SW1220801_Stormwater Report_20220824

Sparks Drive Commercial Building
Stormwater Narrative
176 Sparks Drive
Forest City, NC
July 9, 2022
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Kevin Pulis, PE
Senior Civil Engineer
Tarr Group, LLC

Sparks Drive Commercial Development — Forest City, NC
Stormwater Narrative
Project Description and Existing Conditions
The purpose of this project is to construct a commercial development with one building totaling 7,100
square feet with associated parking, utilities, and landscaping on a 1.37-acre parcel. The site is located at
176 Sparks Drive in the Town of Forest City.
The parcel is currently entirely vegetated and historical aerial images show that it is primarily grass in
good condition. The site slopes from west to east at approximately a 5 percent slope.
Stormwater Quantity
Town of Forest City Requirements
Per Town Ordinance 10.3.1, post -development runoff rates be the same as pre -development runoff
rates for the 1- and 10-year, 24-hour storms. A wet pond is being proposed to meet this requirement.
NCDEQ Requirements
Since this project exceeds 1 acre of disturbance the NCDEQ stormwater ordinance is in effect. Since a
wet pond is being proposed, State Code 15A NCAC 02H.1053(8) requires that "the wet pond shall
discharge runoff from the one-year, 24-hour storm in a manner that minimizes hydrologic impacts to the
receiving channel.
Pre -Development
As mentioned in the Project Description, the site currently contains a mixture of scrub trees and grasses
in fair condition. According to the NRCS Soil Map, 100% of this site consists of Pacolet Sandy Clay Loam
which has a hydraulic soil group of "B".
Based on a topographic survey there are three definable watersheds on this site which flow offsite at
different locations. Each watershed was modeled and assumed to combine downstream to give a total
pre -development site runoff rate.
A curve number (CN) of 61 was assigned to each watershed based on the existing land use of "grass —
good condition". These CN values were used in the stormwater modeling for pre -development runoff
rates.
A time of concentration (Tc) for each watershed was calculated based on its most hydraulically remote
portion. Given the topography the Tc values ranged from 5 minutes to 13.3 minutes.
Using the information above, Hydraflow Hydrographs software (2020 Version) was used to calculate a
pre -development peak runoff rate for the site. The table at the end of the Post -Development section
displays the results of the pre -development study. Please refer to the Appendix for detailed calculations
for the CN, Tc, and peak runoff rates for the 1-, 10-, and 100-year storms.

Post -Development
In the post -development condition, 36,437 SF of built upon area (BUA) will be created. This BUA can be
broken down as 27,108 SF of parking, 1,735 SF of sidewalk, 7,100 SF of roof, and 494 SF of dumpster
enclosure. The site will be graded to create 4 distinct watersheds. Storm drain and curb will be installed
to take the bulk of the site (48,600 SF) to a proposed wet pond. The remaining portion of the site
(11,077 SF) will bypass the wet pond. The portions of the site that bypass the wet pond will not cause
any adverse impact to downstream properties.
A weighted curve number (CN) for each watershed was calculated based on their land uses. Watersheds
1 and 2 consist of landscaped areas and have been assigned a CN of 61 based on the land use of "lawn —
good condition". Watershed 3 was assigned a composite CN of 88 based on the land uses of "lawn —
good condition", "impervious area", and "open water" (the proposed wet pond's permanent pool).
Watershed 4 was assigned a composite CN of 85 based on the land uses of "lawn — good condition" and
"impervious area". Each of these CN values were used in the stormwater modeling for post -
development runoff rates.
A time of concentration (Tc) of 5 minutes was assigned to each watershed based on the convention for
post -development hydrology studies.
Using the information above, Hydraflow Hydrographs software (2020 Version) was used to calculate a
post -development peak runoff rate for the site for the 1-, 10-, and 100-year, 24-hour storms. These
calculations showed an increase in peak flow rates in the post -development condition.
In order to meet the requirements of the Town of Forest City and NCDEQ, a wet pond with a peak rate
attenuation control structure will be created. This wet pond was designed to limit overall site peak
runoff rates for the 1- and 10-year, 24-hour storms. The pond was also analyzed for the 100-year, 24-
hour storm to ensure that it would not overtop and maintains a minimum 1 foot of freeboard.
Following is a summary of the results of the site's post -development versus pre -development peak
hydrology study when routed through the wet pond:
Wet Pond— Permanent Pool = 994.00, Emergency Spillway = 997.00, Top of Dam = 998.00
Storm Event
Pre -Development
Post -Development
Wet Pond
Max WSE
1-year, 24 hr
0.606 cfs
0.421 cfs
995.58'
10-year, 24 hr
3.251 cfs
2.682 cfs
996.61'
100-year, 24 hr
7.261 cfs
13.16 cfs
996.90'
Based on the results shown in the table above the site is confirmed to meet the stormwater quantity
requirements of the Town of Forest City and NCDEQ.

Stormwater Quality
Town of Forest City Requirements
The Town of Forest City doesn't have any water quality requirements.
NCDEQ Requirements
Since this project exceeds 1 acre of disturbance the NCDEQ stormwater ordinance is in effect. Since this
project is considered high density and is located in an urbanizing area, State Code 15A NCAC
02H.1017(5) requires water quality treatment for the one -inch storm to achieve an 85% TSS annual
removal.
SCM Utilized
Under the most current version of the NCDEQ Stormwater Design Manual, all "Primary" SCMs are
considered to provide at least 85% TSS annual removal if they're designed in accordance to the NCDEQ
minimum design criteria. For this project a wet pond was utilized. This wet pond is designed to treat the
first inch of runoff (85% TSS removal) per the MDC in 15A NCAC 2H.1053 and SCM credit document C-3
of the NCDEQ Stormwater Design Manual.
To meet the MDC for wet ponds, there are two main design elements that must be considered — water
quality treatment volume and the design of the main pool. The following information describes those
requirements and how they are met.
Water Quality (First Inch) Treatment
To meet the MDC each wet pond has to be designed to capture and treat the first inch of runoff from
the impervious areas that drains to it. For this project though there is a portion of the site that is
downhill of the pond and therefore cannot drain to it. The pond was oversized to account for the lack of
water quality treatment of that area. Below is a breakdown of the impervious areas and the calculated
water quality volume:
• Direct area draining to wet pond = 48,600 square feet (1.116 acres)
• Impervious area to wet pond = 32,560 square feet
• Impervious area that bypasses the wet pond = 3,877 square feet
• Impervious area percentage not including bypass impervious = 67%
• Impervious area percentage including the bypass imperious = 75%
• Design Volume = 3630 * 1 inch * (0.05 + 0.9 * 0.75) * 1.116 = 2,936 cubic feet
For this design an overflow weir will be installed at elevation 995.25 which provides a water quality
treatment volume of 3,188 cubic feet.
Additionally, the water quality volume must be drawn down over a period of 2 to 5 days. Per the results
of the hydrology study the following draw down times are achieved:
• Beginning of drawdown at 24.80 hours
• Complete drawdown at 78.83 hours
• Total drawdown time of 54.03 hours = 2.25 days

Main Pool Design
To meet the MDC the main pool shall be designed with an average depth between 3 and 8 feet and a
surface area to drainage area ratio (SA/DA) that varies based on the average impervious area of the
watershed draining to it. Below is a breakdown of those values and how they were met:
Average Depth
• Equation 3 of the MDC is being used since the vegetated shelf is submerged.
• Volume of permanent pool = 2,550 cubic feet
• Volume of submerged portion of vegetated shelf = 330 cubic feet
• Net volume of main pool = 2,220 cubic feet
• Area at bottom of submerged shelf = 730 square feet
• Average depth = 3.04 feet
SA/DA Ratio
• Drainage area to wet pond = 48,600 square feet
• Impervious area of drainage area (including bypassed impervious area) = 75%
• Required SA/DA ratio per Table 1 of the MDC = 2.72
• Surface area of permanent pool = 1,547 square feet
• Provided SA/DA ratio = 3.18
Operations and Maintenance Requirements
Permanent maintenance of the wet pond is critical to ensure they function as designed. The wet pond
will require inspections and maintenance on a regular basis. The engineering drawings contain a specific
operations and maintenance schedule. NCDEQ also provides guidance and requirements on operations
and maintenance of the wet pond. The owner of record shall refer to NCDEQ documents throughout the
life of the property as the guidance is constantly being updated and improved.

Appendix A
Pre -Development and Post -Development Maps

FINAL DRAWING - RELEASED FOR CONSTRUCTIO,
PRE -DEVELOPMENT WATERSHEDS
"PRE-WS 1"
AREA = 0.31 AC
Tc = 13.3 MINUTES
CN = 61 (100% GRASS - GOOD CONDITION)
"PRE-WS 2"
AREA = 0.99 AC
Tc = 12.3 MINUTES
CN = 61 (100% GRASS - GOOD CONDITION)
"PRE-WS 3"
AREA = 0.06 AC
Tc = 5 MINUTES (ASSUMED)
CN = 61 (100% GRASS - GOOD CONDITION)
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WATERSHED EXHIBIT
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FINAL DRAWING - RELEASED FOR CONSTRUCTIOA
POST -DEVELOPMENT WATERSHEDS
"POST-WS 1"
AREA = 0.04 AC
Tc = 5 MINUTES (ASSUMED)
CN = 61 (100% GRASS - GOOD CONDITION)
"POST-WS 2"
AREA = 0.07 AC
Tc = 5 MINUTES (ASSUMED)
CN = 61 (100% GRASS - GOOD CONDITION)
"POST-WS 3"
AREA = 1.12 AC
Tc = 5 MINUTES (ASSUMED)
CN = 88 (5% WET POND OPEN WATER, 67% IMPERVIOUS,
28% GRASS - GOOD CONDITION)
"POST-WS 4 (UNDETAINED)"
AREA = 0.11 AC
TC = 5 MINUTES (ASSUMED)
CN = 85 (64% IMPERVIOUS, 36% GRASS - GOOD CONDITION)
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Appendix 6
Hydraflow Hydrographs Calculations

Hy d raf I ow Table of Contents Forest City Hydrology Calculations.gpw
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020 Saturday, 07 / 9 / 2022
Hydrograph Return Period Recap............................................................................. 1
1 -Year
SummaryReport.........................................................................................................................
2
HydrographReports...................................................................................................................
3
Hydrograph No.
1, SCS Runoff, Pre-WS 1..............................................................................
3
TR-55 Tc Worksheet...........................................................................................................
4
Hydrograph No.
2, SCS Runoff, Pre-WS 2..............................................................................
5
TR-55 Tc Worksheet...........................................................................................................
6
Hydrograph No.
3, SCS Runoff, Pre-WS 3..............................................................................
7
Hydrograph No.
4, Combine, Pre -Development Total..............................................................
8
Hydrograph No.
5, SCS Runoff, Post-WS 1.............................................................................
9
Hydrograph No.
6, SCS Runoff, Post-WS 2...........................................................................
10
Hydrograph No.
7, SCS Runoff, Post-WS 3...........................................................................
11
Hydrograph No.
8, Reservoir, Wet Pond................................................................................
12
PondReport
- Wet Pond....................................................................................................
13
Hydrograph No.
9, SCS Runoff, Post-WS 4(Undetained).....................................................
14
Hydrograph No.
10, Combine, Post -Development Total ........................................................
15
10 -Year
SummaryReport.......................................................................................................................
16
HydrographReports.................................................................................................................
17
Hydrograph No.
1, SCS Runoff, Pre-WS 1............................................................................
17
Hydrograph No.
2, SCS Runoff, Pre-WS 2............................................................................
18
Hydrograph No.
3, SCS Runoff, Pre-WS 3............................................................................
19
Hydrograph No.
4, Combine, Pre -Development Total............................................................
20
Hydrograph No.
5, SCS Runoff, Post-WS 1...........................................................................
21
Hydrograph No.
6, SCS Runoff, Post-WS 2...........................................................................
22
Hydrograph No.
7, SCS Runoff, Post-WS 3...........................................................................
23
Hydrograph No.
8, Reservoir, Wet Pond................................................................................
24
Hydrograph No.
9, SCS Runoff, Post-WS 4(Undetained).....................................................
25
Hydrograph No.
10, Combine, Post -Development Total ........................................................
26
100 - Year
SummaryReport
.......................................................................................................................
27
HydrographReports.................................................................................................................
28
Hydrograph No.
1, SCS Runoff, Pre-WS 1............................................................................
28
Hydrograph No.
2, SCS Runoff, Pre-WS 2............................................................................
29
Hydrograph No.
3, SCS Runoff, Pre-WS 3............................................................................
30
Hydrograph No.
4, Combine, Pre -Development Total............................................................
31
Hydrograph No.
5, SCS Runoff, Post-WS 1...........................................................................
32
Hydrograph No.
6, SCS Runoff, Post-WS 2...........................................................................
33
Hydrograph No.
7, SCS Runoff, Post-WS 3...........................................................................
34
Hydrograph No.
8, Reservoir, Wet Pond................................................................................
35
Hydrograph No.
9, SCS Runoff, Post-WS 4(Undetained).....................................................
36
Hydrograph No.
10, Combine, Post -Development Total ........................................................
37
OFReport.................................................................................................................. 38

Hydrograph Return Period Recap raflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2-yr
3-yr
5-yr
1 0-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
0.139
-------
-------
-------
0.753
-------
-------
1.659
Pre-WS 1
2
SCS Runoff
------
0.445
-------
-------
-------
2.403
-------
-------
5.297
Pre-WS 2
3
SCS Runoff
------
0.037
-------
-------
-------
0.177
-------
-------
0.379
Pre-WS 3
4
Combine
1,2,3
0.606
-------
-------
-------
3.251
-------
-------
7.261
Pre -Development Total
5
SCS Runoff
------
0.025
-------
-------
-------
0.118
-------
-------
0.252
Post-WS 1
6
SCS Runoff
------
0.043
-------
-------
-------
0.207
-------
-------
0.442
Post-WS 2
7
SCS Runoff
------
3.713
-------
-------
-------
7.589
-------
-------
12.02
Post-WS 3
8
Reservoir
7
0.278
-------
-------
-------
2.275
-------
-------
11.36
Wet Pond
9
SCS Runoff
------
0.325
-------
-------
-------
0.703
-------
-------
1.142
Post-WS 4 (Undetained)
10
Combine
5,6,8,
0.421
-------
-------
-------
2.682
-------
-------
13.16
Post -Development Total
9
Proj. file: Forest City Hydrology Calculations.gpw
Saturday, 07 / 9 / 2022

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.139
2
724
515
------
------
------
Pre-WS 1
2
SCS Runoff
0.445
2
724
1,645
------
------
------
Pre-WS 2
3
SCS Runoff
0.037
2
718
91
------
------
------
Pre-WS 3
4
Combine
0.606
2
722
2,251
1, 2, 3
------
------
Pre -Development Total
5
SCS Runoff
0.025
2
718
60
------
------
------
Post-WS 1
6
SCS Runoff
0.043
2
718
106
------
------
------
Post-WS 2
7
SCS Runoff
3.713
2
716
7,612
------
------
------
Post-WS 3
8
Reservoir
0.278
2
750
7,574
7
995.58
4,212
Wet Pond
9
SCS Runoff
0.325
2
716
658
------
------
------
Post-WS 4 (Undetained)
10
Combine
0.421
2
718
8,398
5, 6, 8,
------
------
Post -Development Total
9
Forest City Hydrology Calculations.gpw
Return Period: 1 Year
Saturday, 07 / 9 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 1
Pre-WS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.139 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 515 cuft
Drainage area
= 0.310 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.30 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre-WS 1
Hyd. No. 1 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 1
Pre-WS 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.86
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 12.99 +
0.00 +
0.00 =
12.99
Shallow Concentrated Flow
Flow length (ft)
= 80.00
0.00
0.00
Watercourse slope (%)
= 6.25
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.03
0.00
0.00
Travel Time (min)
= 0.33 +
0.00 +
0.00 =
0.33
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
13.30 min

I-
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 2
Pre-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.445 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 1,645 cuft
Drainage area
= 0.990 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.30 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre-WS 2
Hyd. No. 2 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 2
Pre-WS 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.86
0.00
0.00
Land slope (%)
= 2.50
0.00
0.00
Travel Time (min)
= 11.88 +
0.00 +
0.00 =
11.88
Shallow Concentrated Flow
Flow length (ft)
= 80.00
0.00
0.00
Watercourse slope (%)
= 5.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.61
0.00
0.00
Travel Time (min)
= 0.37 +
0.00 +
0.00 =
0.37
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
12.30 min

I
M
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 3
Pre-WS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.037 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 91 cuft
Drainage area
= 0.060 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
M:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Pre-WS 3
Hyd. No. 3 -- 1 Year
Q (cfs)
0.10
0.09
M M
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 4
Pre -Development Total
Hydrograph type
= Combine
Peak discharge
= 0.606 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 2,251 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 1.360 ac
Q (cfs)
1.00
0.90
WE
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Pre -Development Total
Hyd. No. 4 -- 1 Year
Q (cfs)
1.00
0.90
M :M
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 5
Post-WS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.025 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 60 cuft
Drainage area
= 0.040 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
M:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Post-WS 1
Hyd. No. 5 -- 1 Year
Q (cfs)
0.10
0.09
M M
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 6
Post-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.043 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 106 cuft
Drainage area
= 0.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
M:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Post-WS 2
Hyd. No. 6 -- 1 Year
Q (cfs)
0.10
0.09
M M
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 7
Post-WS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 3.713 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 7,612 cuft
Drainage area
= 1.120 ac
Curve number
= 88*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.060 x 100) + (0.750 x 98) + (0.310 x 61)] / 1.120
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
— Hyd No. 7
Post-WS 3
Hyd. No. 7 -- 1 Year
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320
Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 8
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.278 cfs
Storm frequency
= 1 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 7,574 cuft
Inflow hyd. No.
= 7 - Post-WS 3
Max. Elevation
= 995.58 ft
Reservoir name
= Wet Pond
Max. Storage
= 4,212 cuft
Storage Indication method used
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 480
— Hyd No. 8
Wet Pond
Hyd. No. 8 -- 1 Year
960 1440 1920
Hyd No. 7
2400 2880 3360 3840 4320
® Total storage used = 4,212 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
4800
Time (min)

Pond Report
13
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 994.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 994.00
2,062
0
0
1.00 995.00
2,760
2,402
2,402
2.00 996.00
3,514
3,129
5,531
3.00 997.00
4,345
3,922
9,453
4.00 998.00
5,155
4,744
14,197
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 18.00
1.00
0.00
0.00
Span (in)
= 18.00
1.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 991.30
994.00
0.00
0.00
Length (ft)
= 130.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
4.00
rM
M
0.00
0.00 4.00
Total Q
8.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft) =
16.00
0.50
10.00
0.00
Crest El. (ft) =
996.60
995.25
997.00
0.00
WeirCoeff. =
3.33
2.60
2.60
3.33
Weir Type =
1
Broad
Broad
---
Multi-Stage =
Yes
Yes
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
998.00
997.00
995.00
994.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00
Discharge (cfs)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 9
Post-WS 4 (Undetained)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 0.110 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 3.20 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Saturday, 07 / 9 / 2022
= 0.325 cfs
= 716 min
= 658 cuft
= 85*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.070
Q (cfs)
x 98) + (0.040 x 61)] / 0.110
Post-WS 4 (Undetained)
Hyd. No. 9 -- 1 Year
Q (cfs)
0.50
0.50
0.45
0.45
7
0.40
0.40
0.35
0.35
0.30
0.30
0.25
0.25
0.20
0.20
0.15
0.15
0.10
0.10
0.05
0.05
0.00
Of
0.00
0 120
Hyd No.
240 360 480 600 720 840 960 1080
9
1200 1320 1440
Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 10
Post -Development Total
Hydrograph type
= Combine
Peak discharge
= 0.421 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,398 cuft
Inflow hyds.
= 5, 6, 8, 9
Contrib. drain. area
= 0.220 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00

Hydrograph Summary Report
16
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.753
2
722
2,022
------
------
------
Pre-WS 1
2
SCS Runoff
2.403
2
722
6,459
------
------
------
Pre-WS 2
3
SCS Runoff
0.177
2
718
356
------
------
------
Pre-WS 3
4
Combine
3.251
2
722
8,837
1, 2, 3
------
------
Pre -Development Total
5
SCS Runoff
0.118
2
718
237
------
------
------
Post-WS 1
6
SCS Runoff
0.207
2
718
415
------
------
------
Post-WS 2
7
SCS Runoff
7.589
2
716
16,167
------
------
------
Post-WS 3
8
Reservoir
2.275
2
724
16,129
7
996.61
7,924
Wet Pond
9
SCS Runoff
0.703
2
716
1,470
------
------
------
Post-WS 4 (Undetained)
10
Combine
2.682
2
720
18,251
5, 6, 8,
------
------
Post -Development Total
9
Forest City Hydrology Calculations.gpw
Return Period: 10 Year
Saturday, 07 / 9 / 2022

17
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 1
Pre-WS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.753 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 2,022 cuft
Drainage area
= 0.310 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.30 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
WE
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Pre-WS 1
Hyd. No. 1 -- 10 Year
Q (cfs)
1.00
0.90
M :M
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 2
Pre-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.403 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 6,459 cuft
Drainage area
= 0.990 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.30 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre-WS 2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 3
Pre-WS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.177 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 356 cuft
Drainage area
= 0.060 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre-WS 3
Hyd. No. 3 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020 Saturday, 07 / 9 / 2022
Hyd. No. 4
Pre -Development Total
Hydrograph type = Combine Peak discharge = 3.251 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 8,837 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.360 ac
Pre -Development Total
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 — Hyd No. 1 Hyd No. 2 Hyd No. 3

21
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 5
Post-WS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.118 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 237 cuft
Drainage area
= 0.040 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post-WS 1
Hyd. No. 5 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 6
Post-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.207 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 415 cuft
Drainage area
= 0.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post-WS 2
Hyd. No. 6 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

23
Hydrograph
Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9
/ 2022
Hyd. No. 7
Post-WS 3
Hydrograph type
= SCS Runoff Peak discharge
= 7.589 cfs
Storm frequency
= 10 yrs Time to peak
= 716 min
Time interval
= 2 min Hyd. volume
= 16,167 cuft
Drainage area
= 1.120 ac Curve number
= 88*
Basin Slope
= 0.0 % Hydraulic length
= 0 ft
Tc method
= User Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.60 in Distribution
= Type II
Storm duration
= 24 hrs Shape factor
= 484
Composite (Area/CN) _ [(0.060
x 100) + (0.750 x 98) + (0.310 x 61)] / 1.120
Post-WS 3
Q (cfs)
Hyd. No. 7 -- 10 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120
240 360 480 600 720 840 960 1080 1200
— Hyd No.
7
Time
(min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 8
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.275 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 16,129 cuft
Inflow hyd. No.
= 7 - Post-WS 3
Max. Elevation
= 996.61 ft
Reservoir name
= Wet Pond
Max. Storage
= 7,924 cuft
Storage Indication method used
Q (cfs)
8.00
.M
4.00
2.00
0.00
0 240
— Hyd No. 8
Wet Pond
Hyd. No. 8 -- 10 Year
480 720 960
Hyd No. 7
1200 1440 1680 1920 2160
® Total storage used = 7,924 cuft
Q (cfs)
8.00
M
4.00
2.00
—6- 0.00
2400
Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 9
Post-WS 4 (Undetained)
Hydrograph type
= SCS Runoff
Peak discharge
= 0.703 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,470 cuft
Drainage area
= 0.110 ac
Curve number
= 85*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.070 x 98) + (0.040 x 61)] / 0.110
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 9 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 10
Post -Development Total
Hydrograph type = Combine
Peak discharge
= 2.682 cfs
Storm frequency = 10 yrs
Time to peak
= 720 min
Time interval = 2 min
Hyd. volume
= 18,251 cuft
Inflow hyds. = 5, 6, 8, 9
Contrib. drain. area
= 0.220 ac
Q (cfs)
3.00
2.00
1.00
e
Post -Development Total
Hyd. No. 10 -- 10 Year
240 480 720
Hyd No. 10 — Hyd No. 5
Hyd No. 9
960 1200
Hyd No. 6
1440 1680
Hyd No. 8
Q (cfs)
3.00
2.00
1.00
�- 0.00
1920
Time (min)

Hydrograph Summary Report
27
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.659
2
720
4,328
------
------
------
Pre-WS 1
2
SCS Runoff
5.297
2
720
13,820
------
------
------
Pre-WS 2
3
SCS Runoff
0.379
2
718
761
------
------
------
Pre-WS 3
4
Combine
7.261
2
720
18,909
1, 2, 3
------
------
Pre -Development Total
5
SCS Runoff
0.252
2
718
508
------
------
------
Post-WS 1
6
SCS Runoff
0.442
2
718
888
------
------
------
Post-WS 2
7
SCS Runoff
12.02
2
716
26,414
------
------
------
Post-WS 3
8
Reservoir
11.36
2
718
26,377
7
996.90
9,044
Wet Pond
9
SCS Runoff
1.142
2
716
2,460
------
------
------
Post-WS 4 (Undetained)
10
Combine
13.16
2
718
30,232
5, 6, 8,
------
------
Post -Development Total
9
Forest City Hydrology Calculations.gpw
Return Period: 100 Year
Saturday, 07 / 9 / 2022

Hydrograph Report
28
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 1
Pre-WS 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.310 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.37 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-WS 1
Hyd. No. 1 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Saturday, 07 / 9 / 2022
= 1.659 cfs
= 720 min
= 4,328 cuft
= 61
= 0 ft
= 13.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
29
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 2
Pre-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.297 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 13,820 cuft
Drainage area
= 0.990 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.30 min
Total precip.
= 8.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre-WS 2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 3
Pre-WS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.379 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 761 cuft
Drainage area
= 0.060 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre-WS 3
Hyd. No. 3 -- 100 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020 Saturday, 07 / 9 / 2022
Hyd. No. 4
Pre -Development Total
Hydrograph type = Combine Peak discharge = 7.261 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 18,909 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.360 ac
Q (cfs)
8.00
M
4.00
2.00
0.00
0 120 240 360 480 600 720
— Hyd No. 4 - Hyd No. 1
Pre -Development Total
Hyd. No. 4 -- 100 Year
Q (cfs)
8.00
M
4.00
r M�
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 2 Hyd No. 3 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 5
Post-WS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.252 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 508 cuft
Drainage area
= 0.040 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post-WS 1
Hyd. No. 5 -- 100 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 6
Post-WS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.442 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 888 cuft
Drainage area
= 0.070 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post-WS 2
Hyd. No. 6 -- 100 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 7
Post-WS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 12.02 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 26,414 cuft
Drainage area
= 1.120 ac
Curve number
= 88*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.060 x 100) + (0.750 x 98) + (0.310 x 61)] / 1.120
Q (cfs)
14.00
12.00
10.00
: M
. 11
4.00
2.00
e
Post-WS 3
Hyd. No. 7 -- 100 Year
Q (cfs)
14.00
12.00
10.00
M
. We
4.00
2.00
—' '_""-_ I ' I I T 0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 8
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 11.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 26,377 cuft
Inflow hyd. No.
= 7 - Post-WS 3
Max. Elevation
= 996.90 ft
Reservoir name
= Wet Pond
Max. Storage
= 9,044 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 8 Hyd No. 7 ® Total storage used = 9,044 cult

Hydrograph Report
36
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Hyd. No. 9
Post-WS 4 (Undetained)
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.110 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.37 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.070 x 98) + (0.040 x 61)] / 0.110
Q (cfs)
2.00
1.00
0.00
0 120 240 360 480 600 720 840
Hyd No. 9
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-WS 4 (Undetained)
Hyd. No. 9 -- 100 Year
Saturday, 07 / 9 / 2022
= 1.142 cfs
= 716 min
= 2,460 cuft
= 85*
= 0 ft
= 5.00 min
= Type II
= 484
960 1080
Q (cfs)
2.00
1.00
0.00
1200
Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020
Saturday, 07 / 9 / 2022
Hyd. No. 10
Post -Development Total
Hydrograph type
= Combine
Peak discharge
= 13.16 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 30,232 cuft
Inflow hyds.
= 5, 6, 8, 9
Contrib. drain. area
= 0.220 ac
Q (cfs)
14.00
12.00
10.00
M
.UR
4.00
2.00
Post -Development Total
Hyd. No. 10 -- 100 Year
Q (cfs)
14.00
12.00
10.00
M
I. �r@
4.00
ItM
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 9

Hydraflow Rainfall Report
38
Hydraflow Hydrographs Extension for Autodeskg Civil 3DO by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--------
2
73.8799
13.2000
0.8898
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
73.4818
12.4000
0.8020
--------
25
0.0000
0.0000
0.0000
--------
50
0.0000
0.0000
0.0000
--------
100
59.4098
9.6000
0.6647
--------
File name: NC Forest City.IDF
Intensity = B / (Tc + D)^E
Saturday, 07 / 9 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.59
4.50
3.79
3.27
2.89
2.59
2.35
2.15
1.99
1.85
1.73
1.62
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.44
6.07
5.17
4.52
4.03
3.64
3.33
3.07
2.86
2.67
2.51
2.37
25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
10.00
8.22
7.07
6.25
5.63
5.15
4.76
4.43
4.16
3.92
3.72
3.54
Tc = time in minutes. Values may exceed 60.
PreciD. file name: C:\Users\Kevin Pulis\tarr-arouD.com\Dvlan Tarr - Production\Stormwater\NC - Forest Citv.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.20
3.86
0.00
0.00
5.60
0.00
0.00
8.37
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Appendix C
Water Quality Drawdown Table

17
Wet Pond
1
inch WQ volume draw down
begins
Hydrograph Discharge
Table at hour 24.80
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs
cfs
cfs cfs cfs
cfs
23.90
0.034
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.041
23.93
0.034
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.041
23.97
0.034
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.041
24.00
0.034
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.041
24.03
0.027
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.040
24.07
0.013
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.040
24.10
0.004
995.28
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.040
24.13
0.000
995.27
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.040
24.17
0.000
995.27
11.43
0.029 ----- ----- -----
0.011
----- ----- -----
0.040
24.20
0.000
995.27
11.43
0.029 ----- ----- -----
0.010
----- ----- -----
0.039
24.23
0.000
995.27
11.43
0.029 ----- ----- -----
0.010
----- ----- -----
0.039
24.27
0.000
995.27
11.43
0.029 ----- ----- -----
0.010
----- ----- -----
0.039
24.30
0.000
995.27
11.43
0.029 ----- ----- -----
0.010
----- ----- -----
0.039
24.33
0.000
995.27
11.43
0.029 ----- ----- -----
0.009
----- ----- -----
0.039
24.37
0.000
995.26
11.43
0.029 ----- ----- -----
0.009
----- ----- -----
0.038
24.40
0.000
995.26
11.43
0.029 ----- ----- -----
0.009
----- ----- -----
0.038
24.43
0.000
995.26
11.43
0.029 ----- ----- -----
0.009
----- ----- -----
0.038
24.47
0.000
995.26
11.43
0.029 ----- ----- -----
0.009
----- ----- -----
0.038
24.50
0.000
995.26
11.43
0.029 ----- ----- -----
0.008
----- ----- -----
0.037
24.53
0.000
995.26
11.43
0.029 ----- ----- -----
0.008
----- ----- -----
0.037
24.57
0.000
995.26
11.43
0.029 ----- ----- -----
0.008
----- ----- -----
0.037
24.60
0.000
995.25
11.43
0.029 ----- ----- -----
0.008
----- ----- -----
0.037
24.63
0.000
995.25
11.43
0.029 ----- ----- -----
0.008
----- ----- -----
0.037
24.67
0.000
995.25
11.43
0.029 ----- ----- -----
0.007
----- ----- -----
0.036
24.70
0.000
995.25
11.43
0.029 ----- ----- -----
0.007
----- ----- -----
0.036
24.73
0.000
995.25
11.43
0.029 ----- ----- -----
0.007
----- ----- -----
0.036
24.77
0.000
995.25
11.43
0.029 ----- ----- -----
0.007
----- ----- -----
0.036
24.80
0.000
995.25
11.43
0.029 ----- ----- -----
0.007
----- ----- -----
0.035
Continues on next page...

75
Wet Pond 1 inch WQ volume draw down ends at hour
Hydrograph Discharge Table 78.83 --> 54.03 hour (2.25 day) draw down time
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
78.03
0.000
994.05
5.428
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.07
0.000
994.05
5.407
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.10
0.000
994.05
5.393
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.13
0.000
994.05
5.372
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.17
0.000
994.05
5.358
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.20
0.000
994.05
5.337
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.23
0.000
994.05
5.323
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.27
0.000
994.05
5.309
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.30
0.000
994.05
5.288
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.33
0.000
994.05
5.274
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.37
0.000
994.05
5.254
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.40
0.000
994.05
5.240
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.43
0.000
994.05
5.226
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.47
0.000
994.05
5.205
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.50
0.000
994.05
5.191
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.53
0.000
994.05
5.177
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.57
0.000
994.05
5.156
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.60
0.000
994.04
5.142
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.63
0.000
994.04
5.128
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.67
0.000
994.04
5.107
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.70
0.000
994.04
5.093
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.73
0.000
994.04
5.079
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.77
0.000
994.04
5.058
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.80
0.000
994.04
5.044
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
78.83
0.000
994.04
5.030
0.003 ----- ----- ----- ----- ----- ----- -----
0.003
End

Appendix D
Wet Pond Supplemental Data Sheet

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
OJECT IN RMATION
1 Project Name
2 Project Area (ac)
3 Coastal Wetland Area ac
4 Surface Water Area (ac)
5 Is this project High or Low Density?
6 Does this project use an off -site SCM?
Sparks Drive Commercial Buildin
1.37
0
0
High
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003 4 c-d =1
N/A
10
Is streambank stabilization proposed on this project?
No
MBER AND TYPE
11
Infiltration System
12
Bioretention Cell
13
Wet Pond
1
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting RWH
18
JGreen Roof
19
Level S reader -Filter Strip LS-FS
20
Disconnected Impervious Surface DIS
21
Treatment Swale
22
Dry Pond
23
StormFilter
24
Silva Cell
25
Ba filter
26
Filterra
FORMS LOADED
SIGNER CERTIFICATION
27
Name and Title:
Kevin Pulis, PE
28
Or anization:
Tarr Group, LLC
29
Street address:
8650 E. State Rd 32
30
Cit , State, Zip:
Zionsville, IN 46077
31
Phone number(s):
843-633-3579
32
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision, that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete, and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
SEAL
042797
A
Seal
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
1
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
Wet Pond
Wet Pond
5
Total drainage area (sq ft
59677
48600
6
Onsite drainage area (sq ft
59677
48600
7
Offsite drainage area (sq ft)
zero
zero
8
Total BUA in project (sq ft)
36437 sf
36437 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
zero
zero
10permitting)
New BUA not on subdivided lots (subject to
s
zero
zero
11
Offsite BUA (sq ft
zero
zero
12
Breakdown of new BUA not on subdivided lots:
Parkin (sq ft
27108 sf
27108 sf
Sidewalk (sq ft
1735 sf
1735 sf
Roof (sq ft)
7100 sf
7100 sf
Roadway s ft
zero
zero
Future (sq ft)
zero
zero
Other, please specify in the comment box
below (sq ft
494 sf
494 sf
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
zero
zero
14
New infiltrating permeable pavement not on
Isubdivided lots (sq ft
zero
zero
15permitting)
Existing BUA that will remain (not subject to
s ft
zero
zero
16
Existing BUA that is already permitted (sq ft
zero
zero
17
Existing BUA that will be removed (sq ft)
zero
zero
18
Percent BUA
61%
75%
19
Design storm (inches)
1.0 in
1.0 in
20
Design volume of SCM cu ft
2979 cf
2936 cf
21
lualculation method for design volume
Simple
Simple
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
494 sf represents dumpster enclosure. Calculations for impervious area
treated in SCM 1 includes 3,877 sf of drive aisle that bypasses the SCM. The
pond is being oversized to account for this bypassed impervious.

WET POND
area number
ERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
161
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensedprofessional?
I Yes
18
Sizing method used
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
989.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
989.50
22
Elevation of the bottom of the vegetated shelf (fmsl)
993.00
23
Elevation of the permanent pool (fmsl)
994.00
24
Elevation of the top of the vegetated shelf (fmsl)
994.00
25
Elevation of the temporary pool (fmsl)
995.25
26
Surface area of the main permanent pool (square feet)
1547
27
Volume of the main permanent pool (cubic feet)
2550 cf
28
Average depth of the main pool (feet)
3.04 ft
29
Average depth equation used
Equation 3
30
If using equation 3, main pool perimeter (feet)
110.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
6.0 ft
32
Volume of the forebay (cubic feet)
490 cf
33
Is this 15-20% of the volume in the main pool?
Yes
34
Clean -out depth for forebay (inches)
6 in
351
Design volume of SCM (cu ft)
3188 cf
36
Is the outlet an orifice or a weir?
Orifice
37
If orifice, orifice diameter (inches)
1 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.25
41
Are the inlet(s) and outlet located in a manner that avoids short-
arcuitin ?
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
43
Depth of forebay at entrance (inches)
42 in
44
Depth of forebay at exit (inches)
1 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
6 ft
47
Slope of vegetated shelf (H:V)
6:1
48
Does the orifice drawdown from below the top surface of the
ermanent pooI?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Fescue
54
Has a P antinq plan been provided for the vegetated shelf?
Yes
DITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Exact SHWT elevation not established, geotech report says it is deep. Clay liner
used to establish permanent pool.
Wet Pond 1 11:50 AM 7/10/2022

Appendix E
Wet Pond Operations and Maintenance Agreement

Operation & Maintenance Agreement
Project Name:
Project Location:
Sparks Drive Commercial Building
176 Sparks Drive, Forest City, NC
Cover
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
The SCM(s) on this project include (check all that apply & co
Infiltration Basin Quantity:
Infiltration Trench Quantity:
Bioretention Cell Quantity:
Wet Pond
Stormwater Wetland
Permeable Pavement
Sand Filter
Rainwater Harvesting
Green Roof
Level Spreader - Filter Strip
Proprietary System
Treatment Swale
Dry Pond
Disconnected Impervious Surface
User Defined SCM
Low Density
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Present:
Present:
Present:
ponding O&M sheets will
Location(s):
Location(s):
Location(s):
1 Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
No Location(s):
No Location(s):
No Type:
)e aaaea automaticai
I NW Corner of Site I
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature
County of
personally appeared before me this
Jack Featherston
Manager - RZ Forest City, LLC
1437 Wintercress Court
Marietta, GA 30066
678-492-2182
[e-mail]
, a Notary Public for the State of
, do hereby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
Date:
and
Seal
My commission expires
STORM-EZ 7/7/2022
Version 1.5 O&M Agreement Page 1 of 1

Wet Pond Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
- perimeter of the basin should be watered twice weekly if needed, until the plants become
established (commonly six weeks).
No portion of the wet pond should be fertilized after the initial fertilization that is required to establish
the plants on the vegetated shelf.
_ Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet
pond.
If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain will be minimized as much as possible.
At least once annually, a dam safety expert will inspect the embankment. Any problems that are
found will be repaired immediately.
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a
known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element:
Potential problem:
How to remediate the problem:
The entire wet pond
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, plant ground
pond
erosive gullies have
cover and water until it is established. Provide lime and a one -
formed.
time fertilizer application.
The inlet pipe is clogged
Unclog the pipe. Dispose of the sediment off -site.
(if applicable).
The inlet pipe is cracked
or otherwise damaged (if
Repair or replace the pipe.
The inlet device
applicable).
Erosion is occurring in the
Regrade the swale if necessary and provide erosion control
swale (if applicable).
devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Sediment has
accumulated to a depth
Search for the source of the sediment and remedy the problem
greater than the original
if possible. Remove the sediment and dispose of it in a
design depth for sediment
location where it will not cause impacts to streams or the SCM.
storage.
The forebay
Erosion has occurred.
Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.

Wet Pond Maintenance Requirements (Continued)
SCM element:
Potential problem:
How to remediate the problem:
Sediment has
accumulated to a depth
Search for the source of the sediment and remedy the problem
greater than the original
if possible. Remove the sediment and dispose of it in a
design sediment storage
location where it will not cause impacts to streams or the SCM.
depth.
Algal growth covers over
Consult a professional to remove and control the algal growth.
p g
The main treatment area
50% of the area.
Cattails, phragmites or
Remove the plants by wiping them with pesticide (do not
other invasive plants cover
spray).
50% of the basin surface.
Best professional
practices show that
pruning is needed to
Prune according to best professional practices.
maintain optimal plant
health.
Determine the source of the problem: soils, hydrology,
The vegetated shelf
Plants are dead, diseased
disease, etc. Remedy the problem and replace plants. Provide
or dying.
a one-time fertilizer application to establish the ground cover if
a soil test indicates it is necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
Shrubs have started to
Remove shrubs immediately.
grow on the embankment.
Evidence of muskrat or
Consult a professional to remove muskrats or beavers and
beaver activity is present.
repair any holes or erosion.
A tree has started to grow
Consult a dam safety specialist to remove the tree.
The embankment
on the embankment.
An annual inspection by
an appropriate
professional shows that
Make all needed repairs immediately.
the embankment needs
repair.
Clogging has occurred.
gg g
Clean out the outlet device and dispose of any sediment in a
location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is
Repair or replace the outlet device.
damaged.
Weeds or volunteer trees
Remove the weeds or trees.
re growing on the mat.
a
Floating wetland island
(if applicable)
The anchor cable is
damaged, disconnected or
Restore the anchor cable to its design state.
missing.

Wet Pond Maintenance Requirements (Continued)
SCM element:
Potential problem:
How to remediate the problem:
Erosion or other signs of
damage have occurred at
Repair the damage and improve the flow dissipation structure.
the outlet.
Discharges from the wet
The receiving water
pond are causing erosion
Contact the local NCDEQ Regional Office.
or sedimentation in the
receiving water.

Wet Detention Pond Design Summary
wat Pond Diagran
FOREBAY
MAIN POND
WET POND ID
1
Pretreatment other
than forebay? EN
Has Veg. Filter?s
Permanent Pool El.
994
Temporary Pool El:
995.25
Clean Out Depth:
2.5
Sediment Removal E
991.5
Bottom Elevation:
991
Permanent Pool El.
994
Temporary Pool El:
995.25
Clean Out Depth:
4.5
Sediment Removal E
989.5
Bottom Elevation:
989

Appendix F
USGS Quad Map

USGS Quad Map
Rutherfordton South, NC Quad
2019
Not to Scale

Appendix G
NRCS Soils Map

Hydrologic Soil Group —Rutherford County, North Carolina
o
418180 418190 418200 418210 418220 418230 418240 418250
418260 418270
35° 20' 25" N
I I
I 35° 20' 25" N
rt
�
8
8
_
8
�
�
S
8
8
8
�
0
0
8
�
8
8
8
�
8
�
8
�
o
�
_
�
o
o
8
�
8
�
Soil MaN may not he valiel at this Scale.
35° 20' 21" N
35° 20' 21" N
418180 418190 418200 418210 418220 418230 418240 418250
418260 418270
y
Map Scale: 1:674 if printed on A portrait (8.5" x 11") sheet.
°
Meters
o
°
N 0 5 10 20 30
Feet
0 30 60 120 180
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA
Natural Resources Web Soil Survey
7/10/2022
Conservation Service National Cooperative Soil Survey
Pagel of 4

Hydrologic Soil Group —Rutherford County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Rutherford County, North Carolina
Survey Area Data: Version 23, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 2, 2020—Mar 20,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 7/10/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Rutherford County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
PaC2
Pacolet sandy clay
loam, 8 to 15 percent
slopes, moderately
eroded
B
1.2
98.1 %
Ur
Urban land
0.0
1.9%
Totals for Area of Interest
1.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 7/10/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Rutherford County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 7/10/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

Appendix H
NOAA Precipitation Data

6/16/22, 9:37 AM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Forest City, North Carolina, USA"
Latitude: 35.34°, Longitude:-81.89990
Elevation: 999.73 ft**
* source: ESRI Maps'%
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500F
1-000
0.392
0.466
0.553
0.620
0.707
0.771
0.836
0.901
0.986
1.06
5-min
(0.357-0.431)
(0.425-0.513)
(0.503-0.609)
(0.562-0.681)
(0.638-0.775)
(0.691-0.846)
(0.746-0.919)
(0.798-0.993)
(0.864-1.09)
(0.915-1.17)
0.626
0.745
0.886
0.992
1.13
1.23
1.33
1.43
1.56
1.66
10-min
(0.570-0.689)
(0.680-0.820)
(0.806-0.975)
(0.899-1.09)
1 (1.02-1.24) 11
(1.10-1.35)
1 (1.19-1.46) 1
(1.37-1.73)
(1.44-1.85)
0.783
0.937
1.12
1.25
1.43
1.56
1.68
1.80
1.96
2.09
15-min
(0.713-0.861)
(0.855-1.03)
1 (1.02-1.23) 11
(1.14-1.38)
1 (1.29-1.57) 11
(1.39-1.71)
1 (1.50-1.85) 11
(1.60-1.99)
(1.72-2.17)
(1.81-2.32)
1.07
1.29
1.59
1.82
2.11
2.34
2.57
2.81
3.12
3.38
30-min
(0.977-1.18) 11
(1.18-1.42)
1 (1.45-1.75) 11
(1.65-2.00)
1 (1.91-2.32) 11
(2.10-2.57)
1 (2.30-2.83) 11
(2.49-3.09)
(2.74-3.46)
(2.93-3.76)
1.34
1.62
2.04
2.37
2.82
3.17
3.54
3.94
4.48
4.93
60-min
(1.22-1.47) 11
(1.48-1.79)
1 (1.86-2.25) 11
(2.15-2.60)
1 (2.54-3.09) 11
(2.85-3.48)
1 (3.16-3.90) 11
(3.49-4.34)
(3.93-4.96)
(4.28-5.48)
1.56
1.90
2.39
2.79
3.35
3.81
4.31
4.84
5.60
6.25
2-hr
(1.42-1.72) 11
(1.73-2.09)
1 (2.17-2.63) 11
(2.53-3.06)
1 (3.02-3.68) 11
(3.41-4.19)
1 (3.83-4.74) 11
(4.26-5.33)
(4.88-6.21)
(5.38-6.95)
1.68
2.03
2.55
2.98
3.62
4.15
4.72
5.36
6.30
7.11
3-hr
(1.52-1.86) 11
(1.84-2.25)
1 (2.31-2.82) 11
(2.69-3.30)
1 (3.24-4.00) 11
(3.70-4.59)
1 (4.17-5.23) 11
(4.69-5.95)
(5.43-7.03)
(6.04-7.95)
2.13
2.56
3.19
3.71
4.49
5.16
5.89
6.70
7.91
8.96
6-hr
(1.95-2.34) 11
(2.35-2.82)
1 (2.91-3.50) 11
(3.38-4.07)
1 (4.05-4.92) 11
(4.62-5.66)
1 (5.22-6.47) 11
(5.88-7.38)
(6.82-8.75)
(7.63-9.94)
2.65
3.19
3.96
4.60
5.50
6.27
7.09
7.98
9.30
10.4
12-hr
(2.43-2.91) 11
(2.93-3.50)
1 (3.62-4.35) 11
(4.19-5.04)
1 (4.98-6.03) 11
(5.65-6.87)
1 (6.33-7.78) 11
(7.06-8.78)
(8.11-10.3)
(8.99-11.6)
3.20
3.86
4.83
5.60
6.65
7.49
8.37
9.27
00.5
11.5
24-hr
(2.98-3.46) 11
(3.59-4.17)
(4.49-5.21)
(5.19-6.03)
(6.14-7.16)
(6.90-8.06)
(7.67-8.99) 1
1(9.56-11.3)jl(10.4-12.4)
3.81
4.59
5.69
6.57
7.76
8.72
9.70
10.7
12.1 7F
13.2
2-day
(3.56 4.10) 11
(4.28-4.93)
(5.31-6.12)
(6.11-7.05)
(7.21-8.33)
(8.06-9.36)
(8.94-10.4) 1
(11.1-13.0)
(12.0-14.2)
4.05
4.86
6.00
6.89
8.12
9.09
10.1
11.1
12.5
13.6
3-day
(3.79 4.34) 11
(4.55-5.21)
(5.61-6.43)
(6.43-7.38)
(7.55-8.68) 11
(8.43-9.72)
1 (9.32-10.8) 1
(11.5-13.4)
(12.4-14.6)
4.29
5.14
6.30
7.22
8.47
9.45
10.5
11.5
12.9 7F
14.0
4-day
(4.02 4.59)
(4.82-5.50)
(5.90-6.74)
(6.75-7.72)
(7.89-9.04) 11
(8.79-10.1)
1 (9.70-11.2) 1
1(11.9-13.8)jl(12.9-15.0)
5.00
5.96
7.23
8.25
9.62
10.7
11.8
13.0
14.5 7F
15.7
7-day
(4.70 5.34)
(5.61-6.36)
(6.80-7.71)
(7.74-8.78)
(9.00-10.2)
(9.99-11.4)
1 (11.0-12.6) 11
(12.0-13.8)
(13.4-15.5)
(14.5-16.8)
5.71
6.78
8.12
9.18
10.6
11.7
12.8
14.0
15.5
16.7
10-day
(5.39-6 07)
(6.40-7.21)
(7.66-8.64)
(8.64-9.75)
(9.94-11.2)
(11.0-12.4)
1 (12.0-13.6) 11
(13.0-14.8)
(14.4-16.5)
(15.4-17.8)
7.63
9.01
10.6
11.9
13.5
14.8
16.1
17.4
19.1
20.5
20-day
(7.23-807)
(8.53-9.52)
(10.0-11.2)
(11.2-12.5)
(12.7-14.3) 11
(13.9-15.6)
1 (15.1-17.0) 1
1(17.8-20.3)
(19.0-21.7)
9.34
11.0
12.7
14.0
15.7
17.1
18.3
19.6
21.3
22.5
30-day
(8.89-984) 11
(10.4-11.6)
1 (12.1-13.4) 11
(13.3-14.8)
1 (14.9-16.6) 11
(16.1-18.0)
1 (17.3-19.3) 11
(18.5-20.7)
(20.0-22.5)
(21.1-23.8)
11.8
13.8
15.7
17.2
19.0
20.4
21.7
22.9
24.6
25.8
45-day
(113-12.4) 11
(13.2-14.5)
1 (15.0-16.5) 11
(16.3-18.0)
1 (18.1-19.9) 11
(19.3-21.3)
1 (20.6-22.7) 1
1(23.2-25.8)
(24.3-27.1)
14.1
16.4
18.5
20.1
22.0
23.5
24.9
26.3
28.0
29.2
60-day
(135-14.8)
(15.7-17.2)
(17.7-19.4)
(19.2-21.0)
(21.0-23.1)
(22.4-24.6)
(23.7-26.1)
(25.0-27.5)
(26.5-29.4)
(27.7-30.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.3400&Ion=-81.8999&data=depth&units=english&series=pds 1/3

6/16/22, 9:37 AM
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PD5-based depth -duration -frequency {DDF} curves
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NOAAAtlas 14, Volume 2, version 3 Created (GMTY Thu Jun 16 13:34:37 2422
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4-day
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage. htmI?Iat=35.3400&Ion=-81.8999&data=depth&units=engIish&series=pds
2/3

6/16/22, 9:37 AM Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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