20200024 Ver 1_More Info Received_20200228

Strickland, Bev
From:
Brad Luckey <[e-mail]>
Sent:
Friday, February 28, 2020 10:32 AM
To:
Homewood, Sue; [e-mail]; [e-mail]
Cc:
Mcdaniel, Chonticha
Subject:
RE: [External] Request for Additional Information; Quarry Hills s/d, Swepsonville,
Alamance Co.; SAW-2019-02210
Attachments:
QUARRY HILLS PH 1 -STORM -SWALES-WEST.PDF; QUARRY HILLS PH1-STORM-
SWALES-EAST.PDF
External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
Good Morning Sue,
Please find the below applicant responses. There has been no changes to permanent or temporary impacts to WoUS or
buffers. Let me know if you require additional information. Thanks.
1) The NCDWR was copied on the applicant's e-mail response dated January 22, 2020 to the USACE request for
additional information.
2) The project's civil engineer provided documentation that the project meets the Town of Swepsonville stormwater
requirements to the Division in e-mail dated February 26, 2020.
3) Please see attached. With the exception of 2 easements along the northern portion of the site, the easements shown
are existing and located within areas of maintained herbaceous grass. There are 2 proposed easements (a 20' water and
a 20' sewer) that will connect to an existing easement on the northern portion of the site in the vicinity of Quandary
Lake Lane. The connection to the existing easement should not require authorization due to being located in an already
disturbed buffer.
4) The project's civil engineer has provided Ms. McDaniel's the requested information in e-mail dated February 26,
2020.
Sincerely,
Bradley S. Luckey, PWS
336.708.4997 (c)
336.310.4527 (o)
PO Box 128
Kernersville, NC 27285
www.pilotenviro.com
[e-mail]
From: Homewood, Sue [mailto:[e-mail]]
Sent: Tuesday, January 28, 2020 3:47 PM
To: David. [e-mail]; Brad Luckey <[e-mail]>; [e-mail]
Subject: RE: [External] Request for Additional Information; Quarry Hills s/d, Swepsonville, Alamance Co.; SAW-2019-
02210

Please see attached DWR request
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. [e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
x
From: Bailey, David E CIV USARMY CESAW (USA)<[e-mail]>
Sent: Wednesday, January 22, 2020 11:04 AM
To: Brad Luckey <[e-mail]>; [e-mail]
Cc: Homewood, Sue <[e-mail]>
Subject: [External] Request for Additional Information; Quarry Hills s/d, Swepsonville, Alamance Co.; SAW-2019-02210
External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
Brad,
Thank you for your PCN and attached information, dated and received 12/23/2019, for the above referenced project. I
have reviewed the information and need clarification before proceeding with verifying the use of Nationwide Permit 29
(http://saw-reg.usace.army.mil/NWP2017/2017NWP29.pdf). Please submit the requested information below (via e-mail
is fine) within 30 days of receipt of this Notification, otherwise we may deny verification of the use of the Nationwide
Permit or consider your application withdrawn and close the file:
1) The Corps will consider all proposed/foreseeable impacts for this development as cumulative when considering
Nationwide Permit (NWP) and compensatory mitigation thresholds. Based on your proposed impacts for Phase
1 as well as the conceptual plans for future phases, the project would not fit within acreage thresholds for NWP
29. Specifically, cumulative impacts would include proposed impacts to wetland WPA (0.243 ac.) and Stream ISF
(41 If or 0.004 ac.), and conceptual impacts to all of Pond PF (-0.37 ac.) and Wetland WF (-0.059 ac.), and
portions of (proposed impacts unknown) Stream SB, Stream SD3, and Wetland WD 1-13/WDA 1-12. You may
apply for the entirety of this phased development via the Individual Permit process. Or, as an alternative, you
may further avoid or minimize impacts proposed in Phase 1 and/or amend the conceptual design to show that
full build out of this development would fit within the NWP impact thresholds;
2) Please provide drawings that clearly show the drainage/stormwater plans for Phase 1 of this project. We will use
these plans to ensure that the remaining portions of Wetland WPA and Stream ISF would retain hydrologic input
following grading of the site. For example, culverts currently discharge into the heads of these features. Would
the remainder of these features still have the same/similar drainage flowing to them at the limits of the
proposed fill? If culverts currently carrying flow to these feature will still discharge into these features, please
clearly show on the plans, and also provide profile drawings showing culvert elevation vs. existing
wetland/stream bed along with any rip rap proposed. If existing drainage would be routed around any portion of
the remaining features, please note that we will likely consider indirect impacts to the portion of those features
affected;

3) It appears that Wetland WH may be impacted by Lots 244/245; please provide a zoomed in grading plan for this
area showing the limits of proposed fill along with the verified wetland delineation. Further, a sewer easement is
shown extending through this wetland. Is this an existing sewer line? If not, please provide justification that
wetland impacts would be avoided, or provide proposed impacts for this crossing in the revised PCN/plans;
4) The Overall Site Impact Map currently shows two proposed stream crossings in future phases of the
development: a road in Phase 1 East extending across Stream SB, and a recreational road extending across
Stream SD3. In order to evaluate cumulative stream impacts for all phases of the Quarry Hills development, and
in particular consideration of the compensatory mitigation threshold for streams, please provide a reasonable
estimate of stream fill required for these future crossings. Please note, if it is reasonably foreseeable that
cumulative stream impacts would exceed the NWP compensatory mitigation thresholds (NWP 29 Regional
Condition 3.2), we would require compensatory mitigation for stream impacts proposed in Phase 1 unless
otherwise justified by a functional assessment of that resource (i.e. NCSAM evaluation);
5) Per Wilmington District Public Notice dated 4/21/2015, please provide a functional assessment (i.e. NCWAM) for
Wetland WPA to justify a reduced compensatory mitigation ratio;
6) Please note that the future phase recreational road extending across Stream SD3 and Wetland WD 1-13/WDA 1-
12 would occur within the 100 year floodplain. As such, any such impacts resulting in permanent above -grade
fills could not be authorized via NWP 29 (NWP 29 Regional Condition 4.1.4).
Please let me know if you have any questions.
-Dave Bailey
David E. Bailey, PWS
Regulatory Project Manager
US Army Corps of Engineers
CE-SAW-RG-R
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Phone: [phone], Ext. 30.
Fax: [phone]
Email: [e-mail]
We would appreciate your feedback on how we are performing our duties. Our automated Customer Service Survey is
located at: http://corpsmapu.usace.army.mil/cm apex/f?p=136:4:0
Thank you for taking the time to visit this site and complete the survey.

PIPE CHART - DESIGN STORM: 10-YR
To Line Incr. Total Runoff Incr Total Inlet Time R nfal Total Add Total Capac Pipe Pipe Inv Elev Inv Elev HGL HGL Gmd/Rim Gmd/Rim
Line Line Length Area Area Coeff. C xA C xA Time Conc Int Runoff Flow Flow Full Veloc Size Slope Dn Lip Di Up Dn Up Line ID
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cis) (cfs) (cfs) (dS) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall 66.000 0.40 0.40 0.65 0.26 0.26 10.0 10.0 5.6 1.46 0.00 1.46 21.24 3.16 18 4.09 555.00 557.70 555.46 558.16 556.50 561.95 PIPE 1
2 Outfall 42.000 0.00 8.15 0.65 0.00 5.30 10.0 11.3 5.4 28.39 0.00 28.39 39.52 7.59 30 0.93 552.44 552.83 554.22 554.61 555.50 558.50 PIPE 2
3 2 I 18.000 0.40 8.15 0.65 0.26 5.30 10.0 11.1 5.4 28.50 0.00 28.50 41.01 7.75 30 1.00 553.06 553.24 554.61 555.30 558.50 558.25 PIPE 3
4 3 I 58.143 0.50 7.75 0.65 0.33 5.04 10.0 11.0 5.4 27.27 0.00 27.27 40.96 5.56 30 1.00 553.44 554.02 556.31 556.52 558.25 557.52 PIPE 4
-5 4 I 28.000 0.50 7.25 0.65 0.33 4.71 10.0 10.9 5.4 25.60 0.00 25.60 41.01 5.22 30 1.00 554.22 554.50 557.24 557.35 557.52 557.52 PIPE 5
6 5 1133.542 2.90 6.75 0.65 1.89 4.39 10.0 10.6 5.5 ### 24.08 0.00 24.08 32.04 7.98 24 2.01 554.70 557.38 557.56 559.12 557.52 563.00 PIPE 6
`7 6 66.000 0.50 3.00 0.65 0.33 1.95 10.0 10.4 5.5 10.77 0.00 10.77 14.85 6.46 18 2.00 557.58 558.90 559.12 560.15 563.00 563.00 PIPE
F 8 7 119.000 2.50 2.50 0.65 1.63 1.63 10.0 10.0 5.6 9.10 0.00 9.10 11.39 6.56 18 1.18 559.10 560.50 560.15 561.65 563.00 563.00 PIPE 8
t 9 6 I 70.158 0.85 0.85 0.65 0.55 0.55 10.0 10.0 5.6 3.09 0.00 3.09 9.12 5.37 15 2.00 558.60 560.00 559.12 560.70 563.00 563.00 PIPE 9
10 Outfall 111.000 0.50 41.60 0.65 0.33 27.04 10.0 11.7 5.3 142.87 0.00 142.87 385.39 10.26 60 2.19 543.00 545.43 546.34 548.77 548.00 559.00 PIPE 10
11 10 318.089 0.00 41.10 0.65 0.00 26.72 10.0 10.9 5.4 144.86 0.00 144.86 184.15 10.34 60 0.50 545.63 547.22 548.97 550.59 559.00 557.00 PIPE 11
12 11 124.000 0.60 41.10 0.65 0.39 26.72 10.0 10.6 5.5 146.32 0.00 146.32 184.18 8.11 60 0.50 547.42 548.04 551.97 552.18 557.00 558.50 PIPE 12
13 12 28.000 0.75 40.50 0.65 0.49 26.33 10.0 10.6 5.5 144.52 0.00 144.52 184.19 7.84 60 0.50 548.24 548.38 552.73 552.77 558.50 558.50 PIPE 13
14 13 71.000 0.50 39.75 0.65 0.33 25.84 10.0 10.4 5.5 142.68 0.00 142.68 185.47 7.27 60 0.51 548.58 548.94 554.23 554.44 558.50 559.55 PIPE 14
15 14 172.000 39.25 39.25 0.65 25.51 25.51 10.0 10.0 5.6 142.88 0.00 142.88 323.91 11.35 60 1.55 552.84 555.50 555.68 558.84 559.55 555.50 PIPE 16
16 Outfall 26.000 0.50 0.50 0.65 0.33 0.33 10.0 10.0 5.6 1.82 0.00 1.82 9.13 3.59 15 2.00 554.00 554.52 554.54 555.06 555.25 559.55 PIPE 15
17 Outfall 37.000 0.00 3.35 0.65 0.00 2.18 10.0 13.2 5.0 10.94 0.00 10.94 17.44 5.71 24 0.59 542.80 543.02 543.97 544.20 545.00 552.50 PIPE 17
18 17 127.707 0.30 3.35 0.65 0.20 2.18 10.0 12.6 5.1 11.15 0.00 11.15 16.01 5.11 24 0.50 543.22 543.86 544.70 545.05 552.50 552.89 PIPE 18
19 18 119.000 0.30 0.60 0.65 0.20 0.39 10.0 10.5 5.5 2.14 0.00 2.14 4.59 1.75 15 0.50 544.06 544.66 545.82 545.91 552.89 548.13 PIPE 19
20 19 1 27.862 0.30 0.30 0.65 0.20 0.20 10.0 10.0 5.6 1.09 0.00 1.09 4.58 1.00 15 0.50 544.86 545.00 545.98 545.98 548.13 548.13 PIPE 20
21 18 123.216 0.10 2.45 0.65 0.07 1.59 10.0 12.2 5.2 8.27 0.00 8.27 21.22 8.61 18 4.08 547.89 552.92 548.54 554.02 552.89 557.81 PIPE 21
22 21 28.210 0.40 0.40 0.65 0.26 0.26 10.0 10.0 5.6 1.46 0.00 1.46 6.43 3.77 15 0.99 554.13 554.41 554.53 554.90 557.81 557.81 PIPE 22
23 21 92.185 0.00 1.95 0.65 0.00 1.27 10.0 11.8 5.3 6.67 0.00 6.67 18.17 5.73 18 2.99 553.12 555.88 554.02 556.87 557.81 561.20 PIPE 23
24 23 92.000 0.10 1.95 0.65 0.07 1.27 10.0 11.4 5.3 6.76 0.00 6.76 10.50 5.88 18 1.00 556.08 557.00 556.96 557.99 561.20 563.72 PIPE 24
25 24 160.000 0.65 0.65 0.65 0.42 0.42 10.0 10.0 5.6 2.37 0.00 2.37 4.57 3.41 15 0.50 557.20 558.00 557.99 558.62 563.72 561.00 PIPE 25
26 24 114.000 0.60 1.20 0.65 0.39 0.78 10.0 10.3 5.5 4.33 0.00 4.33 6.46 5.31 15 1.00 558.84 559.98 559.59 560.81 563.72 563.86 PIPE 26
27 26 28.000 0.60 0.60 0.65 0.39 0.39 10.0 10.0 5.6 2.18 0.00 2.18 6.46 3.66 15 1.00 560.18 560.46 560.81 561.05 563.86 563.89 PIPE 27
LOT DIMENSIONAL REQUIREMENTS
C= 0.65 PERMANENT SWALE CHART NOTE: EXCELSIOR LINER TO BE NORTH AMERICAN GREEN OR EQUIVALENT. 2/25/2020
1= 5.75 INIHR PHI EAST NOTE: GRASS CAN WITHSTAND VELOCITIES OF FPS.
NOTE: MAX VELOCITY WITHOUT A LINER PER N.C. EROSION MANNUAL IS 2 FPS.
10 YEAR DESIGN STORM
SWALE
AREA
VELOCITY
FLOW DEPTH
CHANNEL
STAPLE
CALCULATED
PERMITTED
NO.
LENGTH
(Acre)
SLOPE (%)
SIDE SLOPES
FLOW (C.F.S.)
(FT/sec)
(FT.)
SHAPE
LINER
PATTERN
SHEAR STRESS
SHEAR STRESS
TRAPEZOIDAL
DS75
1
103'
8.15
1.40%
3:1
28.39
4.39
0.95
4' BOTTOM
D
0.83
1,60
TRAPEZOIDAL
2
110'
41.60
9,00%
3:1
142,87
12.60
1.02
8' BOTTOM
SHOREMAX
F
5.73
8.50
TRAPEZOIDAL
3
162'
0.50
1.23%
3:1
1.82
0.61
0.04
80' BOTTOM
N/A
N/A
0.03
4.00
TRAPEZOIDAL
4
120'
3.35
10.80%
3:1
10.94
6.15
0.26
G BOTTOM
S15OBN
D
1.76
1.90
5 3 �
o ti N` e
0 S
e w
II o
n
nest Ln
• b / i o
J
F �
ooaslde 3 Grove O
VICINITY MAT'
-
MINIMUM SIZE ............. ....... ................ 8,000 L',- � �� aw
MINIMUM STREET FRONTAGE..................60'
DEVELOPMENT REQUIREMENTS
FRONT SETBACK .... _...............................30'
SIDE SETBACK.. ............ ............ ........ 10'
STREET SIDE SETBACK ...........................25' ,AELENE NN N� m g 179 SF - I<
REAR SETBACK.... ........ ........ ...... .20' J 1 P 4` ��
GENERAL NOTESi
2
i`L-W
• ROADWAYS TO BE CONSTRUCTED PER NCDOT P 2 - R I _
STANDARDS AND SPECIFICATIONS. _ '- /-� -g o1 0UT=543.00-\�
SF
• UTILITIES TO BE OWNED AND MAINTAINED BY TOWN
0E SWEPSONVILLE ONCE INSTALLED, INSPECTED AND _ _ _
ACCEPTED BY THE TOWN. -� �� \ )/ 54 �h �% SSO
3JL JL ir, DA'1'A
OWNER/DEVELOPER: DESCO GC INVEST, LLC
600 MARKET STREET, SUITE 600
CHAPEL HILL, NORTH CAROLINA 27516
CONTACT: ERIC DISCHINGER
PHONE: [phone]
PARCELS: PIN: 152135 & 152131
D.B. 3914, PG. 701-709
ENTIRE PARCEL ACREAGE = 150.72± ACRES (GIS)
PHASE 1 EAST ACREAGE 14.57± ACRES (GIS)
OVERALL LINEAR FEET 0E PROPOSED STREETS: 11,948± LE
-F7I �- I PHASE 1 EAST LINEAR FEET OF STREET: 1,841± EE
• ALL PROPOSED PUBLIC STREETS SHALL HAVE 30" �/ _- �I 'I �I �� �\P % q�� \ j TOTAL LOTS PROPOSED: 285
CURB & GUTTER AND BE MAINTAINED BY THE NCDOT. q �l
BRArLEYS, RDESSLE /A i\ -I 8,239 SF / \ II
1 q TOTAL LOTS PHASE 1 EAST: 41
CHRISTINA R R
• EROSION CONTROL PLAN TO BE REVIEWED AND
D.B, 367 PG,� 1 c
APPROVED BY NCDENR. THIS HAS BEEN COMPLETED P.B. 18 �/ / ` ----- \'° I \ Sc���9 6 I>� z) C ��� ° OVERALL DENSITY: 285 UNITS 150.72± AC = 1.89 UNITS PER ACRE
AND PERMIT ISSUED ON OCTOBER 21, 2019. P CE7�� D STREAM BUFFER DETAIL
37 1' \� / q �� z 1 NITS OVERALL COMMON ELEMENT AREA: 66.81± AC
GENERAL NOTES / J STREAM LOCATIONS & WIDTHS SHOWN ON THIS PLAT ARE PHASE 1 EAST COMMON AREA: 3.82± AC
�_ \
1. TOWN WILL PURCHASE AND INSTALL STREET SIGNS AND BACK CHARGE DEVELOPER. / / I 8,Q04 SEE \ \ jSC 8� l I APPROXIMATE. EVANS ENGINEERING, INC. DID NOT PHYSICALLY
2. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL TOWN OF SWEPSONVILLE, \ 9 / EXISTING USE: FORMER GOLF COURSE, CURRENTLY VACANT
SPECIFICATIONS AND STANDARD DETAILS, LATEST EDITION. i / / / `� \� l �O I LOCATE STREAMS.
PROPOSED USE. RESIDENTIAL
J. COPY OF APPROVED EROSION CONTROL PLAN MUST BE SUBMITTED TO THE TOWN.
4. LIMITED INSPECTIONS WILL BE PERFORMED BY THE TOWN. THE CONTRACTOR IS
RESPONSIBLE FOR HIRING A PRIVATE INSPECTION COMPANY TO INSPECT ALL INSTALLATION TOPOGRAPHY PROVIDED BY ALAMANCE COUNTY GIS AND FIELD RUN,
AND SUBMIT RECORDS AND TEST REPORTS TO THE ENGINEER AND THE TOWN OF
I g_ _
SWEPSONVILLE. \ 1 3 SF � �,, SF \ °- � �I / � THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARD AREA AS
5. A MIN/MUM OF 48" OF COVER OVER WATERLINE WILL BE REQUIRED. \ 3 I / ' / \N S 9 DETERMINED BY THE DEPARTMENT 0E HOUSING AND URBAN
6. CONTRACTOR SHALL NOTIFY TOWN OF ALL INSPECTIONS AND GIVE THEM THE OPPORTUNITY
TO ATTEND. MAIRY ANN AKIN T USTE I I 1 l \\ \��cF \ J\ �� / i DEVELOPMENT PER PANEL MAP 3710887300K ZONE "X" DATED NOVEMBER
7. TESTING OF SEWER MAINS TO BE PERFORMED PRIOR TO PRELIM/NARY ACCEPTANCE OF THE 32 4 G,\� I P \ \ \�sl \ �\ I �� 17, 2017,
PROJECT. I DIB' I N \ \�T ) \ / NOTE- 3 PARTY ENCROACHMENT AGREEMENT WILL
8. TOWN OF SWEPSONVILLE AND ENGINEER TO RECEIVE 1 COPY OF ALL SHOP DRAWINGS FOR I P,B 1 P 52 \ J l _ \ HAVE TO BE OBTAINED FOR THE INSTALLATION AND
ALL MATERIALS TO BE INSTALLED ON SITE. AR EL 15 239 I I F w \ F \, f \ / I MAINTENANCE OF THE SIDEWALK
9. THE TOWN RECOMMENDS MONTHLY/WEEKLY MEETINGS WITH TOWN PERSONNEL, ENGINEER, \ I S \ f
AND CONTRACTOR TO DISCUSS PROBLEMS AND QUESTIONS \ \ I \ \ 8 �23 �F j �( _ / ! 20
\
10. EROSION CONTROL DEVICES SHALL BE PLACED AT ALL CURB INLETS AND YARD INLETS \ \ I I kJ\ I � �0D \� _ �/ \ NOTE.
AS SHOWN. v \ \ w / s v v COMMON✓ LPN v A __
11. THREE SETS OF RECORD DRAWINGS TO THE TOWN AFTER PROJECT ACCEPTANCE. \ I I I I ELEMENT- /\i ' I / SHOULD THE TOWN 0E SWEPSONVIEEE PASS AN
12. ALL CONSTRUCTION TO NCDENR STANDARDS. \ I \ I I \ x / /\ 4 \ ORDINANCE IN THE FUTURE THAT ALLOWS CLUSTERING,
1J. THE DESIGN ENGINEER IS RESPONSIBLE FOR WATER AND SEWER CERTIFICATIONS THE I _ P y \ I \ ) \ THEN ALL PHASES BEYOND PHASE I MAY BE MODIFIED IN
SEWER TESTING WILL BE PROVIDED PRIOR TO ACCEPTANCE. THREE SETS OF RECORD 1 \ I I f1 I T \ \ I A
DRAWINGS WILL BE PROI/IDED TO THE TOWN OF SWEPSONVILLE PRIOR TO PROJECT I I I SF b H#10 I / / I I ORDER TO INCORPORATE THE NEW CLUSTER ORDINANCE,
ACCEPTANCE. A 3 \ g9 Mo V T V / / I
14. ALL WATER MAINS MUST BE PRESSURE TESTED CHLORINATED PER TOWN OF I 1 \ L \1��PG��! / o ` v(.A
1
ZONE 2
ZONE 1
WIDTH OF STREAM
ZONE 1
ZONE 2
30' 50'
0 30'
FROM TOB TO TOB
0-30'
30' 50'
20' RIPARIAN BUFFER
30' UNDISTURBED BUFFER
I
I
30' UNDISTURBED BUFFER
20' RIPARIAN BUFFER
I
I
Qj
Q wI Q
m mi m
�I
LL
O JI 0
o o
i
SWEPSONWLLE STANDARDS AND SPECIFICATIONS. I V 120' x i v, C/) I LL
W
- OUTLET PROTECTION
#1
18"
1.46
8'
4.5'
9.5,
1.5'
CLASS B
#2
30"
28.39
20'
7.5'
22.5'
1.5'
CLASS B
#3
60"
142.87
32'
15'
37'
2.2'
CLASS 1
#4
24"
10.94
12'
6'
14'
1. 5'
CLASS B
EB�E MBE ) n9\II�Z3 �?D3 24 5 3 II
I I
Tq+s a 79 F�5. 36 1 >> I �� � I V I I FT'FrI
A I I I l
r S R.MyAR EL 5223 \ 00
564, CURBINLET
�
566 E��\X. TO
BE CONVERTED TO
STORM MANHOLE
1- CI 1 WATER WILL FLOW
` AROUND THE
-RADIUS TO CI #14
cI#13 I / co �� I s" R�� ► w �� GRAPHIC SCALE
(
'�) � � � � \ / so o so so 120 zao
7 O � �\
CQ\ / f �s 561. 56 i / I I / / A z I
FES v)
CDLLI l I
�4C 56� I 56 5 566.5 W \
/ ,� ) I I ct\ l
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EGATED NTRANCE / � I ��� o� hLL
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co6 / \ 7, I Imo / ' I v^ I I \ \ 1 I \�,� J � \ \ \\5� � � 4-
lN J ( lj
4- I _S
r - / 1 I
1 / ) 7 ) � s� COMMON
COMMON I _ �t _, I r" / ) l / I �y ELEMENTS I
/ ELEMENTS I\ / 6 RAINAGE ESMT,t I �� RAINAGE SM
/ � 564 120- #8 L
566
EX. " S WER / / a
54
S I
IT S� f
X) o,
( IN FEET )
1 inch = 60 ft.
QUARRY HILLS SUBDIVISION
2220 GEORGE BASON ROAD
SWEPSONVILLE, ALAMANCE COUNTY, NORTH CAROLINA
ESCO GC INVEST, LLC
600 MARKET STREET, SUITE 600
'HAPEL HILL, NORTH CAROLINA 27516
CONTACTS ERIC DISCHINGER
PHONE; (336)317-33 5
+
E�•
AL
Since 1974
Engineers Surveyors Planners
= 9773 -
•�
02/25/2020 ;•
4609 Dundas Drive Greensboro, NC 27407
0
% ,
�.;VN
Phone [phone] Fax [phone]
,I, , I N E;.•' ,�
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FM LICENSE #CA168
FIRM
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H:\DRAWINGS\Quarry Hills Golf Course\QUARRY HII IS PHI-AMY02-17-
.ft
TTMSE 1 EAST GRADING,
STORM DRAINAGE PLAN
DATE: NOVEN BER 21, 2019
REVISIONS: DECEMBER 23, 2019
REVISIONS: FEBRUARY 25, 2020
13

65
PERMANENT SWALE CHART
NOTE: EXCELSIOR LINER TO BE NORTH AM ERICAN GREEN OR EQUIVALENT.
2/25/202
75
WHIR
PH1 WEST
NOTE: GRASS CAN WITHSTAND VELOCITIES OF FPS.
NOTE: MAX VELOCITY WITHOUTA LINER PER N.C. EROSION MANNUAL IS 2 FPS.
FNO.LENGTH
10 YEAR DESIGN STORM
AREA
VELOCITY
FLOW DEPTH
CHANNEL
STAPLE
CALCULATED
PERIO TTED
(Acre)
SLOPE (%)
SIDE SLOPES
FLOW (C.F.S.)
(FT/sec)
(FT.)
SHAPE
LINER
PATTERN
SHEAR STRESS
SHEAR STRESS
TRAPEZOIDAL
Ds75
4'
6.69
12.$6%
3:1
21.99
6.13
0.48
6' BOTTal
D
1.58
1.60
TRAPEZ0[A L
2
210'
0.43
5.26%
3:1
1,45
3.09
0.08
6' BOTTCPd
DS75
D
0,60
1.60
/ 9h
Oenev@Ibrit O a �,°+Oo
Rd Ces � y
Zi
� an Mar e Dr. c
AN-A / A I / // i Z�,W pig I I I A \ �R ; u an ct. o
P A.SE �< \
LOT DIMENSIONAL \` REQUIREMENTS
FES-5�\ \ \ \ MINIMUM SIZE___*_ .......................8,000 SF
UT=542.50 1 i - � s / �a MINIMUM STREET FRONTAGE..................60 A m a
A V A )
SE ER - ESMT. a
- - - FES-DEVELOPMENT REQUIREMENTS
FRONT SETBACK..............................OUT= 5 .....30'
SIDE SETBACK..........................10' a , Ar
D9 °
e°
(J y .1e°w�
STREET SIDE SETBACK ...........................25' o
LL_ MU#23 - REAR SETBACK .... ....... .............. ............ _20'
/Lj_ M�� �\ ti \ \ \ 1 \ \I \ , / / // GENERAL NOTES�� _ mo Qro
II I� �\ d �� / 8 0°�r�° Ernest Ln
yJ D I o O r ` �D \y �\ I / \ + ROADWAYS TO BE CONSTRUCTED PER NCDOT s '�
�l
5 C 0 / STANDARDS AND SPECIFICATIONS. _
�I 558.5� 561 / o� I� A �v ( \ v
563 °°ae�
563 \ �� _ Q/ / o \ \ S� �� \ + UTILITIES TO BE OWNED AND MAINTAINED BY TOWN
- w
ROCK AT -v/ OF SWEPSONVILLE ONCE INSTALLED, INSPECTED AND
- 1 DEPTH I� �\ \ 1 \ \ \ �ISIA ACCEPTED BY THE TOWN. VICINITY ®®MAP
NTS�NE S ql + ALL PROPOSED PUBLIC STREETS SHALL HAVE 30" (1"
�
36o IHs L CURB & GUTTER AND BE MAINTAINED BY THE NCDOT.
0 \ / / ,� FE -3 /P / 4 p PIPE CHART -DESIGN STORM: 10-YR
�I I r B
C,/ ��� 0 7 534.0 / �1 P �' • EROSION CONTROL PLAN TO BE REVIEWED AND
-- I �� P��� �� �M6 APPROVED BY NCDENR. THIS HAS BEEN COMPLETED Line TO Line Incr. Total Runoff Incr Total Inlet Time Rnfal Total Add Total Capac Velae Pipe Ripe In�rEIeU Inv Elev HGL HGL GrndRim Gmdll7m�
l I / ��P� / L 12186
Lne Length Area Area Coe1f. C xA G xA Time Conc Int Runoff Flow Flow Full Size Slope Dn Up pr1 0p Dn Up Line IC7
-PAD ELEV. / \ / / O aZ V / 218
�� \ s � � 6 AND PERMIT ISSUED ON OCTOBER 21, 2019. 1f}� (l (ft> (ft) (ft) (6}
I I {ft} (ac} (ac} (C} (min) (m¢l) {iNhry (efs} Icfs} {cfs) (cfs] (Ells) (in) { Ie)
1 Outfalf 50.001 0.30 0.30 0.65 0. 0.20 10.0 10.0 5.6 1.09 0.00 109 10.91 2.90 18 1.08 564.53 565.07 564.93 565.47 5W03 566.57 Pipe 1
NI I II I I I I ~ I 559 5 .5 / 56 56 5.5 ) \ I I / / / GENERAL NOTES 2 Outfal6 104.000 0.43 3.29 0.65 0.28 2.14 10.0 13.9 4.9 10.53 0.00 10.53 27.11 6.75 18 6.66 542.80 549.73 544.04 550.97 544.50 553.81 PIPE
� J 5 J y / ) I I 1. TOWN WILL PURCHASE AND INSTALL STREET SIGNS AND BACK
� � � / \ \ I I I I 3 2 28.0IX9 0.45 2.88 0.65 0.213 1.85 10.0 13.8 4.9 9.17 0.00 9.17 6.46 7.51 15 1.DD 549.93 550.21 551.14 551.68 553.81 553.81 RIPE3
ILL / CHARGE DEVELOPER.
( II \ S / I I \ I �\ J / 2. ALL CONSTRUCTION TO BE /N ACCORDANCE WITH ALL TOWN OF a 3 s5.a[>Q D.oD 2.41 0.65 0.00 t57 10.0 13.6 5.0 7.78 000 7.78 14.09 6.56 15 4.76 551J.41 654.93 662.99 55s.oa 553.81 558.16 PIPE4
SWEPSONVILLE , SPECIFICATIONS AND STANDARD DETAILS, LATEST 5 4 45-OOD D.50 2.41 0.65 0.33 1.57 10.0 13.5 5.0 7.81 0.00 7.81 11.59 6.65 15 3.22 555.13 556.58 556.31 557.69 558.16 560.23 PIPE 5
EDITION.
I z 0� W � f O � � � 1Fj \ 6 5 28.000 0.39 0.46 0.55 0.25 0.30 10.0 13.1 5.0 1.51 0.00 1.51 6.10 1.95 15 0.89 556.78 557.03 557.69 557.68 56023 56023 PIPE6
)\ \ ` J. COPY OF APPROVED EROSION CONTROL PLAN MUST BE SUBMITTED
\� ��' I _ TO THE TOWN. 7 6 39000 0.07 0.07 0.65 OD5 0.05 10.0 10.0 5.6 0.25 0.00 D.25 10.18 1.16 15 2.49 557.23 558.20 557.% 558.40 550.23 560.23 PIPET
62 / / ) \� / / I / I I / 4. LIMITED INSPECTIONS WILL BE PERFORMED BY THE TOWN. THE 8 5 224-008 0.45 1.45 0.65 0.29 0.94 10,0 10.2 5.6 5.25 0.00 5.25 6.89 5.04 15 1.14 555.78 559.33 557.86 560.25 560.23 563.22 PIPE8
/ / / �' BT AT 15' \ / I I CONTRACTOR IS RESPONSIBLE FOR HIRING A PRIVATE INSPECTION 9 8 29.000 1.00 1.00 0.65 0.65 0.65 10.0 10.0 5.6 3.64 0.00 3.64 6.46 4.04 15 1.00 559.53 559.82 560.54 560.58 56322 563.22 PIPES
/ COMPANY TO INSPECT ALL INSTALLATION AND SUBMIT RECORDS AND
DEPTH - I / 1D Outfall 53.DDD D.DO 6.69 0.65 0.00 4,35 10.0 13.0 5.1 21.99 0.00 21.99 125.97 6.79 30 9.43 534.D0 539.00 535.57 540.57 534.00 551.50 PIPE 10
(I� -20' DRA - ES � � '� I II , I TEST REPORTS TO THE ENGINEER AND THE TOWN OF SWEPSONVILLE.
i I 5. A MIN/MUM OF 48" OF COVER OVER WATERLINE WILL BE REQUIRED. 11 10 99.000 0.51 6.69 0.65 0.33 4.35 10.0 12.6 5.1 22.26 0.00 22.26 92.90 6.01 30 5.13 539.20 544.z8 541.24 545.86 551.50 551.23 PIPE 11
ROCK AT � I _ -A I i
6. CONTRACTOR SHALL NOTIFY TOWN OF ALL INSPECTIONS AND GIVE 12 11 28.000 D.29 6.18 0.65 0.18 4.D2 10.0 12.5 5.1 20-64 0.00 20.64 29.00 5.01 30 D.50 544.48 W-62 546.49 546.52 55123 551.42 PIPE 12
/ / I ` / i 11 a,304 S \ II THEM THE OPPORTUNITY TO ATTEND. 13 12 59.000 D-OD 5.90 0.65 0.00 3.84 10.0 12.3 5.2 19.87 0.00 19.87 29.24 4.35 30 D.51 544.82 545.12 547.13 547.21 551.42 550. D3 PIPE 13
5' DEPTH /� i / IJ 7. TESTING OF SEWER MAINS TO BE PERFORMED PRIOR TO 14 13 136.0DD 0.56 O.56 0.65 0.36 0.36 10-0 10.0 5-6 2.04 0.00 2.04 13.78 2.70 15 4.55 545.61 551-W 5a7.53 552-37 550.03 556.W
I I PRELIM/NARY ACCEPTANCE OF THE PROJECT. PIPE 14
\ I I III I I \ I O ) I o / I 8. TOWN OF SWEPSONVILLE AND ENGINEER TO RECEIVE 1 COPY OF 15 13 39.000 D.49 5.34 0.65 0.32 3.47 10.0 12.1 5.2 18.09 0.00 18.09 29.37 4.07 30 D.51 545.32 545.52 547.53 547.57 550.03 549.79 PIPE 15
8 d 7 F s ALL SHOP DRAW/NGS FOR ALL MA TER/ALS TO BE INSTALLED ON SITE. 1s 15 28.00D D 53 0 0 s5 0.34 D 34 10.0 1D D 5 s 1.93 0.00 7.93 a 57 1.57 15 D 50 54s 31 sas 45 5a7.9s 5a8 01 549.79 5a9.45
g/ V A 1 K / PIPE 16
L- _ I 1 A � -- / < L �� ( 9. THE TOWN RECOMMENDS MONTHLYIWEEKLY MEET/NGS W/TH TOWN 17 15 86.000 0.14 4.32 0.66 0.09 2.91 10.0 11.8 52 14.79 0.00 14.79 26A6 5.60 24 1.34 646.OD 647.15 647.98 548.51 549.79 551.00 PIPE 17
J t S l PERSONNEL, ENGINEER, AND CONTRACTOR TO DISCUSS PROBLEMS
\ I �� / �I 1 I N / I / / J I / I 18 17 40.000 0.47 4.18 0.65 0.31 2.72 10:D 11.fi 5.3 14.38 0.00 14.33 36.29 5.77 24 2.58 547.35 548.38 549.02 549.72 551.00 552.56 PIPE 18
AND QUESTIONS.
( \WI 1 I � o `n / �� 8,158 SF I Ej� / / / 10. EROSION CONTROL DEVICES SHALL BE PLACED AT ALL CURB 19 18 2s.otw 0.32 3.71 0.65 0.21 2.41 10.0 11.5 5.3 12.81 0.00 12.81 22.62 5.37 za 1.0D 548.58 548.86 550.21 550.13 552.56 552.56 PIPE 19
I INLETS AND YARD INLETS AS SHOWN. 20 19 38.000 0.92 1.62 0.65 0.50 1.D5 10.0 10.2 5.6 5.85 0.00 5.85 12.39 5.25 15 3.58 549.55 550.95 550.99 551.92 552.56 554.35 PIPE 20
irk I\ I ( u 5 I 1 561 I 561 i / �/ / I\� ( D`C 11. THREE SETS OF RECORD DRAWINGS TO THE TOWN AFTER 21 20 29.000 0.70 0.70 0.65 0.46 0.46 10.0 10.0 5.6 2.55 0.00 2.55 6.46 3.29 15 1.00 551.15 551.44 552.09 552.08 554.35 554.35 PIPE21
I I ( I l PROJECT ACCEPTANCE. / 561 559� 557 J Y J,540 ` 1 l II WETLANDS 12. ALL CONSTRUCTION TO NCDENR STANDARDS. 22 19 166.000 0.31 1.77 0.65 0.20 1.15 10.0 10.7 5.5 6.28 0.00 6.28 17.71 4.42 18 2.84 549.06 553.78 550.99 554.74 552.56 556.98 PIPE22
J \ I BT AT 10 /
/ / / I \ / / J \ I I I \ 13. THE DESIGN ENGINEER /S RESPONSIBLE FOR WATER AND SEWER 23 22 132.000 1.46 1.46 0.65 0.95 0.95 10.0 10.0 5.6 5.31 0.00 5.31 10.50 424 18 1.00 553.98 555.30 555.17 556.18 556.9a 557.80 pIPE23
- 10' DRAINAGE ESMT, )I D / / 1 I _I CERTIFICATIONS. THE SEWER TESTING WILL BE PROVIDED PRIOR TO 24 Outfall 36.000 D.DO 0.43 0.66 0.00 D.28 10.0 12.3 6.2 1.45 0.00 1.46 17.77 3.32 16 7.57 661.60 564.16 661.98 564.63 552.75 568.50 PIPE24
\ F S 2 FROM CIL OF PIPE \ J 7 r \ 2- _ U ACCEPTANCE. THREE SETS OF RECORD DRAWINGS WILL BE PROVIDED
\ L �t \ 25 24 116.000 0.19 0.43 0.65 0.12 3.28 10.0 10.7 5.5 1.52 0.00 1.52 9.50 2.52 15 2.16 554.35 556.86 555.22 557.35 558� 561.29 PIPE25
BOUT=S 2.8 AOA�-
3� Sf TO THE TOWN OF SWEPSONVILLE PRIOR TO PROJECT ACCEPTANCE.
I#1 0 26 25 32.0OD D.24 0.24 0.65 0.16 0.16 10.0 10.0 5.6 0.87 0.00 D.87 646 1.52 15 1.DD 557.06 557.38 557.87 557.86 561.29 560.78
_ l I 14. ALL WATER MAINS MUST BE PRESSURE TESTED CHLORINATED PER PIPE26
PIPE 2 TO y W ` \ _ \ ` 0 I \ ` TOWN OF SWEPSONVILLE STANDARDS AND SPECIFICATIONS. 27 OUtfall 35.000 0.00 2.52 0.65 0.00 1.64 10.0 11.6 5.3 8.67 0.00 8.67 11.23 6.10 18 1.14 546.00 546.40 547.12 547.52 547.25 551.00 PIPE27
' \ i \\ \ ` \ ` \ 28 27 116.000 0.73 2.52 0.65 0.47 1.64 10.0 11.3 5.4 8.78 0.00 8,78 9.75 5.74 18 0.86 546.60 547.60 547.92 548.73 551.00 551.35 PIPE 28
FUTURE SYSTEM I �0 1 ) CI# 1
29 28 36.000 0.66 1.79 0.65 0.43 1.16 10.0 11.1 5.4 6.27 0.00 6.27 8.21 4.32 18 0.61 547.8D 548.02 549.03 549.11 551.35 552.30 PIPE29
s s s \ 1 I I I 30 29 151.117 1.13 1.13 0.65 0.73 0.73 10.0 10.0 5.6 4.11 0.00 4.11 7.54 3.58 18 0.52 548.22 549.00 549.42 549.78 552.30 553.00 Pipe 30
T PAD ELEV. I ROCK AT BT A 15 \ /\ I� ) \ 1 I I) `' J 31 Outfall 49.000 D.53 0.53 0.65 0.34 0.34 10.0 10.0 5.6 1.93 0.00 1.93 13.68 3.66 15 4.49 555.W 558.00 556.3E 558.56 567.05 559.26 i 3
\ `(TYP.) I I`11' DEPT ' - - \ \ \ DE I / \ / \ \ / I
- I 556.50 I I 55 5 .5 5 557 \
4k
I 4 561 5 6)D 558 - - [
- - I- �I � �� -
I I V I � � _
�� la TS� v �� A v_ v,� /�/ / I I )FES-6 _ I
\ I I I N D 9,889 SF / I l OUT `555.8,0 - \
06
19' DEPTH
0 0 i SF B °/ V I I I I I \ \
e _ VA10,593 SF A V A BUILDETO 1 1 \
b p PROPOSED
E�sTir� 24° s I CO�M�N 15" RCP
I 8, 04C}� SF � c1,
\
1' _ \ \ I I I v v v `ELE ENTS4 SF
221 SF
000
r
a�
-$F I 1 ' DEP /
\ \ \ \ I f 29 SF-f ��
\ f 1 / 9,374 SF - \i\ \ �) VA 1 1 1 ^�
�cn 10 v T
\ \ \ COM0 I / /
CE
:��ILEMENTS 8 4 0ALL WEATHER GRAVEL ACCESS
/ � ROAD TO BE BUILT FROM ROAD "D"
\ / B 5q SF TO CRESCENT DRIVE. USE 8° ABC
8 - ✓ STONE. HOME OWNERS ASSOCIATION
8,132 SF � .� ` 1 � � f Mi1 � � � � ,
\ ,. \ g - -, ^ S���SS \ ` WILL MAINTAIN THE PROPOSED GRAVEL
ACCESS ROAD. A SIGN SHALL BE POSTED
\ 8,387 SF� V / � � �, INDICATING THIS IS A EMERGENCY VEHICLE
\ 1 ENTRANCE. (NOTE: OWNER IS STILL TRYING
\ _ N/V \ TO OBTAIN PERMISSION TO INSTALL THE
X 8„ ROAD ON THE WEST SIDE OF
�\ \ NOTE: PROJECT@RIVER VIEW DRIVE.) INSTALL
ANY SOILS TAKEN FROM THIS SITE OR FILL GATE AT BOTH ENTRANCES TO ROAD.
1ST o1 MATERIAL BROUGHT TO THIS SITE MUST BE
181 DISCLOSED TO THE EROSION CONTROL
- - - - I / 6S 3 I ,�L INSPECTOR.
/ FT-1 0
14 X d o TO NOTE:
O \ 2 7 _ - ➢ c \ _ T d OWNER IS RESPONSIBLE FOR ANY IMPACTS TO
70 --u JURISDICTIONAL STREAMS/WETLANDS.
� � _ -/ FO CD � z � _1 R) � U CO1> ? NOTE:
CD
< dC �-Ood D D�Otd�= �� \ �� p G W � \ W J=_ _ �� On CJIo�
\ G ALL THE NECESSARY APPROVALS HAVE BEEN/
FT]D - z I LP L c o \ " _ � C WILL BE OBTAINED FROM THE STATE/CORPS FOR ENVIRONMENTAL NOTE.
70 D �2> 1�� v� 70 WoC n��-D�
. c� c_ r � W �� - a-, W z N _ F- ro o / J� W 3 S c rj ANY WETLAND DISTURBANCE AND STREAM
n W F_ C0 co W I) ► I 1 ( o J \ � v � c � o P ° ANY WETLAND AND STREAM IMPACTS MUST BE PERMITTED
o� r � W C 3 _ J J o o CROSSING OR DISTURBANCE.
> CO � co I � o � � Tj -� � - M ) J I I - \ r J 00 3 \ /� � D / V) o o N H THROUGH USACE AND NCDWQ. IF ANY OF THIS
CD 3 ° � �1 � � � / I V) D �� J F- PERMITTING NECESSITATES ANY LAYOUT CHANGES, THEN
� G� I n 1 r RIP RAP OUTLET PROTECTION
_ Co �coD/ - -�- - _ - _ �L FEs# slzE ELow( fs) a w w2 Thickness RIP -RAP THE TOWN OF SWEPSONVILLE AND ALAMANCE COUNTY
AmD �� o° W S - I- - �- ter= l
M M M M / I� M
M M - M - / CLASS 1
Pipe - FES RIPRAP Wz
M M - M- - M -M- ---_ _ ] w,
_ --- AV
GRAPHIC SCALE
60 0 30 60 120 240
[----- 60' RIGHT ❑H W
/ 1 f DETAIL - OUTLET PROTECTION GEOTEXTILE LINER TO BE INSTALLED
UNDERNEATH RIP RAP PAD ( IN FEET )
1 iriell = 60 f L.
#1
18"
6.54
10'
4.5'
1 15'
1.5'
CLASS B
#2
18"
7.29
10'
4.5'
15'
1.5'
CLASS B
#3
30"
25.42
16'
7.5'
24'
1.5'
CLASS B
#4
15"
2.99
8'
4'
12'
1.5'
CLASS B
#5
15"
2.99
8'
4'
12'
1.5'
CLASS B
#6
15"
1.98
8'
4'
1 12'
1.5'
CLASS B
QUARRY HILLS SUBDIVISION
2220 GEORGE BASON ROAD
SWEPSONVILLE, AI.AMANCE COUNTY, NORTH CAROLINA
ESCO GC INVEST, LLC
')0 MARKET STREET, SUITE 600
1HANLL HILL, NORTH CAROLINA 27516
CIIINTACT1 ERIC DISCHINCER
PHUNE; (336)317-33 5
+
C 0
Since 1974
E A L
I Engineers Surveyors Planners
19773
02/25/2020 ,' _
4609 Dundas Drive Greensboro, NC 27407
i��� ��N ��
Phone [phone] Fax [phone]
�� . ��. I N E. '`
FIRM LICENSE #C-0168
.��.�/„
HADRAWINGS\Quarry Hills Golf Course\QUARRY HI1.J. S PH 1-AMY 02-17-20.dwg
PHASE 1 WEST GRADING,
STORM DRAINAGE PLAN
al JJL DATE: OCTOB R 31, 2019
REVISIONS: DECEMBER 23, 2019
REVISIONS: JANUARY 10, 2020
14