SW6131201_Stormwater Report_20240625

ROOMS TO GO BUILDING
AND PARKING EXPANSION
ROOMS TO GO WAY
DUNN, NORTH CAROLINA
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JOB CODE: RTGDE REVISED:
22 DEC 2023 A 22 FEB 2024
A 07 MAR 2024
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THE SITE GROUP, PLLC
1111 OBERLIN ROAD
RALEIGH NC 27605 USA
Landscape Architects, Engineers
TELEPHONE [phone]
TELEFAX 919 839 2255

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Table of Contents
Stormwater Calculations Package
• Narrative
• Wet Detention Basin Sizing
• Erosion Control Calculations
• Rational Pipe Sizing — 10 yr storm
• Inlet Sizing — 2 yr storm
• Supporting Documentation
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Rev: February 22, 2024
Rev:June 25, 2024
JOB: RTGDE
ROOMS TO GO BUILDING AND PARKING EXPANSION
ROOMS TO GO WAY
Dunn, NC
Executive Summary
General
The project site is located just off 1-95 north of the intersection of 1-95 and US 421. The development contains two
separate parcels proposed to be recombined for a total lot area of 136.04 Ac. This project is a continuation of the
development that was previously approved in 2014. This phase is the final phase of this project and includes a
336,000-square-foot building expansion, parking expansion, and associated infrastructure.
There are currently two existing SCMs on site. The wet ponds were designed for the full future buildout of the site and
will be utilized with this expansion for peak flow runoff matching and water quality requirements.
On March 22, 2014 this site received a stormwater permit for the full buildout conditions of the site. The permit
reference number is No.SW6131201, and a copy of the approval letter has been included in this package along with
supporting documentation.
Stormwater Summary
Wet Detention Basin —Sizing
The original spreadsheets from the initial SCM designs have been included in this report. Both ponds were sized for an
area larger than what is currently being proposed with the final build-out. Therefore, the ponds have the capacity for
the development at the full buildout, but the previous outlet control structures were drawing down the design volume
too quickly. The outlet control structures for both SCMs have been modified to meet the 2-5 day drawdown period as
well as the requirement to detain the 1-yr, 24-hr storm. This report includes the proposed drainage area map from the
original design (DA-1.0), as well as the actual proposed conditions (DA-2.0). Please see the table below for a
breakdown of design versus actual drainage areas to each SCM.
Design Total Proposed Total Design Impervious Proposed
Area Area Area Impervious Area
Southeast Pond 63.40 Ac. 58.77 Ac. 53.62 Ac. 50.39 Ac.
Southwest Pond 57.79 Ac. 46.63 Ac. 44.27 Ac. 34.64 Ac.
Detailed Stage-Storage and sizing calculations can be found within this manual.
Should there be any questions regarding this report please contact Ed Sconfienza, PE at 919.835.4787.
The SITE Group
1111 Oberlin Road 919-832-6658(o)
Raleigh NC 27605 1/1 919-839-2255 (f)

Vil■Lap)
WET DETENTION BASIN SIZING
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

FROM ORIGINAL DESIGN
Wetpond (South East) Design With Future Build Out
1) Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiency in the Piedmont
Impervious Cover 3.0 3.5 4.0 4.5
10 0.9 0.8 0.8 0.7
20 1.5 1.3 1.1 1.0
30 1.9 1.8 1.7 1.5
40 2.5 2.3 2.0 1.9
50 3.0 2.8 2.5 2.3
60 3.5 3.2 2.8 2.7
70 4.0 3.7 3.3 3.1
80 4.5 4.1 3.8 3.5
90 5.0 4.5 4.0 3.8
Sourc: NCDENR/DWQStormwater Best Management Practices, pg. 5, April 1999
Impervious Area
Description (Acres) % Impervious Imp.Area (Acres)
Building, Parking, Sidewalks 53.62 100.00% 53.62
Total Drainage Area 63.40
Percent Impervious Area = 84.57%
Required Surface Area of Permanent Pool
Assumed Depth (ft) = 3.0 3.5 4.0 4.5
SA/DA Ratio = 4.73 4.28 3.89 3.64
Required SA(ft2) = 130,593 118,283 107,471 100,449
SA as Shown (ft2) = 142,458
Minimum Pond Surface Area Required
SA/DA Ratio = _ 4.73
SA requ = 3.00 acres
SA required = 130,593 sq.ft.
Minimum Pond Surface Area Provided
SA prov.= 3.27 acres
SA provided= 142,458 sq.ft. *Forebay & Main Pond
90%TSS Pool Design Requirements
Water Quality Pool Elev. = ..81.00 ft (PPE)
Top of Sed. Storage Elev. = 177.50 ft
Bottom of Sed. Storage Elev= 176.50 ft

2)Verify the Forebay Volume Is Approximately(18% -20%) of the Permanent Pool Volume.
Main Pond TSS Design Volume (Avg End Method)
Elev. (ft) PPE SA(SF) Top Sed. Storage (SF) Volume (CF)
3.5 111,860 92,409 357,471
Forebay TSS Design Volume (Avg End Method)
Elev. PPE SA(SF) Top Sed. Storage (SF) Volume (CF) 20.8%
3.5 30,598 23,029 93,847
3.A)Verify the Average Depth of Pool (d,,,) -Option #1
Vperm_pool = 451,318 C.F. (Main Pond & Forebay)
Aperm_pool= 142,458 S.F. (Main Pond & Forebay)
day=Vpermpool/A perm pool = 3.2 FT
Depth for SA/DA= 3.0 FT(Round Day down to nearest 0.5 ft)
3.B)Verify the Average Depth of Pool (da„) -Option #2
day= [0.25x{1+Abot_shelf/Aperm_poolll + [{Abot_shelf+Abot_pond/2}x {Depth/Abot_shelf}l
Abot shelf= 132,484 S.F. (Main Pond & Forebay)
Aperm_pool = 142,458 S.F. (Main Pond & Forebay)
Abot_pond= 92,409 S.F. (Main Pond Only)
Depth = 3.0 FT(Dist. Bottom Shelf to Top of Sediment Storage)
day= 3.0 FT
4) 1-Inch Runoff Volume Calculation
*Volume Provided is above the PPE
Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987)
Rv=0.05+0.009(1) Where: Rv= Runoff Coefficient, in/in
I = Percent Impervious
1= 84.57%
Rv = 0.811
Total 1 inch runoff volume:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall = 1 inch
Drainage Area = 63.40 acres
Storage Required = 186,675 cu.ft.

Main Pond -Volume Storage 1" Runoff (Avg End Method)
Elev. PPE SA (SF) Top Temp Pool SA (SF) Volume (CF)
111,860 129,338 156,779
*WQ temp pool elev= 182.3 ft
Forebay-Volume Storage 1" Runoff(Avg End Method)
Elev. PPE SA (SF) Top Temp Pool SA (SF) Volume (CF)
30,598 40,531 46,234
*WQ temp pool elev= 182.3 ft
Storage Provided for 1" Runoff= 203,013 cu. Ft.
* Forebay & Main Pond
5) Pond Design Elevations
Pond Elevations
Top of Pond 185.00 ft (Min 1 ft Freeboard)
Bottom of Spillway 183.30 ft
Top of Control Structure 182.30 ft
Max. Stage 182.30 ft
Top of Veg. Shelf 181.50 ft (0.5 ft above PPE)
PPE 181.00 ft
Bottom of Veg. Shelf 180.50 ft (0.5 ft below PPE)
Stop of Sediment Storage 177.50 ft
Bottom of Sediment Storage 176.50 ft (Min 1 ft)

RTGDE
24-Jun-24
SCM #2 - SOUTHEAST WETPOND SIZING CALCULATIONS
Area(Ac.)
Total Impervious Landcover: 2,194,840 50.39
Total Drainage Area(DA): 2,559,998 58.77
Percent of Impervious in Drainage Area(I): 86%
Calculate the required storage volume(Rv)for the 1"first flush storm event:
Rv=0.05+(0.009) * I Where I=Percent of impervious from above.
Rv=0.05+(0.009) * 74
Rv= 0.824
Calculate the required drainage volume from the 1"storm to be controlled:
WQV=(design rainfall)(Rv)(Drainage Area)
WQv=3600*Rd*Rv*A= 3600* 1*0.824*58.77
Required WQV= 174,334 cf
Provided WQV= 192,994 cf
Elev. Tot. Inc.SA Forebay Mainpool FB Inc.Vol. MP Inc.Vol. Disc. Inc.Vol. Total Vol.
185.1 190898 190898 19064 Top of Pond 19064 1221583
185 190376 190376 187243 187243 1202519
184 184110 184110 180939 180939 1015276
183 177768 177768 120611 120611 834337
182.3 166835 166835 49348 WQv 49348 713726
182 162150 162150 70063 70063 664379
181.5 151317 33214 118103 15837 57746 A-top shelf 73583 594315
181 143014 30132 112882 14309 55198 A-perm pool 69507 520733
180.5 135015 27104 107911 12795 52713 A-bot shelf 65508 451225
180 127015 24076 102939 21798 98110 119908 385718
179 112800 19520 93280 18686 91501 110186 265810
178 107572 17851 89721 17046 87973 105019 155624
177 102465 16240 86225 7924 42682 50606 50606
176.5 0 15457 84501 0 0 Sed Cleanout 0 0
175.5 0 13935 81101 0 0 Bottom 0 0
Calculate the average depth:
day= Vpp/SA
Vpp= 428175
SA= 112882
Avg Depth (ft)= 3.79
The Site Group, PLLC [phone](0)
1111 Oberlin Road [phone] (F)
Raleigh, NC 27605 www.thesitegroup.net

Refer to Table 10-1 in 2006-2016 NCDEQ Stormwater Design Manual
Permanent Pool Average Depth(ft)
%
Impervious 3.0 4.0 5.0 6.0
Cover
_ 70 2.88 2.40 2.07 1.79
_ 80 3.36 2.78 2.38 2.10
90 3.74 3.10 2.66 2.66
Impervious%= 86%
Avg Depth= 3.0 ft
SA/DA= 3.59 (Use 86%impervious,3.0 ft depth)
SA= 3.59* DA/100
SA= 3.59*2,559,998/100
Required SA= 91,904 sf
Summary
Required SA(sf) 91,904
Provided SA(sf)* 112,882
Required WQV(cf) 174,334
Provided WQV(cf) 192,994
Drawdown Calculations
Size of Orifice 7
Cd = 0.6
A = 0.27
G = 32.2
H = 0.43
Volume = 174334
Q = 0.84
Time = 206606
Time = 2.39
Forebay Calculations
Mainpool Volume 428,175
Forebay Volume 92,577
Forebay V/Mainpool V 21.6% *MEETS 2006 DESIGN MANUAL(APPROX.20%)
The Site Group, PLLC [phone](0)
1111 Oberlin Road [phone] (F)
Raleigh, NC 27605 www.thesitegroup.net

FROM ORIGINAL DESIGN
Wetpond (South West) Design With Future Build Out
1) Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiency in the Piedmont
Impervious Cover 3.0 3.5 4.0 4.5
10 0.9 0.8 0.8 0.7
20 1.5 1.3 1.1 1.0
30 1.9 1.8 1.7 1.5
40 2.5 2.3 2.0 1.9
50 3.0 2.8 2.5 2.3
60 3.5 3.2 2.8 2.7
70 4.0 3.7 3.3 3.1
80 4.5 4.1 3.8 3.5
90 5.0 4.5 4.0 3.8
Sourc: NCDENR/DWQStormwater Best Management Practices, pg. 5, April 1999
Impervious Area
Description (Acres) % Impervious Imp.Area (Acres)
Building, Parking, Sidewalks 100.00% 44.27
Total Drainage Area 57.79
Percent Impervious Area = 76.60%
Required Surface Area of Permanent Pool
Assumed Depth (ft) = 3.0 3.5 4.0 4.5
SA/DA Ratio = 4.33 3.96 3.73 3.40
Required SA(ft2) = 109,007 99,792 93,949 85,543
SA as Shown (ft2) = 118,424
Minimum Pond Surface Area Required
SA/DA Ratio = _ 4.33
SA requ = 2.50 acres
SA required = 109,007 sq.ft.
Minimum Pond Surface Area Provided
SA prov.= 2.72 acres
SA provided= 118,424 sq.ft. *Forebay & Main Pond
90%TSS Pool Design Requirements
Water Quality Pool Elev. = 177.00 ft (PPE)
Top of Sed. Storage Elev. = 173.50 ft
Bottom of Sed. Storage Elev= 172.50 ft

2)Verify the Forebay Volume Is Approximately(18% -20%) of the Permanent Pool Volume.
Main Pond TSS Design Volume (Avg End Method)
Elev. (ft) PPE SA(SF) Top Sed. Storage (SF) Volume (CF)
3.5 95,919 76,842 302,332
Forebay TSS Design Volume (Avg End Method)
Elev. PPE SA(SF) Top Sed. Storage (SF) Volume (CF) 18.1%
3.5 22,505 15,785 67,008
3.A)Verify the Average Depth of Pool (d,,,) -Option #1
Vperm_pool = 369,339 C.F. (Main Pond & Forebay)
Aperm_pool= 118,424 S.F. (Main Pond & Forebay)
day=Vpermpool/A perm pool = 3.1 FT
Depth for SA/DA= 3.0 FT(Round Day down to nearest 0.5 ft)
3.B)Verify the Average Depth of Pool (da„) -Option #2 1
day= [0.25x{1+Abot_shelf/Aperm_pool}l + [{Abot_shelf+Abot_pond/2}x {Depth/Abot_shelf}l
Abot shelf= 108,321 S.F. (Main Pond & Forebay)
Aperm_pool = 118,424 S.F. (Main Pond & Forebay)
Abot_pond= 76,842 S.F. (Main Pond Only)
Depth = 3.0 FT(Dist. Bottom Shelf to Top of Sediment Storage)
day= 3.0 FT
4) 1-Inch Runoff Volume Calculation
*Volume Provided is above the PPE
Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987)
Rv=0.05+0.009(1) Where: Rv= Runoff Coefficient, in/in
I = Percent Impervious
1= 76.60%
Rv = 0.739
Total 1 inch runoff volume:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall = 1 inch
Drainage Area = 57.79 acres
Storage Required = 155,119 cu.ft.

Main Pond -Volume Storage 1" Runoff (Avg End Method)
Elev. PPE SA (SF) Top Temp Pool SA (SF) Volume (CF)
95,919 110,300 134,042
*WQ temp pool elev= 182.3 ft
Forebay-Volume Storage 1" Runoff(Avg End Method)
Elev. PPE SA (SF) Top Temp Pool SA (SF) Volume (CF)
22,505 29,274 33,656
*WQ temp pool elev= 182.3 ft
Storage Provided for 1" Runoff= 167,699 cu. Ft.
* Forebay & Main Pond
5) Pond Design Elevations
Pond Elevations
Top of Pond 181.00 ft (Min 1 ft Freeboard)
Bottom of Spillway 179.30 ft
Top of Control Structure 179.30 ft
Max. Stage 178.30 ft
Top of Veg. Shelf 177.50 ft (0.5 ft above PPE)
PPE 177.00 ft
Bottom of Veg. Shelf 176.50 ft (0.5 ft below PPE)
Stop of Sediment Storage 173.50 ft
Bottom of Sediment Storage 172.50 ft (Min 1 ft)

RTGDE
24-Jun-24
SCM #1 - SOUTHWEST WETPOND SIZING CALCULATIONS
Area(Ac.)
Total Impervious Landcover: 1,508,835 34.64
Total Drainage Area(DA): 2,031,109 46.63
Percent of Impervious in Drainage Area(I): 74%
Calculate the required storage volume(Rv)for the 1"first flush storm event:
Rv=0.05+(0.009) * I Where I=Percent of impervious from above.
Rv=0.05+(0.009) * 74
Rv= 0.716
Calculate the required drainage volume from the 1"storm to be controlled:
WQV=(design rainfall)(Rv)(Drainage Area)
WQv=3600*Rd*Rv*A= 3600* 1*0.716*46.63
Required WQV= 120,188 cf
Provided WQV= 156,852 cf
Elev. Tot. Inc.SA Forebay Mainpool FB Inc.Vol. MP Inc.Vol. Disc. Inc.Vol. Total Vol.
181 164989 164989 158458 Top of Pond 158458 1158110
180 151926 151926 147821 147821 999653
179 143716 143716 97979 97979 851832
178.3 136223 136223 40385 WQv 40385 753853
178 133012 133012 69151 69151 713468
177.4 121811 24319 97492 9300 38015 A-top shelf 47315 644317
177 114765 22181 92584 12697 54497 A-perm pool 67194 597001
176.4 I 109214 20143 89071 7785 35160 A-bot shelf 42945 529808
176 105513 18784 86729 17756 84519 102274 486862
175 99035 16727 82308 15775 80120 95894 384588
174 92753 14822 77931 13923 75836 89758 288694
173 86763 13023 73740 12185 71666 83851 198936
172 80939 11347 69592 10564 67570 78134 115085
171 75329 9781 65548 4694 32258 36951 36951
170.5 0 8994 63482 0 0 Sed Cleanout 0 0
169.5 0 7702 59761 0 0 Bottom 0 0
Calculate the average depth:
day= Vpp/SA
Vpp= 501624
SA= 92584
Avg Depth (ft)= 5.42
The Site Group, PLLC [phone](0)
1111 Oberlin Road [phone] (F)
Raleigh, NC 27605 www.thesitegroup.net

Refer to Table 10-1 in 2006-2016 NCDEQ Stormwater Design Manual
Permanent Pool Average Depth(ft)
%
Impervious 3.0 4.0 5.0 6.0
Cover
_ 70 2.88 2.40 2.07 1.79
_ 80 3.36 2.78 2.38 2.10
90 3.74 3.10 2.66 2.66
Impervious%= 74%
Avg Depth= 5.0 ft
SA/DA= 2.2 (Use 74%impervious,5.0 ft depth)
SA= 2.2* DA/100
SA= 2.2* 2,031,109/100
Required SA= 44,684 sf
Summary
Required SA(sf) 44,684
Provided SA(sf)* 92,584
Required WQV(cf) 120,188
Provided WQV(cf) 156,852
Drawdown Calculations
Size of Orifice 6
Cd = 0.6
A = 0.20
G = 32.2
H = 0.43
Volume = 120188 *USE REQUIRED WQV
Q = 0.62
Time = 193872.2
Time = 2.24
Forebay Calculations
Mainpool Volume 501,624
Forebay Volume 95,378
Forebay V/Mainpool V 19.0% *MEETS 2006 DESIGN MANUAL(APPROX.20%)
The Site Group, PLLC [phone](0)
1111 Oberlin Road [phone] (F)
Raleigh, NC 27605 www.thesitegroup.net

1
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 63.00 87.37 121.39 152.01 192.03 223.43 254.96 DA-Al PRE
2 Reservoir 1 3.773 5.924 14.04 33.53 67.29 89.87 98.38 DA-Al PRE ROUTED
4 SCS Runoff 97.20 130.83 177.01 218.07 271.27 312.76 354.25 DA-Al POST
5 Reservoir 4 3.492 11.63 39.60 72.05 85.82 107.37 132.98 DA-Al POST SW ROUTED
7 SCS Runoff 120.43 155.35 202.24 243.31 295.99 336.82 377.50 DA-A2 PRE
8 Reservoir 7 8.393 24.14 60.76 97.17 144.92 177.71 203.97 DA-A2 PRE ROUTED
10 SCS Runoff 166.46 211.25 270.98 323.06 389.70 441.29 492.67 DA-A2 POST
11 Reservoir 10 6.665 22.40 67.54 123.43 196.53 233.26 267.65 DA-A2 POST SE ROUTED
13 SCS Runoff 0.000 0.096 0.426 1.715 6.557 13.44 22.59 DA-A3 PRE
14 SCS Runoff 0.000 0.049 0.239 0.872 3.766 8.448 15.02 DA-A3 POST
Proj. file: RTGDE_PRE POST AS BUILT.gpw Tuesday, 06/25/2024

2
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 63.00 2 722 178,953 DA-Al PRE
2 Reservoir 3.773 2 822 176,783 1 177.83 96,785 DA-Al PRE ROUTED
4 SCS Runoff 97.20 2 720 252,507 DA-Al POST
5 Reservoir 3.492 2 896 226,649 4 178.38 168,150 DA-Al POST SW ROUTED
7 SCS Runoff 120.43 2 722 338,610 DA-A2 PRE
8 Reservoir 8.393 2 788 335,334 7 182.30 193,002 DA-A2 PRE ROUTED
10 SCS Runoff 166.46 2 720 436,512 DA-A2 POST
11 Reservoir 6.665 2 838 398,037 10 182.87 292,027 DA-A2 POST SE ROUTED
13 SCS Runoff 0.000 2 n/a 0 DA-A3 PRE
14 SCS Runoff 0.000 2 n/a 0 DA-A3 POST
RTGDE_PRE POST AS BUILT.gpw Return Period: 1 Year Tuesday, 06/25/2024

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 1
DA-Al PRE
Hydrograph type = SCS Runoff Peak discharge = 63.00 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 178,953 cuft
Drainage area = 40.450 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.90 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-Al PRE
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
I
20.00 20.00
10.00 10.00
_ _ _
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 2
DA-Al PRE ROUTED
Hydrograph type = Reservoir Peak discharge = 3.773 cfs
Storm frequency = 1 yrs Time to peak = 822 min
Time interval = 2 min Hyd. volume = 176,783 cuft
Inflow hyd. No. = 1 - DA-Al PRE Max. Elevation = 177.83 ft
Reservoir name = SW POND PRE Max. Storage = 96,785 cuft
Storage Indication method used.
DA-Al PRE ROUTED
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 2 Hyd No. 1 I Total storage used = 96,785 cuft

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Pond No. 2 - SW POND PRE
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 177.00 n/a 0 0
0.40 177.40 n/a 47,315 47,315
1.00 178.00 n/a 69,151 116,466
1.30 178.30 n/a 40,385 156,851
2.00 179.00 n/a 97,979 254,830
3.00 180.00 n/a 147,821 402,651
4.00 181.00 n/a 147,822 550,473
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 0.00 0.00 0.00 Crest Len(ft) = 31.50 1.50 25.00 0.00
Span(in) = 36.00 0.00 0.00 0.00 Crest El.(ft) = 178.30 177.00 179.30 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 172.30 0.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 88.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 2.54 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No 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(ft) Stage/ Discharge Elev(ft)
4.00 181.00
3.00 180.00
2.00 179.00
1.00 178.00
0.00 177.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0
Total Q Discharge(cfs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 4
DA-Al POST
Hydrograph type = SCS Runoff Peak discharge = 97.20 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 252,507 cuft
Drainage area = 46.630 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.80 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-Al POST
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 5
DA-A1 POST SW ROUTED
Hydrograph type = Reservoir Peak discharge = 3.492 cfs
Storm frequency = 1 yrs Time to peak = 896 min
Time interval = 2 min Hyd. volume = 226,649 cuft
Inflow hyd. No. = 4 - DA-Al POST Max. Elevation = 178.38 ft
Reservoir name = SW POND POST Max. Storage = 168,150 cuft
Storage Indication method used.
DA-Al POST SW ROUTED
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 - 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 � 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 4 I I Total storage used = 168,150 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Pond No. 5 - SW POND POST
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 177.00 n/a 0 0
0.40 177.40 n/a 47,315 47,315
1.00 178.00 n/a 69,151 116,466
1.30 178.30 n/a 40,385 156,851
2.00 179.00 n/a 97,979 254,830
3.00 180.00 n/a 147,821 402,651
4.00 181.00 n/a 147,822 550,473
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 6.00 0.00 0.00 Crest Len(ft) = 31.50 Inactive 25.00 0.00
Span(in) = 36.00 6.00 0.00 0.00 Crest El.(ft) = 178.30 177.00 179.30 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 172.30 177.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 88.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 2.54 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 181.00
3.00 180.00
2.00 179.00
1.00 178.00
0.00 177.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Total Q Discharge(cfs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 7
DA-A2 PRE
Hydrograph type = SCS Runoff Peak discharge = 120.43 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 338,610 cuft
Drainage area = 52.620 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.50 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-A2 PRE
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 •
60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 8
DA-A2 PRE ROUTED
Hydrograph type = Reservoir Peak discharge = 8.393 cfs
Storm frequency = 1 yrs Time to peak = 788 min
Time interval = 2 min Hyd. volume = 335,334 cuft
Inflow hyd. No. = 7 - DA-A2 PRE Max. Elevation = 182.30 ft
Reservoir name = SE POND PRE Max. Storage = 193,002 cuft
Storage Indication method used.
DA-A2 PRE ROUTED
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — — 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 8 Hyd No. 7 II I II Total storage used = 193,002 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Pond No. 1 - SE POND PRE
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 181.00 n/a 0 0
0.50 181.50 n/a 73,583 73,583
1.00 182.00 n/a 70,063 143,646
1.30 182.30 n/a 49,348 192,994
2.00 183.00 n/a 120,611 313,605
3.00 184.00 n/a 180,939 494,544
4.00 185.00 n/a 187,243 681,787
4.10 185.10 n/a 19,064 700,851
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 0.00 0.00 0.00 Crest Len(ft) = 36.00 1.70 25.00 0.00
Span(in) = 36.00 0.00 0.00 0.00 Crest El.(ft) = 182.30 181.00 183.40 0.00
No.Barrels = 3 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 178.86 0.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 138.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.90 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 186.00
4.00 185.00
3.00 184.00
2.00 183.00
1.00 182.00
0.00 181.00
0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0
Total Q Discharge(cfs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 10
DA-A2 POST
Hydrograph type = SCS Runoff Peak discharge = 166.46 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 436,512 cuft
Drainage area = 58.770 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-A2 POST
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
180.00 - 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 ...2 ..'."'"'-- -........... _ 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 11
DA-A2 POST SE ROUTED
Hydrograph type = Reservoir Peak discharge = 6.665 cfs
Storm frequency = 1 yrs Time to peak = 838 min
Time interval = 2 min Hyd. volume = 398,037 cuft
Inflow hyd. No. = 10 - DA-A2 POST Max. Elevation = 182.87 ft
Reservoir name = SE POND POST Max. Storage = 292,027 cuft
Storage Indication method used.
DA-A2 POST SE ROUTED
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
180.00 180.00
—
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 — 20.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 11 Hyd No. 10 I I Total storage used = 292,027 cuft

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Pond No. 4 - SE POND POST
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 181.00 n/a 0 0
0.50 181.50 n/a 73,583 73,583
1.00 182.00 n/a 70,063 143,646
1.30 182.30 n/a 49,348 192,994
2.00 183.00 n/a 120,611 313,605
3.00 184.00 n/a 180,939 494,544
4.00 185.00 n/a 187,243 681,787
4.10 185.10 n/a 19,064 700,851
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 7.00 0.00 0.00 Crest Len(ft) = 36.00 1.70 25.00 0.00
Span(in) = 36.00 7.00 0.00 0.00 Crest El.(ft) = 182.80 182.30 183.40 0.00
No.Barrels = 3 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 178.86 181.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 138.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.90 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 186.00
4.00 185.00
3.00 184.00
2.00 183.00
1.00 182.00
0.00 181.00
0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0
Total Q Discharge(cfs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 13
DA-A3 PRE
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 42.920 ac Curve number = 39
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 24.60 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-A3 PRE
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 20 40 60 80 100 120
Hyd No. 13 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,06/25/2024
Hyd. No. 14
DA-A3 POST
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 30.600 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 23.20 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-A3 POST
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 20 40 60 80 100 120
Hyd No. 14 Time (min)

Vil■Lap)
RATIONAL PIPE SIZING - 10 YR STORM
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
2
3
4
5
6
Outfall y
7
10
8
11
12
16
13
14 15
Project File: RTGDE_Pipe SizingV2.stm Number of lines: 16 Date: 12/19/2023
Storm Sewers v2024.00

Storm Sewer Summary Report 10 YR STORM Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 P-JB11 31.92 42 Cir 74.462 178.31 178.61 0.403 180.93 180.96 0.32 181.28 End Manhole
2 P-JB12 33.12 42 Cir 288.547 178.77 179.92 0.399 181.28 181.71 0.24 181.95 1 Manhole
3 P-CB11 34.17 42 Cir 243.375 180.06 181.03 0.399 181.95 182.85 1.02 183.87 2 Combination
4 P-CB12 21.54 30 Cir 150.000 182.03 182.78 0.500 183.87 184.36 n/a 184.70 j 3 Combination
5 P-CB13 8.28 24 Cir 150.000 183.28 184.03 0.500 184.70 185.05 n/a 185.05 j 4 Combination
6 P-CB14 5.02 18 Cir 166.291 184.53 185.36 0.499 185.44 186.27 0.47 186.74 5 Combination
7 P-CB15 2.48 18 Cir 200.022 185.47 186.47 0.500 186.74 187.08 0.10 187.18 6 Combination
8 P-CB16 1.56 15 Cir 200.000 186.72 187.72 0.500 187.22 188.22 n/a 188.40 j 7 Combination
9 P-JB02 35.67 36 Cir 225.951 177.00 178.66 0.735 179.47 180.60 n/a 180.60 j End Manhole
10 P-JB03 36.18 36 Cir 155.303 178.86 179.63 0.496 180.84 181.61 0.23 181.84 9 Manhole
11 P-CB04 36.78 36 Cir 181.385 179.83 180.74 0.502 181.84 182.72 n/a 183.15 j 10 Combination
12 P-CB05 21.78 30 Cir 150.000 181.24 181.99 0.500 183.15 183.58 0.34 183.92 11 Combination
13 P-CB06 8.34 24 Cir 150.000 182.49 183.24 0.500 183.92 184.27 n/a 184.27 12 Combination
14 P-CB07 4.61 18 Cir 166.330 183.74 184.57 0.499 184.60 185.43 0.45 185.88 13 Combination
15 P-CB08 2.41 15 Cir 200.305 184.82 186.10 0.639 185.88 186.72 n/a 186.72 j 14 Combination
16 P-CB09 1.50 15 Cir 200.000 186.30 187.50 0.600 186.77 187.98 0.18 187.98 15 Combination
Project File: RTGDE_Pipe SizingV2.stm Number of lines: 16 Run Date: 12/19/2023
NOTES: Return period=10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2024.00

Storm Sewer Tabulation 10 YR STORM Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 74.462 0.00 6.72 0.00 0.00 6.05 5.0 14.5 5.3 31.92 63.86 4.38 42 0.40 178.31 178.61 180.93 180.96 185.38 190.00 P-JB11
2 1 288.547 0.00 6.72 0.00 0.00 6.05 5.0 13.2 5.5 33.12 63.51 5.59 42 0.40 178.77 179.92 181.28 181.71 190.00 190.06 P-JB12
3 2 243.375 2.55 6.72 0.90 2.30 6.05 5.0 12.1 5.7 34.17 63.52 6.60 42 0.40 180.06 181.03 181.95 182.85 190.06 189.40 P-CB11
4 3 150.000 2.61 4.17 0.90 2.35 3.75 5.0 11.6 5.7 21.54 29.00 6.06 30 0.50 182.03 182.78 183.87 184.36 189.40 189.40 P-CB12
5 4 150.000 0.64 1.56 0.90 0.58 1.40 5.0 10.8 5.9 8.28 15.99 4.29 24 0.50 183.28 184.03 184.70 185.05 189.40 189.40 P-CB13
6 5 166.291 0.50 0.92 0.90 0.45 0.83 5.0 9.9 6.1 5.02 7.42 4.51 18 0.50 184.53 185.36 185.44 186.27 189.40 189.45 P-CB14
7 6 200.022 0.18 0.42 0.90 0.16 0.38 5.0 7.6 6.6 2.48 7.43 2.61 18 0.50 185.47 186.47 186.74 187.08 189.45 190.85 P-CB15
8 7 200.000 0.24 0.24 0.90 0.22 0.22 5.0 5.0 7.2 1.56 4.57 3.37 15 0.50 186.72 187.72 187.22 188.22 190.85 191.12 P-CB16
9 End 225.951 0.00 7.14 0.00 0.00 6.43 5.0 12.8 5.6 35.67 57.16 6.55 36 0.73 177.00 178.66 179.47 180.60 181.38 190.21 P-JB02
10 9 155.303 0.00 7.14 0.00 0.00 6.43 5.0 12.3 5.6 36.18 46.96 7.33 36 0.50 178.86 179.63 180.84 181.61 190.21 190.58 P-JB03
11 10 181.385 2.98 7.14 0.90 2.68 6.43 5.0 11.7 5.7 36.78 47.24 7.37 36 0.50 179.83 180.74 181.84 182.72 190.58 188.66 P-CB04
12 11 150.000 2.61 4.16 0.90 2.35 3.74 5.0 11.2 5.8 21.78 29.00 6.01 30 0.50 181.24 181.99 183.15 183.58 188.66 188.66 P-CB05
13 12 150.000 0.72 1.55 0.90 0.65 1.40 5.0 10.3 6.0 8.34 15.99 4.30 24 0.50 182.49 183.24 183.92 184.27 188.66 188.66 P-CB06
14 13 166.330 0.42 0.83 0.90 0.38 0.75 5.0 9.3 6.2 4.61 7.42 4.42 18 0.50 183.74 184.57 184.60 185.43 188.66 188.67 P-CB07
15 14 200.305 0.18 0.41 0.90 0.16 0.37 5.0 7.7 6.5 2.41 5.16 3.06 15 0.64 184.82 186.10 185.88 186.72 188.67 191.26 P-CB08
16 15 200.000 0.23 0.23 0.90 0.21 0.21 5.0 5.0 7.2 1.50 5.00 3.49 15 0.60 186.30 187.50 186.77 187.98 191.26 191.31 P-CB09
•
Project File: RTGDE_Pipe SizingV2.stm Number of lines: 16 Run Date: 12/19/2023
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraulic Grade Line Computations 10YRSTORM Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
•
•
•
•
•
1 42 31.92 178.31 180.93 2.62 7.73 4.13 0.26 181.20 0.121 74.462 178.61 180.96 2.35 6.88 4.64 0.33 181.30 0.160 0.141 0.105 0.95 0.32
2 42 33.12 178.77 181.28 2.51 4.92 4.48 0.31 181.59 0.145 288.547179.92 181.71 1.79** 4.95 6.70 0.70 182.41 0.403 0.274 0.790 0.35 0.24
3 42 34.17 180.06 181.95 1.89 5.02 6.44 0.64 182.60 0.355 243.375181.03 182.85 1.82** 5.05 6.77 0.71 183.56 0.405 0.380 0.926 1.44 1.02
4 30 21.54 182.03 183.87 1.84 3.26 5.55 0.48 184.35 0.345 150.000182.78 184.36 j 1.58** 3.28 6.58 0.67 185.03 0.521 0.433 0.650 0.50 0.34
5 24 8.28 183.28 184.70 1.42 1.62 3.47 0.41 185.11 0.000 150.000184.03 185.05 j 1.02** 1.62 5.11 0.41 185.46 0.000 0.000 n/a 0.50 n/a
6 18 5.02 184.53 185.44 0.90* 1.11 4.51 0.32 185.75 0.499 166.291185.36 186.27 0.91 1.12 4.50 0.32 186.58 0.497 0.498 0.828 1.50 0.47
7 18 2.48 185.47 186.74 1.27 1.59 1.55 0.04 186.78 0.053 200.022186.47 187.08 0.61 0.68 3.67 0.21 187.29 0.460 0.257 0.513 0.50 0.10
8 15 1.56 186.72 187.22 0.50* 0.45 3.37 0.18 187.40 0.499 200.000187.72 188.22 j 0.50** 0.46 3.37 0.18 188.40 0.500 0.500 0.999 1.00 0.18
9 36 35.67 177.00 179.47 2.47 4.83 5.73 0.85 180.32 0.000 225.951 178.66 180.60 j 1.94** 4.83 7.38 0.85 181.45 0.000 0.000 n/a 0.75 0.63
10 36 36.18 178.86 180.84 1.98* 4.94 7.33 0.84 181.67 0.496 155.303179.63 181.61 1.98 4.94 7.33 0.84 182.44 0.496 0.496 0.770 0.28 0.23
11 36 36.78 179.83 181.84 2.01 4.92 7.31 0.83 182.67 0.489 181.385180.74 182.72 j 1.98** 4.94 7.44 0.86 183.58 0.511 0.500 0.906 0.50 0.43
12 30 21.78 181.24 183.15 1.91 3.28 5.42 0.46 183.60 0.326 150.000181.99 183.58 1.59** 3.30 6.60 0.68 184.26 0.523 0.425 0.637 0.50 0.34
13 24 8.34 182.49 183.92 1.43 1.63 3.47 0.41 184.33 0.000 150.000183.24 184.27 1.03** 1.63 5.13 0.41 184.68 0.000 0.000 n/a 0.50 n/a
14 18 4.61 183.74 184.60 0.86* 1.04 4.42 0.30 184.90 0.499 166.330184.57 185.43 0.86 1.04 4.42 0.30 185.73 0.497 0.498 0.828 1.50 0.45
15 15 2.41 184.82 185.88 1.06 0.61 2.17 0.24 186.13 0.000 200.305186.10 186.72 j 0.62** 0.61 3.96 0.24 186.96 0.000 0.000 n/a 0.50 n/a
16 15 1.50 186.30 186.77 0.47* 0.42 3.56 0.18 186.95 0.000 200.000187.50 187.98 0.48** 0.44 3.41 0.18 188.17 0.000 0.000 n/a 1.00 0.18
Project File: RTGDE_Pipe SizingV2.stm Number of lines: 16 Run Date 12/19/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2024.00

Hydraflow HGL Computation Procedure Pagel
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream -GLs until the energy equation balances. If the energy equation
cannot balance,supercritical flow exists and critical depth is temporarily assumed at the upstream end.A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed.Calculations begin at Line 1 and proceed upstream.
Col.2 The line size. In the case of non-circular pipes,the line rise is printed above the span.
Col.3 Total flow rate in the line.
Col.4 The elevation of the downstream invert.
Col.5 Elevation of the hydraulic grade line at the downstream end.This is computed as the upstream HGL+Minor loss of this line's downstream line.
Col.6 The downstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col.7 Cross-sectional area of the flow at the downstream end.
Col.8 The velocity of the flow at the downstream end, (Col.3/Col.7).
Col.9 Velocity head(Velocity squared/2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL+Velocity head,(Col.5+Col.9).
Col. 11 The friction slope at the downstream end(the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end,(Col.3/Col. 16).
Col. 18 Velocity head(Velocity squared/2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL+Velocity head, (Col. 14+Col. 18).
Col.20 The friction slope at the upstream end(the S or Slope term in Manning's equation).
Col.21 The average of the downstream and upstream friction slopes.
Col.22 Energy loss.Average Sf/100 x Line Length(Col.21/100 x Col. 12). Equals(EGL upstream-EGL downstream)+/-tolerance.
Col.23 The junction loss coefficient(K).
Col.24 Minor loss. (Col.23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

Storm Sewer Profile 10YR STORM Proj. file: RTGDE_Pipe SizingV2.stm
co
w — co V M
N .. 5 7 J C C C
5 J 7 C J 5 C 5 ._ 7 C C 7
pp C J OC C OC J OC J OE J OE ' Oc ' OC ' 0
O co — Oar` J ONO i 0MM ' 000 ' OMM OOr� n OhN N NN
M• OCO N- OWO c'o '00 'co7N-N c.oN00 N 4MN• 0, CO r` o' 7C-
O r O0 0 Z+SM 0o0 O 0N00 O 0o).
CO aD O 0N00 n 000 r 000 ^ ON
Elev. (ft) O w ,, r 0 �, 0 + + +
o aW O WWW M WWW co WWW WWW rn WWW WWW WWW , WW
m E > as E > coE >> :4 E >> :o E>> coE >> coE>> coE > ; coE >
rj 6 s c d c E 0 25 c c E c E cn E c c cn E c c (A R N E E E co RE
204.00 204.00
198.00 - - - — 198.00
192.00 // —192.00
-
•
186.00 186.00
-------------
--_r 290.066Ef-15"@ 0.50%
180.00 MI — 200.022Lf-18"@ .50% 180.00
288.54
' — 150000Lf-24"`6.56% -
- 150.000Lf-30"@ 0.50%
74.462Lf-42"@ 0.40% — 243.375Lf-42"@ 0.40%
174.00 174.00
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile 10YRSTORM Proj. file: RTGDE_Pipe SizingV2.stm
_ _ _ Tr in
co
O M N ,— v-
N 0)
C 5- C 7 C 7 C 5 C 7 J 5 J 7 J -
C J C J C J C J C J C C C
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0 M O co Co ' 0co co ' O�V ' OQ)O) ' 0�� O NN- 000 ,s' `—O
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0 .- h or)O• CO Of`a�0 N• O�� N 0000. N O0000 N• OW00 CO CO co 00 N OW00 N OOJ
Elev. (ft) O w N • + • + • +
0 o W N WWW A.M WWW WWW WWW 0 WWW WWW WWW W W
CD E > CO E > ; coo E > > as E » coE > ; coE > coE >> co E» s E >
U)U' c co E E c co E E c U) E c E co 0 E E co R G c co 'E c c co *E c c co o f
207.00 207.00
200.00 200.00
193.00 193.00
7...........„_________„„.
----
186.00 1 186.00
--- "@ 0.60%
____ — 2UU.3USL1-1 S"(IXU.b4%
C 336Lo-@-9. 6o6
�' — 150.00 Lf-24"@ 0.50%
179.00 — 179.00
1R1 11151 f-1S"43 Q50%
. I - • (i) S. S o
226.961 Lf 36"@ 0.73%
172.00 172.00
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500
HGL EGL Reach (ft)
Storm Sewers

Vil■Lap)
INLET SIZING - 2 YR STORM
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Inlet Report 2 YR STORM Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 JB-11 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 JB-12 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
3 CB-11 13.07 0.00 13.07 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.68 31.90 0.85 31.90 2.0 Off
4 CB-12 13.37 0.00 13.37 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.69 32.47 0.86 32.47 2.0 Off
5 CB-13 3.28 0.00 3.28 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.24 9.96 0.41 9.96 2.0 Off
6 CB-14 2.56 0.00 2.56 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.20 7.76 0.37 7.76 2.0 Off
7 CB-15 0.92 0.00 0.92 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.11 3.30 0.28 3.30 2.0 Off
8 CB-16 1.23 0.00 1.23 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.12 3.52 0.28 3.52 2.0 Off
9 JB-02 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
10 JB-03 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
11 CB-04 15.27 0.00 15.27 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.72 33.84 0.89 33.84 2.0 Off
12 CB-05 13.37 0.00 13.37 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.69 32.47 0.86 32.47 2.0 Off
13 CB-06 3.69 0.00 3.69 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.27 11.14 0.43 11.14 2.0 Off
14 CB-07 2.15 0.00 2.15 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.17 6.41 0.34 6.41 2.0 Off
15 CB-08 0.92 0.00 0.92 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.11 3.30 0.28 3.30 2.0 Off
16 CB-09 1.18 0.00 1.18 0.00 Comb 6.0 3.00 3.00 3.00 2.00 Sag 1.50 0.050 0.020 0.000 0.12 3.52 0.28 3.52 2.0 Off
Project File: RTGDE_Pipe SizingV2.stm Number of lines: 16 Run Date 12/19/2023
NOTES: Inlet N-Values=0.016; Intensity=69.87/(Inlet time+13.10)^0.87; Return period=2 Yrs. ; *Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2024.00

Via
Lap)
EROSION CONTROL CALCULATIONS
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Skimmer Sediment Basin Design Calculations By: WRR
Basin 1
RTGDE
December 19, 2023
Composite C Calculation
Land Use "c"Value Area (acres) % Area Weighted C
Graded 0.45 4.38 1.00 0.45
0.00 0.00
0.00 0.00
0.00 0.00
Total Area = 4.38 Composite c = 0.45
Peak Flow Q=CIA Time of Concentration Tc=((L^3/H)^0.385)/128
C 0.45 L= 297 feet
1-10 7.25 H= 35 feet
A (acres) 4.38 Tc= 5.00 minutes MINIMUM
Q-10(cfs) 14.29 1-10= 7.25
Calculated Dimensions
Minimum Surface Area Required(acre)
A = 435 sf per cfs of Q10
Min. Area 0.14 acres
6,216 sf
Minimum Storage Volume Required (cf)
V = 1800 ft3 /acre drainage
Min. Volume 7,884 cf
Provided Dimensions
Surface Area Provided(acre)
0.20 acres
8,921 sf
Storage Volume Provided (cf)
15,732 cf

Skimmer Sediment Basin Design Calculations By: WRR
Basin 2
RTGDE
December 19, 2023
Composite C Calculation
Land Use "c"Value Area (acres) % Area Weighted C
Graded 0.45 9.43 1.00 0.45
0.00 0.00
0.00 0.00
0.00 0.00
Total Area = 9.43 Composite c = 0.45
Peak Flow Q=CIA Time of Concentration Tc=((L^3/H)^0.385)/128
C 0.45 L= 1292 feet
1-10 7.58 H= 6.5 feet
A (acres) 9.43 Tc= 14.90 minutes
Q-10(cfs) 32.17 1-10= 7.58 *INTERPOLATE
Calculated Dimensions
Minimum Surface Area Required(acre)
A = 435 sf per cfs of Q10
Min. Area 0.32 acres
13,992 sf
Minimum Storage Volume Required (cf)
V = 1800 ft3 /acre drainage
Min. Volume 16,974 cf
Provided Dimensions
Surface Area Provided(acre)
0.43 acres
18,942 sf
Storage Volume Provided (cf)
34,810 cf

Calculate Skimmer Size for Faircioth Skimmer®
Basin Volume in Cubic Feet 15,732 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 3 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.3 Inch[es]
*In NC assume 3 days to drain If no results maximum flow rate for a single skimmer is exceeded. More than one skimmer may be required.
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet
Updated 5/1/19

Calculate Skimmer Size for Faircioth Skimmer®
Basin Volume in Cubic Feet 34,810 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 3.0 Inch[es]
*In NC assume 3 days to drain If no results maximum flow rate for a single skimmer is exceeded. More than one skimmer may be required.
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet
Updated 5/1/19

Channel Liner Analysis
Project: RTGDE
Date: 12/19/2023 Swale#1
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width(ft) Slope Length(ft) Depth(ft) Area(sf) Perim.,Pw(ft) Radius(ft) Slope(ft/ft)
2.5 3 4.7 1.5 10.5 11.99 0.88 0.0059
Rational Equation for 2 year storm Addition flow from upstream Swales Bare Soil calculations(02)
Drainage Q2 Upstream swale# Upstream swale# Upstream swale# Total Flow(cfs)
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres) (Cfs) Flow(cfs) Flow(cfs) Flow(cfs) "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0.45 6.18 3.29 9.15 0.00 0.00 0.00 9.15 0.020 55.01 7.7 3.23 0.24
Rational Equation for 10 year storm Addition flow from upstream Swales Temporary liner calculations(02)
Drainage Q10 Upstream swale# Upstream swale# Upstream swale# Total Flow(cfs)
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres) (Cfs) Flow(cfs) Flow(cfs) Flow(cfs) "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0.45 7.95 3.29 11.77 0.00 0.00 0.00 11.77 0.028 39.29 9.1 2.52 0.28
Permanent liner calculations(Q10)
Bare Soil _ Mannings Q AutoCad AutoCad Shear
Material Recommended n Values for Flow Depth Permissible "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0-0.5 ft 0.5-2.0 ft >2.0 ft velocitiy(fps) _ 0.028 39.29 10.3 2.69 0.32
Bare Soil 0.023 0.02 0.02 2.00
Temporary Liners _ Permanent Liners
Recommended n Values for Flow Depth Allowable Recommended n Values for Flow Depth Allowable
*Material 0-0.5 ft 0.5-2.0 ft >2.0 ft Shear Stress Ib/sf *Material 0-0.5 ft� � ( ) I 0.5-2.0 ft I >2.0 ft Shear Stress(Ib/sf)
Unvegetated Vegetated
S75 0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
S150 0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
SC150 0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
C125 0.022 0.018 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
C350 0.040 0.025 0.02 2.25
P300 0.034 0.024 0.02 2.00 Permanent Liners _
Material Recommended n Values Permissible
Rip Rap Liners velocitiy(fps) _
Material Recommended n Values for Flow Depth Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft >2.0 ft Shear Stress(Ib/sf)
Class A 0.044 0.033 0.03 1.65
Class B 0.066 0.041 0.034 3.00
Class I 0.104 0.069 0.035 4.50
Class II - 0.078 0.04 6.00
Shear Stress,T=y*(d/12)*s Selected Temporary Liner:I575
Notes: Spreadsheet works for trapezoidal channel only T=shear stress in lb/sq.ft.
Side slope=horiz./vert. y=unit weight of water,62.4 lb/cu.ft. Selected Permanent Liner:I S75
Needs input d=flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s=channel slope in ft./ft.
*The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
RTGDE Swale Liner Calculations

Channel Liner Analysis
Project: RTGDE
Date: 12/19/2023 Swale#2
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width(ft) Slope Length(ft) Depth(ft) Area(sf) Perim.,Pw(ft) Radius(ft) Slope(ft/ft)
3 3 4.7 1.5 11.3 12.49 0.90 0.0037
Rational Equation for 2 year storm Addition flow from upstream Swales Bare Soil calculations(02)
Drainage Q2 Upstream swale# Upstream swale# Upstream swale# Total Flow(cfs)
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres) (Cfs) Flow(cfs) Flow(cfs) Flow(cfs) "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0.45 6.18 8.77 24.39 0.00 0.00 0.00 24.39 0.020 47.56 13.2 3.52 0.25
Rational Equation for 10 year storm Addition flow from upstream Swales Temporary liner calculations(Q2)
Drainage Q10 Upstream swale# Upstream swale# Upstream swale# Total Flow(cfs)
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres) (Cfs) Flow(cfs) Flow(cfs) Flow(cfs) "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0.45 7.95 8.77 31.37 0.00 0.00 0.00 31.37 0.014 67.94 11.2 4.53 0.21
Permanent liner calculations(Q10)
Bare Soil _ Mannings Q AutoCad AutoCad Shear
Material Recommended n Values for Flow Depth Permissible "n" Allow. Depth(in) Velocity(fps) Stress(Ib/sf)
0-0.5 ft 0.5-2.0 ft >2.0 ft velocitiy(fps) _ 0.014 67.94 12.6 4.86 0.24
Bare Soil 0.023 0.02 0.02 2.00
Temporary Liners _ Permanent Liners
Recommended n Values for Flow Depth Allowable Recommended n Values for Flow Depth Allowable
*Material 0-0.5 ft 0.5-2.0 ft >2.0 ft Shear Stress Ib/sf *Material 0-0.5 ft� � ( ) I 0.5-2.0 ft I >2.0 ft Shear Stress(Ib/sf)
Unvegetated Vegetated
S75 0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
S150 0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
SC150 0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
C125 0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
C350 0.040 0.025 0.02 2.25
P300 0.034 0.024 0.02 2.00 Permanent Liners _
Material Recommended n Values Permissible
Rip Rap Liners velocitiy(fps) _
Material Recommended n Values for Flow Depth Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft >2.0 ft Shear Stress(Ib/sf)
Class A 0.044 0.033 0.03 1.65
Class B 0.066 0.041 0.034 3.00
Class I 0.104 0.069 0.035 4.50
Class II - 0.078 0.04 6.00
Shear Stress,T=y*(d/12)*s Selected Temporary Liner:IC125
Notes: Spreadsheet works for trapezoidal channel only T=shear stress in lb/sq.ft.
Side slope=horiz./vert. y=unit weight of water,62.4 lb/cu.ft. Selected Permanent Liner:IC125
Needs input d=flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s=channel slope in ft./ft.
*The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
RTGDE Swale Liner Calculations

Vil■Lap)
SUPPORTING DOCUMENTATION
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

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Resources Agricultural Experiment
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December 14, 2023

Custom Soil Resource Report
N Soil Map
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m Map Scale:1:7,440 if printed on A portrait(8.5"x 11")sheet.
Meters
m N 0 100 200 400 600
Feet
0 350 700 m 1400 2100
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 21,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot 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.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Bb Bibb soils,frequently flooded 3.7 2.9%
NoA Norfolk loamy sand,0 to 2 63.3 48.2%
percent slopes
NoB Norfolk loamy sand,2 to 6 52.0 39.6%
percent slopes
NoC Norfolk loamy sand,6 to 10 2.0 1.6%
percent slopes
VeB Vaucluse gravelly loamy sand, 10.1 7.7%
2 to 8 percent slopes
W Water 0.0 0.0%
Totals for Area of Interest 131.2 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
11

Custom Soil Resource Report
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Harnett County, North Carolina
Bb—Bibb soils, frequently flooded
Map Unit Setting
National map unit symbol: 3snw
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 80 percent
Johnston, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A -0 to 6 inches: sandy loam
Cg1 - 6 to 60 inches: sandy loam
Cg2- 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Johnston, Undrained
Setting
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Sandy and loamy alluvium
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Custom Soil Resource Report
Typical profile
A -0 to 30 inches: mucky loam
Cg1 -30 to 34 inches: loamy fine sand
Cg2-34 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Very poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 0 inches
Frequency of flooding: Frequent
Frequency of ponding: Frequent
Available water supply, 0 to 60 inches: High (about 9.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
NoA—Norfolk loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v75w
Elevation: 10 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Convex, linear
Across-slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 14 inches: loamy sand
14

Custom Soil Resource Report
Bt- 14 to 65 inches: sandy clay loam
BC- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: A
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
Minor Components
Goldsboro
Percent of map unit: 9 percent
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: F153AY040NC - Moist Loamy Rises and Flats
Hydric soil rating: No
Wagram
Percent of map unit: 8 percent
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest, talf
Down-slope shape: Convex
Across-slope shape: Convex
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
15

Custom Soil Resource Report
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Convex, linear
Across-slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 14 inches: loamy sand
Bt- 14 to 65 inches: sandy clay loam
BC- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
Minor Components
Wag ram
Percent of map unit: 10 percent
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Riser, rise
Down-slope shape: Linear, convex
Across-slope shape: Convex
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
Goldsboro
Percent of map unit: 7 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
16

Custom Soil Resource Report
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: F153AY040NC - Moist Loamy Rises and Flats
Hydric soil rating: No
NoC—Norfolk loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3sq2
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Norfolk and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 9 inches: loamy sand
E-9 to 14 inches: loamy sand
Bt- 14 to 70 inches: sandy clay loam
C- 70 to 100 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
17

Custom Soil Resource Report
Hydrologic Soil Group: A
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
VeB—Vaucluse gravelly loamy sand, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3sg1
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost-free period: 210 to 245 days
Farmland classification: Not prime farmland
Map Unit Composition
Vaucluse and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vaucluse
Setting
Landform: Low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy and sandy marine deposits
Typical profile
Ap- 0 to 6 inches: gravelly sandy loam
E- 6 to 14 inches: gravelly sandy loam
Bt- 14 to 29 inches: sandy clay loam
Btx- 29 to 58 inches: sandy clay loam
BC-58 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 15 to 35 inches to fragipan
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 3.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
18

Custom Soil Resource Report
Ecological site: F137XY040SC- Loamy Summit Woodland
Hydric soil rating: No
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional):Toeslope
Down-slope shape: Concave
Across-slope shape: Linear
Ecological site: F137XY010SC - Flood Plains And Seepage Swamps
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit:2 percent
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Ecological site: F137XY010SC - Flood Plains And Seepage Swamps
Hydric soil rating: Yes
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
19

NOAA Atlas 14,Volume 2,Version 3
""`°`N.
Location name: Dunn, North Carolina, USA* - '"
' Latitude: 35.3151°, Longitude: -78.5714° i nonn
Elevation:207 ft**
source:ESRI Maps `" yr
**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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.23 6.14 7.10 7.91 8.83 9.53 10.2 10.8 11.6 12.2
(4.79-5.74) (5.63-6.73) (6.49-7.79) (7.22-8.65) (8.03-9.65) (8.64-10.4) (9.18-11.1) (9.70-11.8) (10.3-12.6) (10.8-13.4)
10-min 4.18 4.91 5.69 6.32 7.04 7.59 8.10 8.58 9.16 9.64
(3.82-4.58) (4.50-5.39) (5.20-6.23) (5.77-6.92) (6.40-7.69) (6.88-8.29) (7.30-8.83) (7.69-9.35) (8.13-10.0) (8.48-10.5)
15-min 3.48 4.12 4.80 5.33 5.95 6.41 6.83 7.22 7.69 8.06
(3.18-3.82) (3.77-4.52) (4.39-5.26) (4.87-5.84) (5.40-6.50)_ (5.80-6.99) (6.15-7.44) (6.46-7.87) (6.82-8.39) (7.10-8.81)
30-min 2.39 2.85 3.41 3.86 4.40 4.83 5.23 5.62 6.12 6.53
(2.18-2.62) (2.61-3.12) (3.12-3.73) (3.53-4.23) (4.00-4.81) (4.37-5.27) (4.71-5.70) (5.03-6.13) (5.43-6.68) (5.75-7.13)
60-min 1.49 1.78 2.18 2.52 2.93 3.27 3.60 3.94 4.39 4.76
(1.36-1.63) (1.64-1.96) (2.00-2.39) (2.30-2.75) (2.66-3.20) (2.96-3.57) (3.24-3.93) (3.53-4.30) (3.90-4.79) I (4.19-5.21)
2-hr 0.872 1.05 1.31 1.53 1.82 2.06 2.31 2.56 2.92 3.22
(0.789-0.972) (0.954-1.17) (1.18-1.46) (1.38-1.70) (1.63-2.02) (1.84-2.28) (2.05-2.56) (2.26-2.84) (2.55-3.23) (2.79-3.57)
3-hr 0.616 0.744 0.930 1.10 1.32 1.51 1.70 1.92 2.22 2.48
(0.559-0.689) (0.674-0.831) (0.842-1.04) (0.989-1.22) (1.18-1.46) (1.34-1.68)_ (1.51-1.90) (1.68-2.13) (1.92-2.47) (2.13-2.76)
6-hr 0.368 0.445 0.557 0.657 0.792 0.910 1.03 1.17 1.36 1.52
(0.335-0.410) (0.404-0.494) (0.505-0.618) (0.594-0.728) (0.711-0.877) (0.811-1.01) (0.913-1.14) (1.02-1.29) (1.17-1.50) (1.30-1.68)
12-hr 0.215 0.259 0.327 0.387 0.470 0.544 0.621 0.706 0.829 0.938
(0.194-0.240) (0.235-0.289) (0.295-0.365) (0.348-0.432) (0.419-0.523) (0.481-0.603) (0.544-0.688) (0.612-0.781) (0.706-0.918) (0.787-1.04)
24-hr 0.127 0.154 0.197 0.232 0.281 0.322 0.366 1 0.412 0.479 0.534
(0.115-0.139) (0.140-0.169) (0.179-0.217) (0.211-0.255) (0.254-0.310) (0.290-0.355) (0.328-0.403) (0.367-0.454) (0.423-0.529) (0.468-0.590)
2-day 0.074 0.089 0.114 0.133 0.161 0.183 0.207 0.233 0.270 0.300
(0.068-0.081) (0.082-0.098) (0.104-0.124) (0.121-0.145) (0.146-0.175) (0.166-0.200) (0.187-0.227) (0.208-0.255) (0.239-0.296) (0.263-0.331)
3-day 0.052 0.063 0.080 0.093 0.112 0.127 0.144 0.161 0.185 0.206
(0.048-0.057) (0.058-0.069) (0.073-0.087) (0.085-0.101) (0.102-0.122) (0.116-0.138) (0.130-0.156) (0.144-0.176) (0.165-0.203) (0.182-0.226)
4-day 0.041 0.050 0.063 0.073 0.088 0.099 0.112 I 0.125 0.143 0.159
(0.038-0.045) (0.046-0.054) (0.058-0.068) (0.067-0.079) (0.080-0.095) (0.091-0.108) (0.101-0.121) (0.112-0.136) (0.128-0.156) (0.141-0.173)
7-day 0.027 0.033 0.041 0.047 0.056 0.063 0.071 0.078 0.089 0.098
(0.025-0.030) (0.030-0.036) (0.038-0.044) (0.043-0.051) (0.051-0.061) (0.058-0.069) (0.064-0.077)](0.071-0.085) (0.080-0.098) (0.087-0.108)
10-day 0.022 0.026 0.032 0.036 0.043 0.048 0.053 0.058 0.066 0.071
(0.020-0.023) (0.024-0.028) (0.030-0.034) (0.034-0.039) (0.039-0.046) (0.044-0.051) (0.048-0.057) (0.053-0.063) (0.059-0.071) (0.064-0.077)
20-day 0.014 0.017 0.021 0.024 0.027 0.030 I 0.034 I 0.037 0.041 I 0.044
(0.013-0.016) (0.016-0.019) (0.019-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.033)1(0.031-0.036) (0.034-0.040) (0.037-0.044)1(0.040-0.048)
30-day 0.012 0.014 0.017 0.019 0.022 0.024 0.026 0.028 0.031 0.033
(0.011-0.013) (0.013-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.025) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.030-0.036)
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.022 0.024 0.026
(0.009-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.024) (0.022-0.026) (0.023-0.027),
60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.018 0.019 0.020 0.022
(0.008-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.023)
1 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.
Back to Top
PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.3151°, Longitude: -78.5714°
Average recurrence
101 __ - mtenral
`` (years)
10 - � — b0
c I I — 25
o — 50
10 �, 100
,a \ _- — 200
cu 500
a
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EO 'II m Duration r" N r r N m v O
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L
c
Duration
10a -
c 5-rrnn — 2-day
a
— 10-nm — 3-day
c 15-min — 4-day
y v- - " — 30-min — 7-day
2 10-1 — 60-min — 10-day
a
•0 — 2-hr — 20-day
aJ
a` — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 60-day
1 t t I 1 t 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT) Tue Nov 7 16:08:13 2023
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Maps & aerials
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions(&noaa.gov
Disclaimer

mil�■
PREVIOUS NCDENR APPROVALS
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory, John E. Skvarla,III,
Governor Secretary
April 2, 2014
LETTER OF APPROVAL
Rooms To Go Distribution Company, LLC
Attn: Jeffrey H. Finkel, VP
400 Perimeter Center Terrace, Suite 800
Atlanta, GA 30346
RE: Project Name: Rooms To Go Distribution Center Acres Approved: 107
Project ID: Harne-2014-051
County: Harnett Dunn I 95 &Rooms To Go Way
River Basin: Cape Fear Stream Classification: Other
Submitted By: The Site Group, PLLC
Date Received by LQS: 12/16/2013
Plan Type: New
Dear Mr. Finkel:
This office has reviewed the subject erosion and sedimentation control plan. We find the plan to
be acceptable and hereby issue this Letter of Approval. The enclosed Certificate of Approval must be
posted at the job site. This plan approval shall expire three(3)years following the date of approval, if no
land-disturbing activity has been undertaken, as is required by Title 15A NCAC 4B .0129.
Title 15A NCAC 4B .0118(a)requires that a copy of the approved erosion control plan be on file
at the job site. Also,this letter gives the notice required by G.S. 113A-61.1(a)of our right of periodic
inspection to insure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance-oriented,requiring
protection of existing natural resources and adjoining properties. If,following the commencement of this
project,the erosion and sedimentation control plan is.inadequate to meet the requirements of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute 113A-51 through 66),this
office may require revisions to the plan and implementation of the revisions to insure compliance with the
Act.
Division of Energy, Mineral, and Land Resources
Land Quality Section
Fayetteville Regional Office 225 Green Street—Suite 714, Fayetteville, North Carolina 28301
Phone: [phone]/FAX: [phone]-Internet: http:/tportal.ncdenr.org/web/Ir/land-quality
An Equal Opportunity/Affirmative Action Employer—50% Recycled/10%Post Consumer Paper

Letter of Approval
Rooms To Go Distribution Company, LLC
April 2,2014
Page 2 of 2
The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This could include
agencies such as the DEMLR Land Quality's stormwater regulations,their enforcement requirements within
Section 401 of the Clean Water Act,the Environmental Protection Agency and/or the U.S.Army Corps of
Engineers'jurisdiction of Section 404 of the Clean Water Act,the Division of Solid Waste Management's landfill
regulations, local County or Municipalities' ordinances,or others that may be required. This approval cannot
supersede any other permit or approval;however, in the case of a Cease and Desist Order from the Corps of
Engineers,that Order would only apply to wetland areas. All upland areas would still have to be in compliance
with the N.C. Sedimentation Pollution Control Act.
If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act,the
developer is responsible for compliance with the requirements of the Division of Water Resources,the
Corps of Engineers and the Environmental Protection Agency(EPA)respectively. Any erosion control
measures that fall within jurisdictional wetland areas must be approved by the aforementioned agencies
prior to installation. The Land Quality Section must be notified of a relocation of the measures in
question to the transition point between the wetlands and the uplands to assure that the migration of
sediment will not occur. If that relocation presents a problem or contradicts any requirements of either
DWR,the Corps, or the EPA, it is the responsibility of the developer to inform the Land Quality Section
regional office so that an adequate contingency plan can be made to assure sufficient erosion control
remains on site. Failure to do so will be considered a violation of this approval.
Please be aware that your project will be covered by the enclosed NPDES General Stormwater
Permit NCG010000(Construction Activities). You should first become familiar with all of the
requirements for compliance with the enclosed general permit.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form,which you provided. You are requested to file an amended form if there
is any change in the information included on the form. In addition, it would be helpful if you notify this
office of the proposed starting date for this project. Please notify us if you plan to have a preconstruction
conference.
Your cooperation is appreciated.
Sincerely,
Jodi Pace,EI
Land Quality Section
Enclosures: Certificate of Approval
NPDES Permit
cc: The Site Group, PLLC—electronic copy
Jay Sikes, Building Inspector—electronic copy
Land Quality Section-Fayetteville Regional Office File

ATA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM Pat McCrory, Governor
Director John E. Skvarla, III, Secretary
March 22, 2014
Mr.Jeffrey H. Finkel, Senior Vice President
Rooms To Go Distribution Company LLC
400 Perimeter Center Terrace, Suite 800
Atlanta, GA 30346
Subject: Stormwater Permit No. SW6131201 Revision 03222014
Rooms To Go Distribution Center
Dunn,North Carolina—Harnett County
Dear Mr. Hinkel:
The Stormwater Program under the Division of Energy, Mineral, and Land Resources(DELMR),
received a complete Stormwater Management Permit Application for the subject project on March 21,
2014. Staff review of the plans and specifications has determined that the project, as proposed,will
comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2006-
246. We are forwarding Permit No. SW6131201,as revised March 22,2014,for the construction,
operation and maintenance of the subject project and the stormwater BMPs. This permit shall be effective
from the date of issuance until March 21,2022 and shall be subject to the conditions and limitations as
specified therein, and does not supersede any other agency permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable,you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH).The written petition must conform to Chapter 150B of the North Carolina General Statutes. Per
NCGS 143-215(e)the petition must be filed with the OAH within thirty(30)days of receipt of this
permit. You should contact the OAH with all questions regarding the filing fee(if a filing fee is required)
and/or the details of the filing process at 6714 Mail Service Center, Raleigh,NC 27699-6714,or via
telephone at 919-431-3000, or visit their website at www.NCOAH.com.Unless such demands are made
this permit shall be final and binding.
This project will be kept on file at the Fayetteville Regional Office. If you have any questions, or need
additional information concerning this matter, please contact Mike Randall at(919) 807-6374; or
[e-mail].
Sincerely,
>71":_, 3,&e..e/
for Tracy E. Davis, PE, CPM, Director
cc: SW6131201 File, Fayetteville Regional Office
ec: Harmon Jones,Vice President, Seaman Development Corporation
Patrick Barbeau,The Site Group
Ed Sconfienza,The Site Group
Geological Survey Section• Land Quality Section
1612 Mail Service Center, Raleigh,North Carolina 27699-1612.919-707-9200/FAX:[phone]
512 North Salisbury Street, Raleigh, North Carolina 27604• Internet:http://portal.ncdenr.org/web/Ir/
An Equal Opportunity 1 Affirmative Action Employer—50% Recycled 110%Post Consumer Paper

State Stormwater Permit
Permit No. SW6131201 Revision 03222014
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Rooms To Go Distribution Company LLC
Rooms To Go Distribution Center
Dunn, North Carolina — Harnett County
FOR THE
construction, operation and maintenance of two Wet Detention Basins in compliance
with the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter
referred to as the "stormwater rules') and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the State and considered a part of this permit.
This permit shall be effective from the date of issuance until March 21 , 2022, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1 . This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The two Wet Detention Basins are approved for the management of stormwater
runoff as described in the application documents and as shown on the approved
plans.
3. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
4. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
5. The built-upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 4

State Stormwater Permit
Permit No. SW6131201 Revision 03222014
II. SCHEDULE OF COMPLIANCE
1. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
2. The permittee shall at all time provide the operation and maintenance necessary
to assure the two Wet Detention Basins functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re-vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch basins and piping.
g. Access to the cell and outlet structure must be available at all times.
3. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
4. The permittee shall submit an annual summary report of the maintenance and
inspection records for each Wet Detention Basin. The report shall summarize
the inspection dates, results of the inspections, and the maintenance work
performed at each inspection.
5. The two Wet Detention Basins shall be constructed in accordance with the
approved plans and specifications, the conditions of this permit, and with other
supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the two Wet Detention Basins certifying that the
permitted facility has been installed in accordance with this permit, the approved
plans and specifications, and other supporting documentation. Any deviations
from the approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built-upon area, details, etc.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
Page 2 of 4

State Stormwater Permit
Permit No. SW6131201 Revision 03222014
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of eight years from the date of the completion of
construction.
10. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
State, accompanied by the supporting documentation. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the State, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 3 of 4

State Stormwater Permit
Permit No. SW6131201 Revision 03222014
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 22th day of March, 2014.
for Tracy E. Davis, P.E., CPM
Director Division of Energy, Mineral, and Land Resources
Page 4 of 4

ROOMS TO GO
DISTRIBUTION CENT FR
ROOMS TO GO WAY
(FORMERLY SADDLEBRED ROAD)
BETWEEN JONESBORO ROAD AND
HARNET — DUNN HIGHWAY
DUNN, NORTH CAROLINA
C:\'''' '''' si ,f7,,,,
STORMWATER RUNOFF
CALCULATIONS
ifets
JOB CODE: RTGSRCe vi;„. 4
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27 NOVEMBER 2013 303
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THE SITE GROUP, PLLC
1111 OBERLIN ROAD
RALEIGH NC 27605 USA
Landscape Architects, Engineers
TELEPHONE [phone]
TELEFAX 919 839 2255

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RTGSRC
27 NOV 2013
Rooms To Go distribution Center (Dunn, NC)
BACKGROUND
Rooms To Go Distribution Company, LLC is building a retail & distribution center in Dunn, NC south of the 195 and
Jonesboro Road exit. The project consist of several parcels of land owned by 4 separate property owners, that are
being combined for a total of 113.15 acres and will require a new Stormwater Management Permit. The summary of
property owners and purchase agreements are attached. The purchase contracts are in the name of Seaman
Development Corp., but they will be assigned to Rooms To Go Distribution Company LLC prior to closing. The Vice
President of Rooms To Go Distribution Company LLC has signed the permit application and the Operation and
Maintenance Agreement for both wet detention BMPs.
Project information:
County Harnett
Watershed Cape Fear
Stormwater Program Phase II Tipped County
Receiving Stream Stony Run (Index# 18-68-12-2-2)
Density High
High Density Setback 30 ft
S/W Control 1 inch Runoff
TSS Removal 85% (we have used 90% TSS to avoid using a vegetative filter strip)
S/W Draw Down 2—5 days
NSW Load Limits None
STORMWATER RUNOFF and BMP Design
The BMPs have been designed for future build out of the site including a possible future addition of property to the site
and a maximum amount of impervious area.
The site is divided into two drainage areas separated to the north by Rooms to Go Way, to the west by McLambs Pond
and to east by a stream. Each drainage area feeds to a wet detention basin that has been sized for 90% TSS removal
and to detain the 1-inch runoff.
Drainage Area #1 (South East Wet Pond)
This drainage area is 2,761,684 square feet (63.4 ac) with a build out impervious area of 2,335,687 square feet (53.6
ac) for a total percent impervious area of 84.57%. The building and parking lot area is routed through a series of inlets
and stormwater pipes to the south east wet pond.
The SITE Group
1111 Oberlin Road 919-835-4787 (o)
Raleigh NC 27605 1/3 919-839-2255 (f)

Vtio
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RTGSRC
27 NOV 2013
The pipes and inlets were designed using the rational method, Manning equation and Carlson design software with the
following criteria:
C 0.90 (weighted rational runoff coefficient—Table 3-2 BMP Manual)
Ho 7.91 in/hr used to size pipe system (10 yr NOAA data— Erwin has closest rainfall data)
12 6.16 in/hr used to size inlet system (2 yr NOAA data— Erwin has closest rainfall data)
The design calculations for the pipes and inlets are located on the profile sheets of the attached plans sheets 510-516.
There are 3 culverts located at the three driveway entrances to the site from Rooms To Go Way. The design
calculations for the culverts is shown in the table on sheet 502.
The pond was designed with an interpolated SA/DA ratio of 4.73 using Table 10-3 (90% TSS removal) from the BMP
manual. The provided surface area is approximately 9% more than required to accommodate any errors assumed in
future build out impervious area. The permanent pool average depth was determined using Option #1 per Chapter
10.3.4 of the BMP manual. The 1 inch runoff volume for the site was calculated using the Schuler Simple Method per
Chapter 3.3.1. The provided storage volume for the 1 inch runoff is approximately 9% more than the required volume
to accommodate any errors assumed in future build out impervious area.
SA required 130,593 sf
SA provided 142,458 sf(included approx.. 9% additional for future build out)
PPE avg depth 3.0 ft(Option#1)
1 inch R/O Vol requ. 186,675 cf
1 inch R/O Vol prov. 203,013 cf(included approx.. 9% additional for future build out)
Qpre 1 inch R/O 1.45 cfs
Qpost 1 inch R/O 1.22 cfs (the post discharge rate is less than the pre discharge)
The 1 inch, 2, 10, 25, 50 and 100 year storms were routed through the pond and control structure using Hydraflow
version 6.02 to produce the inflow and outflow hydrographs. The control structure consist of a rectangular CMU box
(waterproofed) with (3) 36 inch RCP pipes that discharge to a rip rap scour hole. The 1 inch storm is routed through a
control weir with a 1.7 foot wide notched weir that begins at the permanent pool elevation of 181.00 and continues to
the top of the structure at 182.30. The top of the control structure is open (covered by a grate) which allows the 10
year storm to be routed through the control structure without reaching the emergency spillway. The 25, 50 and 100
year storms are routed through both the top of the control structure and the 25 foot wide emergency spillway located at
an elevation of 183.3. The top of the pond is at 185.00 providing 1.7 feet of freeboard above the spillway.
Drainage Area#2 (South West Wet Pond)
This drainage area is 2,517,173 square feet (57.8 ac) with a build out impervious area of 1,928,277 square feet (44.3
ac) for a total percent impervious area of 76.6%. The building and parking lot area is routed through a series of inlets
and stormwater pipes to the south west wet pond.
The pipes and inlets were designed using the rational method, Manning equation and Carlson design software with the
following criteria:
The SITE Group
1111 Oberlin Road 919-835-4787 (o)
Raleigh NC 27605 2/3 919-839-2255 (f)

111 III
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Vii ral
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RTGSRC
27 NOV 2013
C 0.90 (weighted rational runoff coefficient—Table 3-2 BMP Manual)
lio 7.91 in/hr used to size pipe system (10 yr NOAA data— Erwin has closest rainfall data)
12 6.16 in/hr used to size inlet system (2 yr NOAA data— Erwin has closest rainfall data)
The pond was designed with an interpolated SA/DA ratio of 4.33 using Table 10-3 (90% TSS removal) from the BMP
manual. The provided surface area is approximately 9% more than required to accommodate any errors assumed in
future build out impervious area. The permanent pool average depth was determined using Option #1 per Chapter
10.3.4 of the BMP manual. The 1 inch runoff volume for the site was calculated using the Schuler Simple Method per
Chapter 3.3.1. The provided storage volume for the 1 inch runoff is approximately 8% more than the required volume
to accommodate any errors assumed in future build out impervious area.
SA required 109,007 sf
SA provided 118,424 sf(included approx.. 9% additional for future build out)
PPE avg depth 3.0 ft(Option #1)
1 inch R/O Vol requ. 155,119 cf
1 inch R/O Vol prov. 167,699 cf(included approx.. 8% additional for future build out)
Qpre 1 inch R/O 1.47 cfs
Qpost 1 inch R/O 1.09 cfs (the post discharge rate is less than the pre discharge)
The 1 inch, 2, 10, 25, 50 and 100 year storms were routed through the pond and control structure using Hydraflow
version 6.02 to produce the inflow and outflow hydrographs. The control structure consist of a rectangular CMU box
(waterproofed) with (1) 36 inch RCP pipes that discharge to a rip rap pad. The 1 inch storm is routed through a control
weir with a 1.75 foot wide notched weir that begins at the permanent pool elevation of 177.00 and continues to the top
of the structure at 178.30. The top of the control structure is open (covered by a grate) which allows the majority of the
10 year storm to be routed through the control structure. The 25, 50 and 100 year storms are routed through both the
top of the control structure and the 25 foot wide emergency spillway located at an elevation of 179.30. The top of the
pond is at 181.00 providing 1.7 feet of freeboard above the spillway.
The SITE Group
1111 Oberlin Road 919-835-4787 (o)
Raleigh NC 27605 3/3 919-839-2255 (f)

ORIGINAL SCM
DESIGN AREAS
SCS Weighted curve Numbers
Soils: NoA& NoB (Norfolk Type "B")
SE Pond - Pre-Development Weighted SCS Curve Number"CN" (Phase 3)
* Table 3-2 NCDENR Stormwater BMP Manual
Weighted Rational Coefficient
Sub-Area Category C; A;(Ac) C;x A;
1 Lawns, sand/clay soil, average (2-7%) 85.00 63.400 5389.00
63.40 5389.00
Cc = (C, XA)
A,
'Sum of C;x Ai= 5389.00'
Sum of A;= 63.4
Cc= 85
SE Pond - Post-Development Weighted SCS Curve Number"CN" (Phase 3)
* Table 3-2 NCDENR Stormwater BMP Manual
_ Weighted Rational Coefficient
Sub-Area Category C; A;(Ac) C;x A;
1 Asphalt 98.00 31.370 3074.26
2 Roofs- Flat 98.00 22.250 2180.50
3 Lawns, sand/clay soil, average (2-7%) 61.00 9.780 596.58
0
0
63.40 5851.34
Cc = > (C, x A)
yA;
Sum of C;x A;= 5851.34
Sum of A;= 63.4
Cc= 92

SW Pond - Pre-Development Weighted SCS Curve Number"CN" (Phase 3)
*Table 3-2 NCDENR Stormwater BMP Manual
Weighted Rational Coefficient
Sub-Area Category C; A;(Ac) C;x A;
1 Concrete 98.00 0.34 33.32
2 Roofs- Inclined 98.00 1.63 159.74
3 Lawns, sand/clay soil, average (2-7%) 85.00 55.82 4744.700
0
0
0
57.79 4937.76
Cc = (Ci X A)
I Ai
Sum of C;x A;= 4937.76
Sum of A;= 57.79
C,= 85
SW Pond - Post-Development Weighted SCS Curve Number"CN" (Phase 3)
*Table 3-2 NCDENR Stormwater BMP Manual
Weighted Rational Coefficient
Sub-Area Category C; A;(Ac) C;x A;
1 Asphalt _ 98.00 23.38 2291.24
2 I Roofs- Flat 98.00 20.89 2047.22
3 Lawns, sand/clay soil, average (2-7%) 71.00 13.52 959.920
0
0
57.79 5298.38
Cc = (Ci X Ai)
Ai
Sum of C;x A;= 5298.38
Sum of A;= 57.79
Cc= 92

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11 1� ti .� ---.'ils - E
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/ ILL // I POND I IMPERVIOUS AREA 84.57/D / 1 _
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�� j® 4 10 ® / i GRADING NOTES: z
l - ® /I I 1 I PROJECT BUILD OUT / / -`� FFE t9T50 Mir-Ze,J�_ I iem
`I•�`I• _�� 1 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING,COORDINATING,AND O C)
- -\- .''' // _ F M�r_7 �7► -��� � fir_:w / / 0
-� l ji / //�„®,� G 1 0 /L / / u.� - i'- AWATIM �� igiit. `�i I PAYMENT FOR ALL NECESSARY LOCATING SERVICES INCLUDING INDEPENDENT LOCATING U O �•/� O I-
- \ ti •\a s" /Y� I POND 2 IMPERVIOUS AREA(76.6/Q) 9 'dim M`+ \ _�,+ �� �� ` 5�+ / SERVICES. THE CONTRACTOR SHALL HAVE ALL EXISTING UTILITIES LOCATED AT LEAST 48 co 0 F'
- ` 1d / / ■■ _�__ __ i 1_ _F/ \)7 / / I HOURS PRIOR TO BEGINNING DEMOLITION, EXCAVATION,OR ANY OTHER FORM OF d'O ct W
-N- �l` (.1I ®'/a/ !' / e DRAINAGE AREA=57.79 ACRES(TOTAL) 'mii �� 114.-
1 i� a� / // CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S IrIZ
0 \ REPRESENTATIVE OR ANY DISCREPANCIES OR CONFLICTS.
` �`• f II , ,r0R E` ,sot II IMPERVIOUS AREA=44.27 ACRES / 111,. __ �'95 / .'�I / /!,® �/, 0 j =
\\ �A' ///
�® .� / I �,/'� / Iq \ �• \ �� / / / 2. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED BY THE CONTRACTOR DURING U
/ - 1 I II 1 I" - / CONSTRUCTION SHALL BE RESTORED OR REPLACED TO ORIGINAL CONDITION AND TO THE Z
.ti t V "��/// // [// 4 • 1" / =uxnxoPxcw xerncxrs - ;`�� L i\ \I/ C / / , - SATISFACTION OF THE OWNER'S REPRESENTATIVE AT THE CONTRACTOR'S EXPENSE. Z
ti` lo // ® jil i•:�� �V�F:Ill~ 11 0- '' 1&'• M ��. _6vya�. , \ 1 / ' / .gin:' NIa o
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�� a 1I -= ^s '�� I /� - 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING ALL PERMITS, INSPECTIONS,
,/ �//® I •iio I s- �� ��, -® �� 1 A 11® d' I i� CERTIFICATIONS,AND OTHER REQUIREMENTS WHICH MUST BE MET UNDER THIS
\ / 11 "�•• '� 0 CONTRACT ARE OBTAINED.
//= I/lti a/' ` n `J I��( s''���'`' / I �L�I�� I,EI_II_L11�..._.- __.i�lll�_III����I_�_��., ..11����1��1 �./ Lilll��'di7.. .
,r•.
( �" 4. IF DEPARTURESFROMTHIS PROJECT DRAWINGS OR SPECIFICATIONS ARE DEEMED
�ti� I I �±d-, / �) "r;.xA�yq��.q I I I� / �� � / / �-� x - ® � / • NECESSARY BY THE CONTRACTOR DETAILS OF SUCH DEPARTURES AND REASONS
mo,smu/ gaJy's - / \, T•ae 1i�--. THEREFORSHALLBE SUBMITTEDTOTHEOWNERSREPRESENTATIVE FOR REVIEWPRIORxu, P4, !//1'//�,�/ �Il �-6 �r��% S� \ / \ \ \ 1 _ ® , w� rTOCONSTRUCTION. NODEPARTURESFROMTHECONTRACTDOCUMENTSSHALLBEMADE\I j® / / / / / ////'////� ® WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE OWNER'S REPRESENTATIVE.
h� e I ®lllill`,�/ % I -\ / �o / \ / _ ��II ® ® a0 wsTuxo 5. PAVED SURFACES SHALL BE INSTALLED TO CREATE POSITIVE DRAINAGE TO ALL Drawn
�`\ _ PROPOSED AND EXISTING DRAIN INLETS. IF A DRAINAGE FLOW DISCREPANCY IS By PJB
ll�'" i/i // / / I �, �� " \ E nos seo �LL`, ®^ / •TI C °Y SETBACK DISCOVERED DURING SUB-BASE INSTALLATION,THE CONTRACTOR SHALL NOTIFY THE Checked
Y 0, x.x\µau xe\e 1 ItA
- PROJECT ENGINEER THAT DESIGN MODIFICATIONS MAY BE REQUIRED. B EFS
�lll_ '\ I !II' �� %,®/® / -,' r \ \ : TOW E;, ) mro�m L.
y
\\ A I Mu sr �� � c ® 16. SPOT GRADES REPRESENT TOP OF CURB OR ASPHALT OR CONCRETE SURFACE GRADES
:c9 \\\\�\\, _ � / \ / \ \ , ��p - HAZEL B. MCL4MB AND UNLESS OTHERWISE SPECIFIED DATE:
� \ / � aL" r / DAVID WAYNE MCLAMB
` ll - `` ®\\ -=� /e / / I ( I \ / \@ \ \3�- / .00/ ®� ® '/ . D.B. 7 526 P6 862 7. ALL CONSTRUCTION TO CONFORM TO AND BE IN STRICT ACCORDANCE WITH TOWN OF 27 NOV 2013
" - ��\ ��=- o c I P.I.N.: 1526-66-8287
DUNN STANDARDS AND SPECIFICATIONS.
ti �� bA►�5 �( / \ \ \ / / �� �� /0,.."-/,� REVISED:
"�• �� g1 ti `°°lll �^*Ex^^xo \ / 8. MAXIMUM ALLOWABLE SLOPE FOR BOTH CUT AND FILL IS 3:1.
wlxmo~x.���Q+• /y,� III Pu,.T.xc PaEox�. �,*s // \\ _� 1Q19 MAR 2014
B 15''Estes ^' 1 +Sr / k C / \ \- I v-` / // \\ \ , t
9. ALL UTILITY LOCATIONS TO BE VERIFIED BY UTILITY LOCATOR PRIOR TO BEGINNING
yilli
� CONSTRUCTION.
�, A v neAcx N�� \ �O o01" I - - -� \ / / 1. /'1 n �`y �,`` 1( d II I ( \ \ \ __ // / \ r 10.TOPSOIL STRIPPED FROM SITE IS TO BE STOCKPILED ON SITE AND USED TO BACKFILL
`EO �y�\\• • ; 11 I \ \ I ` // / LANDSCAPE ISLANDS TO A DEPTH OF AT LEAST 6'•AS SOIL IS AVAILABLE. MOUND
ti F oo�wAr ��A v I I N / / \\` LANDSCAPE ISLANDS TO 1"ABOVE CURB AT CENTER OF DISPOSE OF EXCESS TOPSOIL
``lLOlol \•`II• • Imo/ I I \ \ \ \ I I I / // / / / OFFSITE.
nil 01
1 pr I \ / / J 11.ALL AREAS NOT PAVED, BUILT UPON OR LANDSCAPED SHALL BE SEEDED AS SHOWN IN
I
\ uxE` ti•'-� 1�III 1I`III �/ DALE ROBERTSON LUCAS AND \ \ \ / I / / / / / � , THE SEEDING SCHEDULE.
A
-� Il 1\ WIFE, KIM SHAWN LUCAS / 65°
~~~lll ..yy�r -I\\\\��I D.B. 922,PG. 2, \ I rmo�srxs,� . /®�- 1 - ` � D.B. 933,PG. 656 \ /� � uR
`- - - - I II •'DALE ROBERTSON LUCAS&WIFE \ \\ / ...---
A'''.- III. \� /
ll \ KIM SHAWN LUCAS"DIVISION
1 l `�)` P.C. E.SL. 125-C / \.��
l` ti PROJECT BUILD OUT P.LN.: ,526-45-4,2, \ - J / / ®J
POND 2 0,------
ti l l i OFFSITE DRAINAGE AREA \ J //% , /
�J � PROJECT BUILD OUT �;� \ IIIIII
/ / 15.63 AC/680,893 SF POND 1 '� /
ch / OFFSITE DRAINAGE AREA J a xDES �I ! •w "p_ �� ,x�,,,�xE Po.c;,
3.69 AC/160,707 SF _ `•" - E CONSTRUCTION
3~ -�/ w DOCUMENTS
0181111-111- GEORGE J. JERNIGAN,JR. \ NORTH PROJ
.1
DRAINAGE
D.B. XXX, PG. XXX
O6 ' LOT THE NANCY IMONDS AREA
3 56.E 30T I GODWIN ESTATE OVERALL a PLAN
,$ 1 \ M.B. 16, PG 58 DRAINAGE AREA PLAN v Code
N 29 a P.I.N.: 1526-65-7445
CLAYTON B. WILLIAMS ° Job RTGSRC
F I4•-• ,
/ \ D.B.XXX,2A XXX
zOT 2A
JOHN 57, PG. 2 THE NANCY TATEMON D w g N O.
D.B. STR PG. D GODAN ESTATE SCALE: 1" = 1OO• (DRAWING SCALED FOR 30x42 INCH PLOTS)
. M.B. 16, PG.58
OT 2B
\ / \ THE NANCY MONDS P.I.N.: 1526-65-5216 0
/ GODWIN ESTATE \ 0 100 200 300 400 D.A.
\ \ _ \ ' \ M.B. 16, PG. - \ O
_ / P.C. F, SL. I26 -
1 \\ �/ / P.I.N.: 1526-55-4613 \ e 0

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_ 192.1a ��� �� 190 - � w Ao
` _ \\ \ ♦ - - _� x RIPRAP PAD 9 i M4 0 0 4
\ \ \ • CLASS 1 RIPRAP PAD / _ a Q a
�. FFF a\ 20'TOP OF BERM �� 4' + 40'X15'X36"THICK '
20'TOP OF BERM .
EDO
\ 1�5 W/NON-WO BRIO LINER/ /J+�
\ SEE SITE]00 LANDSCAPE \\\ 1 ' ` 16U / /-�_ - 80 % /// \
0- \ BERM AND LANDSCAPE
\ ' //// , / / - '�.4 % / /r. WETLAND
\ PLANTING PREQUIREMENTS 1 ^0"/� TOP SED.STORAGE=177.50 4. I. / / / ® j'��v_ L / j/ EXISTING
\\ \\ \\_ Y\ i/ n \ BTTM SED.STORAGE=17fi., ``,� / // „I.)),
r.� WET..,
LAND 30'SETBACK N Z
TTM SED.S GE=176.50 '�'y �i PROPERTY LINE LL
\ SEE SITE 700 LANDSCAPE �1g5 10'V .SHELF %,,`�I / 0'VEG.S LF /6/ •
/ Q PLAN FOR SHALLOW WATER/LAND � I - =181.00' `' 4+ /.-
1 / :- PPE )1.Op' / ) / 9/ TOP OF BERM=i8r0 li O
\ PLANTING PREQUIREMENTS Y MAX.STAGE=182.30' \ /( N Z
\ 1 ' \ MAX.STAGE=18 185.1 O
\ / 182 �/ 1'N I` SPILLWAY=48&3 z W>H
N 1 y \ 1 / / \ / j/� ♦ PARKING AREA CONTROL STRUCTURE:? O O Z
\ \ \ n \\ FORBAY/PQNU ` / ♦ , �_ 4'X 14'(INSIDE DIM.) ° Z 0I
\ \ \ \ 1 I I �' �� L/ TOP=18233 0
\ 1 Y \ SEPE&ATt()N SPILLWAY/ / \ , �� "� O'TOP of BERM O O
\ \ \ 1 0 \ / / i f rn / . \\ FOREBAY MAIN POND 184.0 ZO 2 I-m 0
-\ \ 9° N \-- r --_ r SOUTH EAST POND miD °`'.\ /` /r ♦ J� 165.1 ME BERM F °00
n / r + 10'vE 1.7'FREEBOARD U 1-
/ `. // ♦ \� -. IF(10:11 1.3'MAX STAGE(1"R.O.) 0 D,U F
\ \\ 1 II TOP OF BERM=185.1 \/ Kg s. it
\\ 1 > MAX E 181-D PPE_STAGE- K O K W
\ \ \ 1 w n - BOTTOM OF POND17D.0 175.5 ` / r I ♦ ---�G m:1 1 v�a,.D�P� N LQ'Ce ci
\ \ \ ----t- --
m I / 9 \ %// 2:1 2:1 1815 3:1 3.5'PPE U r =
\ II FORBAY MAIN POND SEPERATION ♦ - �--
\ 1 Q i SPILLWAY ELEV=181.5 .-- \ ♦ oPSE�TggggE- aDs - 1TPSFro (3)36"RCP@83g6 U (_n z
\ \ ;� n n , EMERGENCY SPILLWAY ELEV=183.4 ,/ / ; // _ r sE}.STORAGE N0-'7 1N°- i7e o
\\ \\ 1 190 1 / // // SCOUR HOLE
\ \ \ j A / E 6 /- ` x ♦ /� o- 1 i]4� CLASS 6 RIPRAP W/NON-WOVEN
\ CONTROL STRUCTURE 67 / ♦/ 5 FABRIC LINER
__ n TOP OF STRUCTURE=184.0 I ��:I SOUTH EAST POND DETAIL
) \\ - -y TOP OF BOX (THROAT)=182.3 / \ / / � �� NTS
\ \ , CONTROL WEIR=181.0 --- B3 TOP SLAB(184.0 8-THICK 3,000 PSI CONC. Drawn Pd6
•�--y /♦< DIMS ARE TOP SLAB WN�4 REBPR Y
\ \ NV(S) OLIT=179.1 12"MIN.OPEN IB 6.OC. EACH DIRECTION Checked
iY • POND SURVEY INTERIOR
IOR DIMS
\\ \\__-- --- % I� _/' BOTTOM OF BOX=177.6 ♦j LIMITS Mt
.; 20 (ADD
FOR EXT.DIMS) TOP DE Box(leza INSTAu MH COVER Access By us
-J _ - -'� -// - __ ' 1.,'I I CONTROL WEIR 7)a".B"emu SUPPORTS
-- 'iw ONTROL STRUCTURE 1 IR(tet.OD
\ 1 / I / FOR TOP sue DATE:
_ "0. 27 NOV 2013
\ - �� �__ r�� a Cm
-- ; A / �t� 18 _I (WATERPROOFED) o SCOUR REVISED:
B V A\V -/' L ` 1 �i � BOTTOM C.S. n7.6 (3)36 RCP �T HOLE t0tz Dec zpt3
\ \ - ` `Si�P _ 25 / � (3)36"RCP 002%084% Q
�_---�- �- L p7 \/ 7 ®�, NV=tIT&B 2Q77 JAN 2014
\ \ - ` a �'IAWAY '••� / _ 0.842 10 FEB 2014
`- / ci -1g3.4 CONCRETE ANTI-BOUVANCY
FOOTING ®19 MAR 2014
REVISION A
\\ �//' \5 �'I - ♦-_----/---
/ \\ GEN CY /`, / CONTROL STRUCTURE DETAIL ©(RECORD SET)
24 AUG 2015
j/I I \ \ PI LWAY / NTS
SCOUR HOLE _ �141"1.14I�/,��' I��� • \\ \\ \ -'1 /
64'X45'W/2.,1(SDES / r / / • N \�___._ //
\ CLASS B RIPRAP + I • • \ '�/ \
W/NON-WOVEN FABRIC LINER- //����VW /• �` y • --
\w / / /: EXISTING __
/ \///� WETLINO WETLANDS FOLLOW
_ _, \ / /�® //` // ' ' ' _' '�: - PROPERTY LINE 1nj1e j
_ _ / o` O �Pp� �'� CONSTRUCTION
`'/� -. ��• 30'SETBACK WETLAND %/'6.1Ce ) / DOCUMENTS
•SE POND
• KEY
roMAP
l - - v DETAIL \ RECORD SET PROJECT NORTH SE GRADING
� `' NORTH & DRAINAGE
___ --.\... \-- \ \ THESE RECORD SET DRAWINGS HAVE BEEN PREPARED BASED S E GRADING PLAN
- ON SURVEY INFORMATION PROVIDED BY SURVEYING SOLUTIONS, & DRAINAGE PLAN . Job
RTGSRC
- \ P.C., DATED JUNE 18, 2015. THE DESIGN PROFESSIONAL c DwgNO.
HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF SCALE: 1" = 50' (uxnwlxc Sc,LLO FOR ra.az INCX PLOs1
THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY
OERRORS OR\ AS A LT MISSIONS WHICH MAY BE INCORPORATED HEREIN 0 50 100 150 200 o SITE
\ 0 504

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- ti-i1 !�//SHELF , \\ '� �/ ,92.s3 \ \ \ / II ,8=1 /
-ti FOREBAY/POND MAXSTAGEOP8.30'jI
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SEPERATION SPILLWAY � - / ii �� / ��■■ OR
% ^ =1]3.50 / BEPEI ce
, \ AN \ \ \ 4/ / � - b/ / /'/ BTTMSED. / ,�191.52 ■■ ;. \ \ /// / 6 _ 1� �/ % J\ =i3?5B� / \I ! I \ / U
`� } `1� I 169:5 \\° ■■■�I \ \ // / II■■■ � mii U-� l <` I ti / „N 1 BUILDING \ /// / .■=■■ ��� W�� �Q!- , 1® \ FFE 198.30 / ■■ / ''Ik��-\,_ -‘,_ --N_ -- -... i 7i,Air _ 1 x i! \
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- SOUTH WEST POND f• �``` II
li 2.// ��_ /- ` \ / // I I [�1® / [F��]w �o ..TOP OF BERM=181.0 II , 1II f!i ®�.�■ ��� \ �// ( / �� / -� k+1 F o- BOTTOM OF POND=169.5 i 11 f>� -)///
-/ 5' ( / p IFiWI 2';
SPILLWAY ELEV=177.4 { Ia��l IIMT \
1 /// /7jW-/--\_ ■■■' /
L EMERGENCY SPILLWAY tip,
/,, / 1 �Y ■■�®■ / �/ / / \ 1 / I -„
ELEV=n9.3I..: I I� II®' MEM j / I / ■i®if■■ \�- IM
/� 'a• / AX.STAGE=178.30'/ I I! -"- ■�• / ) / / ■m� / Lo0_ /� �/0�7//PPE=177.00' I Ir IMMTIE:
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� TOP SED. 193.0 �■�_01 ��/// // // \ I I / ■INMAN MEM t\�I� \\., PI 111111
- / " LC �{/<�' STORAGE=1]3.50\ ■ .■®�■ /� 1 / / I ■ppp O ■ SEE SITE 700 LANDSCAE / / / \ / / / Il�-■■ lull llll♦ B7[D�- - �� / �' �� BTTM SED. I ■1 PLAN FOR SHALLOW WATER/LAND ■�I �p / // \ p ry■p EIM4a20
PLANTING PREOUIREMENTS i -/ Lb \/ \
1 / o STORAGE=na50 ( 3 ■ > / / / I ■'I��■■ ��I
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- -`� 'I / ' / 1 \ I�01.6.r INLET ilk / 192.251NLET p7MEV 1190.54 O a
-� /� / SEE SITE 700 LANDSCAPE v 9t.7a ' ilk t92.50 IrvLET / / ,922a / \\ I \ 0
/ / (� I / /:
BERM AND SIDESLOPE 192.54 I 1
I I / r / PLANTING:REQUIREMENTS I' 0len / \ -v m
CONTROL STRUCTURE 65 5 I \ __ % LEM
sw POND, TOP OF STRUCTURE=180.0imi
I �at!� �� °a, -� DETAIL .. I \ / � ®, i��' �®I% B3E➢ �) \ tilk:111110Z)
, \ x/ /- /' / 3 M TOP OF BOX (THROAT)=178.3 / rzsz / �® aLLLLf - I ,^ / I CONTROL WEIR=177.0 I1F ,\ h / -\ \ // / / 1 �L� it9o. N:1/( e h � J NV(S) OUT=172.3 '�■ , e / � // �' / I ���I/ / ��11 \//119;21
�� «� p BOTTOM OF BOX=172.0 1 ■ / /\ O I 1
c- \ � - I I s s7„,,,l , i ( 11 . I / C/ / / /- �15_/ x / ( % .- �- %- ��
NV.=17Q 2 oy��� /� ) CONTROL STRUCTURE \ / / / \\ / / \ -� ,92.,0 � �__•
1 RIPRAP PADI '�` / I \ / ® L B\-/� 1� / \ -\ \\ 1 \ /, Z
11!
CLASS 1 RIPRAP PAIf
/ / / / / / 1 \ / / \ \ \ / O W
4ASS1 X24'THICK A
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-W/NON-WOVEN FABRIC LINE 44.4091 /J / / / / L / / `--_ \ / LL <
- - ElR K", :,, / / / SEE SITE]00 LANDSCAPE I W !1<KII \ //\ PILLVL1 Y > � OQ OF OE 7 \ //\ / \ BERM AND SIDESLOPE \\ ( //��� Ov3Zti�� /I ,.� / ; / / / /" \ / \ PLANTING:REQUIREMENTS II _ le OH.z O
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\�/ / �' // / �v / \ \ 1\ / 3EE SITE]00 LANDSCAPE ( O C~ O- \\\� ( ___ �/ I / ,/ \ \ \ PLAN FOR SHALLOW WATERMNDI -- ■ I U O O Fl � 4 /,I/ / /// / I / ------ \ PLANTING:REQUIREMENTS I t 1 -\ ~O[Q 2 Liii
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1 0
-EDGEOF WATER- 1� /)(\ III / I \ TOP OF BERM=181.0 \\�//� \\ \ \\\ \\\ 10 Checked EF-$
\ FLooD- il\ `E / /I I // / I \1 SPILLWAY=179.3 � \ \ \ V - - I I,_ __
\WETLAND` \\ ((I N / // I I CONTROL STRUCTURE#65 \ \ \ I ■ 27TNOV 2013
�� - �//- I 1U\\111 \/ / 14 X 12(INSIDE DIM.)4 \\\\\ \ \ \ - I E REVISED:
A20'WIDE BERM FOREBAY MAIN POND TOP="T,&3G \ \ -- - -
-PROPERTY` 1 1 1 I I 180.0 1.7'FREEBOARD _ \ ■ 1Q12 DEC 2013
B \ ` - ll
� LINE \- , \I I I II I I I 1.3'MAY STAGE(1"R.O.) 178.3 TOP SEAM 7 \ \ /' --
- ( - 1 1 11 MAX STAGE 10' (IO:tI iJ6.3 MAX STAGE -( \\ \ \\ \\\ // '' L ■ �10 FEB 2014
1 I I I I I\ / 0 rEc 5� 10:1- I �E 41ZJ.03PE 1 \ - -- ■
N_ -\- -;-ee �'' = 1 (\ \\\I 11L��� � 3:1 L \�\ \ // - �-� �iREVM510N2014
Z:.I 1J].4 3.5'PPE \
TOP SEO STORAGE 1
I/I I -\\ \ 176.4 �1 -2� 9TS BO MTP - \ \ \ / ` V� L5 16 APR 2014
\ •,1 CONCRETE- . (1)36"FCP NV-iITO% \\... \ \N. //// % \IS 6 24 AUGGN201#5 0-�- � \\ , 1'SED.STORAGE ANTIBO'ANCV INV-17250 ®'S'.2 ,
- � ;/� ( TOP OPIPB SUPPORTS 13• FOOTING iJ2.3 (RECORD SET)
NOT SHOWN FOR 1.5'
ti , ` cIARm. h° CLASS I RIPRAP PAD
- ' ALL DIMS AREA- i i SOUTH WEST POND DETAIL 48'X 24'X 24"THICK
EXTERIOR DIMS NTS W/NO-WOVEN FABRIC LINER _
- / -- TOP SUB SNPPORTS TOP OF BO% (18.3 8"THICK 3.000 P51 CONC. jj
_ T TOP SL1B TOP SUB.0/4 REBOR
\- - �� i 3,000 PSI CONC. NOT SHOWN FOR ALL DIMS ARE TOP OF BOX (1J8.3 ® ®6"O.0 EACH DRECTON QJ0 /j
1.0'
_ ' / INTERIOR DIMS INSTALL MH COVER ACCESS 2,A
CLARITY.' W/.��rHEolaE®Ior±s (ADD
aoRTo.Col Fz)8;g"CMu SUPPORTS Q�J�
/ MS) / CONSTRUCTION
CONTROL WEIR(177.0 OR TOP SUB Q'
- l' (1)36"RCP jjj��%/i% DOCUMENTS
�./ / / , DISPLACFD VOI IIMF TO RIPRAP PAD i A"CM 12"MIN.OPEN
V=(13.3')(5.3)(5 9'+2.0')=550 C.F. 13 (wAIERPR00FED) KEY MAP 1
ID BOTTOM C.S. NORTH
/ DISPLACE WATER(550 CF)(62.4 PCF)=34,320 LBS '" •172.0) PROJECT0 Q SW GRADING
v5' ( TO RIPRAP
/' ADD,SR FACTOR OF SAFETY=39.468 LBS PAD RECORD SET NORTH 1/, & DRAINAGE
WEIGHT OF STRUCTURE + (1)36"RCP S V`/ GRADING 0 PLAN
- / WALLS=(2)(13.3+4)(5.8)(8")(150 PCF)=20,168 LBS (1)36"RCP ®'�-63fc 2.549.
BASE=13.3 s3 20 1so PCF-21,1 a]Les - ®2.63A tsar. CONCRETE ANTI-eournrvcr THESE RECORD SET DRAWINGS HAVE BEEN PREPARED BASED o,,
' 36"RCP&)WEIR)(3.1)4 PEF) 8• 150 PCF--]10 LBS FOOTING ""=1'-'zi ON SURVEY INFORMATION PROVIDED BY SURVEYING SOLUTIONS, & DRAINAGE PLAN e Job RTGSRC
( )( )( )( )- : code
wEl .3')(a")(,so PCF)=-isb Les P.C., DATED JUNE 18, 2015. THE DESIGN PROFESSIONAL
STRUCTURE wElcHr=40,409 LBS>39.468 Les HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF SCALE: 1" = 50' (06Aw66G SC4C0 F6 30,00INCH PLO.) Dwg No.
i.'/ CONTROL STRUCTURE DETAIL THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY CONCRETE ANTI-BOUYANCY FOOTING SITE
/ NTS NTS ERRORS OR OMISSIONS WHICH MAY BE INCORPORATED HEREIN 0 so 100 150 200
AS A RESULT II 5
i 503