SW8160306_Historical File_20200707

S) CAD
ENGINEERING
May 21, 2020
Garrett Zorda
N.C. Department of Environmental Quality
DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Permit Re- Submittal
Tarin Woods II (SW8 160306)
New Hanover County
CSD Project No. 06-0134
Dear Garrett:
Enclosed please find the following. items:
— Revised BUA exhibit
RECEIVE
MArz,2aD
Please contact us if you have any questions or require any additional information. Thank you for your assistance.
Sincerely,
Rodney Wright
cc: Hoosier Daddy, LLC.
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710

Tarin Woods ii Comment Responses 12
Comment: The only thing that I need is an updated attachment to the Deed Restrictions & Protective Covenants. It
is noted that the 3,500 square foot per lot limit is not changing, however, the attachment identifies
Phase 1-4 by lot number. Since the number of lots is increasing in Phase 3, the attachment must be
revised to reflect the updated lot numbers. A pdf of the revised attachment can be emailed to me.
Response: Revised BUA exhibit attached. Removed lot numbers and went with a statement that "all lots" in
each phase are to be 3,500 sf.
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710,

Tarin Woods Ph II
Phase 1— Al lots 3,500 sf
Phase 2 —All lots 3,500 sf
Phase 3 — All lots 3,500 sf
Phase 4 — All lots 3,500 sf
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BY:

Zorda, Garrett D
From: Zorda, Garrett D
Sent: Monday, May 18, 2020 2:19 PM
To: [e-mail]; 'Howard Resnik'
Subject: Tarin Woods II (SW8 160306) - Request for Additional Information
All,
I have looked through the submitted additional information and everything looks pretty much good to go. The
only thing that I need is an updated attachment to the Deed Restrictions & Protective Covenants. It is noted
that the 3,500 square foot per lot limit is not changing, however, the attachment identifies Phase 1-4 by lot
number. Since the number of lots is increasing in Phase 3, the attachment must be revised to reflect the
updated lot numbers. A pdf of the revised attachment can be emailed to me.
In the meantime, I will begin drafting the permit to keep the ball rolling. Please ensure the requested
information is received by June 2, 2020. Please let me know if you have any additional questions or concerns.
Thanks,
Garrett Zorda
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7345 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
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March 31, 2020
Garrett Zorda
N.C-. Department of Environmental Quality
DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Permit Re -Submittal
Tarin Woods II (SW8 160306)
New Hanover County
CSD Project No. 06-0134
Dear Garrett:
Enclosed please find the following items:
— Two (2) copies of the Stormwater Plans
— Two (2) copies of the Drainage Area maps
Two (2) copies of the Pond Landscaping Plans
One (1) , _ . `the Stormwater Calculations
— Revised O&M (pg. 5)
— Revised Supplement
CSD
ENGINEERING
�i V E.
MAR 31 2020
of
Please contact us if you have any questions or require any additional information. Thank you for your assistance.
Sincerely,
Mike Broyhill
cc: Hoosier Daddy, LLC.
.... .... ... ._... ­__ ................ .... ............ _... .._
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710
G ENNO

Tarin Woods 11 Comment Responses 12
Comment: 15A NCAC 02H.1042(3)(b): Please use the most recent version of the supplement available on
the Division's website: https:Hdeq.nc-gov/about/divisions/energy-mineral-land-
resources/energymineral-land-permit-guidance/stormwater-bmp-manual.
Response: Revised supplement enclosed.
Comment: 15A NCAC 02H.1042(2)(a) and .1042(f): Section IV.10 of the submitted application indicates
that 86,043 square feet of built -upon area (BUA) is allocated for "On -site Streets" in Drainage
Area 3. The submitted calculations, however, indicate that 86,403 square feet of BUA is allocated
for the "On -site Streets" in Drainage Area 3. Please confirm the correct BUA allocation for "Onsite
Streets" in Drainage Area 3 and ensure it is presented consistently throughout the entire
application package.
Response: Revised calc page to be 86,043 sf.
Comment: 15A NCAC 02H.1042(2)(f) and .1053(5)(a): Please demonstrate that the volumes provided in
Forebay 313-1 and 313-3, respectively, are 15 to 20% of the provided main pool volume based on a
weighted average of the contributing drainage area (15A NCAC 02H.1053(5)(a)). Based on the
stage -storage table and the identified weighted average required forebay volume, the volume
provided in both Forebay 38-1 and 38-3 are in excess of 20%. If this is true, please provide
justification for this variation from the MDC in accordance with 15A NCAC 02H.1003(6).
Response: Would not consider this a variation from the MDC. Per C-3 section 5 "if the pond has more than one
forebay, then the total volumes of the forebays shall be 15 to 20% of the main pool volume". A large
portion of this DA is backyard water and the actual area where the ponds are located, therefore the
percentage of volume contributing area to forebays will generate a higher percentage, but is still
within the 15-20% of main bay volume.
Comment: 15A NCAC 02H.1042(2)(g): The application package only included the revised plan sheets. In
an effort to prepare the files for scanning and digitization, please provide two signed, sealed and
dated paper copies of the entire plan set for the site.
Response: Two copies of whole set enclosed.
Comment: 15A NCAC 02H.1042(2)(g)(iii): Please provide the boundaries of all surface waters, wetlands,
regulatory flood zones, protected vegetated setbacks, and protected riparian buffers, or a note on
the plans that none exist.
Response: Wetlands are shown on plan sheets.
Comment
Response:
Comment
Response:
15A NCAC 02H.1042(2)(j): The submitted operation & maintenance agreement (0&M) does not
include all of the information for the forebays and main ponds of Pond #2. Please update the
O&M to ensure all of the correct information is reflected for both ponds.
Revised pg. 5 of O&M enclosed.
15A NCAC 02H.1050(7): Every SCM impacted by sedimentation and erosion control during the
construction phase shall be cleaned out and converco it �aa2Xg1Lej6jL"iM state. Please provide
a note on the plans for this issue.
Note 10 added in maintenance notes on EC:
............. _.. _........_...... ....... ........ __. _.. .................. ....... .._ _._.._._.._ ..............
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710
4'
C-14i,

STORMWATER MANAGEMENT
CALCULATIONS
for
TARIN WOODS II, PHASE 3
PREPARED FOR
MART A 1 MOD
HOOSIER DADDY, I.I.C. gy;
6025 Tarin Road
Wilmington, NC 28409
Prepared by:
C5)
CSD ENGINEERING
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
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Howard Resnik, P.E.

ZSD
ENGINEERING
Storm Water Narrative
October 2019
PROJECT NAME: Tarin Woods II (SW8 160306)
PROJECT DESCRIPTION: This submittal is a revision to the previously permitted Pond 3. The owner has decided to go
with a different housing product, so we've redesigned a part of the road system and pond 3 to allow for additional lots
within the Pond 3 drainage area. The lot count has increased from previously permitted amounts and the pond has
been redesigned to handle the additional impervious. The owner of the property is Hoosier Daddy LLC.. The project is
not located within % mile of SA waters.
Stormwater from the site drains through a tributary to Everett Creek SA;HQW located in the Cape Fear River Basin
(Index # CPF 18-87-29). This phase will be high density and will be treated with a high density BMP. The proposed site
will utilize a wet basin for treatment. Roads within the development are designed to be super elevated and directed
into catch basins that will convey the water to the wet basin. The catch basin locations will be located along the road
Right of Ways to reduce conflicts with other utilities onsite. The distance from EP to inlet is approximately 11 ft. Since
the inlets will be installed on the ROW line gutter spread will not bean issue for the roadways. Since the project is
located within New Hanover County the site will also need to meet the 2,10 and 25 year pre/post requirement.
Proposed impervious for this section is 49%. Water and sewer for the site will be public and provided by the CFPUA.
PROJECT BMP: storm water pond.
STORMWATER ENGINEER/CONSULTANT
CSD-Engineering
PO Box 4041
Wilmington, NC 28406
Rodney Wright
rodnev@csd-eng neering.com
910 7914441 office
910 7911501 fax
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710 /+f+
t� I NO

PROJECT DATA:
Existing Site Data (within Pond drainage delineation)
Existing wetlands
Existing uplands
Total proposed project area
Proposed Site Data:
Ph 3 Proposed 78 Single -Family lots
Ph3 Proposed streets
Ph3 Proposed sidewalks
Future
Total proposed impervious area
Soil Types Within Project Limits:
Abbreviation Type and Description
Le Leon Sand
Ly
Lynn Haven
Kr
Kureb
Pm
Pamlico
(See attached soils map)
n/a
1,119,644 sf (25.70 acres)
1,119,644 sf (25.70 acres)
273,000 sf
(6.27 acres)
86,043 sf
(1.98 acres)
14,403 sf
(0.33 acres)
180,000 sf
(4.13 acres)
553,446 sf (12.71 acres)
Hydrologic Group Area
C/B 2.89 ac
D 16.76 ac
A 4.42 ac
D 0.33 ac

ROUTING CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR WETBASIN 3 (see hydrograph summary and reports):
Pre-dev. to Wet Basin
CN Pre Developed = 63 (SCS) composite value determined as follows:
+/- 310,714 sf of soils are A, Woods good condition (CN = 30)
+/- 176,806 sf of soils are C, Woods good condition (CN = 70)
+/- 632,124 sf of soils are D, Woods good condition (CN = 77)
((310,714 x 30) + (176,806 x 70) + (632,124 x 77) / 1,119,644 = 62.9
USED CN = 63
Area = 1,119,644 sf or 25.70 acres
Time of Concentration = 10.0 min
Qmax for pre-dev 1-yr/24-hr storm = 17.37 cfs
Qmax for pre-dev 2-yr/24-hr storm = 27.29 cfs
Qmax for pre-dev 10-yr/24-hr storm = 71.38 cfs
Qmax for pre-dev 25-yr/24-hr storm = 92.04 cfs
POST -DEVELOPED CONDITIONS (see hydrograph summary and reports):
Post-dev. to Wetbasin
CN Post Developed = 77 (SCS) composite value determined as follows:
+/- 553,446 sf of impervious surface (CN = 98)
+/- 346,898 sf of soils area D, open space good condition (CN = 80)
+/- 165,994 sf of soils area A, open space good condition (CN = 39)
+/- 53,306 sf of soils area C, open space good condition (CN = 74)
((553,446 x 98) + (346,898 x 80) + (165,994 x 39) + (53,306 x 74)) / 1,119,644 = 76.9
USED CN = 77
Area = 1,119,644 sf or 25.70 acres
Time of Concentration = 10.0 min
Qmax for post-dev 1-yr/24-hr storm = 41.56 cfs
Qmax for post-dev 2-yr/24-hr storm = 55.20 cfs
Qmax for post-dev 10-yr/24-hr storm = 109.45 cfs
Qmax for post-dev 25-yr/24-hr storm = 132.88 cfs

SUMMARY:
Wetbasin 3
Storm Event
Pre-Dev Qmax
(cfs)
Post-Dev Qmax
(cfs)
Routed Post
Qmax (cfs)
1 yr
17.37
41.56
2.14
2 yr
27.29
55.20
5.22
10 yr
71.38
109.45
41.65
25 yr
92.04
132.88
76.97
WITH WORKING OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
3
22.40
23.0
NO OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
3
22.55
23.0

WET DETENTION BASIN CALCULATIONS
Pond 3
DETERMINE IMPERVIOUS PERCENTAGE
area to basin = 1,119,644
sf
25.70
acres
buildings = 273,000
sf
6.27
acres
roads = 86,043
sf
1.98
acres
sidewalks = 14,403
sf
0.33
acres
future ,= 180,000
sf
4.13
acres
rec = -
sf
-
acres
total impervious surface = 553,446
sf
12.71
acres
total non -impervious surface = 566,198
sf
13.00
acres
percent imp. = 49.4
%
DETERMINE REQUIRED SURFACE AREA
from SA/DA Chart
@ depth = 3
ft
imp % SA/DA
40 2.96
49.4 x
50 3.65
x = 3.61
minimum surface area 0.0361 x 1,119,644 sf
- 40,419 sf
surface area provided = 54,102 sf @ elevation 19.5
1.5" VOLUME DETERMINATION:
Pond 3
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 49.4 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.49 in/in
DETERMINE VOLUME
design storm 1.5 inch
Rv 0.49 in/in
drainage area = 25.70 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 1.6 acre-ft
volume = 68,569 cf of required storage volume
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
Pond 3, Main Bay Only 3A+3B
INCREMENTAL
ELEVATION AREA
VOLUME STORAGE
(FT) (SF)
(cf) (cf)
15 30927
sediment storage not used in calcs
16 35,157
17 39,702
37,430 37,430
18 44,381
42,042 79,472
Bottom Shelf 19 49,182
46,782 126,254
PP 19.5 54,102
25,821 152,075
Main Bay, Forebay Berm and Forebay (3A+3B)
PP 19.5 69,648
- _
Top Shelf 20 78,031
36,920 36,920
1.5" STORAGE 20.5 82,098
40,032 76,952
21 86,117
45,115 122,067
22 94,344
90,231 212,298
23 103,008
98,676 310,974
24 111,630
107,319 418,293
perimeter of PP main bay only =
1,659 ft
1.5" storage volume provided (elev. 20.5) =
76,952 cf
SA at bottom of 6:1 shelf main bay only (19) =
49,182 sf
volume at PP Main Bay only (elev. 19.5) =
152,075 d
minimum forebay volume (15%) =
22,811 cf
maximum forebay volume (20%) =
30,415 cf
volume provided in forebay only (elev. 19.5) =
27,381 cf
AVERAGE POND DEPTH
Option 2
When shelf is submerged
Davg = VPP Vshelf /Abottomofshelf
VPP = 152,075
volume of permanent pool main bay (cf)
Vshelf = 1,244
volume over the shelf only (cf)
(0.5 x Depth x Perimeter x Width)
Depth = 0.5, width = 3.0
A = 49,182
area of bottom shelf (sf)
Davg = 3.07
CSD ENGINEERING
PO BOX 4041
WILMINGTON. NC 28406

FOREBAY STAGE -STORAGE TABLE:
Pond 3, Forebayl Only
ELEVATION
AREA
(FT)
(SF)
15
1506
16
2225
17
3,079
18
4,056
19
5,368
19.5
6,233
Pond 3, Forebay 2 Only
ELEVATION AREA
(FT) (SF)
16 179
17 499
18 917
19 1,425
19.5 1,737
INCREMENTAL
VOLUME
STORAGE
(d)
(cf)
sediment storage
not used in calcs
2,652
2,652
3,568
6,220
4,712
10,932
2,900
13,832
forebay volume provided =
13,832 cf
INCREMENTAL
VOLUME
STORAGE
(d)
(cf)
sediment storage
not used in calcs
708
708
1,171
1,879
791
2,670
forebay volume provided =
2,670 cf
Pond 3, Forebay 3 Only
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
1G
2414
sediment storage
not used in calcs
17
3220
18
4,097
3,659
3,659
19
5,043
4,570
8,229
19.5
5,557
2,650
10,879
forebay volume provided =
10,879 cf
total
forebay volume provided =
27,381 cf
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
Pond 3
size of orifice (in) = 4.00
crest length of weir cut (ft) = 6.00
crest length of grates (sf) = 8.0
crest length of spillway (ft) = 65.0
ELEVATION 4.0" PVC WEIR
(ft) (cfs) (cfs)
19.5 0.00
20 0.30 -
21 0.51 7.00
22 0.66 36.37
23 0.79 78.27
PVC DRAW DOWN
Pond 3
Orifice size = 4.00 in
Normal Pool Storage Elev. = 19.50
1.5" storage Elev. = 20.5
elevation of orifice = 19.50
elevation of weir cut - 20.5
elevation of grates = 21.0
elevation of spillway = 21.6
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
0.30
0.00 - 7.51
26.40 63.43
74.67 323.02 476.75
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) _ (20.5 - 19.5) /3 =
Orifice cross sectional area (A) = pi x rA2 = 3.14 x (r/12)A2 =
Acceleration due to gravity (g) _
Q=CA (2gh)A1/2 = 0.6 x 0.08722 x (2x32.2x0.23)A1/2 =
68,569 / 0.24125 : 284,224 seconds =
0.33 ft
0.08722 sf
32.2 ft/sA2
0.24125 cfs
3.29 days
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D02019 by Autodesk. Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 17.37
2
730
79,541 ---
--
--
Pre Dev
2
SCS Runoff 41.56
730
161,701 -
--
------
Post-Dev
3
Reservoir 2.137
956
42,770
122,640
Routed
5
Reservoir 0.000
0
--
-
Pond-3—ex contours_revised_Appomaftox.
pideturn Period: 1 Year
Friday, 10 / 4 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 25.700 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
15.00
12.00
M
M
awe
0.00
0 120 240 360 480 600
Hyd No. 1
Pre_Dev
Hyd. No. 1 -- 1 Year
720 840
Friday, 10 / 4 12019
= 17.37 cfs
= 730 min
= 79,541 tuft
= 63
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
18.00
15.00
12.00
• 11
Mel
3.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 25.710 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(12.710 x 98) + (13.000 x 61)] / 25.710
40.00
30.00
fi I If I,
0.00
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev
Hyd. No. 2 — 1 Year
360 480 600 720
Friday, 10 / 4 / 2019
= 41.56 cfs
= 730 min
= 161,701 cuft
= 77*
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
NMX
10.00
0.00
0 120 240
Hyd No. 3
Routed
Hyd. No. 3 — 1 Year
360 480 600 720
Hyd No. 2
Friday, 1014 / 2019
= 2.137 cfs
= 956 min
= 42,770 cuft
= 21.04 ft
= 122,640 cuft
Q (cfs)
50.00
40.00
"I ff
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
H.L.I. 111, Total storage used = 122,640 cult Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2d20
Friday, 10 / 412019
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 CA
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 21.47 ft
Reservoir name
= Pond 3 - No Outlet
Max. Storage
= 161,701 cuft
Storage Indication method used
Q (cfs)
No Outlet Hyd. No. 5 -- 1 Year Q (cfs )
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. 5 Hyd No. 2 I Time (min)
Y Y ' _I l l I _{ j, Total storage used = 161,701 tuft

Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3130 2019 by Autodesk Inr. v2n9n
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 27.29
'
730
115,659
---
------
Pre Dev
2
SCS Runoff 55.20
728
212,758
----
Post-Dev
3
Reservoir 5.216
826
93,827
128,010
Routed
5
Reservoir 1.924
1038
39,713
176,290
No Outlet
Pond _3_ex_contours _revised_Appomattox.
pideturn Period: 2 Year
Friday, 10 / 4 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil MD 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 12019
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 27.29 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 115,659 cuft
Drainage area
= 25.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs) Pre_Dev
Hyd. No. 1 -- 2 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 / 2019
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 55.20 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 212,758 cuft
Drainage area
= 25.710 ac
Curve number
= 77"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(12.710 x 98) + (13.000 x 61)] / 25.710
Post-Dev
Q (cfs) Q (cfs
Hyd. No. 2 -- 2 Year )
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
Friday, 10 14 / 2019
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 5.216 cfs
Storm frequency
= 2 yrs
Time to peak
= 826 min
Time interval
= 2 min
Hyd. volume
= 93,827 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 21.10 ft
Reservoir name
= Pond 3
Max. Storage
= 128,010 cuft
Storage Indication method used
50.00
I Bill
30.00
§M
10.00
0.00
0 120 240
Hyd No. 3
Routed
Hyd. No. 3 -- 2 Year
360 480 600 720
Hyd No. 2
Q (cfs)
60.00
AM
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
111.1.11 . Total storage used = 128,010 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3 - No Outlet
Max. Storage
Storage Indication method used.
No Outlet
Hyd. No. 5 -- 2 Year
41 11
40.00
30.00
20.00
10.00
Friday, 10 / 4 / 2019
= 1.924 cfs
= 1038 min
= 39,713 cuft
= 21.64 ft
= 176,290 cuft
Q (cfs)
60.00
50.00
40.00
30.00
r� fI
10.00
0.00 1 I I J.r- I - I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 2 I._l 11 H I Total storage used = 176,290 cult Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
71.38
2
730 279,079
-----
-----
------
Pre Dev
2
SCS Runoff
109.45
2
728 420,182
----
-----
Post-Dev
3
Reservoir
41.65
2
748 301,251
2
194,522
Routed
5
Reservoir
37.F-
247,137
plReturn Period:
'
206,066
No Outlet
Pond-3—ex—contours—revised
Appomattox.
10 Year
Friday, 10 /
4 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 / 2019
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 71.38 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 279,079 cuft
Drainage area
= 25.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs) Pre_Dev
Hyd. No. 1 — 10 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 25.710 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(12.710 x 98) + (13.000 x 61)] / 25.710
ii-MIX1111
Mau
UIX1111
20.00
0.00
0 120 240
Hyd No. 2
Post-Dev
Hyd. No. 2 -- 10 Year
360 480 600 720 840
Friday, 10 / 4 / 2019
= 109.45 cfs
= 728 min
= 420,182 cuft
= 77*
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
120.00
100.00
:MIA
M1181;
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
100.00
3i 1 01
40.00
20.00
0.00
0 120 240
Hyd No. 3
360
Routed
Hyd. No. 3 --10 Year
Friday, 10 / 4 / 2019
= 41.65 cfs
= 748 min
= 301,251 cult
= 21.84 ft
= 194,522 cult
Q (cfs)
120.00
100.00
- we
.O 11
40.00
§1 � �
0.00
480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 1 Ll l l ! Total storage used = 194,522 CA Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3 - No Outlet
Max. Storage
Storage Indication method used.
No Outlet
Friday, 10 / 4 / 2019
= 37.68 cfs
= 750 min
= 247,137 cuft
= 21.97 ft
= 206,066 cuft
Q (cfs) Hyd. No. 5 —10 Year Q (cfs)
120.00 120.00
100.00 9 100.00
80.00
fll 80.00
.Ii
60.00
60.00
it
40.00 40.00
f
20.00
I 20.00
.
i
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 1.l .1.1 I.1 Total storage used = 206,066 CA

Hydrograph Summary.Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 92.04 2
728
356,733
----
----
----
Pre Dev
2
SCS Runoff 132.88 2
728
512,040
----
---
------
3ost-Dev
3
Reservoir 76.97 2
740
393,109
2
-- -
210,978
5
Reservoir 79.94
740
338,995
"° AQA
No Outlet
Pond _3_ex contours_ revised Appomattox.
pIketurn Period: 25 Year
Friday, 10 / 4 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 25.700 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.05 in
Distribution
Storm duration
= 24 hrs
Shape factor
Friday, 10 / 4 / 2019
= 92.04 cfs
= 728 min
= 356,733 cult
= 63
= Oft
= 10.00 min
= Type III
= 484
Pre_Dev
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 12019
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 132.88 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 512,040 cuft
Drainage area
= 25.710 ac
Curve number
= 77*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.710 x 98) + (13.000 x 61)] / 25.710
Post-Dev
Q (cfs) Q (cfs)
Hyd. No. 2 -- 25 Year
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 10 / 4 / 2019
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 76.97 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 393,109 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 22.04 ft
Reservoir name
= Pond 3
Max. Storage
= 210,978 cuft
Storage Indication method used.
Routed
Q (cfs) Q (cfs
Hyd. No. 3 -- 25 Year )
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
Time (min)
Hyd No. 3 Hyd No. 2 f� Total storage used = 210,978 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 10 / 412019
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
= 79.94 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 338,995 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 22.21 ft
Reservoir name
= Pond 3 - No Outlet
Max. Storage
= 218,484 cuft
Storage Indication method used
Q (cfs;
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 .�. �_, - i I i I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 No. 2 1 1 I_j. I I !, Total storage used = 218,484 cult

Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 132.82
2
728
509,802
-----
------
-----
Pre Dev
2
SCS Runoff 176.63
728
686,769
---
---
-----
Post-Dev
3
Reservoir 153.24
734
567,839
22.40
226,753
Routed
5
Reservoir
734
513,724
22.55
233,671
No Outlet
Pond-3—ex—contours—revised Appomattox.
pRetum Period: 100 Year
Friday, 10 / 4 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 / 2019
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 132.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 509,802 cuft
Drainage area
= 25.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs) Pre_Dev
Hyd. No. 1 -- 100 Year Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 25.710 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 10.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(12.710 x 98) + (13.000 x 61)] / 25.710
Post-Dev
Hyd. No. 2 --100 Year
150.00
120.00
•M
30.00
Friday, 1014 / 2019
= 176.63 cfs
= 728 min
= 686,769 cuft
= 77*
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
180.00
150.00
120.00
-4 11,
-M
KM
0.00 1 1 1 1 r— 1 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
150.00
120.00
.1 WO
30.00
0.00
0 120 240
— Hyd No. 3
Routed
Hyd. No. 3 -- 100 Year
360 480 600
Hyd No. 2
720
Friday, 10 / 4 / 2019
= 153.24 cfs
= 734 min
= 567,839 cuft
= 22.40 ft
= 226,753 cuft
Q (cfs)
180.00
150.00
120.00
.4 9
30.00
0.00
840 960 1080 1200 1320 1440 1560
I J 11 1.1. ! Total storage used = 226,753 cult Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil MID 2019 by Autodesk, Inc. v2020
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3 - No Outlet
Max. Storage
Storage Indication method used.
150.00
120.00
d 1 11
101 1 1
30.00
0.00
0 120 240
Hyd No. 5
No Outlet
Hyd. No. 5 -- 100 Year
360 480 600
Hyd No. 2
720
Friday, 10 / 4 / 2019
= 154.74 cfs
= 734 min
= 513,724 cuft
= 22.55 ft
= 233,671 cuft
Q (cfs)
180.00
150.00
120.00
• 1 11
.1 11
0 11
0.00
840 960 1080 1200 1320 1440 1560
1.11.1 % Total storage used = 233,671 cult Time (min)

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Friday, 10 / 4 / 2019
Pond No. 2 - Pond 3 - No Outlet
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining Elevation = 19.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 19.50
69,648
0
0
0.50 20.00
78,031
36,896
36,896
1.50 21.00
86,117
82,033
118,929
2.50 22.00
94,344
90,190
209,119
3.50 23.00
10,308
45,274
254,393
4.50 24.00
111,630
51,948
306,342
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) Inactive
Inactive
0.00
0.00
Crest Len (ft)
Inactive Inactive
65.00 0.00
Span (in) = 24.00
4.00
0.00
0.00
Crest El. (ft)
= 21.00 20.50
21.60 0.00
No. Barrels = 2
1
0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft) = 19.50
19.50
0.00
0.00
Weir Type
= 1 Rect
Broad
Length (ft) = 28.00
1.00
0.00
0.00
Multi -Stage
= Yes Yes
No No
Slope (%) = 0.30
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Wet area)
Multistage = n/a
Yes
No
No
TIN Elev_ ft
= 91 nn
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
II
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge Elev (ft)
-I 24.50
23.50
22.50
21.50
20.50
19 50
0.0 60.0 120.0 180.0 240.0 300.0 360.0 420.0 480.0 540.0 600.0 660.0
Total Q Discharge (cis)

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020
Friday, 10 / 4 / 2019
Pond No. 1 - Pond 3
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begin ing
Elevation = 19.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 19.50
69,648
0
0
0.50 20.00
78,031
36,896
36,896
1.50 21.00
86,117
82,033
118,929
2.50 22.00
94,344
90,190
209,119
3.50 23.00
10,308
45,274
254,393
4.50 24.00
111,630
51,948
306,342
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
4.00
0.00
0.00
Crest Len (ft)
= 8.00
6.00
65.00
0.00
Span (in)
= 24.00
4.00
0.00
0.00
Crest El. (ft)
= 21.00
20.50
21.60
0.00
No. Barrels
= 2
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 19.50
19.50
0.00
0.00
Weir Type
= 1
Rect
Broad
---
Length (ft)
= 28.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.30
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)
= 21.00
Note: CuNertl0riflice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a)
Stage (ft) Stage / Discharge Elev (ft)
5.00
24.50
4.00
23.50
3.00
22.50
2.00
21.50
1.00
20.50
0.00 -
19.50
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Weir Report
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 308 by Autodesk, Inc.
TW II Forebay 3B-2
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 120.00
Total Depth (ft)
= 1.00
Calculations
Weir Coeff. Cw
= 3.00
Compute by:
Known Q
Known Q (cfs)
= 10.67
Depth (ft)
z.00
1.50
1.00
AM]
M
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 313-2
Friday, Sep 15 2017
= 0.10
= 10.67
= 11.48
= 0.93
= 120.00
Depth (ft)
2.00
1.50
0.50
M
-0.50
Weir W.S. Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
TW II Forebay 3B-3
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 98.00
Total Depth (ft)
= 1.00
Calculations
Weir Coeff. Cw
= 3.00
Compute by:
Known Q
Known Q (cfs)
= 20.23
Depth (ft)
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1.00
0.50
M
-0.50
Weir — W.S.
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 313-3
Friday, Sep 15 2017
= 0.17
= 20.23
= 16.44
= 1.23
= 98.00
Depth (ft)
2.00
1.50
1.00
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VELOCITY CONTROL FOR PIPE OUTFALL
POND 3 OUTFALL - (2) 24" PIPE OUTFALL
58.5912 = 17.75
Qpeak = 29.29 rfs from 24 " pipe (see
sheet EC10)
Q=VA V= Q/A
= 29.29
/ 3.14
= 9.3
ft/sec
From chart 8.06b, Q = 29.29 cfs
d = 24 "
d50 = 0.30 ft or 3.6 ", use
4 "
La = 30 ft
3d = 6.0 ft
W=d+0.4La= 14ft dmax=1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
30 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
14 ft
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

VELOCITY CONTROL FOR PIPE OUTFALL
PH3B OUTFALL FROM C139 - 24" OUTFALL:
Qpeak = 13.41 cfs from 24 " pipe (see
sheet EC6)
Q=VA V= Q/A
= 13.41
/ 3.14
= 4.3
ft/sec
From chart 8.06b, Q = 13.41 cfs
d= 24"
d50 = 0.20 ft or 2.4 ", use
4"
La= loft
3d = 6.0 ft
W=d+0.4La= Eft dmax =1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
10 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
6 ft
PH3 OUTFALL FROM JB10.24" PIPE OUTFALL•
Qpeak = 9.94 cfs from 24 " pipe (see
sheet EC6)
Q=VA V= Q/A
= 9.94
/ 3.14
= 3.2
ft/sec
From chart 8.06b, Q 9.94 cfs
d 24 "
d50 = 0.20 It or 2.4 ", use
4"
La = 9 It
3d = 6.0 ft
W = d 0.41-a = 5.6 It dmax = 1.5 x d50 =
6 "
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 Inches
apron length =
9 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
6 ft
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

PH3 OUTFALL FROM CB11 - 24" PIPE OUTFALL:
Qpeak = 8.93 cfs from 24 " pipe (see
sheet EC6)
Q=VA V= Q/A
= 8.93
/ 3.14
= 2.8
ft/sec
From chart 8.06b, Q = 8.93 cfs
d = 24 "
d50 = 0.20 ft or 2.4 ", use
4 "
La = 9 ft
3d = 6.0 ft
W=d+0.4La= 5.6ft dmax =1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
9 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
6 ft
PH3 OUTFALL FROM J812A- 24" PIPE OUTFALL:
Qpeak = 7.75 cfs from 24 " pipe (see
sheet EC6)
Q=VA V= Q/A
= 7.75
/ 3.14
= 2.5
ft/sec
From chart 8.06b, Q = 7.75 cfs
d= 24"
d50 = 0.20 ft or 2.4 ", use
h "
La = 9 ft
3d = 6.0 ft
W=d+0.4La= 5.6ft dmax =1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
9 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
6 ft
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

ROY COOPER
ca�wna
1tA3aiAEL. & WCAI
ser•rfaaie
1 0ATM CAROLINA
uaf tjrr!!►r
March 23, 2020
Fla email only: iames(a�rockfordnartners net
Hoosier Daddy LLC
Attn: Jack Carlisle, Manager
c/o James Yopp, Authorized Signatory
8620 River Road
Wilmington, NC 28412
Subject: Request for Additional Information
Stormwater Project No. SW8 160306
Tarin Woods II
New Hanover County
Dear Mr. Carlisle:
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for the subject project on January 17, 2020. A preliminary in-depth review of that
information has determined that the application is not complete and that additional information is needed.
To continue the review, please provide the following additional information in a single, hard cony
submittal package:
15A NCAC 02H.1042(3)(b): Please use the most recent version of the supplement available on
the Division's website: https://deq.nc.gov/about/divisions/energy-mineral-land-resources/energy-
mineral-land-permit-guidance/stormwater-bmp-manual
15A NCAC 02H.1042(2)(a) and .1042(f): Section IV.10 of the submitted application indicates
that 86,043 square feet of built -upon area (BUA) is allocated for "On -site Streets" in Drainage
Area 3. The submitted calculations, however, indicate that 86,403 square feet of BUA is allocated
for the "On -site Streets" in Drainage Area 3. Please confirm the correct BUA allocation for "On -
site Streets" in Drainage Area 3 and ensure it is presented consistently throughout the entire
application package.
15A NCAC 02H.1042(2)(f) and .1053(5)(a): Please demonstrate that the volumes provided in
Forebay 313-1 and 3B-3, respectively, are 15 to 20% of the provided main pool volume based on
weighted average of the contributing drainage area (15A NCAC 02H.1053(5)(a)). Based on the
stage -storage table and the identified weighted average required forebay volume, the volume
provided in both Forebay 3B-1 and 3B-3 are in excess of 20%. If this is true, please provide
justification for this variation from the MDC in accordance with 15A NCAC 02H. 1003 (6).
4/1 1 5A NCAC 02H.1042(2)(g): The application package only included the revised plan sheets. In
an effort to prepare the files for scanning and digitization, please provide two signed, sealed and
dated paper copies of the entire plan set for the site.
15A NCAC 02H.1042(2)(g)(iii): Please provide the boundaries of all surface waters, wetlands,
regulatory flood zones, protected vegetated setbacks, and protected riparian buffers, or a note on
the plans that none exist.
ii. 15A NCAC 02H.1042(2)0): The submitted operation & maintenance agreement (O&M) does not
include all of the information for the forebays and main ponds of Pond #2. Please update the
O&M to ensure all of the correct information is reflected for both ponds.
III North Cxmhna Ueyrmmem W Envronnwmal Qmakv DMNbn of Frr r", AAl,m and Lww—i Resaurrrs
Wlwlr pon Rroma1 Office 1 127 Cardinal Driw Exwtsla9 WWahsgpora Ngnh Cu ob a ZW5
i
9KI74d.7215

State Stormwater Permit No. SW8 160306
'�,/ Page 2 of 2
15A NCAC 02H.1050(7): Every SCM impacted by sedimentation and erosion control during the
construction phase shall be cleaned out and converted to its approved design state. Please provide
a note on the plans for this issue.
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
All of the requested information listed above should be received in this Office by April 7, 2020, or the
application will be returned as incomplete. If additional time is needed to submit the requested
information, please email your extension request prior to this due date to the email address provided
below with a justification and a date of when the requested information will be submitted, which shall be
no later than 15 days past the original due date. Please note that only two letters requesting additional
information is allowed in the State Stormwater Program for a total of 30 days to submit the requested
additional information. If the information is not satisfactorily provided after either the second request or
30 days, the project will be returned. If the project is returned and you wish to re -submit later, you will
need to resubmit all required items at that time, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions
concerning this matter, please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
0 FOU&
Garrett Zorda
Environmental Engineer
DES/gdz: \\\Stormwater\Permits & Projects\2016\160306 HD\2020 03 addinfo 160306
cc: Howard Resnik, PE, CSD Engineering; via email: howard@csd-engineering,com
Wilmington Regional Office Stormwater File

Zorda, Garrett D
From: Zorda, Garrett D
Sent: Monday, March 23, 2020 11:53 AM
To: [e-mail], 'Howard Resnik'
Subject: Tarin Woods II (SW8 160306) - Request for Additional Information
Attachments: 2020 03 addinfo 160306.pdf
All,
Attached is a pdf of the request for additional information for the subject project. There are just a few items that need
to be addressed. Please let me know if you have any questions or concerns.
Thanks,
Garrett Zorda
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7345 direct
g a rrett. zo rdaOn cd e n r. g ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
c.
N-1C-. t) .
_;r r. 1 r� Ut . f.• .)- i a
._. .il� fi . C.^- ,...i�E.:'•v.. ,... _ ::7 ....:ifJ%ll�,t'3}t
vItl

Burd, Tina J
From: Burd, Tina J
Sent: Wednesday, February 5, 2020 4:18 PM
To: [e-mail]; [e-mail]; Howard Resnik
Subject: SW8 160306 - Tarin Woods II
The Wilmington Regional Office cf the Division of Energy, Mineral and Land Resources (Stormwater Section) accepted
the Stormwater Permit Application and $505.00 fee for the subject project on January 17, 2020. The project has been
assigned to Garrett Zorda and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405

Application Completeness Review Checklist (Non -Transfers) - Short Version
Project Name: A z '3 �G-L-_6 Date Delivered to WIRO: i Z7yZ-b
Project County/Location: Of-tZ 1AAkJDJE1�2_ BiMS Received/Accepted Date: I 17 ZyZ-iJ
Ruie(s): ❑2027 Coastal 92008 Coastal r_17.995 Coastal BIMS Acknowledged Date
F El Phase li Universal M1988 Coastal
Permit Action: New
Major Mod Minor Mod / Renewal
Permit Type: GDLO / LID Overefl / HD &LD Combo
General Permit / Offsite / Exempt / Rescission
Development Type: Commercial / esidential Other
Subdivided?: Subdivision or Single Lot
Permittee Type & Documents Needed:
Property Owner(s) Purchaser
Lessee
Viable? Viable?
ElViabie?
deed �JL 31pop E]PUrchase Agmt
Lease
FiNot Subdivided: Deed
FiSubdivision: C ',-non Area geed
Paperwork
Application
ElNew Permit #2:
®Existing Permit ff:
6%J 01;� 1(CC-3 b 6
Expriation Date3:
1--loffsite to SWB:
Lot is in Master Per riit?
ElPE Cert on File?
7HOA F-1[]eveioPer
'Viable? EViable?
FlElcclior, Minuses
Fee: W$50S (within 6mo) Cheek#(s): 1 305
RSupplement 2 (1 new form or for older forms: I original per SCM)
r_1O&M 2
Soils Report (Infii or PP)
Calculations (signed/seoled)
Deed Restrictions, if subdivided
Project Narrative
F� JSCGS Map (or on file?) Subject to SA?: Lo N Subject to ORW .
Plans (2 Sets) �-
PE Certification
Electronic Copies
Easements, Recorded (2017 Rules)
NOTES:
Enter RIMS Acknowledged Date on this sheet
For New Protects -Enter New Permit # on Supplements & Deed Restiction Templates.
3If w/in 6 months and they are requesting a mod, STOP. Needs a renewal first.
EMAIILED ENGINEER DATE:
REVIEWER NAME: (--qA-QQ-E,-Fr
F—]No Fee
Y J N
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LiL.-ary\Procedures\CheeklistslCcR*Dlere^ess Review Checklist202001 31

January 17, 2020
Tina Burd, Stormwater Secretary
N.C. Dept. of Environmental Quality
DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management Permit Modification
SW8 160306
Tarin Woods II, Phase 3B
New Hanover County
CSD Project No. 06-134
Dear Tina:
CSI)-
ENGINEERING
JAN 17 420
ECEIVEP
JAN 17 20
Y.
The enclosed permit modification package is for Tarin Woods II, Phase 3B, a proposed 38-lot single-family development
in New Hanover County. Please also note the change of address for the permittee. We have enclosed the Secretary of
State filing showing that the new address is valid for the LLC. Enclosed please find the following items:
— Original and one (1) copy of the Stormwater Permit Application
Two (2) copies of the Stormwater Management plans
Two (2) copies of the Drainage Area maps
— Two (2) copies of the Pond Planting Plans
One (1) copy of the Stormwater Calculations for Phase 3
Wet basin supplement for Pond 3A-3B
Original signed Wet Basin 0&M agreement
SOS filing for Hoosier Daddy, LLC
— $505 application fee, Check #1305
Please let me know if you have any questions or require any additional information.
Sincerely,
/ IW��A
Mike Broyhill
Encl.: As noted above
CC: Hoosier Daddy, LLC
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3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710 GlaD
ENGINEENNO

LIMITED LIABILITY COMPANY ANNUAL REPORT
10/2017+
NAME OF LIMITED LIABILITY COMPANY: Hoosier Daddy, LLC
SECRETARY OF STATE ID NUMBER: 1129934 STATE OF FORMATION: NC
REPORT FOR THE CALENDAR YEAR: 2019
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Beaman, Lisa C.
2. SIGNATURE OF THE NEW REGISTERED AGENT:
E - Filed Annual Report
1129934
CA201910521978
4/15/2019 05:36
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS & COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
6025 Tarin Road
6025 Tarin Road
Wilmington, NC 28409-0006 New Hanover County Wilmington, NC 28409-0006
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate Development
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS
8620 River Rd.
5. PRINCIPAL OFFICE MAILING ADDRESS
8620 River Rd.
Wilmington, NC 28412 Wilmington, NC 28412
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: COMPANY OFFICIALS (Enter additional company officials in Section E.)
NAME: Lisa C. Beaman
EC IV
JAN 17 2020
BY-
NAME: Gregory Fields Carlisle 11
TITLE: Managing Member TITLE: Managing Member TITLE: Member
ADDRESS:
6025 Tarin Road
Wilmington, NC 28409
NAME: ,Jack Carlisle
ADDRESS:
109 Willesden Dr.
Cary, NC 27513
ADDRESS: 7321 Rainwater Rd.
Raleigh, NC 27615
Raleigh, NC 27615
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Michelle Elaine Carlisle
SIGNATURE
Form must be signed by a Company Official listed under Section C of This form.
4/15/2019
DATE
Michelle Elaine Carlisle Managing Member
Print or Type Name of Company Official Print or Type Title of Company Official
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF $200.00
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29526, Raleigh, NC 27626-0525

SECTION E: ADDITIONAL COMPANY OFFICIALS
NAME: Michelle Elaine Carlisle NAME:
TITLE: Managing Member TITLE:
ADDRESS: ADDRESS:
8620 River Rd.
Wilmington, NC 28412
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