Nutrient Removal
Total Suspended Solids (TSS) 85°6
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
14.57
LOT #7
1
634,537
14.57
Impervious R/W
0.29
Managed Pervious
1.93
Wooded
4.44
Subtotal
14.57
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
840
15
0.29
0.00
Subtotal
0.29
Other
Total to Pond
21.23
Pond Basin CN
87
Grand Total
14.86
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Offsite Impervious Area
0.00
Onsite Impervious Area
14.86
Average Depth (ft) =
5.0
Total Impervious Area
14.86
SA/DA Ratio
Required SA (ft2) =
16,646
Total Drainage Area To SCM
21.23
SA as Shown (ft2) =
17,034
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent/ Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
9,077
-
0.0
Top of Sediment Storage
52.0
9,928
1.0
9,503
0
9,503
53.0
10,806
2,084
2.0
10,367
1,042
20,912
54.0
11,712
2,501
3.0
11,259
2,293
34,464
55.0
12,645
2,949
4.0
12,179
2,725
49,368
56.0
13,606
3,428
5.0
13,126
3,189
65,682
Total
5.0
56,433
9,249
65,682
Verify the Forebay Volume Is Approximately (15%-20%)ofthe Permanent Pool Volume.
16%
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM 8
Pollutant/ Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
7.11
LOT #8
1
309,772
7.11
Impervious R/W
0.73
Managed Pervious
2.64
Wooded
0.72
Subtotal
7.11
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
961
30
0.66
Tumlane
203
15
0.07
Subtotal
0.73
Other
Total to Pond
11.20
Pond Basin CN
80
Grand Total
7.84
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Offsite Impervious Area
0.00
Onsite Impervious Area
7.84
Average Depth (ft) =
5.0
Total Impervious Area
7.84
SA/DA Ratio =
1.80
Required SA (ft2) =
8,782
Total Drainage Area To SCM
11.20
SA as Shown (ft2) =
9,190
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent /Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
4,288
-
0.0
Top of Sediment Storage
52.0
4,811
1.0
4,550
0
4,550
53.0
5,363
963
2.0
5,087
482
10,118
54.0
5,944
1,278
3.0
5,654
1,121
16,893
55.0
6,554
1,623
4.0
6,249
1,451
24,592
56.0
7,192
1,998
5.0
6,873
1,811
33,276
Total
5.0
28,413
4,863
33,276
Verify the Forebay Volume Is Approximately (15%-20%)ofthe Permanent Pool Volume.
17%
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Luck Stone Lee County Project No.: 41353.006
Calculated By: JDR Date: 11/07/2023
Wet Pond Design Calculations
SCM4
Pollutant /Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post -Development Drainage Area
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Oty
Inc Area
Total Area
Impervious Lots
12.08
LOT#4
1
526,157
12.08
Impervious R/W
0.04
Managed Pervious
5.20
Wooded
Subtotal
12.08
Streets and SW
Description
Length
Imp/Ft
Total Area
Impervious Streets
80
15
0.03
Curve Adjustment
36
15
0.01
Subtotal
0.04
Other
Total to Pond
17.32
Pond Basin CN
87
Grand Total
12.12
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
(Forebay &Main Pond Combined)
Impervious Area
Acres
Offsite Impervious Area
0.00
Onsite Impervious Area
12.12
Average Depth (ft) =
5.0
Total Impervious Area
12.12
SA/DA Ratio =
1.80
Required SA (ft2) =
13,580
Total Drainage Area To SCM
17.32
SA as Shown (ft2) =
13,673
Percent Impervious Area
70%
SA/DA Ratio from latest NCDENR BMP Manual
SA / DA Pond Volumes and Areas (Below Permanent /Normal Pool)
Elevation
(ft)
Main
Area (sf)
Forebay
Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
50.0 Bottom of Sediment Storage
51.0
7,219
0.0
Top of Sediment Storage
52.0
7,898
1.0
7,559
0
7,559
53.0
8,606
1,558
2.0
8,252
779
16,590
54.0
9,342
1,933
3.0
8,974
1,745
27,309
55.0
10,107
2, 338
4.0
9, 724
2,135
39,168
56.0
10,899
2,774
5.0
10,503
2,556
52,227
Total
5.0
45,012
7,216
52,227
Verify the Forebay Volume Is Approximately(15%-20%)ofthe Permanent Pool Volume.
16%
L

1E 2E 3E (4E
DA1-EX DA2-EX DA3-EX DA4-EX
1P 2P (3P (4P
DA1-PR DA2-PR DA3-PR DA4-PR
SubCa
EHyd
ReachLRouting Diagram for SOUTH CARTER INDUSTRIAL
Prepared by Timmons Group, Printed 11/7/2023
roCAD®10.10-7a s/n 06538 ©2021 HydroCAD Software Solutions LLC

SOUTH CARTER INDUSTRIAL
Prepared by Timmons Group Printed 11/7/2023
HydroCAD®10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event#
Event
Name
Storm Type Curve
Mode
Duration
(hours)
B/B
Depth
(inches)
AMC
1
1YR
Type II 24-hr
Default
24.00
1
3.04
2
2
2YR
Type II 24-hr
Default
24.00
1
3.68
2
3
10YR
Type II 24-hr
Default
24.00
1
5.39
2
4
100YR
Type II 24-hr
Default
24.00
1
8.10
2

SOUTH CARTER INDUSTRIAL
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
4,352,080 98 Impervious (1 P, 2P, 3P, 4P)
1,530,263 61 Managed Turf, Good (1 P, 2P, 3P, 4P)
2,275,574 61 Open Space, Good (2E, 3E, 4E)
4,274,107 55 Woods, Good (1 E, 1 P, 2E, 2P, 3E, 4E, 4P)
12,432,024 72 TOTAL AREA

SOUTH CARTER INDUSTRIAL
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchmei
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Numbers
0 0
0
0
4,352,080
4,352,080
Impervious
0 0
0
0
1,530,263
1,530,263
Managed Turf, Good
0 0
0
0
2,275,574
2,275,574
Open Space, Good
0 0
0
0
4,274,107
4,274,107
Woods, Good
0 0
0
0
12,432,024
12,432,024
TOTAL AREA

SOUTH CARTER INDUSTRIAL Type 11 24-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Paae 5
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1E: DA1-EX Runoff Area=7.960 ac 0.00% Impervious Runoff Depth>0.17"
Tc=7.0 min CN=55 Runoff=1.00 cfs 4,818 cf
Subcatchment 1P: DA1-PR Runoff Area=7.960 ac 84.30% Impervious Runoff Depth>2.06"
Tc=3.5 min CN=92 Runoff=31.57 cfs 59,521 cf
Subcatchment 2E: DA2-EX Runoff Area=12.050 ac 0.00% Impervious Runoff Depth>0.17"
Tc=14.8 min CN=55 Runoff=1.00 cfs 7,241 cf
Subcatchment 2P: DA2-PR Runoff Area=12.050 ac 51.12% Impervious Runoff Depth>1.17"
Tc=7.4 min CN=80 Runoff=25.80 cfs 51,112 cf
Subcatchment 3E: DA3-EX Runoff Area=50.210 ac 0.00% Impervious Runoff Depth>0.19"
Tc=22.4 min CN=56 Runoff=4.37 cfs 34,094 cf
Subcatchment 3P: DA3-PR Runoff Area=50.210 ac 69.51 % Impervious Runoff Depth>1.64"
Tc=11.2 min CN=87 Runoff=128.97 cfs 299,237 cf
Subcatchment 4E: DA4-EX Runoff Area=72.480 ac 0.00% Impervious Runoff Depth>0.26"
Tc=31.3 min CN=59 Runoff=9.82 cfs 68,804 cf
Subcatchment 4P: DA4-PR Runoff Area=72.480 ac 71.94% Impervious Runoff Depth>1.64"
Tc=15.7 min CN=87 Runoff=161.05 cfs 431,306 cf
Total Runoff Area = 12,432,024 sf Runoff Volume = 956,134 cf Average Runoff Depth = 0.92"
64.99% Pervious = 8,079,944 sf 35.01% Impervious = 4,352,080 sf

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 E: DA1-EX
Runoff = 1.00 cfs @ 12.05 hrs, Volume= 4,818 cf, Depth> 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
7.960 55 Woods, Good
7.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 1E: DA1-EX
Hydrograph
', I I I I ❑Runoff
1.00 cfs
1 TYpe II 24hr
1YR Rainfall=3.04"
Runoff Area=7.960 !ac
Runoff'Vol',ume=4,818', cf
Runoff De'Pth>0.1'7"
o
LL Tc=7�O min
CN=!55
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 P: DA1-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff = 31.57 cfs @ 11.94 hrs, Volume= 59,521 cf, Depth> 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN
Description
0.570 55
Woods, Good
0.680 61
Managed Turf, Good
6.710 98
Impervious
7.960 92
Weighted Average
1.250
15.70% Pervious Area
6.710
84.30% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
3.5
Direct Entry,
Subcatchment 1P: DA1-PR
Hydrograph
---'-- -- --- 31�fs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2E: DA2-EX
Runoff = 1.00 cfs @ 12.16 hrs, Volume= 7,241 cf, Depth> 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
11.350 55 Woods, Good
0.700 61 Open Space, Good
12.050 55 Weighted Average
12.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 Direct Entry,
Subcatchment 2E: DA2-EX
Hydrograph
❑ Runoff
1.00 cfs
1 Type 11 24-h r
1YR Rainfall=3.0!4"
Runoff Area12.050 ac
Runoff', Vol',ume=7,241', cf
Runoff De',pth>0.1'7"
Tc=14.8 min
CN='55
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2P: DA2-PR
Runoff = 25.80 cfs @ 11.99 hrs, Volume= 51,112 cf, Depth> 1.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN
Description
0.150 55
Woods, Good
5.740 61
Managed Turf, Good
6.160 98
Impervious
12.050 80
Weighted Average
5.890
48.88% Pervious Area
6.160
51.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.4
Direct Entry,
Subcatchment 213: DA2-PR
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 3E: DA3-EX
Runoff = 4.37 cfs @ 12.27 hrs, Volume= 34,094 cf, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
44.600 55 Woods, Good
5.610 61 Open Space, Good
50.210 56 Weighted Average
50.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.4 Direct Entry,
Subcatchment 3E: DA3-EX
Hydrograph
', ', ❑Runoff
4.37 cfs
Type 11 24-hr
4 1YR':Rainfall=3.04"
Runoff Area=50.210',ac
Runoff�Volume--
4.
094T
3 cf-
Runoff Depth,>0.19..
Tc=22.4_min
LL
2
CN=56
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 3P: DA3-PR
Runoff = 128.97 cfs @ 12.03 hrs, Volume= 299,237 cf, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
15.310 61 Managed Turf, Good
34.900 98 Impervious
50.210 87 Weighted Average
15.310 30.49% Pervious Area
34.900 69.51 % I m pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 Direct Entry,
14
13
12
11
10
80
V
3 70
_o
LL 60
0
Subcatchment 313: DA3-PR
Hydrograph
128.97 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 4E: DA4-EX
Runoff = 9.82 cfs @ 12.38 hrs, Volume= 68,804 cf, Depth> 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
26.550 55 Woods, Good
45.930 61 Open Space, Good
72.480 59 Weighted Average
72.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.3 Direct Entry,
w
6
0
3
0 5
LL
.-
I
Subcatchment 4E: DA4-EX
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 1 YR Rainfall=3.04"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 4P: DA4-PR
Runoff = 161.05 cfs @ 12.08 hrs, Volume= 431,306 cf, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN
Description
6.940 55
Woods, Good
13.400 61
Managed Turf, Good
52.140 98
Impervious
72.480 87
Weighted Average
20.340
28.06% Pervious Area
52.140
71.94% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
15.7
Direct Entry,
■ Runoff

SOUTH CARTER INDUSTRIAL Type 11 24-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Paae 14
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1E: DA1-EX Runoff Area=7.960 ac 0.00% Impervious Runoff Depth>0.35"
Tc=7.0 min CN=55 Runoff=3.65 cfs 9,984 cf
Subcatchment 1P: DA1-PR Runoff Area=7.960 ac 84.30% Impervious Runoff Depth>2.64"
Tc=3.5 min CN=92 Runoff=39.68 cfs 76,153 cf
Subcatchment 2E: DA2-EX Runoff Area=12.050 ac 0.00% Impervious Runoff Depth>0.34"
Tc=14.8 min CN=55 Runoff=3.69 cfs 15,026 cf
Subcatchment 2P: DA2-PR Runoff Area=12.050 ac 51.12% Impervious Runoff Depth>1.64"
Tc=7.4 min CN=80 Runoff=35.86 cfs 71,543 cf
Subcatchment 3E: DA3-EX Runoff Area=50.210 ac 0.00% Impervious Runoff Depth>0.38"
Tc=22.4 min CN=56 Runoff=13.68 cfs 68,461 cf
Subcatchment 3P: DA3-PR Runoff Area=50.210 ac 69.51 % Impervious Runoff Depth>2.18"
Tc=11.2 min CN=87 Runoff=169.07 cfs 397,142 cf
Subcatchment 4E: DA4-EX Runoff Area=72.480 ac 0.00% Impervious Runoff Depth>0.48"
Tc=31.3 min CN=59 Runoff=23.53 cfs 127,184 cf
Subcatchment 4P: DA4-PR Runoff Area=72.480 ac 71.94% Impervious Runoff Depth>2.18"
Tc=15.7 min CN=87 Runoff=211.67 cfs 572,468 cf
Total Runoff Area = 12,432,024 sf Runoff Volume = 1,337,961 cf Average Runoff Depth = 1.29"
64.99% Pervious = 8,079,944 sf 35.01% Impervious = 4,352,080 sf

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1 E: DA1-EX
Runoff = 3.65 cfs @ 12.02 hrs, Volume= 9,984 cf, Depth> 0.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN Description
7.960 55 Woods, Good
7.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 1E: DA1-EX
Hydrograph
❑ Runoff
3.65 cfs
Type 11 24hr
2YR Rainfall=3.68"
3-
Runoff Area=7.960'ac
Runoff'Vol',ume=9,984', cf
w IRunoff De'pfh>0.35"
Tc=7�0 min
CN=!55
1 ..
II
1

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1 P: DA1-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff = 39.68 cfs @ 11.94 hrs, Volume= 76,153 cf, Depth> 2.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN
Description
0.570 55
Woods, Good
0.680 61
Managed Turf, Good
6.710 98
Impervious
7.960 92
Weighted Average
1.250
15.70% Pervious Area
6.710
84.30% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
3.5
Direct Entry,
Subcatchment 1P: DA1-PR
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2E: DA2-EX
Runoff = 3.69 cfs @ 12.12 hrs, Volume= 15,026 cf, Depth> 0.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN Description
11.350 55 Woods, Good
0.700 61 Open Space, Good
12.050 55 Weighted Average
12.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 Direct Entry,
Subcatchment 2E: DA2-EX
Hydrograph
❑ Runoff
3.69 cfs
Type 11 24-h r
2YR'Rainfa11=3.68" 3-Runoff Area=12.050',ac
Runoff 'Volume'=15026' cf
Runoff Dep#h'.>0.34"
3 2
0 Tc=14.8 min
CN=55
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2P: DA2-PR
Runoff = 35.86 cfs @ 11.99 hrs, Volume= 71,543 cf, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN
Description
0.150 55
Woods, Good
5.740 61
Managed Turf, Good
6.160 98
Impervious
12.050 80
Weighted Average
5.890
48.88% Pervious Area
6.160
51.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.4
Direct Entry,
Subcatchment 213: DA2-PR
Hydrograph
40
' "
■Runoff
38
,'
-- -- -- -- 35.86
cfs
36
"
-' : hr- -
34
32
- -- - -' -- -- -- --'' - -- -- -- -'' -- -- - -
-- -- -- --' --Type-1'124
2YR; Rain#all'-3.68"
2$
Runoff Area-- �2 .050 iac
26
.
Runoff '::Volume=71 543' cf- -
24
0 22
_
.'
"'.
-- -- -- - -- -- -- -
--Runoff Depth'>1.64"- -
3 20
s 18
"
� 1
tC'= -.4min
16
�� V
14
.'
-- -- -- -- - -- -- -- --- -- -
-- -- -- -- - -- -- -- -' -- -- -- -
12
.''
-- -- -- -'-- -- -- -'
------------------------- -- -- -'
10
.'
-
--------J
8
6
.
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 3E: DA3-EX
Runoff = 13.68 cfs @ 12.22 hrs, Volume= 68,461 cf, Depth> 0.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN Description
44.600 55 Woods, Good
5.610 61 Open Space, Good
50.210 56 Weighted Average
50.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.4 Direct Entry,
I
0
Subcatchment 3E: DA3-EX
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 3P: DA3-PR
Runoff = 169.07 cfs @ 12.03 hrs, Volume= 397,142 cf, Depth> 2.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN Description
15.310 61 Managed Turf, Good
34.900 98 Impervious
50.210 87 Weighted Average
15.310 30.49% Pervious Area
34.900 69.51 % I m pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 Direct Entry,
Subcatchment 313: DA3-PR
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 4E: DA4-EX
Runoff = 23.53 cfs @ 12.34 hrs, Volume= 127,184 cf, Depth> 0.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN Description
26.550 55 Woods, Good
45.930 61 Open Space, Good
72.480 59 Weighted Average
72.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.3 Direct Entry,
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 2YR Rainfall=3.68"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 4P: DA4-PR
Runoff = 211.67 cfs @ 12.08 hrs, Volume= 572,468 cf, Depth> 2.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2YR Rainfall=3.68"
Area (ac) CN
Description
6.940 55
Woods, Good
13.400 61
Managed Turf, Good
52.140 98
Impervious
72.480 87
Weighted Average
20.340
28.06% Pervious Area
52.140
71.94% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
15.7
Direct Entry,
Subcatchment 413: DA4-PR
■ Runoff
211.67 cfs
-- -Type-11-24*h
2YR Rainfall= 8
Runoff iArea=72 :
480'i a,
-I RunVolume -572,468 -c
off -
Runoff Depth?2,1 8
-1 - q= = 5.7 mii
CN 8'
Time (hours)

SOUTH CARTER INDUSTRIAL Type 11 24-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Paae 23
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1E: DA1-EX Runoff Area=7.960 ac 0.00% Impervious Runoff Depth>1.04"
Tc=7.0 min CN=55 Runoff=14.75 cfs 30,139 cf
Subcatchment 1P: DA1-PR Runoff Area=7.960 ac 84.30% Impervious Runoff Depth>4.19"
Tc=3.5 min CN=92 Runoff=61.13 cfs 121,099 cf
Subcatchment 2E: DA2-EX Runoff Area=12.050 ac 0.00% Impervious Runoff Depth>1.04"
Tc=14.8 min CN=55 Runoff=16.01 cfs 45,430 cf
Subcatchment 2P: DA2-PR Runoff Area=12.050 ac 51.12% Impervious Runoff Depth>3.00"
Tc=7.4 min CN=80 Runoff=64.25 cfs 131,318 cf
Subcatchment 3E: DA3-EX Runoff Area=50.210 ac 0.00% Impervious Runoff Depth>1.10"
Tc=22.4 min CN=56 Runoff=55.58 cfs 200,068 cf
Subcatchment 3P: DA3-PR Runoff Area=50.210 ac 69.51 % Impervious Runoff Depth>3.68"
Tc=11.2 min CN=87 Runoff=277.40 cfs 670,854 cf
Subcatchment 4E: DA4-EX Runoff Area=72.480 ac 0.00% Impervious Runoff Depth>1.29"
Tc=31.3 min CN=59 Runoff=78.77 cfs 339,372 cf
Subcatchment 4P: DA4-PR Runoff Area=72.480 ac 71.94% Impervious Runoff Depth>3.68"
Tc=15.7 min CN=87 Runoff=349.01 cfs 967,174 cf
Total Runoff Area = 12,432,024 sf Runoff Volume = 2,505,453 cf Average Runoff Depth = 2.42"
64.99% Pervious = 8,079,944 sf 35.01% Impervious = 4,352,080 sf

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 1 E: DA1-EX
Runoff = 14.75 cfs @ 12.00 hrs, Volume= 30,139 cf, Depth> 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN Description
7.960 55 Woods, Good
7.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 1 E: DA1-EX
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 1 P: DA1-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff = 61.13 cfs @ 11.94 hrs, Volume= 121,099 cf, Depth> 4.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN
Description
0.570 55
Woods, Good
0.680 61
Managed Turf, Good
6.710 98
Impervious
7.960 92
Weighted Average
1.250
15.70% Pervious Area
6.710
84.30% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
3.5
Direct Entry,
Subcatchment 1P: DA1-PR
Hydrograph
65 61.13 cfs
60 : Type II 24-hr
55 1'0YR Rainfall=5.39"
50
Runof# Area=T960,:ac
45 R-u-noff-Volume-1121,099 cf-
40
Runoff D e th>4.1 n
--- ', ---', ---', ---'
3 35
Tc -3.5 min
M 30
CN=92
25
20
15
10
10 11 12 13 14 15 16 17 18 19 IN:
❑ Runoff

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 2E: DA2-EX
Runoff = 16.01 cfs @ 12.09 hrs, Volume= 45,430 cf, Depth> 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN Description
11.350 55 Woods, Good
0.700 61 Open Space, Good
12.050 55 Weighted Average
12.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 Direct Entry,
Subcatchment 2E: DA2-EX
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 2P: DA2-PR
Runoff = 64.25 cfs @ 11.99 hrs, Volume= 131,318 cf, Depth> 3.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN
Description
0.150 55
Woods, Good
5.740 61
Managed Turf, Good
6.160 98
Impervious
12.050 80
Weighted Average
5.890
48.88% Pervious Area
6.160
51.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.4
Direct Entry,
Subcatchment 213: DA2-PR
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 3E: DA3-EX
Runoff = 55.58 cfs @ 12.18 hrs, Volume= 200,068 cf, Depth> 1.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN Description
44.600 55 Woods, Good
5.610 61 Open Space, Good
50.210 56 Weighted Average
50.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.4 Direct Entry,
Subcatchment 3E: DA3-EX
Hydrograph
60
---------------------------------------------------
❑Runoff
55.58 cfs - -'
55
Type I 1 24: h r
50
10YR Rainfal'',1=5.39"
45
"'
Runoff 50
off Area = ! 210 ac
40
' I
Runoff Volume =20Q -,068 cf
w 35
U
ff D
Runoepth>1.1
0 30
-
T'c--22.4 nlin
25..,
',CN=56
20
15
10
------------
-------------
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 3P: DA3-PR
Runoff = 277.40 cfs @ 12.03 hrs, Volume= 670,854 cf, Depth> 3.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN Description
15.310 61 Managed Turf, Good
34.900 98 Impervious
50.210 87 Weighted Average
15.310 30.49% Pervious Area
34.900 69.51 % I m pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 Direct Entry,
Subcatchment 3P: DA3-PR
Hydrograph
■ Runoff
277.40 cfs
60
..
40
20
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 4E: DA4-EX
Runoff = 78.77 cfs @ 12.29 hrs, Volume= 339,372 cf, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN Description
26.550 55 Woods, Good
45.930 61 Open Space, Good
72.480 59 Weighted Average
72.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.3 Direct Entry,
Subcatchment 4E: DA4-EX
Hydrograph
-- ---- ---
KA
❑ Runoff
78.77 cfs
Tr .. 11 A A 1.-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 10YR Rainfall=5.39"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 4P: DA4-PR
Runoff = 349.01 cfs @ 12.07 hrs, Volume= 967,174 cf, Depth> 3.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10YR Rainfall=5.39"
Area (ac) CN
Description
6.940 55
Woods, Good
13.400 61
Managed Turf, Good
52.140 98
Impervious
72.480 87
Weighted Average
20.340
28.06% Pervious Area
52.140
71.94% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
15.7
Direct Entry,
■ Runoff

SOUTH CARTER INDUSTRIAL Type 11 24-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Paae 32
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1E: DA1-EX Runoff Area=7.960 ac 0.00% Impervious Runoff Depth>2.58"
Tc=7.0 min CN=55 Runoff=38.21 cfs 74,623 cf
Subcatchment 1P: DA1-PR Runoff Area=7.960 ac 84.30% Impervious Runoff Depth>6.67"
Tc=3.5 min CN=92 Runoff=94.66 cfs 192,602 cf
Subcatchment 2E: DA2-EX Runoff Area=12.050 ac 0.00% Impervious Runoff Depth>2.57"
Tc=14.8 min CN=55 Runoff=43.14 cfs 112,581 cf
Subcatchment 2P: DA2-PR Runoff Area=12.050 ac 51.12% Impervious Runoff Depth>5.35"
Tc=7.4 min CN=80 Runoff=110.58 cfs 233,838 cf
Subcatchment 3E: DA3-EX Runoff Area=50.210 ac 0.00% Impervious Runoff Depth>2.67"
Tc=22.4 min CN=56 Runoff=148.93 cfs 486,492 cf
Subcatchment 3P: DA3-PR Runoff Area=50.210 ac 69.51 % Impervious Runoff Depth>6.13"
Tc=11.2 min CN=87 Runoff=447.30 cfs 1,117,755 cf
Subcatchment 4E: DA4-EX Runoff Area=72.480 ac 0.00% Impervious Runoff Depth>2.97"
Tc=31.3 min CN=59 Runoff=195.24 cfs 782,527 cf
Subcatchment 4P: DA4-PR Runoff Area=72.480 ac 71.94% Impervious Runoff Depth>6.13"
Tc=15.7 min CN=87 Runoff=565.88 cfs 1,612,023 cf
Total Runoff Area = 12,432,024 sf Runoff Volume = 4,612,441 cf Average Runoff Depth = 4.45"
64.99% Pervious = 8,079,944 sf 35.01% Impervious = 4,352,080 sf

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 1 E: DA1-EX
Runoff = 38.21 cfs @ 11.99 hrs, Volume= 74,623 cf, Depth> 2.58"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN Description
7.960 55 Woods, Good
7.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 1E: DA1-EX
Hydrograph
42
-- -- -- -
■Runoff
40
-- -- -- --' 38.21 cfs
38
' .
-
hype 124-hr
36
34
,'
-- -- -- --',-------- 10YR Rai n#al 1=8.10"
32
30
.'
Q##area-7. 'ac
' r RuM �60 -
26
-- -- -- -'
-- -- -- --'.- -- -- --
- ! 623if
Runoff Volume-74
w 24
V
-- -- -- -'2-58��
Runoff De th
22
3
0 20
Tc=7.0 mi n
M: 16-------------
18
--------------------------------------
-----------
-- -- -- --'
- - - --' - - - -; - - - --+- - - - -' - - ---�-�_------------
55
14
.'
-- -- -- - '"
- -- -- --'-- -- -- -
12
-- -- -- --
10
8
" ".
-- -- -- -
6
.
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 1 P: DA1-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff = 94.66 cfs @ 11.94 hrs, Volume= 192,602 cf, Depth> 6.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN
Description
0.570 55
Woods, Good
0.680 61
Managed Turf, Good
6.710 98
Impervious
7.960 92
Weighted Average
1.250
15.70% Pervious Area
6.710
84.30% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
3.5
Direct Entry,
N
V
3
0
LL
105
100
751 70
15
10
5
0
5
Subcatchment 1P: DA1-PR
Hydrograph
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2E: DA2-EX
Runoff = 43.14 cfs @ 12.08 hrs, Volume= 112,581 cf, Depth> 2.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN Description
11.350 55 Woods, Good
0.700 61 Open Space, Good
12.050 55 Weighted Average
12.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 Direct Entry,
Subcatchment 2E: DA2-EX
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 2P: DA2-PR
Runoff = 110.58 cfs @ 11.98 hrs, Volume= 233,838 cf, Depth> 5.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN
Description
0.150 55
Woods, Good
5.740 61
Managed Turf, Good
6.160 98
Impervious
12.050 80
Weighted Average
5.890
48.88% Pervious Area
6.160
51.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.4
Direct Entry,
■ Runoff

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 3E: DA3-EX
Runoff = 148.93 cfs @ 12.17 hrs, Volume= 486,492 cf, Depth> 2.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN Description
44.600 55 Woods, Good
5.610 61 Open Space, Good
50.210 56 Weighted Average
50.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.4 Direct Entry,
Subcatchment 3E: DA3-EX
Hydrograph
❑ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 3P: DA3-PR
Runoff = 447.30 cfs @ 12.02 hrs, Volume= 1,117,755 cf, Depth> 6.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rai nfall=8.10"
Area (ac) CN Description
15.310 61 Managed Turf, Good
34.900 98 Impervious
50.210 87 Weighted Average
15.310 30.49% Pervious Area
34.900 69.51 % I m pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 Direct Entry,
Subcatchment 3P: DA3-PR
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 4E: DA4-EX
Runoff = 195.24 cfs @ 12.27 hrs, Volume= 782,527 cf, Depth> 2.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN Description
26.550 55 Woods, Good
45.930 61 Open Space, Good
72.480 59 Weighted Average
72.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.3 Direct Entry,
Subcatchment 4E: DA4-EX
Hydrograph
r
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SOUTH CARTER INDUSTRIAL Type 1124-hr 100YR Rainfall=8.10"
Prepared by Timmons Group Printed 11/7/2023
HydroCADO 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 4P: DA4-PR
Runoff = 565.88 cfs @ 12.07 hrs, Volume= 1,612,023 cf, Depth> 6.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100YR Rainfall=8.10"
Area (ac) CN
Description
6.940 55
Woods, Good
13.400 61
Managed Turf, Good
52.140 98
Impervious
72.480 87
Weighted Average
20.340
28.06% Pervious Area
52.140
71.94% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
15.7
Direct Entry,
■ Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

I
1 1
1 1
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,
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I I �1 ��� ;s! �\1����I���I �.� y' I �� �� � - - - - 1 I �I - \ \ _ - ) �I - - - - - ` CLEARING UNDEVELOPED LAND FOR AN INDUSTRIAL PARK, AN ACCESS
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\ of I � I I I I y I - .I/ � � � �-N �\ \ �� _ - I , �I I -I - . 1 TIC-11 \\ ` // I I / I I \ ` DTI IT I � I I I T I I 1 1-1 1-1-1-1- i-1-1-11-1=1 fi \ \ ROAD, AND INSTALLATION OF ASSOCIATED STORMWATER DETENTION U
o - I � � � � � �"' ,v `' � / � � .1- T _ -2 / I \ ` SYSTEMS. THE WATER QUALITY COMPLIANCE BOUNDARY CAN BE SEEN ON
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Ill 1 , , - i-*�.� I � � � ��� � � � � � � 1 @ 0 I I I I I I \ C6.00. WET PONDS HAVE BEEN PROPOSED TO MEET THE WATER QUALITY
o `f1 \, � � _ 100 OF SHEET FLOW 1.9 _ / \ \ I 1 \ / / \
\ 1
° / I I I I I I \I 1 1 1 1 � I - .i � \I, \1,1 \1, \V � � � � �\� I � � �\ I I I I � 1 1 \ \ - � / � - REQUIREMENTS OF THE PROJECT, DUE TO THE NATURE OF Q
a I%I-I-I-I 1-1-1-1-I-I--I-I-I Tc=9.30MIN. -1 I \ I I POINT OF ANALYSIS 3 \ \ I / _ _ III
°\� I o1 - I-1-1-1- I - I\L 1- I - I - - I �I �� �` �\� - - - - {' - - / I I I I \ I \ \ / , / MASTERPLANNING, DETAILED CALCULATIONS COULD NOT BE PROVIDED, BUT J
°\ - - -1-1 � 1- - - - -_ \I -_ 1= �I �\ l - 1-1-1-1- 1 - I I - - I - I -DTI i I I I / I \ I I \ \ \ \ / / \ I 1 1 WET PONDS HAVE BEEN PROPOSED, AND ROUGHLY SIZED BASED ON a
\ 9 I R----- - I -I-I It-1� h \ - /I/€d6z I_rrd-1-1-II-r1�\1- I t 1 , \ ' 1 \ I \ \ \ \ \ , I �� - 1
\ Q \ - - - - �y - h i.� \ a �� I 1'" 1- �'I - - - r I>r - I \ \ \ l \ _ \ \ ASSUMPTIONS THAT EACH OF THEIR DRAINAGE AREAS WILL BE ROUGHLY
> > - - - - - - - - - - - - - -�- f\ /� 4>ai 11 I I 85 \ I l / \ _ �0 70% IMPERVIOUS COVER. WET POND SIZING CALCULATIONS HAVE BEEN
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- - - - - - - _01-1-1-I 1-1- - - - - - -- � 1 2.48Acre I y-I-1- - - -t- -I-1- - - -I-I-I-ICI-� / / / I I I I 1 I \ 1 \ \ \ I I I \ \ I \ i I \ \ I ` - �2Z5 � - - �
- - - - ) - � I -1-1 � 1-1- - I - I - 1- II-Y-' � 1-1-1- I -I - - - - I�'I - I� 4- J - I - I - I - I; - I f / / / I I I \ I I \ \ ` I ) I \ 1 ` � \ y BEEN DEVELOPED PER THE DESIGN REQUIREMENTS FOR HIGH DENSITY N Z (/)
�- 171-I-I-I-I-I-I-I-I - -T-1 1-1 w� I - I -I .L-1-1-1-� I-1-1-1-1--f -1�17-1�� - -1 �/ / \ \ ( ` \
- - - - - ICI- -I-I-I I -I- I -.ICI -I- -I ,- �� ±37%MANAGEDTURF-I-I-I-I-I-I-I� ,- - --I-I-I-I-I-I it PROJECTS 15A-NCACO2H0.1001 AND WILL BE MEETING THE RUNOFF
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/ � I-I-1-1-1-1-1-1-1-111-1-1-1 \�, w \ w w � \ w wow w - - - -I-I-ll I>I - - -d' �I- 11 / / / 11 � - I I I ( \ \ \ \ \ / I 1 I I \ \ / I 1 I ( �_ >� VOLUME BY NO GREATER THAN 10% FROM THE PRE -DEVELOPMENT U J U z
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11 / p °o b\o I -I -I -I oI-I-I-IrI i I � I � I i`l i ICI-I-I-I��,-I-ICI �I-I�, I-I_-1-J-I--T� � I -I -I -I -I _I-I-L �-}`I- _ - i -� 1 I I I I \ � \ 1 \ / / \ I 1 \ / i --• DESIN, THE REQUIREMENTS OF (15A-NCAC 02H 0.1001)ARE DEEMED TO BE �
./ ti o -. P-I-I�1 `3$I-I-1- I-t�1-1-1-� 1 I)-I-I-I-T--t-1-1--1-1-1-I_t�+-1 I-1`-1 I I- - � �( I/ \ I \ l I I( I I \ \ \ 1 z W
/ 0 * - P-o1$ I - - Io- I - EXISTING 1� 1- I 4- - - I - - - - - I - I - I - I-�-I--1- 1 1-1-1-1- L 1`,-�t�l � - - - ' / l \ \ \ 1 I I li I \ MET. THIS PROJECT CONTAINS FOUR (4) POINTS OF ANALYSIS (POA 1, POA 2, O
0 O��) o -1 I .I-�I"l Io=T1-100YR -I �I-I-ICI-II-I-1- - - - - -I� -1-I- t�1-I-I -h-ICI-' / - - 11 / / \ \ I � / \ I I I � \ \ 1 \ - I \ \ � Z
o �ti i - - to - -I- -I-I- -1-� =1 =-1-t-I- I-I-I-I-I'-f I- -1= - / - - - I 1 1 \ _ \ POA3, & POA POINT OF ANALYSIS ONE POA 1 IS THE WETLANDS ON THE w
_ - o ( \ _ _ _ / - _ - - / 1 \ 1 I \ \ I I 1 I I I 1 i )' ( ) (n , I --I
0 1-I-I I- 1-la--FLOODPLA/N•---I--I-I-I L------I�It't- ICI- ,f� , \ \ I I / / \ \ \ (n
o► -1 `�- - I -IL P V 1� - - - - - - - - - - - �-L- _ f - / / \ I \ \ \ \ / / 1 l / \ I / ) / \ EASTERN SIDE OF THE SITE NEAREST NC HWY-87, POINT OF ANALYSIS 2 (POA (n
° 1 J 1 °\ -I-I �-9-I-I-h I -I -I -I -I- 1 1-IlT-� �l-I- � -i-1�1--T�-I�-I-=1�1- 1-T ,1 .� � _ - - _ 1 - y / 1z I-
o� \ - - - _ , / \ 3a I I \ I / \ ._� 2) IS THE CREEK THAT FLOWS ONTO THE NEIGHBORING PARCEL (PIN:
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\ -ICI-I- 4-�1-1-I� 1-1-1-1-1-1-1-1-1-1 1-1-1-1-r T-1-1-1-/I-1-1-1-1-1 1 /h-y-1 1 1\\ Iz Ur
0 \ °o o I -I�-I- -01-1 - - - -I-I-I I-X-ICI-1-1-1- -I�-j I =1-I 1) A I4I � - � � - - _ -' / 1 I \ \ \ I I I \ I \ l \ I \- - - \ 9660-42-2929-00 ), POA31S THE CREEK TO THE WEST OF THE CREEK SHOWN w � �
oli \ \_ � `o Q I-I-�I 1�1 II -I -I -I -I -I -I I-I-I-I-`�-I'�I-I-�L-I-I-X-1 �-1 I-1=1-i\-� I 1 _ - - - / \ I ( I ! I ► / \ 1 \ \ U Z o z
\ -\ Q 1-1- -I 1-1-1 1-1-1 -- - -\I-I-1` In I-1-T-1-ICI-ICI- - - -I->k Ir�l - / � I I I 1 \ 1 I \ AS POA2, AND POINT OF ANALYSIS (POA IS THE LITTLE RIVER WHICH IS �
/°I \ \ I-1--0-1-1--1-1-1-1-1-1-1=t=1-I\_I-I\ 1-1-1 �,y1-I/-1--1-1-1-I�I� _ - -
o \ � \ to -I 1- -1-1- 'I-1- -1 -I- - `f-1- -1-L, 1-1- -1� --1-1-1-1 IfI-I /'� /' I I \\ \ \ -�>0�/ ) 111% O I 1 I �\ THE WESTERNMOST BOUNDARY OF THE SITE AREA. J I --I ~
° I t, - / _ "I \ �- o-b-I-1 �1-1-1 - I -I- -1-'T �I-� I -I ' � I--f--I-I-I-I =1#ICI- - - - - � 'A \ \ I I - - - 1 1 t \ w
I � - - I I \o - 1' Ind I 1- -1 ___f__ �1 1 �1 1-1-1-1-/1-1-I-I�I'�IGI�I I- \ \ \ 1 I I I I I I \ ,' / Q
0 I i I - 1� 1-1 T 1-1-1- - - - - - ' I -1- I - I - I - I� I - I - I _ � � THERE HAVE BEEN A HANDFUL OF ASSUMPTIONS MADE THROUGHOUT THE � (n
/ 1 1 I -I-IV-IAI-1-1- - - -I-I- I �t��1-1-L1�i-1-1-1�1_f- - - - - / ` \ 1 1 \ \ ( I \ \ /\ z W
o I 1 � I I I I I \ ` DESIGN OF THE STORMWATER MANAGEMENT; ALL OFF -SITE RUN ON WILL BE i--i x
/ , , / - - -- �I- ICI - - - - -I-I-I �� -I-I-I ./ 11--1 -1 K I 1 I \ \ - 1 I \ \ \ I \ \ J X o I % - I - I - I I -I -ICI -I -I -I- L -I-I - I I-I-I-I-I-I-I-I-I-ICI-1'-I - `-' -� p
I I/ 1� / /I I - - I - gyp- I - I `l =I-ft t- I �� - - ,1- 1-1- r - - - -'( � J � \ \ ` ✓ /- l 1 1 \ � J 1 \ BYPASSED OR DIVERTED AROUND/THROUGH THE SITE AND WILL NOT BE O oC � LU
/ / 1-1 I �- I��-1-1-1-1-1-1-1 I-1-- 1-1 _ 51'-1-1-I-I-i _ / �I 1 1 � \ / I I \ 1 \ /\ \ MANAGED BY THE PROPOSED SCM (STORMWATER CONTROL MEASURES). p
o I c / 11 1-I I 10-1-1-1-1-1-1-1-1-1-1 1-1-1 I-1-1-1-1-r I- t \ � Q
0 / /- I l ( I I -1-1 II I.- b- I-1-1-1-1-1- I 1 1- - - - - - I - I - I - / I � I � -I I � \ \ / ) (I \) \ \V ALL ON -SITE RUNOFF WILL BE COLLECTED AND DETAINED PRIOR TO Q U z
p ) / 11-1-I- ~I f, 1-1-1-1- -I- 1-'V�-1-1-1-I-I ,4 I I / I , I l \\
° / \ �/ / / / \ L,; 1-1�1 - � �I-I-I-I-I- --I-I-I-I-I-I-I I rv?j-, I- \ \ 1 \ / \ 30� I I I \ OUTFALLINGTOTHEIRRESPECTIVEPOINTOFANALYSIS. U Q
o / \ I / ) \ -I\ I �- 1 6-1-1-1-1-1-1 -1 �1-I-1-ICI- I-1L1� I- t \ \` / / I \ \ / (!)
0 \ 1 I f -d- -�-°I -1 - 1-1-1- I I- - IT - \ \ \ / / \ \ I I 1 \ \ ` / \ \ IN THE PROPOSED CONDITIONS, THE SITE WILL BE INCREASING THE ANNUAL = _ L
/ -� / I o \ �`f,-I- - 6-1-1-1 °1-1-1CI- - - - - --ITI -/I-I 1 � / \ \ c I � / \ / p III
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I o /r\\ I ) I I I ° o o, - I 1 -1-1 y 10 1-1-1- - -� -1- I -17-1 /h- I� I 1 ) \ / / .- -\ \ `` _ 0d / I I / I I i I ^) \ / RUNOFF VOLUME BY MORE THAN 10%, SO SCM (STORMWATER CONTROL � Z) >
I I --1-1-1-1- - .-- - I - I /I - THIS DESIGN ASSUMES OFF -SITE RUN ON / / / / \ \`-3 / / o
\ / 1-1�� - - I - - - - -1- 1- \ \ / I \ I I \ MEASURES) WILL BE PROVIDED TO REDUCE RUNOFF TO WITHIN 10 /o OF THE I-
- Z
l 1 PERENNIAL STREAM / 1 / / _ - ' l O O '~ o \ I I \ 1 - - - - - - - - - �I -k- _ - WILL BE BYPASSED AROUND/THROUGH THE J \ -I� � ` - — � ) // I S I , PREDEVELOPMENT. THE SITE WILL BE CAPTURED BY MULTIPLE WET PONDS, U Q
\1/ o I I I UPPER LITTLE RIVER - 1-�I-1- - - - -1-1- I -I �f-l�l / / -- / 1
/ I I I - I - I - I - I - I - I - I - I -X- I� SITE WITHOUT SCM'S, AND ALL ON -SITE - - � - - - - - - / WET POND 1 AND 8 WILL OUTFALL TO POA2. WET PONDS 2 AND 3 OUTFALL TO z
o I t \ d \l, � � 1-1-1- - I - - I -e- It I DRAINAGE WILL BE ROUTED TO SCM'S. EXISTING \ - - _ _ _ _ ,/ I ( \
0 / )b -1-1- - I - I - I � I f I _ _ - � I 100YR _ - _ - ' ` - - o - - - / 1 POA 3, WET PONDS 4, 5, 6, AND 7 WILL OUTFALL TO POA 4.
� ° (( �\ I ^ 1 0 o / / �-I I IIIII I III�� �I / / ° ° o\ 100 R� o FLOODPLAIN X' o ° � � ° 0 0 ° 0 - / / I / \
o I ��, �__� / I ° o\ / \O / pNE_ ° - - - _ _ I ) \ THE WET PONDS HAVE BEEN PRELIMINARILY SIZED TO HANDLE THE
° ° �\ \ / - 1 _ `° / I I �0- I .._I 111 I'1I 10/ o �° 0 ( ° o . - ' ° `° / / - Z '0 ° 0' " 0 \ I / / DRAINAGE AREA OUTFALLING TO THEM. DUE TO THE VOLATILITY OF THE
° / � \ THIS DESIGN ASSUMES OFF -SITE RUN ON - -1- I�/I - i- 0\ - - o ° ° o ° - , \0 � - ' - \ ° ` \ w
11 �� / o \ I o 0 0 0 ° / \ - o E PE ° \ I ( I PROGRAMMING OF THE INDUSTRIAL PARK, THE WET POND CALCULATIONS
� WILL BE BYPASSED AROUND/THROUGH THE I T - 1- I �- / 0 q / 0 0 / o / Q \ - ,zOI�fEJ�' � 6 y o - ZQN \ °
SITE WITHOUT SCM'S AND ALL ON -SITE \I - -1-1- - 6 o JONESBORO T am - '° ° ° / \� o $ o-o-o ° ° - - \ o ` 1 \ -1 / ARE MINIMAL, BUT ARE SIZED TO SHOW THE GENERAL INTENT. THE WET Q
/ I--I-I- OWNSHIP 60 0 _ _ \ 0 1► I i - _
\II \ DRAINAGE WILL BE ROUTED TO SCM'S. 1-1-1- y 1= - - - - V ° ° - -ZONE0 � PONDS HAVE BEEN SIZED WITH THE FOLLOWING ASSUMPTIONS: THE
/ 1 r ' �(� \ \ \ - o - - W �/_ � ,I I I �� GREENWOOD TOWNSHIP - � - / l \ \ ° 1I ) � � � � / / DRAINAGE ARE TO THE WETPOND IS ASSUMED TO BE 70% IMPERVIOUS
�� -
I _ \\\�� \V \ji \ji \L/ T \ ° 1 .0. COVER, THE WET POND WILL NEED +/-4-5' OF DEPTH FOR THE PERMANENT
/ I1 \- f\ , �� ���No I I � l- \ o I / POOL TO HANDLE THE WATER QUALITY REQUIREMENTS SET WITHIN NORTH
\° \1/ \1/ \j/ _' \ � 0 1 /
/ /�/ - \\ _ 11�\\° \1/ \1/ - � > °° / / CAROLINA. IT WILL NEED +/-T OF DEPTH FOR VOLUME STORAGE, AND +/-40' O
\ ` I \ / / / BUFFER HAS BEEN PROVIDED TO ACCOUNT FOR FOREBAYS, SPILLWAYS,
J/ -/ - _ `\ \� \A \ � ° o � � � � � ° ) � —� �� ? _ _ _ _ _ _ - - - - - - - � ° ° 00 0 � / MAINTENANCE ACCESS, AND GENERAL TIE OUT GRADING. REFER TO C6.04
/ \\\\\"I, ,_ �, POINTOFANALYS/S4 /�11 — __—_-------- °
f ) \�\\\\�� �\ Tc = 31.35, IN. � � f� / 0.��0-0 _ - -i _ - _ _ - - - - - o° / FOR THE CALCULATIONS OF THE PONDS. —
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