20180612 Ver 1_More Info Received_20180629

Homewood, Sue
From:
Sent:
To:
Cc:
Subject:
Sue,
Gregory Hoffman <[e-mail]>
Friday, June 29, 2018 4:09 PM
Homewood, Sue
Clement Riddle; Alea Tuttle; Patrick Bradshaw
[External] DWR 20180612 Western Carolina University Master Plan Improvements
Good afternoon. I received a copy of your comment letter for the WCU Campus Master Plan project and have submitted
a Stormwater application to Chonticha McDaniel as requested. You can download a copy of the submittal at the link
below.
https://cdcwnc.sharefile.com/d-s654980af7O848518
Additionally, I'll send you a hard copy on Monday.
Have a nice weekend,
Thanks,
Greg
Gregory Hoffman, PE
Civil Design Concepts, P.A. o. [phone] c. [phone]
Office locations: 168 Patton Avenue Asheville, NC 28801 1 52 Walnut Street — Suite 9 Waynesville, NC 28786
Mailing address: P.O. Box 5432 Asheville, NC 28813
www.cdc og com
R�
Privileged and Confidential: The information contained in this email message and any attachments is confidential information intended only for the use of individuals or entities named above. If the reader of this message is
not the intended recipient you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited If you have received this email in error, please notify us immediately by email at
the originating address.

WCU-CENT
DEVELOPMENT DATA
OWNER/DEVELOPER: WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CONTACT: CURTIS MONTEITH
[phone]
CIVIL ENGINEER: CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
CONTACT: GREG HOFFMAN, P.E.
[phone]
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PREPARED FOR:0 0 1�,E� c,
WESTERN CAROLINA UNIVERSITY
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3476 OLD COLLOWHEE ROAD o o N
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CULLOWHEE NORTH CAROLINA 28723 Nr-� d... = I
CURTIS MONTEITH
[phone]
INDEX OF SHEETS
Sheet No. Title
C000
COVER SHEET
Z
SURVEY (BY OTHERS)
C101
EXISTING CONDITIONS AND DEMOLITION PLAN
C201
SITE AND ZONING COMPLIANCE PLAN
C301
PHASE 1 EROSION CONTROL PLAN
C302
PHASE 2 EROSION CONTROL AND GRADING PLAN
C401
FINE GRADING AND STORM DRAINAGE PLAN
C701
SEWER EXTENSION PLAN
C702
SEWER PROFILES
C921
SITE DETAILS
C931
GRADING DETAILS
C932
EROSION CONTROL DETAILS
C941
STREAM CROSSING DETAILS
C942
STORM DRAINGE DETAILS
C971
SEWER EXTENSION DETAILS
ES100
ELECTRICAL SITE PLAN, NOTES, SCHEDULES, & MISC. DETAILS
ES101
ELECTRICAL SITE PLAN, NOTES, SCHEDULES, & MISC. DETAILS
ES102
ELECTRICAL SITE PLAN, NOTES, SCHEDULES, & MISC. DETAILS
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SHEET
C000

NOTES:
1. THIS SURVEY IS BASED ON DEED AND EXISTING MONUMENTATION AS SHOWN.
2. PARCEL MAY BE SUBJECT TO EASEMENTS, RIGHT-OF-WAYS, RESERVATIONS AND
RESTRICTIONS WRITTEN AND UNWRITTEN; RECORDED AND UNRECORDED.
3. THE CERTIFICATION SHOWN HEREON IS NOT A CERTIFICATION OF TITLE, ZONING
OR FREEDOM FROM ENCUMBRANCES.
4. THIS SURVEY WAS PREPARED WITHOUT BENEFIT OF ABSTRACT TITLE AND ALL
MATTERS OF TITLE SHOULD BE REFERRED TO AN ATTORNEY-AT-LAW
5. ALL DISTANCES ARE HORIZONTAL UNLESS OTHERWISE NOTED.
6. COPYRIGHT ®, JOEL JOHNSON LAND SURVEYING. ALL RIGHTS RESERVED.
REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT, ADDITIONS OR
DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN
CONSENT OF THE LAND SURVEYOR IS PROHIBITED. ONLY COPIES FROM THE
ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL
OF THE SURVEYOR SHALL BE CONSIDERED TO BE VALID TRUE COPIES.
7. TRAVERSE ADJUSTED BY COMPASS METHOD TO 1: 18,136.
8. PROPERTY HAS NOT BEEN INSPECTED FOR WETLANDS OR FLOOD HAZARDS.
9. ALL ADJOINING PROPERTY INFORMATION WAS TAKEN FROM CURRENT LAND
RECORDS INFORMATION AS OF DATE OF SURVEY BUT IT SHOULD BE NOTED THAT ALL
PUBLIC LAND RECORDS INFORMATION MAY NOT BE CURRENT OR UP TO DATE.
10. ELEVATIONS ARE BASED ON NAVD 88 (GEOID 12B).
11. THE ORIENTATION OF THE SURVEY IS GRID NORTH AND THE COORDINATES ARE
BASED ON THE NORTH CAROLINA STATE PLANE COORDINATE SYSTEM, NAD 83 (2011).
12. UNDERGROUND UTILITIES AND IMPROVEMENTS NOT READILY VISIBLE WERE NOT
LOCATED.
13. THIS MAP WAS PREPARED FOR THE PURPOSE OF SHOWING A BOUNDARY SURVEY AND
TOPOGRAPHIC CONDITIONS OF SIX EXISTING LOTS WHICH ARE SHOWN AS TWO
TRACTS.
14. APPARENTLY THE MANHOLES DESIGNATED AS "5 E/P" WERE BURIED OR OBSCURED.
THEIR LOCATIONS WERE CALCULATED FROM THE EASEMENT PLAT OF SURVEY SHOWN
IN REFERENCE # 1.
15. INGRESS/EGRESS RIGHTS ALONG EXISTING SOIL ROAD MAY EXIST IN FAVOR OF
WARD.
CERTIFICATE OF APPROVAL FOR RECORDING
I CERTIFY THAT THE PLAT SHOWN HEREON COMPLIES WITH THE
SUBDIVISION AND MOUNTAIN AND HILLSIDE DEVELOPMENT ORDINANCE
AND IS APPROVED FOR RECORDING IN THE REGISTER OF DEEDS OFFICE.
- Planning Director or Designee -
Date
CERTIFICATE OF APPROVAL FOR RECORDING
I CERTIFY THAT THE PLAT SHOWN HEREON COMPLIES WITH THE WATERSHED
PROTECTION ORDINANCE AND IS APPROVED FOR RECORDING IN THE
REGISTER OF DEEDS OFFICE.
- WATERSHED ADMINISTRATOR - DATE
NOTICE: THIS PROPERTY IS LOCATED WITHIN A PUBLIC WATER SUPPLY
WATERSHED -DEVELOPMENT, RESTRICTIONS MAY APPLY.
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
FILED FOR REGISTRATION AT
THE DAY OF_
RECORDED IN PLAT CAB.
- REGISTER OF DEEDS -
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
O'CLOCK M THIS
.2017 AND
AT SLIDE
I, REVIEW OFFICER OF JACKSON
COUNTY, CERTIFY THAT THE MAP OR PLAT TO WHICH THIS CERTIFICATION
IS AFFIXED MEETS ALL STATUTORY REQUIREMENTS FOR RECORDING.
- REVIEW OFFICER - DATE
REFERENCES:
1. Easement Plat of Survey for Tuckaseigee Water and Sewer
Authority by Joel Johnson Land Surveying, Inc. dated November
16, 2005 and recorded in Plat Cabinet 14, Slides 646-647.
2. Deed of Easement between Davis, Mildenhall & Moses and
Tuckaseigee Water and Sewer Authority dated January 23, 2006
and Recorded in Deed Book 1568, Page 127.
3. Right -of -Way Deed between Brown and Norton dated April 9,
1960 and recorded in Deed Book 238, Page 202.
4. Deed between Carrie S. Bryson and H. Carson Bryson dated
March 8,1958.
5. Deed between Holmes Bryson etal and Carrie Bryson dated
March 12, 1946 and recorded in Deed Book 168, Page 7.
6. Unrecorded Plat of Survey for Frank H. Brown by James R.
Davenport and Associates, Inc. dated April 5, 1982, drawing #
J-255.
7. Plat of Survey for Stone House Associates by John W. Jurss
dated March 22, 1999 and recorded in Plat Cabinet 9, Slide 602.
8. Plat of Survey for the subdivision of the Bryson Land dated 1926
recorded in Plat Cabinet 2, Slide 42.
9. Plat of Survey for the State of North Carolina by Joel Johnson
Land Surveying, Inc. dated April 29, 2015 and recorded in Plat
Cabinet 21, Slide 447.
5/8" Rebar
1-17 ound with Ca
5/8" Reba
d Ca l
v = 2218.0
Central Drive
NCSR 1169
R,'ght_of Way varies
H
77-77274'CM7P
- Western Carolina University - �\
PIN 7559-43-3182
Deed Book 712, Page 704
with Johnson Cap
5/8" Rebar Found
d
, N �c
P ; O
514°301501E P P o rT
/
10490
3d /
Inv = 219.
PE /
:SSS
^' SMH 3 PE
1
a gl
1 L
$'. 1 V)
Tract A
4.52 Acres
As Calculated by
Coordinate Computations
Deed Book 2053, Page 269
Deed Book 1968, Page 71
Deed Book 1437, Page 403
Deed Book 2177, Page 214
Deed Book 1437, Page 403
PIN 7559-42-1855
PIN 7559-42-3668
PIN 7559-42-4547
PIN 7559-42-4744
PIN 7559-42-4944
PIN 7559-43-4025
Nail Found
azo
J
Asp a L -
A
A
Calls around Tract A
Course
IPS
-
1
Top = 222.
d
L2
5 57046'15" W
121.09'
L3
Inv =
498.38'
Central Drive
N 81010'00" E
103.63'
L5
N 81010'00" E
29.01'
NCSR 1169
N 09050'05" E
7.26'
L7
L8
N 18055'00" W
18.14'
60 Right of Way
I
L9
N 00013'15" E
11.94'
L10
N 28033'50" W
35.76'
L11
N 52011'05" W
5.41'
L12
2" Open Top
15.58'
A
N 71036'00" E
N 71036'00" E
132.57'
63.00'
L14
Pipe Found
A°
A
L16
5 21036'20" E
50.09'
L17
Rad: 200.00'
Tan: 53.68'
Chd: 5 06034'50" E
A: 104.89'
CA: 30002'55"
103.69'
L18
5 08027'05" W
211.47'
L19
�S l�
dTop - 2117
L20
5 09010'00" W
103.20'
L21
N 80008'00" W
Inv nt 221.
L22
A
'A
,o- A -
DI ove
rate c�t installed
A
Gravel Road
A
Inv t =
14.48
Existing Fence Line
-x x
x
11'
A A d� ld
A A
Existing Creek
A
-
S.X w
ow
Overhead Wires
ow
5/8" Rebar FoundTt
--SS-----SS--
A
ELI.
Elev = 2211.42
Property Corner Found
- Western Carolina University - �\
PIN 7559-43-3182
Deed Book 712, Page 704
with Johnson Cap
5/8" Rebar Found
d
, N �c
P ; O
514°301501E P P o rT
/
10490
3d /
Inv = 219.
PE /
:SSS
^' SMH 3 PE
1
a gl
1 L
$'. 1 V)
Tract A
4.52 Acres
As Calculated by
Coordinate Computations
Deed Book 2053, Page 269
Deed Book 1968, Page 71
Deed Book 1437, Page 403
Deed Book 2177, Page 214
Deed Book 1437, Page 403
PIN 7559-42-1855
PIN 7559-42-3668
PIN 7559-42-4547
PIN 7559-42-4744
PIN 7559-42-4944
PIN 7559-43-4025
Nail Found
azo
J
Asp a L -
A
A
Calls around Tract A
Course
Bearing
Distance
L1
5 85037'00" W
144.48'
L2
5 57046'15" W
121.09'
L3
N 11003'35" W
498.38'
L4
N 81010'00" E
103.63'
L5
N 81010'00" E
29.01'
L6
N 09050'05" E
7.26'
L7
L8
N 18055'00" W
18.14'
N 41045'25" W
18.87'
L9
N 00013'15" E
11.94'
L10
N 28033'50" W
35.76'
L11
N 52011'05" W
5.41'
L12
N 24042'05" W
15.58'
1_13
N 71036'00" E
N 71036'00" E
132.57'
63.00'
L14
L15
N 71035'30" E
114.38'
L16
5 21036'20" E
50.09'
L17
Rad: 200.00'
Tan: 53.68'
Chd: 5 06034'50" E
A: 104.89'
CA: 30002'55"
103.69'
L18
5 08027'05" W
211.47'
L19
5 87051'25" E
24.81'
L20
5 09010'00" W
103.20'
L21
N 80008'00" W
25.10'
L22
5 06051'35" W
174.93'
Asphalt
L
A =L P4 -
A A _
krass
JX 1 d
A 1 5/8" Rebar Set with Cap
Grid Coordinates
1 A� � N = 592,555.34'
E = 754,586.49'
A A A Elevation = 2235.07'
PE
--SS c/o PE Gravel i
�- 91 ras
SS' PE -
E
PE 1 Story o 0 s
Dwelling
Sp in. Head o
�-
GP5 Control Point See Note 14J =B d T
/ ce Sid
59
Grid Coordinates e PIC SMH-6 -
N = 593,671.94'5 8" Rebar Set d _SS --�-
E = 754,278.16' PIC L9 with Cap 56 _ _SS --SS---
Elev = 219134 3d 3.97 ___S � P PE P
d
GPS Control Metadata
(1) Class of survey: A
(2) Positional accuracy: 0.037ft @ 95% Confidence
(3) Vertical Accuracy: 0.066ft @ 95% Confidence
(4) Type of GPS field procedure: OPUS Static
(5) Dates of survey: May 4, 2017
(6) Datum/Epoch: NAD 83 (2011) (EPOCH: 2010.0000)
(7) Published/Fixed-control use: FRKN, NCBC, P779 & HAYW
(8) Geoid model: 12B
(9) Average combined grid factors: 0.99977164
(10) Units: US Survey Feet
I, R. JOEL JOHNSON, CERTIFY THAT THIS PLAT WAS DRAWN UNDER MY SUPERVISION FROM AN ACTUAL
SURVEY MADE UNDER MY SUPERVISION (JACKSON CO. BK. 1437, PG. 403, BK. 1968, PG. 71 AND BK. 2053, PG.
269); THAT THE BOUNDARIES NOT SURVEYED ARE CLEARLY INDICATED AS DRAWN FROM INFORMATION AS
SHOWN ON PLAT; THAT THE RATIO OF PRECISION AS CALCULATED IS 1 : 12,673; THAT THE CONTOURS
SHOWN AS BROKEN LINES MAY NOT MEET THE STATED STANDARD; AND ALL COORDINATES ARE BASED ON
NAD 83 (2011) AND THE CONTOURS ARE ON NAVD 88 (GEOID 12B); THAT THE VERTICAL CLOSURE WAS 0.011'
BEFORE ADJUSTMENTS. THAT THIS CERTIFICATION IS FOR THE TOPOGRAPHY AND EXISTING ABOVE
GROUND SITE CONDITIONS AS SHOWN AND THAT THIS PLAT MEETS THE REQUIREMENTS FOR A CLASS C
SURVEY; THAT THE SURVEY IS OF AN EXISTING PARCEL OR PARCELS OF LAND AND DOES NOT CREATE A
NEW STREET OR CHANGE AN EXISTING STREET PER SECTION (f)(11)c1; THAT THIS PLAT WAS PREPARED IN
ACCORDANCE WITH G.S. 47-30 AS AMENDED. WITNESS MY ORIGINAL SIGNATURE, REGISTRATION NUMBER
AND SEAL THIS 11th DAY OF JULY, A.D., 2017.
\��Illllllli��
\ �N CAR .
\ �� FESS/0 --/2�
SEAL
r L-3882 0 '
PSUR0F� 'g� ,
J00....1o1s
R. JOEL JOHNSON REGISTRATION NUMBER L - 3882
3 _ -
5/8" Rebar �.,�, `�f IC 3d 3d 55____ PE PE / P Grass I�a
Found with Cap -�
SS_____ SS -5 PE P
Elev = 2190.84 12 SMH--4PE E 1
/ Q� PE PE PE J 1
/ Top Culvert = 2184.80 a a
/
i /Qras
�
Mob11e Nome
/QAl /Q 3i U ow - d _
ee Note 14
°w
/ 20' (10' each side of centerline) \\e Nome o 3 Gravel
Sewer Easement (Typical) Mob
5/8" Rebar Set 6
Tie with Cap
5 81010'00"W t
State maintenance ends at 10.01'
Ward's property line. L3Z / is P` ' O W
See00te15
5/8" Rebar Set 50'1 Road sp
-Ward- with Cap
PIN 7559-43-1131
Inaccessible Point
=_-
Deed Book 545, Page 421If
5/8" Rebar%f�
Found zx
z
�O V
Shed
rr----� _ice �
F1 -
5F
F
S '
� E
all � Railroad Spike Set
Elev = 2221.61
-_ = �= - =_- =-----
Due
i - 'i ' � / j � � / •tom'- --__-- - ___ _ �� �\ d /
Due to the extremely dense vegetation and ! / // �d o �d� Id ld0 ld Id
adverse terrain in this area, a field survey _ / �d d Fence Fence Fence Fence
could not beerformed. The DASHED Fence Fence Fence L28
P \
contours shown in this area were computed 5/8" Rebar Set L29 3/8" Rebar Found Post post Post Post Post Post Post
using Bare Earth LiDAR data obtained with Cap Elev = 2263.57
from the Flood Risk Information System
website. These contours may not meet \ - Brown -
accuracy standards and should NOT be use
for design or construction. These contours PIN 7559-32-8461
should be used for planning purposes only. - Western Carolina University - \ Deed Book 1176, Page 746
PIN 7559-23-1452 \
Deed Book 427, Page 399
\
Revised Oct 2, 2017 to show topographic information on filled area
40' 20' 0 40' 80'
Scale In Feet
Graphic Scale 1" = 40'
°D Tie from Point on Property Line
N 07°23'35"W 7.14'
to Sewer Manhole
o 3a
20' (10' each side of centerline)
-SS--� Sewer Easement (Typical)
--- - ----- Point
B SMH-1 PE PE
PE PE - PE
1
01
Hl
- Clayton -
w
PIN 7559-42-4323
Deed Book 01E, Page 160
5/8" Rebar Found
Elev = 2204.23
00
J�
/J ?i 1 �UP
r 5/8" Rebar Found
illElev = 2226.56 /
d
UP
_ SS- E Ed Norton Road
NCSR 1168
--See Note 60' Right of Way
Gravel
20' (10' each side of centerline) State maintenance ends at
Sewer Easement (Typical) Ward's property line.
Tract B
Hwy. 107
To Sylvia
7. 77 Acres
As Calculated by
Coordinate Computations
26 Deed Book 2053, Page 269
L PIN 7559-42-1855
5/8" Rebar Set
with Cap
a
N
Fence 5/8" Rebar Set
Post with Cap
- Bryson -
PIN 7559-42-1661
PIN 7559-42-1512
Deed Book 13E, Page 305
BEFORE YOU DIG
STOP
Distance
CALL
1 800 632-4949
N.C. ONE -CALL CENTER
www.NC811.ORG
Plat Cab. , Slide
Cullowhee
0/
o
��eeR Tuckasegee River
a
Project
SI to
0
0
z
N
Q h
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on
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Hwy. 107
To East LaPorte
LOCA TION MAP
NOT TO SCALE
Calls around Tract B
Course
Bearing
Distance
L23
5 83000'00" W
10.03'
L24
5 11003'35" E
282.55'
L25
L26
5 71035'50" W
114.01'
5 17052'50" E
9.50'
L27
5 75007'10" W
104.89'
L28
N 00050'00" W
330.00'
L29
L30
N 00050'00" W
70.71'
N 43001'55" E
180.72'
L31
L32
5 13050'00" E
22.05'
5 13050'00" E
165.67'
Calls along existing sewerline
Course
Bearing
Distance
51
N 01041'55" W
275.83'
52
N 15002'40" W
259.03'
53
N 80017'35" W
66.36'
54
5 56028'15" W
42.47'
55
5 05025'20" E
107.11'
56
5 05052'40" E
230.95'
57 1
5 80005'3511 W
74.89'
58
5 10018'20" E
157.63'
59
5 11024"2"' E
75.75'
Sewer Manhole Table
Sewer Manhole #
Rim Elev
Invert
SMH-1
2211.19
2205.29
SMH-2
2203.87
2195.27
2188.61
SMH-3 2198.00
SMH-4
2190.72
2182.19
SMH-5
2193.35
2186.65
SMH-6
2204.41
2195.41
PL
Property Line
R/W
Right of Way
Adjoining Property Line
PE -PE
Easement
-PE
- • - •
• -
Tie Line
-
2240
5 Foot Contour (Old)
1 Foot Contour (Old)
2240
5 Foot Contour (New)
1 Foot Contour (New)
TB TB
TB
Top of Bank
BB BE
BB
Bottom Of Bank
Asphalt Road
Gravel Road
x
Existing Fence Line
-x x
x
Existing Creek
-
ow
Overhead Wires
ow
--SS-----SS--
Existing Sewerline
Property Corner Found
5/8" Rebar Set with Cap
o
PIC
Point In Creek
®
GPS Control Point
B
FFE
Finished Floor Elevation
0'
UP
Utility Pole
t
LP
Light Pole
®
Power Transformer
O
TP
Telephone Pedestal
r9
WM
Water Meter
DQ
WV
Water Valve
4-
Fire Hydrant
QS
Sewer Manhole
E/P
SMH from Easement Plat
c/o
Sewer Clean Out
®
DI
Drop Inlet
0
CB
Catch Basin
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Deed Book 545, Page 421 \
PIN 7559-43-1131
EXISTING OFFSITE MOBILE HOME (TYP) y
\\ V� 1
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WETLAND TO
I�I\III\\VAA I�II1�
EXISTING PROPERTY LINE (TYP) _
V� I 1111 A11 V�1 \III 1V\VAA���wA
EXISTING TROUT BUFFER (TYP)
V II\111 II 1 1 Ill���
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OH - OH
—
Western Car lina Jnwersity — \\\\ ' ��VAA�\� AAVAV�\� IIII�I I � �� \
PROPOSED LIMITS OF DISTRUBANCE (TYP) Deed B 4 Pag ti9 \ \ \����
PIN
v wyv� wvv y vtiv
\ P� �\VA VA\\VA
P\ 77-y �\ \ �,01
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EXISTING SEWER LINE TO BE REMOVED AND REPLACED (TYP) _ �V\�A��
/ } \�\\\
11\mI\ ,� I \ 1
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EXISTING SEWER EASEMENT TO BE ABANDONED (TYP) \ \ 1 / i \\ \ I \ III\I\`l \\I III �III�II I ca
\\ \ \ �''
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EXISTING WETLAND TO BE REMOVED \\ II I �\1I111111�11 / A11 I lllir ��jlll� I I 1 \� \
\\\\\\\I\\11111111 IIIIII I IIII r — / 11111 II IIIIII \ '\
\\\\\\\ \I\\\;111 I I\III 1111j1 I \\ 111 I / II Illllllllil �!
NC DOT RIGHT OF WAY TO BE ABANDONED
APPROXIMATE LOCATION OF PROPOSED PROPERTY LINE
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Western Carolina University -
Deed Book 712, Page 704
Pini 7559-11-3182 I
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NOTES III II roo
,O/1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, II II
\
\ \
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL I/ //(( 'I 1 11 1 \\\\\ \ \ \ \\ ,✓0 ;✓� IIIIIIII \ '
1 \ \ I I
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS. �II�111\W\\
\I \\V AA\ \�\�V1�'! V�1 ��V
V
II vvI1 \vvyy �� v v1 v \i A o ,✓
in v I I � ,tA � � \ o i r. � II
\ \V A VAA
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED IVAVAV� V A\ ����V� V 1 / I A N 1 ,i�GN/ IIIA IIA
l I 1 ( \
GRADING LAND DISTURBANCE AND DRIVEWAY PERMITS HAVE BEEN \ \ \ \\ / / \✓,� III \
P,
OBTAINED
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
006
00 IIII I I I
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED �, �I/ v`„ VAA 0 IIII
CONTRACTOR. �� // �A\VAA �► IIII '/i
II v
77Acres
�
P t'1�11\\/�'r0
1.IIIIIIII / \/
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE✓�
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO I = A� \ 1 v 111\1\�1 '✓✓
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR \ �/
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE00
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO 1 ` \ \\ \ \ )III\f/// // / II I
CONSTRUCTION. 1 i� \\ 1 A I� �I
iw
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES CALLED 11 IIII II\ \
OUT TO REMAIN DURING CONSTRUCTION. ANY DAMAGE INCURREDDURING OR
IS THE
RESPONSIBILITY OF RESULTING FCONSTRUCTIONROM
THECONTRACTORAND ACTIVITY
BIEYREPAIRED IN
ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE 1 l \ \ I
AGENCIES AT THE CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN. I
THE CONTRACTOR SHALL NOTIFY ULOCO AT 1-800-632-4949 OR - Clayton -
811, 72 HOURS BEFORE CONSTRUCTION BEGINS. Deed Book 01E, Page 160
I PIN 7559-42-4323
7. EROSION CONTROL IS FIELD PERFORMANCE BASED AND
CONTRACTOR SHALL INSTALL AND MAINTAIN ANY EROSION Pir.
CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM \
PROTECTION OF THE SITE DURING DEMOLITION AND CLEARING. 1
8. CONTRACTOR TO COORDINATE TIMING OF DEMOLITION AND
CONSTRUCTION WITH OWNER TO ENSURE EXISTING FACILITIES
REMAIN ACCESSIBLE.
9. ALL DEBRIS, STRUCTURES AND UTILITIES TO BE DEMOLISHED AND
REMOVED FROM THE PROJECT SITE ARE NOT SHOWN ON THIS
PLAN. ANY ADDITIONAL DEBRIS, STRUCTURES AND UTILITIES
ENCOUNTERED DURING CONSTRUCTION, WHICH IN THE OPINION OF
THE ENGINEER SHOULD BE DEMOLISHED AND REMOVED, SHALL BE
DISPOSED OF OFF-SITE AT THE CONTRACTORS EXPENSE IN
ACCORDANCE WITH APPLICABLE LOCAL, STATE AND FEDERAL
REGULATIONS. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY
REQUIRED PERMITS.
1p
ED
Tract ,
4.52 Acre:
0/_/ Deed Bo Page 26r
00 1437, Page 40
Deed Book 1437, Page 40
SS ed Book 2177, Page
ee<Book 1968, Pag
PIN 7559-42-454
PIN 7559-42-366
PIN 7559—
PIN 7559
i
EXISTING STORM WATER STRUCTURE
TOP TO BE ADJUSTED TO BE
FLUSH WITH PROPOSED PAVEMENT
EXISTING STORM WATER PIPE AND STRUCTURE
TO REMAIN (TYP)
EXISTING 1 -STORY BLOCK STONE
BUILDING TO BE REMOVED
LOCATION OF EXISTING ONSITE
TWSA SEWER LINE. TO BE
REMOVED AND RELOCATED
(CONTRACTOR TO FIELD VERIFY)
(REFER TO C701 AND DETAILS)
EXISTING DRIVEWAY CONNECTION
TO BE REMOVED
ALL EXISTING ASPHALT AND SITE FEATURES
WITHIN EXISTING PROPERTY LINE TO BE
REMOVED UNLESS OTHERWISE NOTED
50
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PROPERTY
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(NOT TO SCALE)
DEVELOPMENT DATA
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OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
C14 C14
aNN
Z
3476 OLD CULLOWHEE ROAD
0 J N N W
CULLOWHEE, NORTH CAROLINA 28723
CONTACT:
CURTIS MONTEITH
W Z
m LL
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
a
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR.
JOEL JOHNSON LAND SURVEYING, INC
701 SETTLEMENT ROAD
SYLVA, NORTH CAROLINA 28779
CONTACT:
R. JOEL JOHNSON, P.L.S.
[phone]
PROJECT DATA
PIN: 7559-42-4944, 7559-42-4744
PIN: 7559-42-4547, 7559-42-1855
ADDRESS: 128-227 ED NORTON RD
728 CENTRAL DRIVE
DEED BOOK/PAGE: 2177/214,1437/403,1968/71,2053/269
SITE ACREAGE: 6.42 ACRES
ZONING: COMMERCIAL
PARKING CALCULATIONS:
VEHICULAR SPACES:
SPACES PROVIDED: 419
HANDICAPPED SPACES:
SPACES REQUIRED: 9
SPACES PROVIDED: 9
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.24 ACRES (4%) 6.18 ACRES (96%)
POST -DEVELOPMENT: 3.37 ACRES (53%) 3.05 ACRES (47%)
SOILS: BrC, CrD, EvE
SOIL GROUP: B
Know what's below. -MUE—ill
0111 before you dig. NORTH
EXISTING CONDITIONS AND
DEMOLITION PLAN
GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 ft.
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DRAWN BY:CLR
CDC PROJECT NO. 21731
SCO ID NO. 17-17656-01
SHEET
C101

NOTES
1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL,
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. SINGLE-PHASE CONSTRUCTION.
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES (SHOWN
TO REMAIN) AND NEWLY COMPLETED WORK DURING
CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING
FROM CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE
CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE WITH
APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT THE
CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN.
THE CONTRACTOR SHALL NOTIFY ULOCO AT 1-800-632-4949 OR
811, 72 HOURS BEFORE CONSTRUCTION BEGINS.
7. SIDEWALKS SHALL BE CONSTRUCTED IN ORDER TO PROVIDE
POSITIVE DRAINAGE AWAY FROM ALL STRUCTURES. A MAXIMUM
OF 5% SIDEWALK/CROSSWALK LONGITUDINAL SLOPE IS PERMITTED.
A MAXIMUM OF 1/4" PER FOOT SIDEWALK/CROSSWALK CROSS
SLOPE IS PERMITTED. ANY SIDEWALK/CROSSWALK INSTALLED
WITH A STEEPER SLOPES SHALL BE REMOVED AND REPLACED AT
CONTRACTORS EXPENSE.
8. ALL ROAD/PARKING LOT IMPROVEMENTS, STRIPING AND SIGNAGE
SHALL BE IN ACCORDANCE WITH THE LATEST MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICE (MUTCD). CONTRACTOR MAY
USE A PAINT SUITABLE FOR ASPHALT APPLICATION IN LIEU OF
THERMOPLASTIC WITH PRIOR APPROVAL FROM THE ENGINEER.
9. CURB END TREATMENT TO BE APPLIED TO ALL CURB ENDS. REFER
TO CURB END TREATMENT DETAIL.
PROPOSED
9 - 8'x18' ADA PARKING SPACES (TYP)
1 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE
4 - 5' WIDE LOADING AISLE
9 - PROPOSED HANDICAP PARKING SIGNS
9 - WHEEL STOPS
1 - STANDARD WHEELCHAIR RAMPS (TYP)
(SEE DETAILS)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
PROPOSED 2' WIDE
CONCRETE FLUME
EXISTING TROUT BUFFER (TYP)
PROPOSED RETAINING WALL \
(DESIGN BY OTHERS) E JK -1-1, r�lyl -
-9-43-1131
EXISTING PROPERTY LINE (TYP)
PROPOSED CONCRETE SIDEWALK
\ PRIG P
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W
DEPRESSED CURB AT EXISTING GRAVEL OH
ROAD TO MATCH EXISTING GRADE
I
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CONTRACTOR TO
COORDINATE WITH UTILITY
TO RELOCATE OVERHEAD
WIRES AS REQUIRED
DEPRESSED CURB AT EXISTING GRAVEL
ROAD TO MATCH EXISTING GRADE
I
PROPOSED 2' WIDE ,
CONCRETE FLUME
i
II
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PROPOSED SIDEWALK CONNECTION TO EXISTING �•> Gi O 3
EDGE OF PAVEMENT (CONTRACTOR TO MATCH 000 3
EXISTING ELEVATIONS)
PIN 755°
1
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Deed Book
b \ Deed Bor
-----------------------
deed B,
deed_B
PIN -
PIN
X
0
)SED RETAINING WALL
;N BY OTHERS)
PROPOSED BUS PULL
OFF AND BUS STOP
PROPOSED CONNECTION TO EXISTING ROAD
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
PROPOSED PARKING SPACE 9'X18' (TYP)
PROPOSED 18" CURB AND GUTTER (TYP)
PROPOSED 30" CURB AND GUTTER (TYP)
PROPOSED ISLAND LANDSCAPING
(TYP)
PROPOSED CONNECTION TO EXISTING ROAD
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
PROPOSED STOP BARS (TYP)
PROPOSED STOP SIGN
(TYP)
DEVELOPMENT DATA
OWNER/DEVELOPER
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
GREG HOFFMAN, P.E.
[phone]
JOEL JOHNSON LAND SURVEYING, INC
701 SETTLEMENT ROAD
SYLVA, NORTH CAROLINA 28779
R. JOEL JOHNSON, P.L.S.
[phone]
PIN: 7559-42-4944, 7559-42-4744
PIN: 7559-42-4547, 7559-42-1855
ADDRESS: 128-227 ED NORTON RD
728 CENTRAL DRIVE
DEED BOOK/PAGE: 2177/214,1437/403,1968/71,2053/269
SITE ACREAGE: 6.42 ACRES
ZONING: COMMERCIAL
DISTURBED AREA: 4.83 AC
PARKING CALCULATIONS:
VEHICULAR SPACES:
SPACES PROVIDED: 419
HANDICAPPED SPACES:
SPACES REQUIRED: 9
SPACES PROVIDED: 9
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.24 ACRES (4%) 6.18 ACRES (96%)
POST -DEVELOPMENT: 3.37 ACRES (53%) 3.05 ACRES (47%)
SOILS: BrC, CrD, EvE
SOIL GROUP: B
Know what's below.
0111 before you dig.
NORTH
SITE PLAN
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
3: m 0-
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CDC PROJECT NO. 21731
SCO ID NO. 17-17656-01
SHEET

T.TC% rT r
1.
2.
3.
4.
PROPOS
EXISTI�
SEE GRADING, EROSION CONTROL,
SHEETS FOR ALL GENERAL NOTES.
FOR INCLUSION OF DETAILS SHEETS
NO PORTION OF THIS PROJECT LIES
FLOODPLAIN.
SOIL TYPE B.
RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS S
TO FINISH GRADE ELEVATION. CONTI
FOOTER/COVER OVER FOOTER. REFS
FOOTER DESIGN. WALL DESIGN TO A
PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING
12" OF #57 WASHED STONE BEHIND WALL FROM BOTTOM TO TOP
OF WALL.
It
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30"
OR MORE SHALL BE PROTECTED WITH A GUARDRAIL. THE
GUARDRAIL SHALL BE 42" MINIMUM IN HEIGHT, AND PREVENT THE
PASSAGE OF A 21" SPHERE UNLESS ADJACENT TO A WALKING
SURFACE. COORDINATE BARRIER STYLE AND COLOR WITH
ARCHITECT AND ENGINEER. SEE SITE PLAN FOR APPROXIMATE
LOCATION OF FENCING/BARRIERS.
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW
PRIOR TO ORDERING MATERIALS. CONTRACTOR TO COORDINATE
WALL STYLE AND COLOR WITH ARCHITECT AND ENGINEER.
CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
ALL RETAINING WALLS PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
RETAINING WALLS IN ACCORDANCE WITH ALL WALL
MANUFACTURERS STANDARDS AND SPECIFICATIONS.
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO
JACKSON COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND
APPROVAL AND CERTIFIED BY THE WALL ENGINEER UPON
COMPLETION. RETAINING WALLS SUBJECT TO ADDITIONAL
LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
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DEVELOPMENT DATA
OWNER/DEVELOPER
CONTACT:
CIVIL ENGINEER:
CONTACT:
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
GREG HOFFMAN, P.E.
[phone]
SURVEYOR: JOEL JOHNSON LAND SURVEYING, INC
701 SETTLEMENT ROAD
SYLVA, NORTH CAROLINA 28779
CONTACT: R. JOEL JOHNSON, P.L.S.
[phone]
PROJECT DATA
PIN: 7559-42-4944, 7559-42-4744
PIN: 7559-42-4547, 7559-42-1855
ADDRESS: 128-227 ED NORTON RD
728 CENTRAL DRIVE
DEED BOOK/PAGE: 2177/214,1437/403,1968/71,2053/269
SITE ACREAGE: 6.42 ACRES
ZONING: COMMERCIAL
PARKING CALCULATIONS:
VEHICULAR SPACES:
SPACES PROVIDED: 419
HANDICAPPED SPACES:
SPACES REQUIRED: 9
SPACES PROVIDED: 9
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE—DEVELOPMENT: 0.24 ACRES (4%) 6.18 ACRES (96%)
POST—DEVELOPMENT: 3.37 ACRES (53%) 3.05 ACRES (47%)
SOILS: BrC, CrD, EvE
SOIL GROUP: B
T T'!'T'TTTI
LIMITS OF DISTURBANCE
STORM DRAINAGE PIPE
SIL T FENCE
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( IN FEET )
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SHEET
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PROPOSED DIKE FOR STREAM BYPASS (TYP)
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Deed I
Know what's below.
\ Call before you dig. NORTH
\
PROPOSED HEADWALL
DRAWN BY:
CLR
(SEE DETAIL)
CDC PROJECT NO.
21731
SCO ID NO.
17-17656-01
PHASE 1 EROSION CONTROL PLAN
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
I inch = 50 ft.
SHEET
C301

F'--_1 B - 11N 7559-43-3182
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PIN 75Sa-43-1131
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NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. NO PORTION OF THIS PROJECT LIES WITHIN THE 100 -YR FEMA
FLOODPLAIN.
3. SOIL TYPE B.
4. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
FOOTER COVER OVER FOOTER. REFER TO WALL DESIGN FOR
FOOTER DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM
PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN AND MINIMUM WIDTH OF
12" OF #57 WASHED STONE BEHIND WALL FROM BOTTOM TO TOP
OF WALL.
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30"
OR MORE SHALL BE PROTECTED WITH A GUARDRAIL. THE
GUARDRAIL SHALL BE 42" MINIMUM IN HEIGHT, AND PREVENT THE
PASSAGE OF A 21" SPHERE UNLESS ADJACENT TO A WALKING
SURFACE. COORDINATE BARRIER STYLE AND COLOR WITH
ARCHITECT AND ENGINEER. SEE SITE PLAN FOR APPROXIMATE
LOCATION OF FENCING/BARRIERS.
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW
PRIOR TO ORDERING MATERIALS. CONTRACTOR TO COORDINATE
WALL STYLE AND COLOR WITH ARCHITECT AND ENGINEER.
CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
ALL RETAINING WALLS PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
RETAINING WALLS IN ACCORDANCE WITH ALL WALL
MANUFACTURERS STANDARDS AND SPECIFICATIONS.
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO
JACKSON COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND
APPROVAL AND CERTIFIED BY THE WALL ENGINEER UPON
COMPLETION. RETAINING WALLS SUBJECT TO ADDITIONAL
LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
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Deed Baal..
PIN
23 I
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1 \1o i
v �
ao
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B
PIN 755
eed Book 13E, Page
PIN 7559-42-1.-1
PIN 7559-42—
PROPOSED TEMPORARY DITCH (TYP)
/
PROPOSED TEMPORARY SKIMMER BASIN 'A'
Z 00 LO Lo
DEPTH: 18"
a N N
LENGTH: 128'
Z
Z W o0 oD00
WIDTH: 64'
OJ W W
AREA: 8192 SF
a w Z Q>
VOLUME: 11451 CF
ao=OLL
2:1 MAX. SIDE SLOPES (SEE DETAILS)
a
SKIMMER BASIN AND TEMPORARY DITCHES
a
SHALL MOVE AS GRADING PROGRESSES.
CONTRACTOR SHALL MAINTAIN BASIN IN
1
LOW POINT OF PARKING LOT SURFACE.
�\SKIMMER
BASIN TO BE ABANDONED AND
,_T
STORMWATER INFRASTRUCTURE IS INSTALLED
\
WHEN DISTURBED SOIL COMPRISES LESS
\
THAN ONE ACRE OF PARKING LOT SURFACE.
_L
11
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Tract A
4.52 Acres
�h Deed Book 2053, Page 269
Deed Book 1437, Page 403
Deed Book 1437, Page 403
SS ed Book 2177, Page 214
eedBook 1968, Page 71
PIN 7559-42-4547
PIN 7559-42-3668
PIN 7559-42-1855
PIN 7559-43-4025
PIN 7559-42-4944
PIN 7559-42-4744
0
0
x
0
IMITS OF DISTURBANCE (TYP)
(TYP)
EXISTING STORM DRAINAGE STRUCTURE
EXISTING STORM DRAINAGE PIPE
PROPOSED 60" CLASS V, RCP
50
N
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107
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............. .
DEVELOPMENT DATA
OWNER/DEVELOPER
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
GREG HOFFMAN, P.E.
[phone]
JOEL JOHNSON LAND SURVEYING, INC
701 SETTLEMENT ROAD
SYLVA, NORTH CAROLINA 28779
R. JOEL JOHNSON, P.L.S.
[phone]
PIN: 7559-42-4944, 7559-42-4744
PIN: 7559-42-4547, 7559-42-1855
ADDRESS: 128-227 ED NORTON RD
728 CENTRAL DRIVE
DEED BOOK/PAGE: 2177/214,1437/403,1968/71,2053/269
SITE ACREAGE: 6.42 ACRES
ZONING: COMMERCIAL
PARKING CALCULATIONS:
VEHICULAR SPACES:
SPACES PROVIDED: 419
HANDICAPPED SPACES:
SPACES REQUIRED: 9
SPACES PROVIDED: 9
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.24 ACRES (4%) 6.18 ACRES (96%)
POST -DEVELOPMENT: 3.37 ACRES (53%) 3.05 ACRES (47%)
SOILS: BrC, CrD, EvE
SOIL GROUP: B
LEGEND
LIMITS OF DISTURBANCE
STORM DRAINAGE PIPE
SILT FENCE
EXISTING CONTOURS
PROPOSED CONTOURS
■■■■■N
— SF SF —
Know what's below.
Call before you dig. NORTH
PHASE 2 ROUGH GRADING &
EROSION CONTROL PLAN
GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 ft.
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DRAWN BY:
CLR
CDC PROJECT NO.
21731
SCO ID NO.
17-17656-01
SHEET

NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. NO PORTION OF THIS PROJECT LIES WITHIN THE 100 -YR FEMA
FLOODPLAIN.
3. SOIL TYPE B.
4. RETAINING WALLS:
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP OF WALL
TO FINISH GRADE ELEVATION. CONTRACTOR TO ACCOUNT FOR
FOOTER/COVER OVER FOOTER. REFER TO WALL DESIGN FOR
FOOTER DESIGN. WALL DESIGN TO ALSO ACCOMMODATE STORM
PIPE PENETRATIONS PER PLANS.
WALL DESIGN TO INCLUDE FOOTING DRAIN AND MINIMUM WIDTH OF
12" OF #57 WASHED STONE BEHIND WALL FROM BOTTOM TO TOP
OF WALL.
ALL RETAINING WALLS PROVIDING A CHANGE OF GRADE OF 30"
OR MORE SHALL BE PROTECTED WITH A GUARDRAIL. THE
GUARDRAIL SHALL BE 42" MINIMUM IN HEIGHT, AND PREVENT THE
PASSAGE OF A 21" SPHERE UNLESS ADJACENT TO A WALKING
SURFACE. COORDINATE BARRIER STYLE AND COLOR WITH
ARCHITECT AND ENGINEER. SEE SITE PLAN FOR APPROXIMATE
LOCATION OF FENCING/BARRIERS.
CONTRACTOR TO SUBMIT TO OWNER AND ENGINEER FOR REVIEW
PRIOR TO ORDERING MATERIALS. CONTRACTOR TO COORDINATE
WALL STYLE AND COLOR WITH ARCHITECT AND ENGINEER.
CONTRACTOR RESPONSIBLE FOR OBTAINING BUILDING PERMIT FOR
ALL RETAINING WALLS PRIOR TO ORDERING MATERIALS OR
CONSTRUCTION. CONTRACTOR RESPONSIBLE FOR CONSTRUCTING
RETAINING WALLS IN ACCORDANCE WITH ALL WALL
MANUFACTURERS STANDARDS AND SPECIFICATIONS.
ALL RETAINING WALLS 4' OR GREATER TO BE SUBMITTED TO
JACKSON COUNTY BUILDING SAFETY DIVISION FOR REVIEW AND
APPROVAL AND CERTIFIED BY THE WALL ENGINEER UPON
COMPLETION. RETAINING WALLS SUBJECT TO ADDITIONAL
LANDSCAPING DEPENDING ON HEIGHT AND MATERIAL.
Know what's below.
0111 before you dig.
PROPOSED 2' WIDE
CONCRETE FLUME
Western Carolina University -
2eed Book 712, Page 704
PROPOSED RIP RAP APRON 'B' -
o�
1 �
i
i
m
I✓
EXISTING STORM DRAINAGE STRUCTURE
TO BE ADJUSTED TO PROPOSED GRADES.
GRATE TO BE REPLACED WITH MANHOLE LID
LENGTH: 10'
WIDTH AT FES: 30
WIDTH AT END: 12' I
THICKNESS: 18"��r��
STONE CLASS: 2
(SEE DETAIL) ��� FG 18.
D� FG 118,10'C 9.9
\ �V
F 7.7
c 17.6
PROPOSED RIP RAP APRON A' y �
LENGTH: 10'
\ /17 3 /_, T
WIDTH AT FES: 30
V ` \\ 2 2 G �FG7.8 B
WIDTH AT END: 13' 6 1 1 Fc 7.1 Fc 17.4
PROPOSED STORMWATER PIPE (TYP) \\ - ---
STONE
-
THICKNESS: 18" / � \ 1 � � Fc 7.0 �,
STONE CLASS: 2 1 F 16.6 B2
B2 y
o FG 16.9
PROPOSED STORMWATER STRUCTURE (SEE DETAIL) 1 0 '� : \ FC 1fY.8 = v
(TYP) -� \ C1Bc 16 3s' 61 A
00 v� /
PROPOSED STORM CROSSINGS A A C2 c 1 .5- v Is
ALL
1,
SIZE
I
I
\ I I
I I I
�
/ l
I I
C 23.
/
C 22.8--
2.8 -
A2 -A3
ALL SLOPES GREATER THAN 4:1 (SEE PROFILES)(TYP) \ C 17.1��Y� X r K
SHALL BE SEEDED WITH KENTUCKY \ S `\ \ \ C 16.6,,, 3 i 0
31. SLOPES 4:1 OR LESS SHALL BE N \ \ o A ' 1 B /
/ PROPOSED TROUT BUFFER TYP °DAW
SEEDED WITH VELVA TURF (TYP) ( )
m \ Al v � /
II
� PROPOSED STORMFILTER � ` I A� '� ��'
CARTRIDGE CHAMBER (TYP) D1 ll ofl,� V
- - J -- I I °0 ��. ! II \\ ry�`� I \\
�.
v , v/ - 15.5 2T-- _0 a� v
\\\V A\ V
� A � � � � �, �T�71 3 0 � � N T� 25 0
\\V�\ VA A V B 6 B W 10.9 �� - BC 24.5 -
V A\\�` VAVA
00
�C C� � c �I� 1111 1II v j
\ 1 -- - q
BC 15 1
PERMANENT DIVERSION DITCH "B"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1 ����\ III / �� \ �\ B5 - B4 \
DEPTH: 1' - A\VAvv III I //� / �_ �i� III 4.A l �IBWW14.7
SLOPE: 1% MIN
CHANNEL LINER: SC250 11 IIII IIIIIIIIIIIIIIII I\ _
(SEE DETAIL) �� lel II I I\ 111 I 121 1 I1 \VA V V V /
y\�I IIII o _ v
a I
N�NN I ljl�\� IIAI VI 1 n 1 A V �A3 I Illc�� \ S IV
PERMANENT DIVERSION DITCH "A" A \ VA �
0' N
BOTTOM WIDTH: L /
/
I I�IIII A
�j111 III IIII II IIII N N 7, (7
N N I \ \ \ III III
SIDE SLOPE: 2:1 IIIII11111\III�11�11111� IIIIIIIII I 111
1 .2
DEPTH: 1'
l I i
\ I IIII
SLOPE: 1% MIN\\ �\ \V11I\1 I\11) 1111 / II 1 IIII V AA A
CHANNEL LINER: SC250 \\\\\\\\ \\\\\\\\\\\\\Illlllllll I 11111j11j1 1 111111 I
\\VA\��1�1111111111111111�1111� 11111111j1111 \11111 I I \ \ \ V 1 \ I /)\V / I I IIII III II v ���
(SEE DETAIL) III�II IIII I I IIII I V A 1 \ I 1
\ \ I l I I I I \
I I \
I �\\�OAlll\111 ,'1111AII�III�III� �J���! I II�IIII 11111 A\\\\\V�\
III 111 IIIIIIII IIII III VIII
ALL 2:1 SLOPES AND GREATER TO BE IIIIIIIIjjPlllllllllllllllllllll I l I I IIIIIIIIIII \ _\\\ \ \ \\ \\ \ \ L�• / ///�l/ / / l l llllll 11111 ���� . / v..
STABILIZED WITH NORTH AMERICAN Illllliilllllllllllllll IIII 11111j1 I / 1 111111 1111 I \\ 11 \ \ \ \ \ 1 / ///// / 111 l/ lll�'ll ec 28
.' '
Ill/ III lil IIII IIII IIII I / TC 19. i II I I \ II 11 \ \ \ 1 ( / f l / / / // I / I Illlull \ ,
( ) I
GREEN S150 OR APPROVED EQUIVALENT IIII III \ li
I
III IIII (IIIIIIII BC 18.9
I 11111111111111111 I II / i �
�Illllll11�11111�11111111'llllll l / / / 111 11111 I\\�\\
ped Book 1176, Page 746 IIII IIII 1 II�IIII�J II / r 2� III �11 11111 VA A
PIN 7559-31-8461 �IIIII III Illi I II Illy � l I I B 2 %1\111 11 1 � VA It
Ill/ II IIIIIIII IIII II IIIII�ll11� % IIA 1\ IIII \ \\ V A A \ A V �/ III i�TC 30.5
/%111111 IIII 11�I111lllll BC 30.
///IIIIIIIIIII 1111111 Illlllllllllj� 1111 �- I 'I \ � \\ \ \ I II l I I IIII IIII I I I
////JII III IIIIIIIIIII llllll` /1 1 1I 222 \ II (IIIIIIIIIII
/// ////// / I I/1111/IIIIIIIl111 // 11111 \ 221 2� IIII I \ \
IIII \III \ \ III IIII IIII 1 \ \
IIII II II111\I\\\\\\ \\ \ 1 / �/
1\\�\ \\\\I I\ I
II�
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TC 4
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B 24.0
Tract B S _ $I ZZ�J
1.77 Acres \ TC 26.1 IIII 1
,ea Book 2053, Pac- �\ V A� I BC 25.6 I IIII 1111 III \ t1
PROPOS2' WIDE II I
gw3
1'
�\ 1 \V.I v jy , 1 T \ \
CONCRETE FLUMEED �1\�. aw 2 G - -� r4.3
221_��. 5. A
221 ----- 9
NORTH
PROPOSED SEWER CROSSING 2 0
(SEE PROFILES)(TYP) \ 1 \ - - -----
q1 i oo N
i
I
ISI I
ool N
PROPOSED CONNECTION TO EXISTING CURB SYSTEM
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
PROPOSED CONNECTION TO CENTRAL DRIVE
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
PROPOSED "131" TIE-IN TO
STORMWATER STORAGE PIPE
(SEE DETAILS)
PROPOSED 281 LF OF 96"
STORMWATER STORAGE PIPE
EXISTING STORMWATER STRUCTURE
INV.: 2222.97'
RIM TO BE ADJUSTED TO PROPOSED
GRADE
PROPOSED STORMFILTER
OUTLET CHAMBER "A4"
(SEE DETAIL)
II
• I
b
Ib -
y
PROPOSED CONNECTION TO CENTRAL DRIVE
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
ALL SLOPES GREATER THAN 3:1 BE HYDROSEEDED
WITHIN 7 DAYS OF ESTABLISHED FINISH GRADE FOR
STABILIZATION. PERMANENT VEGETATION SEED TO
CONFORM WITH SEEDING REQUIREMENTS SHOWN ON
DETAIL SHEET (APPROVED BY OWNER).
\ PROPOSED PERMANENT 60' CULVERT
WITH HEADWALL (REFER TO DETAILS)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
Al -A2
30"
107'
13.2%
HDPE
A2 -A3
30"
15'
1.0%
HDPE
A3 -A4
30"
1'
1.0%
HDPE
131-132
30"
3'
Tract A
HDPE
132-133
-
21'
4.52 Acres
HDPE
133-134
24"
Oy
Deed Book 2053, Page 2,
HDPE
134-135
24"
98'
\Deed Book 1437, Page 403
Deed Book 1437, Page 403
HDPE
135-136
24"
87'
lj�qed Book 2177, Page 214
HDPE
136-137
18"
29'
ee�Book 1968, Page 7
HDPE
C1-C2
24"
16'
PIN 7559-42-4547
HDPE
1
60"
419'
PIN 7559-42-3668
CLASS V RCP
z
PIN 7559-42-1855
J
O
0
z
B3
10+34
PIN 7559-43-4025
9.2'±
4' ROUND GRATE INLET
Q
m
♦ ,
PIN 7559-42-4944
0
w
v
w
~
z
L,
-559
PROPOSED CONNECTION TO CENTRAL DRIVE
(CONTRACTOR TO MATCH EXISTING ELEVATIONS)
ALL SLOPES GREATER THAN 3:1 BE HYDROSEEDED
WITHIN 7 DAYS OF ESTABLISHED FINISH GRADE FOR
STABILIZATION. PERMANENT VEGETATION SEED TO
CONFORM WITH SEEDING REQUIREMENTS SHOWN ON
DETAIL SHEET (APPROVED BY OWNER).
\ PROPOSED PERMANENT 60' CULVERT
WITH HEADWALL (REFER TO DETAILS)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
Al -A2
30"
107'
13.2%
HDPE
A2 -A3
30"
15'
1.0%
HDPE
A3 -A4
30"
1'
1.0%
HDPE
131-132
30"
3'
1.0%
HDPE
132-133
30"
21'
1.0%
HDPE
133-134
24"
127'
1.0%
HDPE
134-135
24"
98'
1.0%
HDPE
135-136
24"
87'
1.0%
HDPE
136-137
18"
29'
1.0%
HDPE
C1-C2
24"
16'
7.7%
HDPE
1
60"
419'
3.1%
CLASS V RCP
N
us
107
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F,ypRiq� o� N a
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SUBJECT
PROPERTY
O1
..............
DEVELOPMENT DATA
OWNER/DEVELOPER
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28801
GREG HOFFMAN, P.E.
[phone]
JOEL JOHNSON LAND SURVEYING, INC
701 SETTLEMENT ROAD
SYLVA, NORTH CAROLINA 28779
I JOEL JOHNSON, P.L.S.
[phone]
PIN: 7559-42-4944, 7559-42-4744
PIN: 7559-42-4547, 7559-42-1855
ADDRESS: 128-227 ED NORTON RD
728 CENTRAL DRIVE
DEED BOOK/PAGE: 2177/214,1437/403,1968/71,2053/269
SITE ACREAGE: 6.42 ACRES
ZONING: COMMERCIAL
DISTURBED AREA: 4.83 AC
PARKING CALCULATIONS:
VEHICULAR SPACES:
SPACES PROVIDED: 419
HANDICAPPED SPACES:
SPACES REQUIRED: 9
SPACES PROVIDED: 9
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.24 ACRES (4%) 6.18 ACRES (96%)
POST -DEVELOPMENT: 3.37 ACRES (53%) 3.05 ACRES (47%)
SOILS: BrC, CrD, EvE
SOIL GROUP: B
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
INV. IN 2186.8 (D1 -D2)
HEADWALL
RIM 2195.2
14+24
INV. OUT 2199.8 (D1 -D2)
Al
10+00
INV. IN 2192.4 (A1 -A2)
3.7'±
FLARED END SECTION
Q
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RIM 2219.2
J
Df
Df
LO
A2
11+10
INV. IN 2206.5 (A2 -A3)
12.6'±
4' ROUND JUNCTION BOX
INV. OUT 2206.5 (A1 -A2)
z
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RIM 2219.9
w
_
A3
11+29
INV. IN 2206.7 (A3 -A4)
13.2'±
4' ROUND JUNCTION BOX
a_
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w
INV. OUT 2206.7 (A2 -A3)
0
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RIM 2217.0
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B2
10+07
INV. IN 2206.7 (132-133)
10.2'±
6' ROUND JUNCTION BOX
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INV. OUT 2206.7 (131-132)
U)
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RIM 2216.2
J
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0
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B3
10+34
INV. IN 2207.4 (133-134)
9.2'±
4' ROUND GRATE INLET
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0
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B4
11+64
INV. IN 2208.7 (64-65)
9,7'±
4' ROUND JUNCTION BOX
17-17656-01
INV. OUT 2208.7 (133-134)
RIM 2216.7
B5
12+65
INV. IN 2209.7 (65-136)
7.0'±
CURB INLET
INV. OUT 2209.7 (B4-135)
RIM 2214.6
B6
13+55
INV. IN 2211.3 (136-137)
4.1'±
4' ROUND CURB INLET
INV. OUT 2210.5 (135-136)
RIM 2215.4
B7
13+88
INV. OUT 2211.6 (136-137)
3.8'±
CURB INLET
RIM 2205.5
C2
10+19
INV. IN 2197.9 (EX. PIPE 1)
7.6'±
4' ROUND JUNCTION BOX
INV. OUT 2197.9 (C1-C2)
INLET/OUTLET TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DESCRIPTION
1
10+00
INV. IN 2186.8 (D1 -D2)
HEADWALL
1
14+24
INV. OUT 2199.8 (D1 -D2)
HEADWALL
FINE GRADING
& STORM DRAINAGE PLAN
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
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CLR
CDC PROJECT NO.
21731
SCO ID NO.
17-17656-01
SHEET
200
C401

SHALLOW TYPE
(5 FEET OR LESS IN DEPTH)
6" MIN
6" MIN
MIN. 6" WASHED
STONE BEDDING
NOTES:
36"
SEE NOTE 'A'
Ln
p
w
w
26" X
w
0
O0
z
NOTE 'A'
FOR CURB INLET:
FOR GRATE INLET:
FOR JUNCTION BOX:
FOR CONVEX INLET:
INTERMEDIATE TYPE (4'X4')
(5 FEET TO 20 FEET IN DEPTH)
STANDARD STANDARD REINFORCED
STEPS 16" STEPS 16" ON CONCRETE SLAB
ON CENTER CENTER 36"
6" MIN. 48"
MIN. 6" WASHED
STONE BEDDING MIN. 6" WASHED
STONE BEDDING
MIN. 6" W,
STONE BE__-_
FRAME, GRATE & HOOD PER D.O.T. STD. 840.03E
FRAME, GRATE & HOOD PER D.O.T. STD. 840.16
FRAME & COVER PER D.O.T. STD. 840.54
FRAME, GRATE & HOOD PER NEENAH CONVEX
INLET GRATE R-2577
60"
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE o
MANUFACTURER. 36"
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW TYPE
CATCH BASINS.
4. PRECAST CONCRETE CATCH BASINS SHALL CONFORM TO `\j
NCDOT STD. 840.02. SLAB DETAIL
INCOMING PIPE
FLARED END
SECTION MATERIAL
TO MATCH MATERIAL
OF INCOMING PIPE
C�7
6 SLAB THICKNESS
AND REINFORCEMENT
FOR SOIL AND
TRAFFIC LOADING BY
AN ENGINEER
PRECAST CONCRETE CATCH BASIN DETAILS FOR
GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
3'- 0"
6„ 2'- 0" 6„ TOOLED EDGE (TYP)
FINISH GRADE FINISH GRADE
3" RADIUS (TYP)
4000 PSI
III CONCRETE _ 6"
��111=6„
01� b a
6" MIN. MIN. COMPACTED ABC
COMPACTED SUBGRADE
CONCRETE FLUME DETAIL
PLAN
ELEVATION
NOTES:
1. THE DIMENSION OF THE THE FLARED END
SECTION SHALL BE PER MANUFACTURER'S
SPECIFICATIONS.
2. THE SKIRT SECTION OF THE FLARED END
SECTION SHOULD BE JOINED TO THE INCOMING
PIPE PER MANUFACTURER'S SPECIFICATIONS.
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PLAN
CONSTRUCTION SEQUENCE:
1. NOTIFY NCDEQ ASHEVILLE REGIONAL OFFICE LAND QUALITY INSPECTOR PRIOR TO ANY
LAND DISTURBANCE
2. INSTALL SITE CONSTRUCTION ENTRANCE, STONE STAGING, AND MOBILIZATION AREA.
3. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY NCDEQ
-INSTALL SILT FENCE FIRST, THEN STREAM CROSSING
-FOLLOWING INSTALLATION OF INDICATED STORM DRAINAGE STRUCTURES,
INSTALLATION OF SEDIMENT TRAPS, BARRIERS AND DIVERSION DITCHES CAN
COMMENCE AS NEEDED.
4. INSTALL STREAM CROSSING AND SEWER BYPASS. ALL WORK IN THE STREAM BED
SHALL BE PERFORMED IN THE DRY.
5. PROCEED WITH GRADING, CLEARING AND GRUBBING.
6. CONSTRUCT REMAINDER OF PROPOSED PARKING LOT AND STORM DRAINAGE.
7. APPLY TEMPORARY AND PERMANENT SEEDING RIP RAP AND STABILIZATION
MEASURES.
8. NOTIFY NCDEQ ASHEVILLE REGIONAL OFFICE LAND QUALITY INSPECTOR OF POST
STABILIZATION AND PROVISIONS FOR THE REMOVAL OF ALL EROSION, SEDIMENT
CONTROL DEVICES UPON APPROVAL FROM TH ASHEVILLE REGIONAL OFFICE LAND
QUALITY INSPECTOR
MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER EACH RAINFALL.
ALL REPAIRS NECESSARY SHOULD BE MADE IMMEDIATELY AND IN STRICT ACCORDANCE
WITH NCDEQ STANDARDS AND NPDES PERMIT.
NCDEQ EROSION CONTROL NOTES
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE
WITH REQUIREMENTS OF NCDENR. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED
WITH FOR ALL WORK.
1. OBTAIN PROVISIONAL PERMIT.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED.
3. OBTAIN GRADING PERMIT THROUGH ON-SITE INSPECTION BY A REPRESENTATIVE OF NCDEQ.
4. PROCEED WITH GRADING, CLEARING, AND GRUBBING.
5. SEED AND MULCH DENUDED AREA WITHIN EITHER 7 CALENDAR DAYS (SLOPES GREATER THAN 3:1)
OR 14 CALENDAR DAYS (3:1 OR FLATTER). AFTER FINISHED GRADE ARE ESTABLISHED, TEMPORARY
SEEDING AND SOIL AMENDMENTS SHALL BE PLACED ON A PREPARED SEEDBED AT THE FOLLOWING
RATES PER ACRE.
LIME 2,000 LBS
FERTILIZER (10-10-10) 1,000 LBS
STRAW MULCH 4,000 LBS
FOR LATE WINTER/EARLY SPRING SEEDING ADD TO THE ABOVE:
RYE GRAIN 120 LBS
ANNUAL LESPEDEZA 50 LBS (OMIT IF COVER IS NOT TO EXTEND BEYOND JUNE)
FOR SUMMER SEEDING ADD:
GERMAN MILLET 40 LBS
FOR FALL ADD:
RYE GRAIN 120 LBS
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE
RATE OF 1,000 LBS PER ACRE.
6. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
7. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREA.
8. REQUEST FINAL APPROVAL BY NCDEQ.
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
La o
000�0000��01
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS II)
3. IN A WELL-DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
FLARED END SECTION WITH
RIP -RAP APRON
NOT TO SCALE
NOTE:
DITCH SLOPE TO BE AT A 1% MIN SLOPE
FROM INLET TO OUTLET
PERMANENT DRAINAGE DITCH
NOT TO SCALE
PERMANENT SEEDING MEASURES
GENERAL CONSTRUCTION NOTES
ALL PERMANENT MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS OF NCDEQ.
1.
ALL GRADING, STORM INSTALLATION, AND SOIL EROSION CONTROL MEASURES ON THIS SITE
THE FOLLOWING APPLY TO AREAS WITHIN NCDENR PERMANENT SEEDING MIXTURE AREA #1M:
TIME FRAME
MUST BE AUTHORIZED BY PERMITS ISSUED BY NCDEQ. ALL SITEWORK SHALL BE IN
PERIMETER DIKES, SWALES,
7 DAYS
ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
SEEDING MIXTURE:
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
SPECIES RATE (LB/ACRE)
2.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED GRADING, EROSION CONTROL,
SLOPES GREATER THAN 3:1
7 DAYS
STORM WATER, LAND DISTURBANCE, AND ASSOCIATED NON -GRADING PERMITS HAVE BEEN
TALL FESCUE 100
3
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
PANICUM VIRGATUM 10
AND/OR 834.
NOT STEEPER THAN 2:1,
REDTOP 5
3.
ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER,
KENTUCKY BLUEGRASS 5
14 DAYS
NCDEQ. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO BEGINNING
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
0
WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING
NURSE PLANTS:
14 DAYS
AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO
16.
PERIMETERS AND
MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). IT MAY BE BENEFICIAL TO PLANT THE GRASSES IN
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
LATE SUMMER.
cn
STORM DRAINS AND STREAMS UNLESS NO REASONABLE
Li
5.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
SEEDING DATES:
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY
BEST POSSIBLE
CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT
CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE PLANS
CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS
BELOW 2500 FT: AUG. 15 - SEPT. 1 JULY 25 - SEPT 15
FOR PREPARATION OF FINAL RECORD DRAWINGS.
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
MAR. 1 - APR. 1 MAR. 1 - MAY 10
17.
CONSTRUCTION.
ABOVE 2500 FT: JULY 25 - AUG. 15 JULY 15 - AUG. 30
DISCHARGES ,TO FEDERALLY -LISTED WATERS
MAR. 20 - APR. 20 MAR. 5 - MAY 15
6.
PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND NEWLY COMPLETED WORK
18.
CONTRACTOR IS REQUIRED TO OBTAIN AND PROVIDE A COPY OF THE EROSION CONTROL
DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING FROM
COMPLETE SEEDING EARLIER IN FALL, AND START LATER IN SPRING ON NORTH- AND EAST -FACING
CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
SLOPES.
THE DIRECTOR OF DWQ DETERMINES THAT OTHER BMPS PROVIDE
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES, AS
PERMIT TO NCDEQ INSPECTOR PRIOR TO CONSTRUCTION.
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
SOIL AMENDMENTS:
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
LIMESTONE AND 1,000 LB/ACRE 5-10-10 FERTILIZER.
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
MUST BE SECURED FOR THE BORROW OR WASTE MATERIAL SITE PRIOR TO INITIATION OF
4)
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
MULCH:
ANY LAND DISTURBING ACTIVITY
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING
20.
ALL FILL SLOPES SHALL BE COMPACTED FULL DEPTH TO NOT LESS THAN 95% MAXIMUM
MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING. NETTING IS THE PREFERRED
8
EROSION CONTROL IS A FIELD PERFORMANCE BASED ACTIVITY; AND ADDITIONAL SILTFENCES,
ANCHORING METHOD ON STEEP SLOPES.
•
TEMPORARY SEDIMENT BASINS, AND ALL OTHER MEASURES MAY NEED TO BE
AND DEBRIS, AND BE PROPERLY BENCHED AND DRAINED.
ADDED IN ADDITION TO THE APPROVED PLAN AS NECESSARY. MEASURES SHOWN CAN AND
MAINTENANCE:
SHOULD BE ADJUSTED TO ASSURE MAXIMUM PROTECTION ON SITE. CONTRACTOR SHALL
MOW NO MORE THAN ONCE A YEAR. REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE.
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON-SITE
ADD ADDITIONAL MEASURES AS NEEDED IN ENVIRONMENTALLY SENSITIVE AREAS.
RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
DURING BUSINESS HOURS UNLESS A SITE-SPECIFIC EXEMPTION IS
9.
CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
APPROVED.
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
I) GROUND STABILIZATION
10.
THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
SITE AREA DESCRIPTION
STABILIZATION
STABILIZATION TIME
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
co W
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES GREATER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
3
LESS IN LENGTH AND ARE
N
AND/OR 834.
NOT STEEPER THAN 2:1,
NO PAINT OR LIQUID IN STREAM OR STORM DRAINS.
J
J
14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 -DAYS FOR SLOPES
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
0
GREATER THAT 50' IN LENGTH
ALL OTHER AREAS WITH
14 DAYS
NONE (EXCEPT FOR
SLOPES FLATTER THAN 4:1
16.
PERIMETERS AND
•
EARTHEN -MATERIAL STOCKPILES MUST BE LOCATED 50' FROM
HQW ZONES)
UTILITY COMPANY PERFORMS THE WORK.
11. ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED
ACCORDING TO THE SPECIFICATIONS NOTES IN THE PLANS. SITE STABILIZATION IS A
PERFORMANCE BASED REQUIREMENT, AND THE SITE WILL NOT BE ACCEPTED UNTIL
PERMANENT VEGETATION IS ESTABLISHED TO THE SATISFACTION OF THE ENGINEER.
12. ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
SHALL BE TYPE "S" HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
TIGHT JOINTS MEETING AASHTO M252, M294 OR MP7. ALL HDPE PIPE IS TO BE INSTALLED
ACCORDINGLY TO MANUFACTURERS SPECIFICATIONS AND IN ACCORDANCE WITH ASTM D2321
WITH THE EXCEPTION THAT MINIMUM COVER IN TRAFFIC LOAD AREA SHALL BE 24" FOR
4"-48" AND 18" FOR 60". PIPE MATERIAL SHALL MEET THE PRODUCT SPECIFICATIONS OF
ASTM F667 AND SHALL HAVE A SMOOTH WALL INTERIOR. FOR ALL STORM SYSTEMS, WORK
MUST BEGIN AT THE LOW POINT OF THE SYSTEMS. NOTIFY THE ENGINEER IMMEDIATELY OF
ANY VARIANCES FROM EXPECTED CONDITIONS.
13. CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
ACCESS TO STEPS.
*EXTENSIONS OF TIME MAY BE APPROVED BY THE PERM
TTING AUTHORITY BASED ON
14.
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
WEATHER OR OTHER SITE-SPECIFIC CONDITIONS THAT M
KE COMPLIANCE IMPRACTICABLE.
0 J N N
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
(SECTION II.B(2)(B))
W J W W
F-> W x
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
co W
COm0U.
m
OLL
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
2)
BUILDING WASTE HANDLING
¢3
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
3
N
AND/OR 834.
•
NO PAINT OR LIQUID IN STREAM OR STORM DRAINS.
J
J
M
L.L
•
DEDICATED AREAS FORR DEMOLITION, CONSTRUCTION AND OTHER
15.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
0
WASTES MUST BE LOCATED 50' FROM STORM DRAINS AND
%
LABORATORY UNDER ALL PAVED AREAS.
Z
STREAMS UNLESS NO REASONABLE ALTERNATIVES AVAILABLE.
16.
CONTRACTOR RESPONSIBLE FOR KEEPING ACCURATE LOG OF SITE CONDITIONS IN
•
EARTHEN -MATERIAL STOCKPILES MUST BE LOCATED 50' FROM
z
w
ACCORDANCE WITH NPDES PERMIT. MAINTENANCE INSPECTIONS SHALL BE PERFORMED
cn
STORM DRAINS AND STREAMS UNLESS NO REASONABLE
Li
WEEKLY AND AFTER EACH RAINFALL. ALL REPAIRS NECESSARY SHOULD BE MADE
ALTERNATIVES AVAILABLE.
IMMEDIATELY AND IN STRICT ACCORDANCE WITH NCDEQ STANDARDS AND NPDES PERMIT.
•
CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT
CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
WITH SURFACE WATERS, WETLANDS, OR BUFFERS.
FOR PREPARATION OF FINAL RECORD DRAWINGS.
17.
ALL SLOPES STEEPER THAN 2:1 SLOPE AND OVER 5' IN HEIGHT SHALL BE CERTIFIED BY A
3
DISCHARGES ,TO FEDERALLY -LISTED WATERS
LICENSED PROFESSIONAL.
•
REQUIREMENTS ARE THE SAME AS IN PREVIOUS PERMIT.
18.
CONTRACTOR IS REQUIRED TO OBTAIN AND PROVIDE A COPY OF THE EROSION CONTROL
•
THE PERMIT ALLOWS REDUCTION FROM THE 20 ACRE MINIMUM IF
PERMIT FOR ANY OFFSITE BORROW/ SPOIL AREA. CONTRACTOR MUST PROVIDE COPY OF
THE DIRECTOR OF DWQ DETERMINES THAT OTHER BMPS PROVIDE
PERMIT TO NCDEQ INSPECTOR PRIOR TO CONSTRUCTION.
EQUIVALENT PROTECTION.
19.
IF BORROWED OR WASTE FILL MATERIAL IS GENERATED, AN APPROVED GRADING PERMIT
MUST BE SECURED FOR THE BORROW OR WASTE MATERIAL SITE PRIOR TO INITIATION OF
4)
INSPECTIONS
ANY LAND DISTURBING ACTIVITY
•
SAME WEEKLY INSPECTION REQUIREMENTS.
20.
ALL FILL SLOPES SHALL BE COMPACTED FULL DEPTH TO NOT LESS THAN 95% MAXIMUM
•
SAME RAIN GAUGE & INSPECTIONS AFTER 0.5" RAIN EVENT.
DENSITY (STANDARD PROCTOR), SHALL BE PLACED ON A SURFACE CLEARED OF GROWTH
•
INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS
AND DEBRIS, AND BE PROPERLY BENCHED AND DRAINED.
HOURS."
•
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON-SITE
21.
COMPACTION REPORTS MUST BE PROVIDED TO THE OWNER AND ENGINEER INDICATING THAT
DURING BUSINESS HOURS UNLESS A SITE-SPECIFIC EXEMPTION IS
FILL HAS BEEN COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY (STANDARD
APPROVED.
PROCTOR).
•
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE UPON
REQUEST.
22.
ALL FILL MATERIAL, UNLESS A PERMIT FROM NCDEQ DIVISION OF WASTE MANAGEMENT TO
•
ELECTRON ICALLY-AVAILABE RECORDS MAY BE SUBSTITUTED UNDER
OPERATE A LANDFILL IS ON FILE FOR THE OFFICAL SITE, SHALL BE FREE OF ORGANIC OR
CERTAIN CONDITIONS.
OTHER DEGRADABLE MATERIALS, MASONRY, CONCRETE AND BRICK SIZES EXCEEDING 12
INCHES, AND ANY MATERIALS WHICH COULD CAUSE THE SITE TO BE REGULATED AS A
LANDFILL BY THE STATE OF NORTH CAROLINA.
5) IMPLEMENTATION OF NEW PERMIT CONDITIONS
• PROJECTS PERMITTED UNDER THE PREVIOUS PERMIT CAN CONTINUE
TO FOLLOW THE PREVIOUSLY -PERMITTED CONDITIONS.
• COMPLETE APPLICATIONS RECEIVED PRIOR TO AUGUST 3, 2011 CAN
FOLLOW CONDITIONS OF APPROVED APPLICATION.
• APPLICATIONS RECEIVED AFTER AUGUST 2, 2011 MUST COMPLY
WITH NEW PERMIT CONDITIONS.
6) CONDITIONS IN EROSION & SEDIMENTATION
CONTROL PLANS
• DESIGNATION ON THE PLANS WHERE 7 AND 14 -DAY GROUND
STABILIZATION REQUIREMENTS ON THE NPDES PERMIT APPLY.
• DESIGNATION ON THE PLANS WHERE BASINS THAT COMPLY WITH
THE SURFACE -WITHDRAWAL REQUIREMENTS OF THE NPDES PERMIT
ARE LOCATED.
7) SEDIMENT BASINS
• OUTLET STRUCTURES MUST WITHDRAW FROM BASIN SURFACE
UNLESS DRAINAGE AREA IS LESS THAN 1 ACRE.
• USE ONLY DWQ-APPROVED FLOCCULANTS.
STORM DRAINAGE DETAILS
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DRAWN BY:CLR
CDC PROJECT NO. 21731
SCO ID NO. 17-17656-01
SHEET
C941

ALL NON—FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC—TYPE
WARNING TAPE INSTALLED IN THE
BACKFILL AT LEAST 6" BELOW GRADE.
SPRINGLINE
FINAL BACKFILL
(SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
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INITIAL BACKFILL
(COMPACTED TO 98%
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
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(V 49
I I MIN. TRENCH WIDTH
o (SEE TABLE)
MINIMUM TRENCH WIDTHS
PIPE DIAMETER
MIN. TRENCH WIDTH
12"
30"
15"
34"
18"
39"
24"
48"
30"
56"
36"
64"
42
72"
48
80"
54"
88"
60"
96"
MAXIMUM COVER
PIPE
DIAMETER
CLASS
1
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
23'
17'
30"
34'
23'
17'
36"
34'
23'
16'
42"
34'
23'
16'
48"
31
21'
15'
54"
31'
21'
15'
60"
31'
21'
15'
w
*ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
OF THE STANDARD PROCTOR
NOTES:
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, OR, III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm — 600 mm);
6"(150 mm) FOR 30"-60" (750 mm — 900 mm).
5. HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, 11, OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN
OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON—TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND
SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48"
DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP
OF RIGID PAVEMENT. HEAVY CONSTRUCTION LOADS MAY REQUIRE ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT
CONSTRUCTION LOADS WILL NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED.
7. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
HDPE TRENCH INSTALLATION DETAIL
NOT TO SCALE
Dewatering Device
or dirt/sediment bag)
Discharge Hose
Dewatering Pump
P (as needed)
A A
Flow
Work Area
Sandbag/Stone Barrier
P
Discharge Hose f
Discharge Pump
Into Velocity Work Area
Dissipater Length Not To Exceed
That Which Can Be
Completed In One Day
Sump—hole
Or Pool
12 Min Depth
Flow 2' Min Diameter
Intake
Hose
Diversion Pump
Sheeting
Base Flow + 1 Foot
Work Area (2 Foot Minimum)
Cross Section Of Sandbag/Stone Diversion
SECTION A -A
PUMP AROUND / DEWATERING
PLAN VIEW DETAIL
NOT TO SCALE
TOP VIEW
F
= SEWN IN NECK
DIRTBAG
3
`2
OPENING
ACCOMODATES UP
TO 4' DISCHARGE
LENGTH HOSE
NOTES:
1) DIRTBAG TO BE PLACED ON AGGREGATE OR STRAW
2) SEAMS MUST BE HIGH STRENGTH DOUBLE STITCHED "J" SEAMS
3) SEAM MUST BE TESTED UNDER ASTM D-4884. ACF TEST RESULTS AVAILABLE UPON REQUEST
4) THIS WORK SHALL CONSIST OF FURNISHING, PLACING AND REMOVAL OF ASSOCIATED DEVICE
4) CONTRACTOR IS REQUIRED TO USE A DIRTBAG DB -55 OR APPROVED EQUIVELENT
CROSS SECTION
LL J R--4
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T
T5 #4 2'- 6 36 60
DB55 FABRIC PROPERTIES
PROPERTY TEST METHOD MARV
TENSILE STRENGTH ASTM D-4632 205 LBS
ELONGATION ASTM D-4632 50%
CBR PUNCTURE ASTM D-6241 525 LBS
UV RESISTANCE ASTM D-4355 70°
AOS ASTM D-4751 80 US SIEVE
PERMITTIVITY ASTM D-4491 1,4 SEC -1
FLOW RATE ASTM D-4491 90 GPM/SF
CORPORATE OFFICE
T4
2831 CARDWELL ROAD
ACF DB55 DIRTBAG
RICHMOND, VA 23234
PH 800-448-3636
FOR ADDITIONAL INFORMATION PLEASE CONTACT ACF ENVIRONMENTAL
[FT'S GEi li OONF WWW.ACFENVIRONMENTALCOM
PH: N0-448-3636 / WWW.ACFENVIRONMENTALCOM
DEWATERING BAG
NOT TO SCALE
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8" MIN
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BELOW STREAM BED
ELEVATION
1o"
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REINF. STEEL 1 PIPE
BAR SIZE LENGTH NO r WEIGHT
B1 #4 5'-6" 4 15
82 #4 4f-6" 4 12
G1 #7 8'-8" 2 35
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H2 #4 4'-0" 4 11
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V4 #4 2'-9" 6 11
Z1 #5 4'-4" 4 18
Z2 #4 3'-10" 4 10
Z3 #4 3'-2" 4 S
CULVERT SHALL BE
BACKFILLED WITH
ENGINEERED FILLED.
PLACED AND COMPACTED
IN 6" LIFTS
#57 STONE TO
0 0 0 0 0 o SPRINGLINE OF PIPE
12} MIN o 0 0 0 0 o BEDDING
0 0 0 0 0 0 (COMPACTED TO 98%
OF STANDARD PROCTOR)
#57 STONE WRAPPED
IN MIRAFI 140 N OR
EQUIVALENT
MIN. TRENCH WIDTH
CULVERT INSTALLATION DETAIL
NOT TO SCALE
REINF. STEEL LBS. 4 0 9
SHEET 1 OF 2
CQN.IR.C. CU. YDS 5.6 1838.27
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DRAWN BY: CLR
CDC PROJECT NO. 21731
SCO ID NO. 17-17656-01
SHEET
C942

TEMPORARY COVER FOR
CONSTRUCTION LOADS
HEIGHT
OF
COVER
FINISHED
GRADE
ACCESS CASTING TO BE
PROVI DED AN D INSTALLED
BY CONTRACTOR.
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CONSTRUCTION LOADS
FOR TEMPORARY CONSTRUCTION VEH ICLE LOADS, AN EXTRA AMOUNT OF COM PACTED COVER MAY BE REQUIRED OVER
THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.
GASKET MATERIAL 0 CMP RISERJ
SUFFICIENTTO PREVENT
SLAB FROM BEARING ON
RISER TO BE PROVIDED BY
CONTRACTOR. 08 1,' TYP.
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THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED
INCHES
18-50 1 50-76 1 75-110 1 110-150
GRADE COVER MINIMUMS FOR NORMAL H IGHWAY TRAFFIC.
MINIMUM
COVER
`MINIMUM COVER MAYVARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL
COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO
THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
CONSTRUCTION LOADING DIAGRAM
SCALE: N.T.S.
C'O
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.
OPENING IN
PROTECTION
SLAB FOR
CASTING
SCOPE
PIPE
PIPE SPAN,
AXLE LOADS (kips)
INCHES
18-50 1 50-76 1 75-110 1 110-150
THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS.
MINIMUM
COVER
(FT)
ALUMINIZED TYPE 2: AASHTO M-36 OR ASTM A-760
2.0
2.5
3.0
3.0
12-42
48-72
3.0
3.0
3.5
4.0
78-120
3.0
3.5
4.0
4.0
126-144
3.5
4.0
4.5
4.5
`MINIMUM COVER MAYVARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL
COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO
THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
CONSTRUCTION LOADING DIAGRAM
SCALE: N.T.S.
C'O
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.
OPENING IN
PROTECTION
SLAB FOR
CASTING
SCOPE
PIPE
STANDARD STANDARD
THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF
THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE
"BEARING
THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS.
REQUIREMENTS LISTED BELOW:
O B
MATERIAL
ALUMINIZED TYPE 2: AASHTO M-36 OR ASTM A-760
INTERRUPTED BAR
THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS
ALUMINUM: AASHTO M-196 OR ASTM B-745
REPLACEMENT, SEE
NOTE 6.
LISTED BELOW:
GALVANIZED: AASHTO M-36 OR ASTM A-760
04'
OA
OB
#4 DIAGONAL TRIM
BAR (TYP.4 PLACES), -
SEE NOTE 7.
2' COVER
(TYP)
CP
jAl / OPENING IN
PROTECTION
SLAB FOR
CASTING
REINFORCING TABLE
GEOMEMBRANE BARRIER
STANDARD STANDARD
• �- _
ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
"BEARING
O CMP
A
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REINFORCING
PRESSURE
RISER
PROJECT NAME: WCU -Central Drive Parking Lot
ALUMINUM: AASHTO M-196 OR ASTM B-745
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(PSF)
24'
04'
261,
#5@12"OCEW
2,410
HANDLING AND ASSEMBLY
4'X4'
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
#5 @ 12" OCEW
1,780
30"
04'-6'#5@12"OCEW
32"
PIPE ASSOCIATION) FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER
2,120
REVISION DESCRIPTION BY
4'-6' X 4'-6'
COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
#5 @ 12" OCEW
1,530
38'
0 5'
�"
#5 @ 10" OCEW
1,890
DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW
5'X 5'
BARS A MINIMUM OF 12' BEYOND OPENING, BEND
#5 @ 10" OCEW
1,350
42'
05'-6'#5@10"OCEW
44"
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR
1,720
AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST
5'-6' X 5'-6'
HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II OR ASTM A-798 (FOR
#5 @ 9" OCEW
1,210
48'
06'#5@9"OCEW
1.
PROVIDED AN D INSTALLED BY CONTRACTOR.
1,600
B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT
6X6,
GEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ONINLET
#5@8"OCEW
1,100
"ASSUMED SOIL BEARINGCAPACITY
CMP DETENTION INSTALLATION GUIDE
GEOMEMBRANE BARRIER
STANDARD STANDARD
• �- _
ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
NEW, EN
REINFORCING, REINFORCING,
CMP DETENTION INSTALLATION GUIDE
GEOMEMBRANE BARRIER
STANDARD STANDARD
• �- _
ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
POLYMER COATED: AASHTO M -2450R ASTM A-762
REINFORCING, REINFORCING,
0B INTERRUPTED BAR
w REPLACEMENT,
APPLICABLE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92.
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SEETABLE SEE TABLE
SEE NOTE 6.
PROJECT NAME: WCU -Central Drive Parking Lot
ALUMINUM: AASHTO M-196 OR ASTM B-745
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• ABOVE PIPE = 0 IN
THE GALVANIZED STEEL COILS SHALL CONFORM TO THE
CONTECH
ROUND OPTION PLAN VIEW
SQUARE OPTION PLAN VIEW
APPLICABLE REQUIREMENTSOFAASHTOM-2180RASTMA-929.
HANDLING AND ASSEMBLY
SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL
TYPE 2 (ALT2)
CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAU SIN G FLOATATION
THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE
PIPE ASSOCIATION) FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER
NOTES:
REVISION DESCRIPTION BY
APPLICABLE REQUIREMENTS OF AASHTO M-246 OR ASTM A-742.
COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
DRAWING
EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING
,�
RECOMMENDATIONS FOR ALUMINUM PIPE.
1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION.
7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND
THE ALUMINUM COILS SHALL CONFORMTOTHE APPLICABLE
DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW
DETERMINE IF ADDTIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE
BARS A MINIMUM OF 12' BEYOND OPENING, BEND
REQUIREMENTS OF AASHTO M-197 OR ASTM B-744.
INSTALLATION
2. DESIGN LOAD HS25.
BARS AS REQUIRED TO MAINTAIN BAR COVER.
IF AASHTOT99 PROCEDURESARE DETERMINED INFEASIBLE BYTHE
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR
AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST
CONSTRUCTION LOADS
HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II OR ASTM A-798 (FOR
3. EARTH COVER = V MAX.
8. PROTECTION SLAB AND ALL MATERIALS TO BE
CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE
ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) OR ASTM
FOUNDATION
PROVIDED AN D INSTALLED BY CONTRACTOR.
MANUFACTURER'S OR NCSPA W IDELINES.
B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT
4. CONCRETE STRENGTH =3,500 psi
GEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ONINLET
UNDER THE COMPACTOR, OR UNDER FOOT, AN D THE GEOTECHN ICAL
PLANSAND SPECIFICATIONS. IF THEREARE ANY INCONSISTENCIES OR
CONSTRUCT A FOUN DATION THAT CAN SUPPORT THE DESIGN LOADING
9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY.
CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE
5. REINFORCING STEEL = ASTM A615, GRADE 60.
ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH
SITE ENGINEER.
MAINTAIN ITS INTEGRITY DURING CONSTRUCTION.
=i.E .
NOTE:
6. PROVIDE ADDITIONAL REIN FORCING AROUND
MANHOLE CAP DETAIL
THESE DRAWINGS ARE FOR CONCEPTUAL
IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW
OPENINGS EQUAL TO THE BARS INTERRUPTED,
WATER ELEVATION Iry
PURPOSES AND DO NOT REFLECT ANY LOCAL
OSHA GUIDELINES FOR SAFE PRACTICES.
HALF EACH SIDE. ADDITIONAL BARS TO BE IN
SCALE: N.T.S.
PREFERENCES OR REGULATIONS. PLEASE
E E EVATION
APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE
OMPET
THE SAME PLANE.
REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE
CONTACT YOUR LOCAL CONTECH REP FOR
MODIFICATIONS.
STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOWIHS
CMP DETENTION INSTALLATION GUIDE
GEOMEMBRANE BARRIER
C= :NTECHm
• �- _
PROPER INSTALLATION OF A FLEXIBLE UN DERGROUND DETENTION SYSTEM
---- - 7981-3-0
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• LENGTH PER BARREL = 131 FT
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CMP DETENTION SYSTEMS
SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF
PROJECT NAME: WCU -Central Drive Parking Lot
DESIGNED: DRAVM:
DESIGNED
Ins
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• ABOVE PIPE = 0 IN
WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE
CONTECH
• GAGE = 14
Cullowhee, NC
cHEc1a:0: eamovEo.
BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAIN FAIL L
SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
DYODS
TYPE 2 (ALT2)
CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAU SIN G FLOATATION
DESCRIPTION: WQV
sHEErNo..
o -MARK DATE
REVISION DESCRIPTION BY
800J38-1122 513-645-7000 513E45-7993 FAX
AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TOHELP MITIGATE
DRAWING
EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING
,�
POTENTIAL PROBLEMS, IT IS BESTTO STARTTHE INSTALLATION AT THE
D3
CMP DETENTION INSTALLATION GUIDE
GEOMEMBRANE BARRIER
TO 21 UFTS(APPROX, 6,MRE0
C:�NTECH•
MrMr ENGINEERED SOLUTIONS LLC
CCcntechES.com
9025 Centre Pointe Dr., SURE 400, West Chester, OH 45069
PROPER INSTALLATION OF A FLEXIBLE UN DERGROUND DETENTION SYSTEM
ASTE'S RESISTNITY MAY CHANGE OVER TIME AMEN VARIOUS TYPES OF
PIPE DETAILS
BACKFILL DETAILS
• LENGTH PER BARREL = 131 FT
ADDITIONAL CONSIDERATIONS
• DIAMETER = 96 IN
SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF
\
• PIPE STORAGE = 11,340 CF W/ 24" FREEBOARD
BABWKMEM
• ABOVE PIPE = 0 IN
WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE
SALTING AGENTS ARE USED ON OR NEAR TH E PROJECT SITE, A GEOMEMBRANE
• GAGE = 14
RMA PIPES PIPE AMD
• APPROX. CMP FOOTAGE = 281 FT
BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAIN FAIL L
SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT
BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS
R
TYPE 2 (ALT2)
CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAU SIN G FLOATATION
DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH
INTENDED TOHELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE
\
/
o VLL
AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TOHELP MITIGATE
ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULINGA
EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING
,�
POTENTIAL PROBLEMS, IT IS BESTTO STARTTHE INSTALLATION AT THE
PRE -CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TOPREMATURE
CORROSION AND REDUCEDACTUAL SERVICE LIFE.
a
Of
DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW
DETERMINE IF ADDTIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE
8'LOOSE LIFTS BEDDING
A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES
APPROPRIATE FOR YOUR SITE.
THE PROJECTS ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING
IF AASHTOT99 PROCEDURESARE DETERMINED INFEASIBLE BYTHE
MAY BE REQUIRED FOR HIGH FLOWS DUETOTHE RESTRICTED NATURE OF
AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST
GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED
THE OUTLET PIPE.
JUDGEMENT TO DETERMINE IF ANYADDITIONAL PROTECTIVE MEASURES ARE
FOUNDATION
REQUIRED. BELOW IS ATYPICAL DETAIL SHOWING THE PLACEMENT OF A
ADEQUATE WHEN NO FURTHER',ELDING OF THE MATERIAL IS OBSERVED
CATCH BASIN
GEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ONINLET
UNDER THE COMPACTOR, OR UNDER FOOT, AN D THE GEOTECHN ICAL
-DPARNNGLOT
CONSTRUCT A FOUN DATION THAT CAN SUPPORT THE DESIGN LOADING
OR NEAR THE PROJECT SITE.
wATIBT_,-'NATE
APPLIED BYTHE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS
ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH
MAINTAIN ITS INTEGRITY DURING CONSTRUCTION.
=i.E .
THE LEVEL OF COMPACTION.
r
IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR
% 4 ' ": t)'� �7,
WATER ELEVATION Iry
SOILS DOWN DEPTHAN D EN BUILDUP TO THE
eer�cou
FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG
DETENTION SYSTEM
E E EVATION
APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE
OMPET
-
REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE
STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOWIHS
ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS
FINISHED FUNCTIONING SYSTEMBACKFILL. OUTLET CONTROL
MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION
THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT
SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT
TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE
CMP DETENTION SYSTEM INSPECTION AND
COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC
IN-SITU TRENCH WALL
AGAIN UNTILTHE SYSTEM IS COMPLETELY BACKFILLED. THISTYPE OF
MAINTENANCE
SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING ASTIFF
IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS CAPABLE
CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL
UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST
REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT
DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF
BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF
FILL QUANTITIES.
SBE
LOAD THATTHE PIPE SHEDS D.
SUPPORTINGT THE SYSTEM IS LOADED. IF
CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE
PERFORMANCE AND LONGEVITY.
SOI C E
DEFLECT. AR NOT CAPABLE OF SIMPLE SOIL PRESSURTING RE USINGS, TH E HE CAN
A E CHECK
GESPRING
BACKFILLED DETENTION SYSTEM SHOULD BE LIMTEDTO 8 -TO 10 -FEET HIGH
INSPECTION
LOADEFLECT. DERFRMINETORM
BEYOND
MINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF
LIMITS OF EXCAVATION LI
AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO
MOST
THE OUTER MOST PIPES.
THE OUTER
DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE
INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION
BAcla=lu
°OAR
MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT
SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING,
GEOGRIDUSEDTOREDUCE
IN MOST CASES THE REQU IREMENTS FOR A SAFE WORK ENVIRONMENT AND
YOUR LOCAL CONTECH SALES ENGINEER.
QUARTERLY INSPECTIONS. THE RATE ATMICH THE SYSTEM COLLECTS
THE AMOUNT OF UNDERCUT OEOGRID WASN'TUSED
PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN.
POLLUTANTS WILL DEPEND MORE ON STE SPECIFIC ACTIVTIES RATHER THAN
THE SIZE OR CONFIGURATION OF THE SYSTEM.
enawlu.ENr
ivMCAL MClffi LL SE W ENCS
I
BACKFILL MATERIAL
- - - - _
INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT
/EMBANKMENT
WASHDOWN AREAS, IN CLIMATES WHERE SAN DING AND/OR SALTING
TYPICALLY, THE BEST BACKFILL MATERIAL IS AN ANGULAR, WELL -GRADED,
a '� T
OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE
GRANULAR FILL MEETING TH E REQUIREMENTS OF AASHTO A-11, A-2 OR
\ '^
T
WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/
A-3. IN SOME CASES, IT MAYBE DESIRABLE TO USE A UNIFORMLY GRADED
_ - _ - _
CORROSIVE CON DTIONS. A RECORD OF EACH INSPECTION IS TO BE
I GEOGRI UNDERCUTAND REPLACE
TYPE
MATERIAL FOR THE FIRST 18 -TO 24 -INCHES. THIS TE OF MATERIAL IS EASIER
/
MAINTAINED FOR THE LIFE OF THE SYSTEM
= BED NO UNSUITABLE SOILS
TO PLACE UNDER THE HAUNCHES OF THE PIPE AND REQUIRES LITTLE
COMPACTNE EFFORT. DEPENDING ON THE BEDDING MATERIAL, A SEPARATION
WHEN PLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION.
GEOTEXTILE MIGHT BE REQUIRED ABOVE AND BELOW THESE INITIAL LIFTS.
MAINTENANCE
GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING
TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN
CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION
GRADE. IF THE SUBGRADE IS CLAYOR RELATIVELY NONPOROUS AND THEQ
MCKA-WELLORADED
}GRANULPRANDSMALLER
ALLOWEDTO SET-UP PRIOR TOTHE PLACEMENTOF THE NEXT LIFT. THE
ALLOWABLE THICKNESS OF TH E CLSM LIFT IS A FUNCTION OF A PROPER
REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE
CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME,
T IS BEST TO SLOPE THE GRADE TO ONE EN D OF THE SYSTEM. TH IS WILL
uoE LOAD
f
BALANCE BETWEEN TH E UPLIFT FORCE OF THE CLSM, THE OPPOSING
ORIFICE.
ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF
EMBANKMENT
WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES.
ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED
THE SUBGRADE.
THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION
THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT
-
OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR
PERFORMED AS RECOMMENDED, SEDIMENTAND TRASH MAYACCUMULATE IN
BEDDING
- GEOTIXTILE SEPARATION
ABovE AND eEl_ow
LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT
FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY
BEDDING) `MIH UNIFORMLv
THICKNESS.
SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL
A4 TO 6 -INCH THICK, WELL -GRADED, GRANULAR MATERIAL ISTHE
GRADED BEDDING DYER.
SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT
' PREFERRED PIPE BEDDING. IF CONSTRUCTION EQU IPMENT WILL OPERATE
Be°DINc-WBUGRAr>ED
STAGE POURS AS REQUIRED TO
OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD T BE NECESSARY TO
FOR AN EXTENDED PERIOD OF TIME ON THE BEDDING, USE EITHER AN
GLAR AND SMALLER
CONTROL FLOATATION AND PIPE
DISTORTIONMISPIACEMENT
GET INSIDE TH E SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL
I ENGINEERING FABRIC OR A STIFF GEOGRID TO ENSURE THE BASE
OPEN -GRADED FILL IS TYPICALLY NOT USED BEYOND THE INITIAL 1 B -TO
CLSM
APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND
3 MATERIAL MAINTAINS ITS INTEGRITY.
24 -INCHES BECAUSE THIS TYPE OF FILL OFTEN DOES NOT PROVIDE ADEQUATE
EMBANKMENT
OSHA REGULATIONS SHOULD BE FOLLOWED.
I USING AN OPEN -GRADED BEDDING MATERIAL IS ACCEPTABLE; HOWEVER,
CONFINING RESTRAINT TO THE PIPES. IF AUNIFORMLY GRADED MATERIAL
SYSTEMS ARE TO BE RINSED, INCLUDING ABOVE THE SPRING LINE, ANNUALLY
AN ENGINEERING FABRIC SEPARATOR IS REQUIRED BETWEEN THE BASE
(PARTICLES ALL ONE SIZE) IS USED, INSTALL A GEOTEXTILE SEPARATION FABRIC
SOON AFTER THE SPRING THAW, AND AFTER ANY ADDITIONAL USE OF SALTING
AND THE SUBGRADE.
TO PREVENT THE MIGRATION OF FINES INTO THE BACKFILL.
AGENTS, AS PART OF THE MAINTENANCE PROGRAM FOR ALL SYSTEMS WHERE
GRADE THE BASE TOA SMOOTH, UNIFORM GRADE TO ALLOW FOR THE
BACKFILL USING CONTROLLED LOW -STRENGTH MATERIAL (CLSM OR 'PLOWABLE
SALTING AGENTS MAYACCUMULATE INSIDE THE PIPE.
PROPER PLACEMENT OF THE PIPE.
FILL") AMEN THE SPACING BETWEEN THE PIPES WILL NOTALLOW FOR
WEIGHTEDPIPE WITH MOBILE
CONCRETE BARRIERS
MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS
PLACEMENT AND ADEQUATE COMPACTION OF THE BACKFILL. WORK CLOSELY
(OROTHERREMDJABLE WEIGHTS)
EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS
I- PER FOOT OF
W TH TME LOCAL CONTECH SALES ENGINEER REGARDING THE SPECIAL
REASON, IT IS A GOOD I DEA TO SCH EDU LE TH E CLEANOUT DU RING DRY
j COVER OR4-MIN,
INSTALLATION TECHNIQU ES REQUI RED W-1EN USING CLS M.
CONSTRUCTION LOADING
WEATHER.
' 8EODING-WEILGRPDED
EMBA•QMBJT
TYPICALLY, THE MINIMUM COVER SPECIFIED FOR A PROJECTASSUMES H-20
cIRANULAR AND SMMLER
LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE
THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE
INSITU
BACKFILL PLACEMENT
LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTSARE
UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE
i
TRENCMWML
PLACE BACKFILL IN 8 -INCH LOOSE LIFTS AND COMPACT TO 90% AASHTO T99
NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOBTO JOB,
TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR
INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE
STANDARD PROCTOR DENSITY. MATERIAL SHALL BE WORKED INTOTHE PIPE
T IS BEST TOADDRESS EQUIPMENT SPECIFIC MINIMUM COVER
RELATEDTO THE STRUCTURAL INTEGRITYOF THE PIPE OR THE SOUNDNESS
r r r r r r r
HAUNCHES BY MEANS OF SHOVEL -SLICING, RODDING, AIR TAMPER, VIBRATORY
REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING
OF PIPE JOINT CONNECTIONS IS BEYONDTHE SCOPE OF THIS GUIDE.
i
ROD, OR OTHER EFFECTIVE METHODS.
YCUR PRE -CONSTRUCTION MEETING.
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DESIGNED: DMNN'.
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ENGINEERED SOLUTIONS LLC
CMP DETENTIONSYSTEMS
-
PROJECT NAME: WCU Central
Drive Parking Lot
IS
WWW.ContechES.com
CONTECHc
Cullowhee, NC
°evla•"�ga.sla.o"a,°"°,'a y,`a,
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
DYODS
800338-1122 513-645-7000 513345-7993 FAX
DRAWING
DESCRIPTION:
WQV
SHEET NO.:
D4
an«, ••mggm Mann:"Issnc'I,om«`»« MARK DATE REVISION DESCRIPTION
BV
7.0'
i -,.V w X./imi ICE
(INVERT: 2206.7')
OUTLET CONTROL STRUCTURE
WEIR WALL "B21'
NOT TO SCALE
BULKHEAD WALL
(SEE DETAILS BY CONTECH
FOR STANDARD DETAILS)
NOT TO SCALE
NOTE:
THESE DRAWINGS ARE FOR CONCEPTUAL
PURPOSES AND DO NOT REFLECT ANY LOCAL
PREFERENCES OR REGULATIONS. PLEASE
CONTACT YOUR LOCAL CONTECH REP FOR
MODIFICATIONS.
NOTES
IO- CONNECTION TO
STRUCTURE 'B2'
STRUCTURE "B2"
• ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
RISERS AND INLETS, SHALL BE VERIFIED BYTHE ENGINEER OF RECORD PRIOR TO RELEASING FOR
FABRICATION.
• ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998.
• ALL RISERS AND STUBS ARE 2W x y" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED.
• RISERS TO BE FIELD TRIMMED TO GRADE.
• QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING
PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET
PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE
RESPONSIBILITY OF THE CONTRACTOR.
• BAND TYPE TO BE DETERMINED UPON FINAL DESIGN.
• THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD
BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT
CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE
ESTIMATED EXCAVATION FOOTPRINT.
"
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PROJECT SUMMARY
#
C:�NTECH•
MrMr ENGINEERED SOLUTIONS LLC
CCcntechES.com
9025 Centre Pointe Dr., SURE 400, West Chester, OH 45069
CALCULATION DETAILS
STORAGE SUMMARY
PIPE DETAILS
BACKFILL DETAILS
• LENGTH PER BARREL = 131 FT
• STORAGE VOLUME REQUIRED 11,340 CF
• DIAMETER = 96 IN
• WIDTH AT ENDS = 24 IN
• LENGTH PER HEADER = 19 FT
• PIPE STORAGE = 11,340 CF W/ 24" FREEBOARD
• CORRUGATION = 5" X 1" OR 3"X 1"
• ABOVE PIPE = 0 IN
• LOADING = H2O & H25
• STRUCTURAL BACKFILL STORAGE = 0 CF
• GAGE = 14
• WIDTH AT SIDES = 24 IN
• APPROX. CMP FOOTAGE = 281 FT
• TOTAL STORAGE PROVIDED = 11,340 CF W/ 24"
• COATING = ALUMINIZED STEEL
• BELOW PIPE = 0 IN
FREEBOARD
TYPE 2 (ALT2)
H
Z
`h
IY
• WALL TYPE = SOLID
W
o VLL
z
• BARREL SPACING = 36 IN
a
z_
O
NOTES
IO- CONNECTION TO
STRUCTURE 'B2'
STRUCTURE "B2"
• ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
RISERS AND INLETS, SHALL BE VERIFIED BYTHE ENGINEER OF RECORD PRIOR TO RELEASING FOR
FABRICATION.
• ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998.
• ALL RISERS AND STUBS ARE 2W x y" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED.
• RISERS TO BE FIELD TRIMMED TO GRADE.
• QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING
PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET
PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE
RESPONSIBILITY OF THE CONTRACTOR.
• BAND TYPE TO BE DETERMINED UPON FINAL DESIGN.
• THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD
BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT
CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE
ESTIMATED EXCAVATION FOOTPRINT.
"
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^ so.
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# # #
#
C:�NTECH•
MrMr ENGINEERED SOLUTIONS LLC
CCcntechES.com
9025 Centre Pointe Dr., SURE 400, West Chester, OH 45069
-_ ��
f�-�i► i �.Y�
CMP DETENT N Y TEM
DYODS
DRnwmc
---- - 7981-3-0
PROJECT NAME: WCU - Central Drive Parkin 9 Lot
Cullowhee, NC
DESCRIPTION: WQV
PROJECT No.: SED. No.: DATE:
# # #
#
DESIGNED:
DRAWN:
# # #
#
# # #
#
CHECKED:CONTECH
APPROVED:
# # #
#
800-338-1122 513-645-7000 513-645-7993 FAX
:HEST NO,
MARK DATE REVISION DESCRIPTION
BY
KEY 0
1. RIGID OR FLEXIBLE PAVEMENT
3
2. GRANULAR ROAD BASE
3. 12" MIN. FOR DIAMETERS THROUGH 96"
18" MIN. FOR DIAMETERS FROM 102'
AND LARGER MEASURED TO TOP OF RIGID
OR BOTTOM OF FLEXIBLE PAVEMENT.
4. SELECT GRANULAR FILL PER AASHTO M145
Al, A2 OR A3, OR APPROVED EQUAL.
PLACED IN 8' LIFTS (COMPACTED TO MIN.
90% STANDARD DENSITY PER AASHTO T99.)
5. GRANULAR BEDDING, ROUGHLY SHAPED TO
FT THE BOTTOM OF PIPE, 4 -TO 6' IN DEPTH
FOUN DATIONBEDDING PREPARATION
PRIOR TO PLACING THE BEDDING, TH E FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND
STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUN DATION MATERIALS ARE ENCOUNTERED
DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL
MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, 4"
- 6' OF A WELL -GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING.
BACKFILL
THE BACKFILL SHALL BEAN Al, A2 OR A3 GRANULAR FILL PER AASHTO
M145 ORA WELL -GRADED GRANULAR FILL AS APPROVED BY THE SITE ENGINEER
(SEE INSTALLATION GUIDELINES). THE MATERIAL SHALL BE PLACED IN 8'
LOOSE LIFTS AN D COMPACTED TO 90% AASHTO T99 STANDARD PROCTOR
DENSITY. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO
MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND
AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A
TWO LIFT (16') DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL
PROCESS. THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT
THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE.
OTHER ALTERNATE BACKFILL MATERIAL MAYBE ALLOWED DEPENDING ON SITE SPECIFIC
CONDITIONS, AS APPROVED BY SITE ENGINEER.
BACKFILL DETAIL
NOTE
I THE BE DRAWINGS ARE FOR CONCEPTUAL SCALE: N.T.S.
PURPOSES AND DO NOT REFLECT ANY LOCAL
i PREFERENCES OR REGULATIONS. PLEASE
CONTACT YOUR LOCAL CONTECH REP FOR
MODIFICATIONS.
a
t9
L
FRONT
NOTE:
MANWAY DETAIL APPLICABLE FOR CMP
SYSTEMS WITH DIAMETERS 48' AND
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SCALE: N.T.S.
NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR
THE PROJECT, A GEOMEMBRAN E BARRIER IS RECOMMENDED WITH THE SYSTEM.
THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECTTHE SYSTEM FROM
THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE
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DRAWN BY: CLR
CDC PROJECT NO. 21731
SCO ID NO. 17-17656-01
SHEET
C943

cCKConapts. PA
Transmittal
Date: June 27, 2018
Project Name: WCU — Central Drive Parking
CDC Project: 21731
DWR ##: 20180612
To: Chonticha McDaniel
NCDEQ — DWR 401 & Buffer Permitting
512 N. Salisbury Street
9th Floor
Raleigh, NC 27604
Via: ® Mail ❑ Overnight ❑ Hand Delivered ❑ Pick up @ CDC Office ❑ Digital
Copies
--------------------
Date
--------------------
Description
---------------------------------------------------------------------------------------------
1
--------------------
06-27-2018
--------------------
Check in the amount of $505.00
---------------------------------------------------------------------------------------------
2
--------------------
06-27-2018
--------------------
Stormwater Management Permit Application Form (1 Original & 1 Copy)
---------------------------------------------------------------------------------------------
1
--------------------
06-27-2018
--------------------
O&M Agreement
---------------------------------------------------------------------------------------------
1
06-27-2018
Set of Supporting Calculations
1
06-27-2018
----------------------------
Copy of Deed
2
06-27-2018
-------------------
Sets of 2406 Stormwater Plans
Remarks:
C.L?
------------------------- ----------------------_--
--------
C. Landon Roberson
cc: Curtis Monteith
S:',ACAD'21731`docs'GR-EC-SD`21731-Transmittal-SW Submittal-2018-06-26.doex
Mailing Address: P.O. Bog 5432, Asheville, NC 28813
168 Patton Avenue Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fag: 828-456-5455

4643
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06/27/2018
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06/27/2018
21731 WCU Central Drive Parking Stormwater Permit
505.00
DATE 06/27/18 VENDOR NCDEQ
TOTAL
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[L1084P36GN] 1629255

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June 27, 2018
North Carolina Dept. of Environmental Quality
DWR-401 & Buffer Permitting
512 N. Salisbury Street
9' Floor
Raleigh, NC 27604
Re: WCU -- Central Drive Parking
CDC # 21731
DWR# 20180612
Ms. McDaniel,
On behalf of Western Carolina University, we are pleased to submit a revised Stormwater Management
Plan for your review and approval. Please find the responses (in red) to your "Request for Additional
Information" letter dated June 6, 2018 below:
1. Please clarify whether the Division of Energy, Mineral and Land Resources will require riprap
within any stream channels or wetlands as part of the Erosion & Sedimentation Control Plan
approval. If riprap is required, please enumerate and clearly label the temporary and permanent
impacts on the site plan and submit a channel restoration detail. Riprap must be located below the
stream bed elevation. [I 5A NCAC 02H.0506(f) and (g)]
We do not anticipate that riprap will be required within the stream.
2. All work must be done "in the dry". Therefore, dewatering methods will be necessary to
temporarily dewater the stream channel during pipe installation. Please provide a construction
sequence and dewatering detail plan to document the method of dewatering to be utilized at the
site and the sequence of construction events to be followed to ensure compliance with this
condition. In addition, please ensure that the locations of the temporary impacts are shown on the
construction drawings and clearly indicated in the revised impact table. [I 5A NCAC
02H.0502(b)(3)]
All work within the stream bed will be performed in the dry. Included with this submittal are the
erosion control plans which show the required pump around system. In addition, details for the
pump around system and a dewatering bag are provided. In addition, the construction sequence
states that all work in the streambed will be performed in the dry.
3. A conceptual stormwater plan was provided with the application. Please provide a completed
Stormwater Management Plan including all appropriate supplemental forms, O&M agreements,
calculations, drawings, etc., that complies with the requirements of the State Stormwater
Program. The Stormwater Design Manual and applicable forms may be found on the DEMLR's
website at http://deg.nc.gov/about/divisions.'energy-mineral-land-resources/energy-mineral-land-
ermit- idance/stormwater-bm -manual. Please also submit the application form SWU-101
(attached), however, the last two signature pages of this form may be omitted. The SMP package
should be mailed to our 401 Stormwater Engineer, Chonticha McDaniel at the address listed
Mailing Address: P.O. Boz 5432, Asheville, NC 28813
168 Patton Avenue, Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

om�
C4DCNPA
below and if there are any questions regarding the SMP, please feel free to contact her directly at
[phone] or chonticha.mcdanielAncdenr.go.
A completed Stormwater Management Plan including all supplemental documents and
calculations are included with this submittal. We are proposing to use a proprietary system,
Contech's StormFilter. DEMLR does not have a supplemental form and, based on a discussion
with Ms. McDaniel, we are providing all of the design information for review.
If you should have any questions or comments regarding this submittal, please do not hesitate to call.
Grbg&y Hoffman, P.E.
Civil Design Concepts, P.A.
l c ( urt i. Mrn(ci Ili. N1( l'. '4-0 I }IJ ( uIIONN r Koad. ('u Ilya 1100 V ,-,?, ;
ac;itl ' 1 %31 kit,. , er r. -ail = 1-3 1 -CM D I I L0111 ma10mc ICIM- N% ,uhmi((,il-2'111
Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue, Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
WCU-Central Drive Parkinv
2. Location of Project (street address):
728 Central Drive
City:Cullowhee County Jackson
3. Directions to project (from nearest major intersection):
Zip:28723
4. Latitude:35° 18'36" N Longitude: -830 10'48" W of the main entrance to the project.
Il. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known)_-------, and the status of
construction: ❑Not Started []Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMUR requesting a state stormwater management permit appIication, list the stormwater project number,
if assigned, 20180612 and the previous name of the project, if different than currently
proposed, Western Carolina University Master Plan Improvements
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 4.83 ac of Disturbed Area
❑NPDES Industrial Stormwater ®404/401 Permit: Proposed Impacts Stream Im act Analysis
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ❑No NYes
If yes, see S.L. 2012-200, Part VI: httpJlportal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Western Carolina University
Signing Official & Title:Ioe Walker, Associate VC -Facilities Management
b. Contact information for person listed in item 1a above:
Street Address:3476 Old Cullowhee Road
City:Cullowhee State:North Carolina Zip:28723
Mailing Address (if applicable):
City:
Phone: ( }
Email:
State: Zip:
Fax:
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:,
Mailing Address (if applicable):
City:_
Phone:
Email:
State: Zip:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Curtis Monteith, Proiect Manager
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone:
Email:
State: Zip:
Fax: (
4. Local jurisdiction for building permits: NCSCO
Point of Contact: Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

rV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be captured via storm drainage pities and treated through a Contech storm filter system,
and then discharged into an unnamed tributary of Cullowhee Creek.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD
❑ Valid Building Permit
❑ Other:
Approval Date:
Issued Date:
Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Little Tenessee River basin.
4. Total Property Area: 6.42 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:6.42 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (B UA). Non -coastal wetlands landward of the NHW (or MHK) Iine may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 55 %
How many drainage areas does the project have?1 (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area
Drainage Area _ Drainage Area Drainage Area
Receiving Stream Name UT-Cullowhee
Creek
Stream Class C;Tr
Stream Index Number * N/A
145,033
Total Drainage Area (sf) 182,737
2,046
On-site Drains Area (sf) 176,475
Off-site Drainage Area (sf) 6,262
Proposed knpmlous Area** s 152,896
1,997
Impervious Area""total 1 87
Im rvious' Surface Area
Drainage Area 1 Drainage Area _ Drainage Area Drainage Area _
On-site Buildings/ Lots (sf)
On-site Streets (sf)
On-site Parking (sf)
145,033
On-site Sidewalks (sf)
2,046
Other on-site (sf)
Future (so
Off-site (sf)
1,997
Existing BUA*** (sf)
Total (sf):
Stream Class and Index Number can be determined at: httV. portal.ncdenr.orgAoeb/wg/ps/csu/classifications
Im ious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

*** Report only that amount of existing B UA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined? Provide documentation. Using AutoCAD
software
Protects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent storm water requirements as per 15A NCAC 02B
.05010.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhgp://iRortal.ncdenr.org/web/3yg./ws/su/bMp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
htW://portal.ncdenr.org/web/3yq/ws/s-u/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at hUp://portal.ncdenr.org/web/wq/ws/su/maps.)
PIease indicate that the following re uired information have been grovided by initialin in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from htW://12ortal.ncdenr.oEg/web/wA/ws/su/statesw/forms docs.
bels
1. Original and one copy of the Stormwater Management Permit Application Form. 6l
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants g /*
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed._ signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
hn://www.gaKheIR.org/Raggs/oriestoPEress.hbnl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site Iocation. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1/z
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHVVT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hM://www.secrgW.state.nc.uaLCQERorations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htW://portal.ncdenr.org web/lr/state-stormwater-
forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional informa
Consulting Engineer: fs r e4r o r ,,
Consulting
Mailing Ad
City:
. v i is
6i P44
S 1-tev df e__
Phone: g2
Email: �+ a r.kQ n �C�c ti, t y
W
M
State: IV C— Zip: 2 Q 1
Fax. ( )
DC PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) 'certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization Iisted in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

The BMP(s) on this project include (check all that apply & corresponding O&M tables will be added automatically):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:1 Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:Location(s):
Quantity:0 Location(s):
Present:No Location(s):
Present:No Location(s):
I,, a Notary Public for the State of
County of , do hearby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal, _____________________________________________.
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
Bioretention Cell
Dry Detention Basin
Cover Page
Curtis Monteith
Project Manager Facilities Management, WCU
3476 Old Cullowhee Road
User Defined BMP
Grassed Swale
Infiltration Basin
Infiltration Trench
Green Roof
Permeable Pavement
Level Spreader/VFS
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
Phone number(s):
Email:
Signature:
Street address:
City, state, zip:Cullowhee, NC 28723
[phone]
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
Proprietary System
Rainwater Harvesting
Sand Filter
* Responsible Party:
Title & Organization:
Date:
Operation & Maintenance Agreement
Project Name:
Project Location:
WCU-Central Drive Parking
Cullowhee, NC
STORM-EZ
Version 1.4 O&M Manual
6/27/2018
Page 1 of 3
Seal My commission expires
STORM-EZ
Version 1.4 O&M Manual
6/27/2018
Page 2 of 3
1
-
-
All other operation and maintenance activities should be in accordance with Contech’s StormFilter Inspection and Maintenance
Procedures document. Any problems that are found shall be repaired immediately. The responsible party shall have received and
understand Contech’s StormFilter Inspection and Maintenance Procedures document.
Make any necessary repairs or replace if damage is too large for
Outlet device
Receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the 401 Oversight Unit at 919-733-1786.
Clean out the outlet device. Dispose of the sediment offsite.
The structure is damaged.
Clogging has occurred.
Sweep or vacuum the sediment as soon as possible.
The outlet device is damaged Repair or replace the outlet device.
Flow diversion structure Sediment is present on the
pavement surface.
The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds six inches.
The structure is clogged.Unclog the conveyance and dispose of any sediment offsite.StormFilter Cartridges
BMP element:
Remove the trash/debris.
How many devices are
Contech StormFilters?
Adjacent pavement (if
applicable)
Potential problem:How to remediate the problem:
Trash/debris is present.
The drainage area will be carefully managed to reduce the sediment load to the StormFilter.
Important operation and maintenance procedures:
Proprietary System Maintenance Requirements
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
The StormFilter system will be inspected quarterly. Records of operation and maintenance will be kept in a
known set location and will be available upon request.
STORM-EZ
Version 1.4 O&M Manual
6/27/2018
Page 3 of 3
11IIIIII IIIIII III Hill Illil Illll 11111 VIII VIII Il III 11111 Illll Illll IIIA IIl I III
Doc ID: 005176330010 Type: WARRANT
Fee
RecoAmt: $996.002PageaI of 103:0'30 PM
Revenue Tax: $970.00
Jackson County, NC
Joe Hamilton Registerof Deeds
BK21 ! ! TIG214-223
This instrument prepared by:
The Law Firm of
MICHELE D. SMITH
Attorney at Law, P.A.
Licensed North Carolina Attorneys
76 New Dawn Lane
Sylva, North Carolina 28779
PREPARED WITHOUT TITLE EXAMINATION
Delinquent Taxes, if any, to be paid Brief Description for the Index:
by the closing attorney to the county 1.84 ac, and 0.12 ac, +l-, Cullowhee Township
tax collector upon disbursement of PIN 7559-43-4025, and 7559-42-4944
the seller proceeds.
Revenue $970.00
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this the day of December, 2016, by and between
BARBARA B. DAVIS, UNMARRIED, BRADLEY C. MOSES, and wife, DANELL MOSES,
GEOFF MILDENHALL, WIDOWER, ALEXANDER MILDENHALL, SINGLE, and
AGATHA GUY, Ancillary Guardian of the Estate of the minor HARRISON MILDENHALL,
UNMARRIED, hereinafter referred to as "Grantors", and STATE OF NORTH CAROLINA, c/o
the State Property Office, 1321 Mail Service Center, Raleigh, North Carolina., 27699-1321,
hereinafter referred to as "Grantee."
WITNESSETH:
WHEREAS, by virtue of the Last Will and Testament of Helen B. Ashe of record in Jackson
County File No. 04 E 206, Grantor, Barbara B. Davis holds a 112 undivided interest in the property

described in Exhibit A attached hereto, her son, Bradley C. Moses, holds a 1/4 undivided interest,
and her daughter, Lisa C. Mildenhall, held a 1/4 undivided interest; and
WHEREAS, Lisa C. Mildenhall passed away on February 9, 2011, in Olathe, Kansas, survived
by her husband, Geoff Mildenhall, and two sons, Alexander Mildenhall and Harrison Mildenhall; and
WHEREAS, a Decree of Descent issued by the Probate Court of The District Court of
Johnson County, Kansas, File No. 15 PR 600, decreed that the following individuals are entitled to
Lisa C. Mildenhall's 114 interest in the property conveyed herein, to wit: her husband, Geoff
Mildenhall, a 112 interest of the Estate of Lisa Mildenhall (resulting in a 118 interest in the lands
conveyed herein), and Alexander Mildenhall and Harrison Mildenhall, a 1/2 interest in the Estate of
Lisa Mildenhall (resulting in a 1/16 interest to each of them in the lands conveyed herein); and,
WHEREAS, at the time of this Decree, Harrison Mildenhall was a minor child (DOB
January 24, 1999) and Petition for Appointment of Ancillary Guardian of the Estate of Harrison
Mildenhall was filed in Jackson County, North Carolina, File No. 16-E-266. Attorney Agatha Guy
was appointed Ancillary Guardian for the minor child, Harrison Mildenhall; and,
WHEREAS, pursuant to that Order For The Sale of Real Property issued by the Honorable
Ann Melton, Clerk of Superior Court, Jackson County, North Carolina, entered on October 5, 2016,
and that Judge's Order of Confirmation of Private Sale issued by the Honorable Bradley B. Letts and
entered November 2, 2016 in Jackson County File No. 16 -SP -46, the conveyance of the interest of
the minor child, Harrison Mildenhall was approved.
NOW THEREFORE, the Grantors, in consideration of the sum of Ten Dollars ($10.00) and
other good and valuable consideration paid by the Grantee, the receipt and sufficiency thereof is
hereby acknowledged, have, and by these presents, do hereby grant, bargain, sell and convey unto the
Grantee in fee simple, but subject to the exceptions, restrictions and reservations as hereinafter stated,
if any, all that certain lot or parcel of land, together with road rights of way and water rights as
hereinafter stated, if any, situated in Cullowhee Township, Jackson County, State of North Carolina,
and more particularly described as follows:
BEING AND COMPREHENDING a tract of land containing 1.84 acres, more or less, and
a tract of land containing 0.12 acres, more or less being more particularly described on attached
Exhibit A which is fully incorporated herein.
AND BEING the same lands conveyed by deed recorded in Deed Book 498, Page 530,
and being a part of the lands conveyed by deed recorded in Deed Book 234, Page 325, Jackson
County Registry.
All or a portion of the property herein conveyed includes, or !X does
not include the primary residence of a Grantor.
This conveyance is made subject to the lien for ad valorem taxes for the current year and
all easements, restrictions and conditions of record and affecting said property.

TO HAVE AND TO HOLD the aforesaid lot or parcel of land, together with road rights of
way and water rights as hereinabove stated, if any, and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
AND the Grantors covenant with the Grantee that Grantors are seized of the premises in fee
simple, have the right to convey the same in fee simple, that title is marketable and free and clear of
all encumbrances, and that Grantors will warrant and defend the title against the lawful claims of all
persons whomsoever, except for the water rights, exceptions, restrictions and reservations
hereinabove stated, if any.
[The remainder of this page intentionally left blank.
Signatures and acknowledgements begin on the following page.]

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the day
of December, 2016.
(SEAL)
BARBARA B. DAVIS by BRADLEY C. MOSES, AIF
STATE OF Nert-i� C•vol'+n�
COUNTY OF 7shse••
I, I,.W :1 l - -4V' Tush. r Murs..' , a Notary Public, do certify that before me
personally appeared BRADLEY C. MOSES, attorney in fact for BARBARA B. DAVIS, the
person(s) who signed the preceding or attached record, and being by me duly sworn, says that he
executed the foregoing and annexed instrument for and in behalf of the said BARBARA B.
DAVIS, and that his authority to execute and acknowledge said instrument is contained in an
instrument duly executed, acknowledged, and recorded in the office of Register of Deeds in the
County of Jackson, State of North Carolina, on the 15A'h day of December, 2016 in Book
a I firl , Page alb , and that this instrument was executed under and by
virtue of the authority given by said instrument granting him/her power of attorney.
I do further certify that the said Bradley C. Moses acknowledged the due execution of the
foregoing and annexed instrument for the purposes therein expressed for and on behalf of the said
Barbara B. Davis.
Witness my hand and official seal this 15"k day of December, 2016.
WILLIAM JUSTIN MORGAN
NOTARY PUBLIC
NORTH CAROLINA
Jackson COUNTY
MY COMM. EXP. 0 1 -04-2()21
[NOTARIAL SEAL]
[Must be fully legible]
Notary Pub lc
[Note: Notary Public must sign exactly as on notary seal]
My Commission Expires: /-'f-2021

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the 1 5* -day
of December, 2016.
(SEAL)
BRADLEY C. MOSES
STATEOF Nor -41\ Cc.Vrol:n&
COUNTY OF 7&ckcor,
I, , a Notary Public, do certify that before me
personally appeared BRADLEY C. MOSES the person(s) who signed the preceding or attached
record, and who acknowledged to me that he signed it voluntarily for its stated purpose.
Witness my hand and official seal this 15�4 day of December, 2016.
WILLIAM JUSTIN MORGAN
NOTARY PUBLIC
NORTH CAROLINA
Jackson COUNTY
MY CoMM, EXP. 01-04-2021
[NOTARIAL SEAL]
[Must be fully legible]
!c.
Notary Public
[Note: Notary Public must sign exactly as on notary seal]
My Commission Expires: J- Lf-AO2 t

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the/!5�day
of December, 2016.
(SEAL)
LL MOSES
STATE OF Nnr+�, Corol�na
COUNTY OF Nckson
I, _ W;11:.w, TAO', (nor5-Y+ , a Notary Public, do certify that before me
personally appeared DANELL MOSES the person(s) who signed the preceding or attached
record, and who acknowledged to me that she signed it voluntarily for its stated purpose.
Witness my hand and official seal this riSf"' day of December, 2016.
,_. WILLIAM JUSTIN MORGAN
NOTARY PUBLIC
NORTH CAROLINA
Jackson COUNTY
MY COMM. EXP. 01-04-202
(NOTARIAL SEAL]
[Must be fully legible]
Notary Public
[Note: Notary Public must sign exactly as on notary seal]
My Commission Expires: J- Y -,20A t

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the day
of December, 2016.
W&)�-C& _ -- (SEAL)
GEOFF MILDENHALL
STATE OF �1 n 5
COUNTY OF —,1� s �"
I, v511N w4 Z , a Notary Public, do certify that before me
personally appeared GEOFF MILDENHALL the person(s) who signed the preceding or attached
record, and who acknowledged to me that he signed it voluntarily for its stated purpose.
"'Y,
Witness my hand and official seal this iq day of December, 2016.
JUSTIN STAWARI
Notary Public
State of Kansas
My Commission Expires 712
[NOTARIAL SEAL]
[Must be fully legible]
t
N tart' Public
[Note: Notary Public must sign exactly as on notary seal]
My Commission Expires: z.y

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the
of December, 2016.
Aw..VZ*4,h&ff_(SEAL)
ALEXANDER MILDENHALL
STATE OF K of s c, S
COUNTY OF -Au ti5 c✓)
I, v
5:1"') a Notary Public, do certify that before me
personally appeared ALEXANDER MILDENHALL the person(s) who signed the preceding or
attached record, and who acknowledged to me that he signed it voluntarily for its stated purpose.
Witness my hand and official seal this 19 day of December, 2016.
l
Notary Public
JUSTIN STAWARI [Note: Notary Public must sign exactly as on notary scall
Notary Public
State of Kanat
r Commission Expires - ' oZ My Commission Expires: /Z Z U 'Z u
[NOTARIAL SEAL]
[Must be fully legible]

IN WITNESS WHEREOF, the Grantors have set their hands and seals on this the day
of December, 2016.
t�� (SEAL)
A UY, ANCILL Y GUARDIAN
of the Estate of the minor HARRISON MILDENHALL
STATE OF J_4 (—
COUNTY Ojjj
I,�1 , a Notary Public, do certify that before me
personally appeared AGATHA G , ANCILLARY GUARDIAN of The Estate of the Minor
HARRISON NIILDENHALL, the person(s) who signed the preceding or attached record, and
who acknowledged to me that he signed it voluntarily for its stated purpose.
Witness my hand and official seal this 1��ay of December, 2016.
FAMBER N. STEPHENS
Notary Public
North Carolina
____ Je.ckson County
[NOTARIAL SEAL]
[Must be fully legible]
wn�?-Z� - �� V- vaus
Notary Public
[Note. Notary Public must sign exactly as on notary seal] {
My Commission Expires: 14 0 CI)

EXHIBIT A
Being and comprehending Tract 1 containing 1.84 acres, more or less and Tract 2 containing
0.12 acre, more or less, both as being shown on plat entitled "Plat of Survey for State of North
Carolina", dated April 2015 and recorded in Plat Cabinet 21 at Slide 447 of the Jackson County
Public Registry.
Subject to the terms and conditions of a Deed of Easement and Right of Way with Tuckaseigee
Water & Sewer Authority, dated January 23, 2006 and recorded in Book 1568 at Page 127 of the
Jackson County Public Registry. Rights of way further shown on plats recorded in Plat Cabinet
14 at Slides 646 and 647 of the Jackson County Public Registry.
Right of way of North Carolina State Road 1169 (Central Drive) to its full legal width.
Rights of way as shown on plat recorded in Plat Cabinet 21 at Slide 447 of the Jackson County
Public Registry.
Rights of way to Nantahaia Power and Light Company as recorded in Book 258 at Page 258 and
Book 249 at Page 125, both of the Jackson County Public Registry. Utility easements further
shown on the above referenced and recorded plat.
Being the same lands and premises as described in Book 498 at Page 530 and Book 234 at Page
325, both of the Jackson County Public Registry. Reference is also made to the Estate of Helen
B. Ashe as filed in 04 E 206 of the Office of the Clerk of Court for Jackson County. Roy Robert
Ashe died in Jackson County on November 25, 1971.

SCR'S „
k{received
UC? 21 ZU14
1 _:.010
Revenue S 312.00
THIS INSTRUMENT PREPARED By
R. S. Jones, Jr. a licensed North Carolina
Attorney. Delinquent taxes, if any, to
be paid by the closing attorney to the
county tax collector upon disbursement
of closing proceeds.
This property is not the primary residence of seller.
Please return recorded document to
R. S. Jones, Jr.,
61 East Main Street
Franklin, NC 28734
Tax ID # 7559-42-3836; 7559-42-0794; 7559-42-0967
NORTH CAROLINA
JACKSON COUNTY
Doc ID: 004811940003 Type: GRP
Recorded: 10/21/2014 at 04:10:40 Ph
Fee Amt: $338.00 Page 1 of 3
Revenue Tax: $312.00
Jackson County, NC
Joe Hamilton Register of Deeds
BK2053PG269-271
WARRANTY DEED
THIS DEED, Made this the 22nd day of August, 2014 by and between
FRANCIS M. WEBSTER and wife JENABEL F. WEBSTER
whose mailing address is 9150 E. Center Avenue, Apt 9C, Denver, CO 80247
parties of the first part
to
THE STATE OF NORTH CAROLINA
whose mailing address is % State Property Office
1321 Mail Service Center, Raleigh, NC 27699-1321
party of the second part,

whether one or more; the neuter gender shall be deemed to include the masculine and feminine and the
singular number the plural, and vice versa;
WITNESSETH, That the said parties of the first part in consideration of Ten Dollars and
other valuable consideration, the receipt of which is hereby acknowledged, have bargained and sold and by
these presents do bargain, sell and convey unto said party of the second part, and its successors and assigns,
that certain tract or parcel of land being in Cullowhee Township, Jackson County, State ofNorth Carolina,
being more particularly described as follows:
First Tract: All of Parcel #7559-42-3836. That certain tractor parcel of
land lying and being in Cullowhee Township, Jackson County, North
Carolina, and being described by metes and bounds as follows:
Being and comprehending all of Lot Number Five (5), all of Lot Number
Six (6), all of Lot Number Seven (7), all of Lot Number Eight (8), and all
of Lot Number Nine (9) of the Subdivision of the Bryson land near
Cullowhee School, as will appear on map or plat of said Subdivision made
by W. D. Wike, Surveyor, on the 29`s day ofMay,1926, which said plat or
map is duly recorded in the office of the Register of Deeds for Jackson
County, North Carolina, in Map Book 1, page 80, to which said map and
record reference is hereby made for a more full and complete description
of said lands.
Second Tract: Being all of Parcel #7559-42-0794. That certain tract of
parcel of land lying and being in Cullowhee Township, Jackson County,
North Carolina, and being described as follows:
Being and comprehending all of Lot Number Ten (10), all of Lot Number
Eleven (11), all of Lot Twelve (12), all of Lot Thirteen (13), all of Lot
Fourteen (14) and all of Lot Fifteen (15) of the Subdivision of the Bryson
land near Cullowhee School, as will appear on map or plat of said
Subdivision made by W. D. Wike, Surveyor, on the 29`° day of May, 1926,
which said plat or map is duly recorded in the office of the Register of
Deeds for Jackson County, North Carolina, in Map Boole 1, page 80, to
which said reap and record reference is hereby made for a more full and
complete description of said lands.
Less and except the lands described in the deed from Logan Taylor, et ux,
to Bertie Rogers dated September 3, 1948, recorded in Book 294 at page
593, Jackson County Public Records, and being described as follows:
BEGINNING at a stake, a corner common to Lots 15 and 16 of the Bryson
Subdivision, runs thence North 14 degrees West 10 feet to a point; thence
South 80 degrees 30 minutes West 117 feet to a stake; thence South 14
degrees East 10 feet to a stake in the line of Lot 16; thence North 80
degrees 30 minutes East to the point of Beginning.
Third Tract: All of Parcel #7559-42-0967. That certain tract or parcel of
land lying and being in Cullowhee Township, Jackson County, North
Carolina, and being described by metes and bounds as follows:
BEGINNING at a stake on the bank of the road and in Henry Bryson's line
and runs thence, S. 43 W. 150 feet to a stake in the line of the lands
formerly owned by Henry Bryson, et al, thence S. 4 E 58 feet to a stake;

thence N. 76 E. 165 feet to a stake on the bank of the road; thence N. 19W.
135 feet to the Beginning, containing one-half (% ) acre.
TO HAVE AND TO HOLD the aforesaid tracts or parcels of land and all privileges and
appurtenances thereunto belonging, or in anywise thereupon appertaining, unto the said party of the second
part, its successors and assigns, to its only use and behoof, in fee simple forever, subject to those exceptions,
reservations and limitations following the description hereinabove set forth.
And the said parties of the first part covenant with said party of the second part, its
successors and assigns, that they are seized of said premises in fee, and have the right to convey the same
in fee simple; that the same free and clear from all liens and encumbrances and that they will warrant and
defend the said title to the same against the lawful claims of all persons whatsoever, subject to those
exceptions, reservations and limitations following the description hereinabove set forth.
IN TESTIMONY WHEREOF, the said parties of the first pant have hereunto set their
hands and seal, the day and year first above written.
_(SEAL)
Francis ebste
(SEAL)
na a F. ebster
STATE OF o i d
COUNTY OF ea ele
�n
I, J " 1 airi d A 'a zo\ a Notary Public of the aforesaid County
and State hereby certify that Francis iVL Webster and wife Jenabel Webster, personally appeared before
me this day and acknowledged the due execution of the foregoing instrument for the purposes therein
expressed.
WITNESS my hand and Notarial seal, this the aiji� day of a 2014.
Notary Public I
My Commission Expires: w_W
(NOTARIAL SEAL)
NAM L MEZA
NOTARY PUBLIC
11TATE Of COLORADO
NOMARY n 'at 34040 4s
W OMMOMEWW:x,.r t.2V

ti
C"k1tOLINA
.1 -)'+ COUNTY
... - ► 14TI
i ,E) to ME CORREC'.
�i)I f)f:I DS
11II11III�I�I llf Ilf f1IIIII IIIIIIIf f f IIIf I If f f f IIIII IIIIIIIIIIIIIIIIIIIIIIIIILII
Doc 1D: 003046780003 Type: CRR
Recorded: 01/23/2004 at 11:23:01 AM
Fee Amt: $182.00 Page 1 of 3
Excise Tax: $162.00
Jackson County, NC
Joe Hamilton Repister of Deeds
BK1437 PG403-405
NORTH CAROLINA GENERAL WARRANTY DEED
Mail after Recording to: T. Michael Jordan, 154 N, Main St., Suite 1, Waynesville, NC 28786
This instrument prepared by: T. Michael Jordan
Excise Tax: $162.00
Parcel Identifier No. 7559-42-4744 3 ?n"
THIS DEED made this 23rd day of July, 2004, by and between -
GRANTOR
JOHN R, ADAMS and wife,
SHELBY J. ADAMS
GRANTEE
STATE OF NORTH CAROLINA
c/o State Property Office
1321 Mail Service Center
Raleigh, NC 27699-1321
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine, feminine or neuter as
required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey
unto the Grantee in fee simple, all that certain lot or parcel of land situated in Cullowhee
Township, Jackson County, North Carolina, and more particularly described as follows:
SEE SCHEDULE A ATTACHED HERETO AND
INCORPORATED HEREIN BY REFERENCE.

The property hereinabove described was acquired by Grantor by instrument recorded in Book
614, Page 492.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple,
has the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions hereinafter stated. Title to the property
hereinabove described is subject to the following exceptions.
SEE SCHEDULE A ATTACHED HERETO AND
INCORPORATED HEREIN BY REFERENCE.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal the day and year first
above written.
(SEAL)
AMS
(SEAL)
SHELB J. XDAMS
STATE OF NORTH CAROLINA
COUNTY OF HAYWOOD
I, a Notary Public of the County and State aforesaid, certify that JOHN R. ADAMS and
SHELBY J. ADAMS, Grantor, personally appeared before me this day and acknowledged the
execution of the foregoing instrument. Witness my hand and official stamp or seal, this 23rd day
of July, 2004.
My commission expires: ���*� ct%ae� Joy. -O
01120!2008 :,� v� �.0 Notary Public
#OTA# :
40
,f,,o0 C11111��� ,,,,,,

%
SCHEDULE A
According to a plat of survey by Joel Johnson Land Surveying, R. Joel Johnson, PLS, dated
May 22, 2003, and from said plat of survey being more particularly described as follows:
Beginning on a PK nail found in the centerline of N. C. S. R. 1169, being a corner of Ashe (Deed
Book 238, page 475), said PK nail bearing S. 29 deg. 13 min. 45 sec. E. 2,048.06 feet from NGS
"Breese" and also bearing S. 09 deg. 58 min. 25 see. W. 51.89 feet from a PK nail found in the
centerline of said public road; thence continuing with the centerline of said public road runs S.
09 deg. 11 min. 45 sec. W. 103.25 feet to a PK nail found in the centerline of said public road,
being a corner of Stonehouse Assoc. (Deed Book 1038, page 408); thence runs N. 80 deg. 03
min. 45 sec. W. 232.76 feet to a point in a creek; thence N. 06 deg. 10 min. 15 sec. E. 72.63 feet
to a point in said creek; thence S. 87 deg. 28 min. 55 sec. E 238.19 feet to the point of Beginning,
containing 0.47 acres, more or less.
For source of title reference is hereby made to Book 614, page 492, Jackson County Registry.
This conveyance is made subject to the right of way of North Carolina State Road 1169.

;u EC
I;
F Z2
Drafted by:
MICHELE D. SMITH
Attorney & Counselor at Law
76 New Dawn Lane
P.O. Box 1905
Sylva, North Carolina 28779
111111111 I III IIIII IIIII I III I Iffll I IIII IIIII IIIII IIIII IIIII IIII IIII
Doc ID: 004573050006 Tvpe: CRP
Recorded: 12/21/2012 at 11:25:53 AM
Fee Amt: $612.00 Page 1 of 6
Revenue Tax: $586.00
Jackson County, NC
Joe Hamilton Register of Deeds
BK 1968 PG! 1-1 6
�SESSOR_ \
�PReceived Oma,
DEC 20 2 //n
THIS INSTRUMENT PREPARED WITHOUT TITLE EXAMINATION
Brief Description for index:
Cullowhee Township
PIN# 755942-3668
PIN # 7559-42-4547
Revenue S 586.00
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this the j I day of December, 2012, by and between,
STONEHOUSE ASSOCIATES, LLC, a North Carolina Limited Liability Company, of P.O.
Box 1002, Sylva, NC 28779; (hereinafter referred to as Grantor), and STATE OF NORTH
CAROLINA, of c/o State Property Office, 1321 Mail Service Center, Raleigh, NC 27699-1321
(hereinafter referred to as Grantee).
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors and assigns, and shall include the singular, plural, masculine, feminine or neuter as
required by context.
WITNESSETH
The Grantor, for good and valuable consideration paid by Grantee, the receipt of which is
hereby acknowledged, has, and by these presents does grant, bargain, sell and convey unto Grantee in
fee simple, all of that certain lot or parcel of land situated in Cullowhee Township, Jackson County,
North Carolina, and more particularly described as follows:
BEING AND COMPREHENDING two parcels of land and being more particularly
described on attached Exhibit A which is fully incorporated herein.

AND BEING the same lands conveyed unto Stonehouse Associates, a North Carolina
General Partnership, by deeds recorded in Deed Book 1038, Page 408; and Deed Book 1112, Page
266, Jackson County Registry.
All or a portion of the property herein conveyed includes, or X does
not include the primary residence of a Grantor.
This conveyance is made subject to the lien for ad valorem taxes for the current year and all
easements, restrictions and conditions of record and affecting said property.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions noted herein.
(the remainder of this page intentionally left blank
and signatures begin on following page)

IN WITNESS WHEREOF, the Grantor has hereunto set their hand and seal the day and year
first written above.
STONEHOUSE ASSOCIATES, LLC
A North Carolina Limited Liability Company
By://� 14,/4 6", 14 , (SEAL)
THOMAS HART GOODSON, J ., Manager
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
1, C t6ta Notary Public of the State and Coun a earing above,
certify that befo e me personaby ap eared THOMAS HART GOODSON, JR. ersonally know
me _, r who proved to me by satisfactory evidence { ) to be the persons) whose
name is signed on the preceding or attached record, and acknowledged to me that he signed it
voluntarily for its stated purpose, that he is Manager of Stonehouse Associates, LLC, a North
Carolina limited liability company, and that by authority duly given and as the act of the limited liability
company, he executed the foregoing instrument.
Witness my hand and official seal this T
S• � 4. ' �%
.�pAY .
# 42 Q
t U3 10
©� '
•.w � 0
[N `' ARIA. EA:
„e.fully legibl
of December, 2012.
ublic
[Note: Notary Public must sign exactly as on notary seal)
'
My Commission Expires:

IN WITNESS WHEREOF, the Grantor has hereunto set their hand and seal the day and year
first written above.
STONEHOUSE ASSOCIATES, LLC
A North. Carolina Limited Liability Company
By:6 LC l D (SEAL)
ROBERT POTTS, Manager
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
I, Q U , n � � , a Notary Public of the Sr and County appearing above,
certify that before me personally appefred ROBERT POTT ersonally known to me or who proved
to me by satisfactory evidence ( ) to be ose name is signed on
the preceding or attached record, and acknowledged to me that he signed it voluntarily for its stated
purpose, that he is Manager of Stonehouse Associates, LLC, a North Carolina limited liability-
company, and that by authority duly given and as the act of the limited liability company, he executed
the foregoing instrument.
Witness my hand and official seal this c� r #ay of December, 2012.
d LY
►''�� A R Y�
P U
V
F AR 1ESEAL]
{Must be fully legible]
Public
[Note Notary Public must sign exactly as on notary seal]
My Commission Expires: t�?2- Qe aC17

EXHIBIT A
GENERAL WARRANTY DEED
STONEHOUSE ASSOCIATES, LLC
A NORTH CAROLINA LIMITED LIABILITY COMPANY
TO
STATE OF NORTH CAROLINA
TRACT ONE:
BEING AND COMPREHENDING all of Lot # Three (3), and all of Lot # Four (4), of
the subdivision of the Bryson Land near Cullowhee School, as will appear on map or plat
of said subdivision made by W.D. Wike, surveyor on the 29th day of May, 1926, which
said plat or map is duly recorded in the Office of the Register of Deeds for Jackson
County, North Carolina, in Map Book 1, Page 80, to which said map and record
reference is hereby made for a more full and complete description of said lands.
Being the same lands as conveyed and described by deed dated February 16, 2001 from
Jeanne Buchanan Campbell and husband, Dean J. Campbell, to Stonehouse Associates, a
General Partnership, recorded in Book 1112, Page 266, Jackson County Public Registry.
This instrument is made and given SUBJECT TO a sewer easement conveyed to
Tuckasegee Water and Sewer Authority, recorded in Book 1568, Page 119, Jackson
County Public Registry.
TRACT TWO:
BEING AND COMPREHENDING all of Tract 1, containing 0.81 acres, and all of
Tract 2, containing 0.29 of an acre, as shown on a map or plat prepared by John W.
Jurss, RLS, dated March 22, 1999, entitled "StoneHouse Associates", and being Lots 1 &
2, and Lots 42 through 48 (incorrectly stated as Lots 42 through 47 on the plat) of the
Bryson Subdivision, which said plat or map is duly recorded in the Office of the Register
of Deeds for Jackson County in Plat Cabinet 9, Slide 602, to which said map and
recorded reference is hereby made for a more full and complete description of said lands.
Being the same lands as conveyed and described by deed dated March 25, 1999 from
Conrad L. Hooper and wife, Anna Lee Hooper, to Stonehouse Associates, a North
Carolina General Partnership, recorded in Book 1038, Page 408, Jackson County Public
Registry.
This instrument is made and given SUBJECT TO the right of way for NCSR #1168, Ed
Norton Road; and for NCSR #1169, Dicks Gap Road, to their full legal widths.

This instrument is made and given SUBJECT TO a water line easement conveyed to Dix
Gap Water Improvement Project, recorded in Book 645, Page 25, Jackson County Public
Registry.
This instrument is made and given SUBJECT TO easements for water and sewer services
as conveyed to Tuckasegee Water and Sewer Authority recorded in Book 1070, Page 88;
Book 1568, Page 111; and Book 1568, Page 115, Jackson County Public Registry.

WCU - CENTRAL DRIVE PARKING
STORM DRAINAGE CALCULATIONS
PREPARED FOR:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NORTH CAROLINA 28723
CURTIS MONTIETH
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JOB NO. 21731

WCU-CENTRAL DRIVE PARKING
CDC Project No.: 21731

Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue Asheville, NC 28801 52 Walnut Street – Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

TABLE OF CONTENTS

1. Stormwater Narrative
2. Impervious Calculations
3. Drainage Runoff Summary
4. Drainage Area Maps
I. Pre-Development
II. Post-Development
III. Storm Structure

5. Water Quality Volume Worksheet

6. Contech Design Data

7. Stormwater Control Measures
I. StormFilter HydroCAD Report
8. Pipe Network Calculations
I. 25 Year Event
9. Culvert Calculations
I. Stream Culvert – Line D
10. Pipe Outlet Protection
I. Rip Rap Apron A

11. Permanent Ditch Calculations
I. Permanent Ditch A
II. Permanent Ditch B

12. NRCS Soil Report
13. Geotechnical Exploration Report
14. Figures
I. USGS Topo Map
II. FEMA FIRMette Map
III. NOAA Precipitation Tables

Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue, Asheville, NC 28801 52 Walnut Street – Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Project Name: WCU - CENTRAL DRIVE PARKING
Project Location: Western Carolina University, Central Drive
CDC Project No. 21731
Date: June 27, 2018
PROJECT NARRATIVE
General
The proposed Central Drive Parking encompass approximately an area of 8.1 acres, 5.6 acres of
which is disturbed. The project area currently consists of recently graded open area. The affected
area is located on Central Drive, just south of Merlite Court. The proposed plan will involve the
construction of a 419 space parking lot and 2 retaining walls.
Storm Drainage
Stormwater will be collected at storm drainage structures on site. These structures will route
stormwater runoff to an underground StormFilter system. The stormwater will eventually be
discharged in to an unnamed tributary of Cullowhee Creek. Landscaping is proposed which will
provide shading to reduce runoff temperature.
Runoff from the first inch of rainfall will be directed through and treated by the StormFilter
system. The internal bulkhead will be set at 6’ to capture the first flush. Additional runoff will
overtop the bulkhead, bypassing treatment. The outlet control structure is designed to maintain
the existing conditions flow rate of the 25-year, 24-hour storm event.
After reviewing and evaluating the downstream water course, we do not anticipate any negative
downstream impacts due to the stormwater discharge from the site.

WCU-CENTRAL DRIVE PARKING
CDC Project No.: 21731
Pre-Development Post Development
(SF)(SF)
Grass, Woods 269,341 132,576
Total Pervious:269,341 132,576
Gravel 4,630 0
Asphalt/Parking 3,465 145,033
Sidewalks 0 2,046
Building 2,219 0
Total Impervious:10,314 147,079
% Impervious:3.7%52.6%
Total Area:279,655 279,655
ONSITE PROPERTY
Area Type
IMPERVIOUS CALCULATIONS
Issued 6/21/2018
WCU - Central Drive Parking
CDC Project No.: 21731
25-year
Pre-Development 17.60
Post-Development - Unrouted 28.81
Post Development - Routed 16.96
Requirements (Outfall < Pre)PASS
Note:
Information calculated using HydroCAD software.
Drainage Runoff Summary
Storm Event (CFS)
StormFilter
Runoff Condition
Issued 6/27/2018
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WCU-CENTRAL DRIVE PARKING
CDC Project No.: 21731
3.65 acres 1,850 sf
3.51 acres
Rv = 0.05 + 0.9(IA)
1 inches
12130 cu ft DV = 3630 * RD * RV * A
Pipes
0 ft (including header rows)
0 ft
0 ft
2
139 ft
50.27 sq ft
13975 cu ft
8385 cu ft [(L * W * H *) - PV] * 40% + PV
13069 cu ft From HydroCAD Report
Notes:
One acre = 43,560 square feet
WATER QUALITY CALCULATIONS
BASIN INFORMATION
WATER QUALITY VOLUME
Drainage Area (A)
96.2%
0.92
StormFilterSCM ID
Impervious Area
Percent Impervious (IA)
Run-off coefficent (RV)
UNDERGROUND DETENTION
Gravel Bed Width (W)
Pipe Cross Section Area
Design Storm Depth (RD)
Design Volume Required (DV)
Underground detention system consists of:
Volume provided (V)
Pipe Length
Gravel Bed Length (L)
Pipe Volume (PV)
SCM CONFIGURATION
Gravel Bed Height (H)
Total Calculated Volume
Pipe Rows
Issued 6/27/2018
Date:6/25/18
Project Name:WCU - Central Drive Parking Lot
City / County:Cullowhee
State:NC
Designed By:Rahn Sutton
Company:Contech
=Adjustable Input Cells Telephone:[phone]
Out-to-out length (ft):139.0 Backfill Porosity (%):0% System Diameter (in):96
Out-to-out width (ft):19.0 Depth Above Pipe (in):0.0 Pipe Spacing (in):36
Number of Manifolds (ea):1.0 Depth Below Pipe (in):0.0 Incremental Analysis (in):2
Number of Barrels (ea):2.0 Width At Ends (ft):2.0 System Invert (Elevation):0
Width At Sides (ft):2.0
Depth (ft)Elevation (ft)Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Percent Open
Storage (%)
Ave. Surface
Area (sf)
0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0%0.0
0.17 0.16 71.7 71.7 0.0 0.0 71.7 71.7 100.0%642.1
0.33 0.33 129.7 201.4 0.0 0.0 129.7 201.4 100.0%898.4
0.50 0.50 166.2 367.6 0.0 0.0 166.2 367.6 100.0%1,088.3
0.67 0.66 194.6 562.2 0.0 0.0 194.6 562.2 100.0%1,242.6
0.83 0.83 218.3 780.5 0.0 0.0 218.3 780.5 100.0%1,373.4
1.00 1.00 238.6 1,019.0 0.0 0.0 238.6 1,019.0 100.0%1,486.9
1.17 1.16 256.3 1,275.4 0.0 0.0 256.3 1,275.4 100.0%1,586.8
1.33 1.33 272.0 1,547.4 0.0 0.0 272.0 1,547.4 100.0%1,675.6
1.50 1.50 286.0 1,833.4 0.0 0.0 286.0 1,833.4 100.0%1,754.8
1.67 1.66 298.5 2,131.9 0.0 0.0 298.5 2,131.9 100.0%1,825.9
1.83 1.83 309.7 2,441.6 0.0 0.0 309.7 2,441.6 100.0%1,889.7
2.00 2.00 319.8 2,761.4 0.0 0.0 319.8 2,761.4 100.0%1,946.8
2.17 2.16 328.8 3,090.2 0.0 0.0 328.8 3,090.2 100.0%1,998.0
2.33 2.33 336.9 3,427.1 0.0 0.0 336.9 3,427.1 100.0%2,043.6
2.50 2.50 344.0 3,771.1 0.0 0.0 344.0 3,771.1 100.0%2,084.0
2.67 2.66 350.3 4,121.4 0.0 0.0 350.3 4,121.4 100.0%2,119.4
2.83 2.83 355.9 4,477.3 0.0 0.0 355.9 4,477.3 100.0%2,150.3
3.00 3.00 360.6 4,837.9 0.0 0.0 360.6 4,837.9 100.0%2,176.6
3.17 3.16 364.7 5,202.6 0.0 0.0 364.7 5,202.6 100.0%2,198.7
3.33 3.33 368.0 5,570.6 0.0 0.0 368.0 5,570.6 100.0%2,216.6
3.50 3.50 370.6 5,941.2 0.0 0.0 370.6 5,941.2 100.0%2,230.4
3.67 3.66 372.6 6,313.8 0.0 0.0 372.6 6,313.8 100.0%2,240.2
3.83 3.83 373.9 6,687.7 0.0 0.0 373.9 6,687.7 100.0%2,246.0
4.00 4.00 374.6 7,062.3 0.0 0.0 374.6 7,062.3 100.0%2,248.0
4.17 4.16 374.6 7,436.9 0.0 0.0 374.6 7,436.9 100.0%2,246.0
4.33 4.33 373.9 7,810.8 0.0 0.0 373.9 7,810.8 100.0%2,240.2
4.50 4.50 372.6 8,183.4 0.0 0.0 372.6 8,183.4 100.0%2,230.4
4.67 4.66 370.6 8,554.0 0.0 0.0 370.6 8,554.0 100.0%2,216.6
4.83 4.83 368.0 8,922.0 0.0 0.0 368.0 8,922.0 100.0%2,198.7
5.00 5.00 364.7 9,286.7 0.0 0.0 364.7 9,286.7 100.0%2,176.6
5.17 5.16 360.6 9,647.3 0.0 0.0 360.6 9,647.3 100.0%2,150.3
5.33 5.33 355.9 10,003.2 0.0 0.0 355.9 10,003.2 100.0%2,119.4
5.50 5.50 350.3 10,353.5 0.0 0.0 350.3 10,353.5 100.0%2,084.0
5.67 5.66 344.0 10,697.5 0.0 0.0 344.0 10,697.5 100.0%2,043.6
5.83 5.83 336.9 11,034.4 0.0 0.0 336.9 11,034.4 100.0%1,998.0
6.00 6.00 328.8 11,363.2 0.0 0.0 328.8 11,363.2 100.0%1,946.8
6.17 6.16 319.8 11,683.0 0.0 0.0 319.8 11,683.0 100.0%1,889.7
Pipe Stone Total SystemSystem
Storage Volume Estimation
Miscellaneous
Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as
an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to
verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems.
CMP: Underground Detention System
Storage Volume Estimation
Summary of Inputs
Pipe & Analysis InformationSystem Information Backfill Information
These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability
to any particular application, and are subject to your verification.
6.33 6.33 309.7 11,992.7 0.0 0.0 309.7 11,992.7 100.0%1,825.9
6.50 6.50 298.5 12,291.2 0.0 0.0 298.5 12,291.2 100.0%1,754.8
6.67 6.66 286.0 12,577.2 0.0 0.0 286.0 12,577.2 100.0%1,675.6
6.83 6.83 272.0 12,849.2 0.0 0.0 272.0 12,849.2 100.0%1,586.8
7.00 7.00 256.3 13,105.6 0.0 0.0 256.3 13,105.6 100.0%1,486.9
7.17 7.16 238.6 13,344.1 0.0 0.0 238.6 13,344.1 100.0%1,373.4
7.33 7.33 218.3 13,562.4 0.0 0.0 218.3 13,562.4 100.0%1,242.6
7.50 7.50 194.6 13,757.0 0.0 0.0 194.6 13,757.0 100.0%1,088.3
7.67 7.66 166.2 13,923.2 0.0 0.0 166.2 13,923.2 100.0%898.4
7.83 7.83 129.7 14,052.9 0.0 0.0 129.7 14,052.9 100.0%642.1
8.00 8.00 71.7 14,124.6 0.0 0.0 71.7 14,124.6 100.0%0.0
These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability
to any particular application, and are subject to your verification.
1S
Proposed Conditions
3S
Bypass
5S
PRE DEV
2P
Underground Storage 4L
Combined Proposed
Routing Diagram for 21731 - Contech - rev
Prepared by {enter your company name here}, Printed 6/21/2018
HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 2HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
189,050 68 1 acre lots, 20% imp, HSG B (5S)
30,056 69 50-75% Grass cover, Fair, HSG B (3S)
6,098 61 >75% Grass cover, Good, HSG B (1S)
152,896 98 Paved parking, HSG B (1S)
378,101 80 TOTAL AREA
21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 3HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Soil Listing (all nodes)
Area
(sq-ft)
Soil
Group
Subcatchment
Numbers
0 HSG A
378,101 HSG B 1S, 3S, 5S
0 HSG C
0 HSG D
0 Other
378,101 TOTAL AREA
21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 4HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Sub
Num
0 189,050000189,050 1 acre lots, 20%
imp
0 30,056 0 0 0 30,056 50-75% Grass
cover, Fair
0 6,098 0 0 0 6,098 >75% Grass
cover, Good
0 152,896000152,896 Paved parking
0 378,101 0 0 0 378,101 TOTAL AREA
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 5HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=1.00-24.00 hrs, dt=0.05 hrs, 461 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=3.650 ac Runoff Depth>5.15"Subcatchment 1S: Proposed Conditions
Flow Length=1,554' Tc=5.0 min CN=97 Runoff=28.81 cfs 68,265 cf
Runoff Area=0.690 ac Runoff Depth>2.33"Subcatchment 3S: Bypass
Tc=5.0 min CN=69 Runoff=2.91 cfs 5,844 cf
Runoff Area=4.340 ac Runoff Depth>2.25"Subcatchment 5S: PRE DEV
Tc=5.0 min CN=68 Runoff=17.60 cfs 35,420 cf
Peak Elev=6.91' Storage=10,952 cf Inflow=28.81 cfs 68,265 cfPond 2P: Underground Storage
Outflow=14.82 cfs 68,256 cf
Inflow=16.96 cfs 74,101 cfLink 4L: Combined Proposed
Primary=16.96 cfs 74,101 cf
Total Runoff Area = 378,101 sf Runoff Volume = 109,530 cf Average Runoff Depth = 3.48"
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 6HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Proposed Conditions
Runoff = 28.81 cfs @ 11.95 hrs, Volume= 68,265 cf, Depth> 5.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-year Rainfall=5.51"
Area (ac) CN Description
3.510 98 Paved parking, HSG B
0.140 61 >75% Grass cover, Good, HSG B
3.650 97 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 1,554 5.18 Direct Entry,
Subcatchment 1S: Proposed Conditions
Runoff
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
25-year Rainfall=5.51"
Runoff Area=3.650 ac
Runoff Volume=68,265 cf
Runoff Depth>5.15"
Flow Length=1,554'
Tc=5.0 min
CN=97
28.81 cfs
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 7HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Bypass
Runoff = 2.91 cfs @ 11.96 hrs, Volume= 5,844 cf, Depth> 2.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-year Rainfall=5.51"
Area (ac) CN Description
0.690 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Bypass
Runoff
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)3
2
1
0
Type II 24-hr
25-year Rainfall=5.51"
Runoff Area=0.690 ac
Runoff Volume=5,844 cf
Runoff Depth>2.33"
Tc=5.0 min
CN=69
2.91 cfs
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 8HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 5S: PRE DEV
Runoff = 17.60 cfs @ 11.96 hrs, Volume= 35,420 cf, Depth> 2.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-year Rainfall=5.51"
Area (ac) CN Description
4.340 68 1 acre lots, 20% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: PRE DEV
Runoff
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-year Rainfall=5.51"
Runoff Area=4.340 ac
Runoff Volume=35,420 cf
Runoff Depth>2.25"
Tc=5.0 min
CN=68
17.60 cfs
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 9HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 2P: Underground Storage
Inflow Area = 158,994 sf, Inflow Depth > 5.15" for 25-year event
Inflow = 28.81 cfs @ 11.95 hrs, Volume= 68,265 cf
Outflow = 14.82 cfs @ 12.05 hrs, Volume= 68,256 cf, Atten= 49%, Lag= 5.8 min
Primary = 14.82 cfs @ 12.05 hrs, Volume= 68,256 cf
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs / 3
Peak Elev= 6.91' @ 12.05 hrs Surf.Area= 1,698 sf Storage= 10,952 cf
Plug-Flow detention time= 4.1 min calculated for 68,108 cf (100% of inflow)
Center-of-Mass det. time= 4.0 min ( 752.5 - 748.5 )
Volume Invert Avail.Storage Storage Description
#1 0.00' 13,069 cf 96.0" Round CMP_Round 96"
L= 260.0' S= 0.0050 '/'
Device Routing Invert Outlet Devices
#1 Primary 0.00'15.0" Vert. Orifice/Grate C= 0.600
#2 Primary 7.00'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=14.78 cfs @ 12.05 hrs HW=6.88' (Free Discharge)
1=Orifice/Grate (Orifice Controls 14.78 cfs @ 12.04 fps)
2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond 2P: Underground Storage
Inflow
Primary
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=158,994 sf
Peak Elev=6.91'
Storage=10,952 cf
28.81 cfs
14.82 cfs
Type II 24-hr 25-year Rainfall=5.51"21731 - Contech - rev
Printed 6/21/2018Prepared by {enter your company name here}
Page 10HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Link 4L: Combined Proposed
Inflow Area = 189,050 sf, Inflow Depth > 4.70" for 25-year event
Inflow = 16.96 cfs @ 12.01 hrs, Volume= 74,101 cf
Primary = 16.96 cfs @ 12.01 hrs, Volume= 74,101 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Link 4L: Combined Proposed
Inflow
Primary
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=189,050 sf
16.96 cfs16.96 cfs
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Project File: 2018-06-21 Storm Drainage.stm
tfall10
Number of lines: 9 1 Date: 6/21/2018
Storm Sewers 02.00

CDCStorm
Page 1
Line
Line
Invert
Invert
Line Line
Line
n-val
Inlet
Gnd/Rim
Hw
Drng
Inlet
Runoff
i
Incr
Flow
Vel
Capac
No.
ID
Up
Dn
Size Length
Slope
Pipe
ID
EI Up
Area
Time
Coeff
Inlet
Q
Rate
Dn
Full
(ft)
(ft)
(in) (ft)
M
(ft)
(ft)
(ac)
(min)
(C)
(in/hr)
(cfs)
(cfs)
(ft/s)
(cfs)
1
131-62
2206.71
2206.68
30
3.344
0.90
0.012
B2
2216.95
3.14
0.01
5.0
0.92
7.65
0.07
28.32
9.20
42.10
2
B2 -B3
2206.92
2206.71
30
21.483
1.00
0.012
B3
2216.17
3.41
1.42
5.0
0.89
7.65
9.64
28.25
5.76
44.41
3
B3 -B4
2208.69
2207.42
24
126.722
1.00
0.012
B4
2218.36
2.42
0.01
5.0
0.92
7.65
0.07
18.61
5.92
24.53
4
B4 -B5
2209.68
2208.69
24
98.469
1.00
0.012
B5
2216.68
2.40
0.90
5.0
0.89
7.65
6.11
18.54
5.90
24.50
5
B5 -B6
2210.55
2209.68
24
87.295
1.00
0.012
B6
2215.12
2.00
0.88
5.0
0.89
7.65
5.95
12.43
3.96
24.50
6
136-137
2211.60
2211.30
15
30.096
1.00
0.012
B7
2215.64
1.78
1.03
5.0
0.82
7.65
6.48
6.48
5.28
7.00
7
Al -A2
2206.54
2192.40
30
108.399
13.05
0.012
A2
2219.17
1.99
0.00
5.0
0.00
0.00
0.00
14.82
20.40
160.47
8
A2 -A3
2206.69
2206.54
30
14.500
1.00
0.012
A3
2219.91
1.99
0.00
5.0
0.00
0.00
0.00
14.82
3.53
44.43
9
A3 -A4
2206.70
2206.69
30
1.365
0.73
0.012
A4
2219.81
1.99
0.00
5.0
0.00
0.00
14.82
14.82
3.54
38.04
Project File: 2018-06-21 Storm Drainage.stm
Number of lines: 9 Date: 6/21/2018
NOTES: Intensity = 61.63 / (Inlet time + 11.30) " 0.75 -- Return period = 25 Yrs. ; i Inlet control; ** Critical depth
Storm Sewers

5S
Stream Culvert
Routing Diagram for 21731 - HydroCAD - Stream Culvert-Line D
Prepared by {enter your company name here}, Printed 6/21/2018
HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
21731 - HydroCAD - Stream Culvert-Line D
Printed 6/21/2018Prepared by {enter your company name here}
Page 2HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
257,309 68 1 acre lots, 20% imp, HSG B (5S)
653,400 60 Woods, Fair, HSG B (5S)
620,686 76 Woods/grass comb., Fair, HSG C (5S)
1,531,395 68 TOTAL AREA
21731 - HydroCAD - Stream Culvert-Line D
Printed 6/21/2018Prepared by {enter your company name here}
Page 3HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Soil Listing (all nodes)
Area
(sq-ft)
Soil
Group
Subcatchment
Numbers
0 HSG A
910,709 HSG B 5S
620,686 HSG C 5S
0 HSG D
0 Other
1,531,395 TOTAL AREA
21731 - HydroCAD - Stream Culvert-Line D
Printed 6/21/2018Prepared by {enter your company name here}
Page 4HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subc
Num
0 257,309000257,309 1 acre lots, 20%
imp
0 653,400000653,400 Woods, Fair
0 0 620,686 0 0 620,686 Woods/grass
comb., Fair
0 910,709 620,686 0 0 1,531,395 TOTAL AREA
Type II 24-hr 25-year Rainfall=5.51"21731 - HydroCAD - Stream Culvert-Line D
Printed 6/21/2018Prepared by {enter your company name here}
Page 5HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=1.00-24.00 hrs, dt=0.05 hrs, 461 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=35.156 ac Runoff Depth>2.24"Subcatchment 5S: Stream Culvert
Flow Length=1,553' Tc=22.3 min CN=68 Runoff=80.69 cfs 285,369 cf
Total Runoff Area = 1,531,395 sf Runoff Volume = 285,369 cf Average Runoff Depth = 2.24"
Type II 24-hr 25-year Rainfall=5.51"21731 - HydroCAD - Stream Culvert-Line D
Printed 6/21/2018Prepared by {enter your company name here}
Page 6HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 5S: Stream Culvert
Runoff = 80.69 cfs @ 12.16 hrs, Volume= 285,369 cf, Depth> 2.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-year Rainfall=5.51"
Area (ac) CN Description
15.000 60 Woods, Fair, HSG B
14.249 76 Woods/grass comb., Fair, HSG C
5.907 68 1 acre lots, 20% imp, HSG B
35.156 68 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.8 100 0.2000 0.11 Sheet Flow, Sheet Flow
Woods: Dense underbrush n= 0.800 P2= 3.22"
5.5 873 0.2790 2.64 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.0 580 0.1017 4.78 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
22.3 1,553 Total
Subcatchment 5S: Stream Culvert
Runoff
Hydrograph
Time (hours)
242322212019181716151413121110987654321Flow (cfs)90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
25-year Rainfall=5.51"
Runoff Area=35.156 ac
Runoff Volume=285,369 cf
Runoff Depth>2.24"
Flow Length=1,553'
Tc=22.3 min
CN=68
80.69 cfs
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 21 2018
Stream Culvert - Line D
Invert Elev Dn (ft) = 2188.00
Pipe Length (ft) = 442.00
Slope (%) = 3.85
Invert Elev Up (ft) = 2205.00
Rise (in) = 48.0
Shape = Circular
Span (in) = 48.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Culvert
Culvert Entrance = Smooth tapered inlet throat
Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2
Embankment
Top Elevation (ft) = 2210.00
Top Width (ft) = 0.00
Crest Width (ft) = 1.00
Calculations
Qmin (cfs) = 80.69
Qmax (cfs) = 80.69
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 80.69
Qpipe (cfs) = 80.69
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 7.16
Veloc Up (ft/s) = 8.87
HGL Dn (ft) = 2191.36
HGL Up (ft) = 2207.72
Hw Elev (ft) = 2209.08
Hw/D (ft) = 1.02
Flow Regime = Inlet Control
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 600.0 650.0
Elev (ft)Hw Depth (ft)Profile
2184.00 -21.00
2188.00 -17.00
2192.00 -13.00
2196.00 -9.00
2200.00 -5.00
2204.00 -1.00
2208.00 3.00
2212.00 7.00
Reach (ft)
Embankment
442.00 Lf of 48(in) @ 3.85 %
Hw
HGL
Appendices
Rev. 12/93 8.06.3
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 21 2018
Permanent Ditch A
Hydrograph type = Rational Peak discharge (cfs) = 6.286
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 2.220 Runoff coeff. (C) = 0.37
Rainfall Inten (in/hr) = 7.653 Tc by User (min) = 5
IDF Curve = WCU.IDF Rec limb factor = 1.00
Hydrograph Volume = 1,886 (cuft); 0.043 (acft)
0 5 10
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Runoff Hydrograph
25-yr frequency
Runoff Hyd - Qp = 6.29 (cfs)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 21 2018
Permanent Ditch A
Triangular
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 2232.00
Slope (%) = 6.60
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 6.29
Highlighted
Depth (ft) = 0.73
Q (cfs) = 6.290
Area (sqft) = 1.07
Velocity (ft/s) = 5.90
Wetted Perim (ft) = 3.26
Crit Depth, Yc (ft) = 0.91
Top Width (ft) = 2.92
EGL (ft) = 1.27
0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5
Elev (ft)Depth (ft)Section
2231.50 -0.50
2232.00 0.00
2232.50 0.50
2233.00 1.00
2233.50 1.50
2234.00 2.00
Reach (ft)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
CHANNEL ANALYSIS
> > > Permanent Ditch A
Name Permanent Ditch A
Discharge 6.29
Peak Flow Period 24
Channel Slope 0.066
Channel Bottom Width 0
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 75-95%
Soil Type None
SC250 - Class C - Bunch Type - Good 75-95%
SC250
Unvegetated
Straight 6.29 cfs 5.36 ft/s 0.77 ft 0.035 2.5 lbs/ft2 3.15 lbs/ft2 0.79 UNSTABLE E
SC250
Reinforced
Vegetation
Straight 6.29 cfs 3.1 ft/s 1.01 ft 0.072 8 lbs/ft2 4.15 lbs/ft2 1.93 STABLE E
Underlying
Substrate
Straight 6.29 cfs 3.1 ft/s 1.01 ft -- 0.8 lbs/ft2 0.36 lbs/ft2 2.22 STABLE --
Phase Reach Discharge Velocity Normal Depth Mannings N Permissable Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
ECMDS 6.0 https://ecmds.com/project/136679/channel-analysis/144601/show
1 of 1 6/21/2018, 8:40 AM
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 21 2018
Permanent Ditch B
Hydrograph type = Rational Peak discharge (cfs) = 1.019
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 0.360 Runoff coeff. (C) = 0.37
Rainfall Inten (in/hr) = 7.653 Tc by User (min) = 5
IDF Curve = WCU.IDF Rec limb factor = 1.00
Hydrograph Volume = 306 (cuft); 0.007 (acft)
0 5 10
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Runoff Hydrograph
25-yr frequency
Runoff Hyd - Qp = 1.02 (cfs)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 21 2018
Permanent Ditch B
Triangular
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 2240.00
Slope (%) = 10.20
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 1.02
Highlighted
Depth (ft) = 0.34
Q (cfs) = 1.020
Area (sqft) = 0.23
Velocity (ft/s) = 4.41
Wetted Perim (ft) = 1.52
Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 1.36
EGL (ft) = 0.64
0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5
Elev (ft)Depth (ft)Section
2239.50 -0.50
2240.00 0.00
2240.50 0.50
2241.00 1.00
2241.50 1.50
2242.00 2.00
Reach (ft)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v6.0
CHANNEL ANALYSIS
> > > Permanent Ditch B
Name Permanent Ditch B
Discharge 1.02
Peak Flow Period 24
Channel Slope 0.102
Channel Bottom Width 0
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 75-95%
Soil Type None
SC250 - Class C - Bunch Type - Good 75-95%
SC250
Unvegetated
Straight 1.02 cfs 3.61 ft/s 0.38 ft 0.04 2.5 lbs/ft2 2.39 lbs/ft2 1.05 STABLE E
SC250
Reinforced
Vegetation
Straight 1.02 cfs 1.48 ft/s 0.59 ft 0.132 8 lbs/ft2 3.74 lbs/ft2 2.14 STABLE E
Underlying
Substrate
Straight 1.02 cfs 1.48 ft/s 0.59 ft -- 0.8 lbs/ft2 0.16 lbs/ft2 5.08 STABLE --
Phase Reach Discharge Velocity Normal Depth Mannings N Permissable Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
ECMDS 6.0 https://ecmds.com/project/136679/channel-analysis/144602/show
1 of 1 6/21/2018, 8:42 AM
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Jackson County,
North CarolinaNatural
Resources
Conservation
Service
June 6, 2018
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Jackson County, North Carolina.....................................................................13
BrC—Braddock-Urban land complex, 2 to 15 percent slopes,....................13
CrD—Cowee-Evard-Urban land complex, 15 to 30 percent slopes............15
EvE—Evard-Cowee complex, 30 to 50 percent slopes...............................16
References............................................................................................................20
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
3909140390918039092203909260390930039093403909380390914039091803909220390926039093003909340301900 301940 301980 302020 302060 302100 302140 302180 302220 302260
301900 301940 301980 302020 302060 302100 302140 302180 302220 302260
35° 18' 28'' N 83° 10' 44'' W35° 18' 28'' N83° 10' 29'' W35° 18' 20'' N
83° 10' 44'' W35° 18' 20'' N
83° 10' 29'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,760 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Jackson County, North Carolina
Survey Area Data: Version 13, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 6, 2016—Oct 26,
2017
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.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BrC Braddock-Urban land complex,
2 to 15 percent slopes,
1.2 16.6%
CrD Cowee-Evard-Urban land
complex, 15 to 30 percent
slopes
4.8 66.2%
EvE Evard-Cowee complex, 30 to 50
percent slopes
1.2 17.2%
Totals for Area of Interest 7.2 100.0%
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
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
Custom Soil Resource Report
11
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.
Custom Soil Resource Report
12
Jackson County, North Carolina
BrC—Braddock-Urban land complex, 2 to 15 percent slopes,
Map Unit Setting
National map unit symbol: lc72
Elevation: 1,730 to 2,250 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Not prime farmland
Map Unit Composition
Braddock, moderately eroded, and similar soils: 50 percent
Urban land: 30 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Braddock, Moderately Eroded
Setting
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Old alluvium
Typical profile
Ap - 0 to 11 inches: clay loam
Bt - 11 to 57 inches: clay
BC - 57 to 80 inches: loam
Properties and qualities
Slope: 2 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural 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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Setting
Parent material: Streets, parking lots, buildings, and other structures
Custom Soil Resource Report
13
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Minor Components
Udorthents
Percent of map unit: 9 percent
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, tread
Down-slope shape: Linear, convex
Across-slope shape: Linear, convex
Hydric soil rating: No
Thurmont
Percent of map unit: 4 percent
Landform: Drainageways on stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, linear
Across-slope shape: Linear
Hydric soil rating: No
Dillard, rarely flooded
Percent of map unit: 3 percent
Landform: Drainageways on stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, linear
Across-slope shape: Linear
Hydric soil rating: No
Hemphill, undrained
Percent of map unit: 2 percent
Landform: Swales on stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, linear
Across-slope shape: Concave, linear
Hydric soil rating: Yes
Reddies, occasionally flooded
Percent of map unit: 2 percent
Landform: Flood plains
Landform position (three-dimensional): Mountainbase
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Custom Soil Resource Report
14
CrD—Cowee-Evard-Urban land complex, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: lc7t
Elevation: 1,400 to 4,000 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 130 to 180 days
Farmland classification: Not prime farmland
Map Unit Composition
Cowee and similar soils: 40 percent
Evard and similar soils: 25 percent
Urban land: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cowee
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 10 inches: sandy loam
Bt - 10 to 38 inches: clay loam
Cr - 38 to 80 inches: weathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 5.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Hydric soil rating: No
Custom Soil Resource Report
15
Description of Evard
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
Ap - 0 to 5 inches: clay loam
Bt - 5 to 29 inches: sandy clay loam
BC - 29 to 37 inches: sandy loam
C - 37 to 80 inches: sandy loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
EvE—Evard-Cowee complex, 30 to 50 percent slopes
Map Unit Setting
National map unit symbol: 2vx26
Elevation: 1,680 to 4,880 feet
Mean annual precipitation: 37 to 82 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 140 to 203 days
Custom Soil Resource Report
16
Farmland classification: Not prime farmland
Map Unit Composition
Evard and similar soils: 50 percent
Cowee and similar soils: 26 percent
Minor components: 24 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Evard
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down-slope shape: Linear, convex
Across-slope shape: Convex, linear
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly loam
Bt - 5 to 29 inches: sandy clay loam
BC - 29 to 37 inches: sandy loam
C - 37 to 80 inches: sandy loam
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Cowee
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountainflank, crest, side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: loam
Custom Soil Resource Report
17
Bt - 5 to 27 inches: clay loam
Cr - 27 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Edneyville, stony
Percent of map unit: 10 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down-slope shape: Convex, linear
Across-slope shape: Convex
Hydric soil rating: No
Saunook, stony
Percent of map unit: 6 percent
Landform: Toes on drainageways
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, upper third of
mountainflank, base slope, head slope
Down-slope shape: Linear, concave
Across-slope shape: Concave
Hydric soil rating: No
Trimont, stony
Percent of map unit: 4 percent
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope, head slope
Down-slope shape: Concave, linear
Across-slope shape: Linear
Hydric soil rating: No
Chestnut, stony
Percent of map unit: 4 percent
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Custom Soil Resource Report
18
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down-slope shape: Linear, convex
Across-slope shape: Convex
Hydric soil rating: No
Custom Soil Resource Report
19
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
20
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
21
11LEINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTEMOCM, ENVIRONMENTAL ANO CONSTRUCTION MATF RIALS CONSULTANTS
May 4, 2018
Mr. Patrick Bradshaw, P.E.
Civil Design Concepts, P.A.
168 Patton Avenue
Asheville, North Carolina 28801
Subject: GEOTECHNICAL EXPLORATION REPORT
Proposed Central Drive Parking Area / Option C
Western Carolina University
Cullowhee, North Carolina
BLE Project No. J18-12232-01
Dear Mr. Bradshaw:
Bunnell-Lammons Engineering, Inc. (BLE) is pleased to present this report of subsurface
investigation for the subject project. Our services were provided in general accordance with our
Proposal P18-1061 dated December 1, 2017. The purpose of this exploration was to develop
information about the site and subsurface conditions that could be used to facilitate the design of the
project. Project information was obtained from conversations with Mr. Patrick Bradshaw, P.E. with
Civil Design Concepts along with a Concept Site Plan (option C) dated January 2018 developed by
Civil Design Concepts. Additional project information was obtained from a site visit by Mr. Sam
Interlicchia of BLE and a review of publicly available current and historical aerial photography.
PROJECT INFORMATION
Western Carolina University is currently planning the construction of a new parking facility west of
Central Drive and south Merlite Court on the Western Carolina University Campus. The new parking
lot layout is approximately 15,980 square feet in size and will provide 441 parking spaces. Two
entrance and exit drives are proposed to be located on the eastern portion of the parking lot
connecting to Central Drive. The conceptual site plan indicates that cuts up to 25 feet and fills up to
30 feet may be required to establish proposed site grades.
Construction of two site retaining walls is also proposed. The type of retaining wall construction is
not known yet; however, we understand that Wall A is proposed to be located on the south side of
the proposed parking area and is anticipated to have a maximum height of approximate 18 feet. The
second wall, (Wall B) is proposed to be located on the north side of the parking area and is anticipated
to have a maximum height of 10 feet. The project will also include the relocation of approximately
900 linear feet of sanitary sewer and the piping of approximately 440 linear feet of an un -named
creek running through the site. The pipe will be installed from the south end of the site beneath the
fill and parking area and will terminate roughly 100 feet from Merlite Court. The creek will be
routed through a 60 -inch diameter concrete pipe.
130 OVAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

L E nic.
Geotechnical Exploration Report May 4, 2018
Proposed Central Drive Parking Area /Option C BLE Project No. J18-12232-01
Field Exploration
The exploration consisted of performing a total of eight soil test borings to depths ranging from 10 feet
to 35 feet below existing grade along with five test pit excavations to depths of ranging from 6 feet to
10 feet below existing grade. The approximate boring and test pit locations are shown on the Boring
and Test Pit Location Plan, Figure 1. The soil test borings were performed using a truck -mounted drill
rig using hollow -stem augers. Soil samples were obtained in accordance with ASTM D 1586 by
driving a 1-3/8 inch I.D. split -spoon sampler with a 140 -pound safety hammer. The test pits were
excavated by a rubber tire back -hoe. In each of the test pits, dynamic cone penetrometer (DCP) testing
was performed to quantify the consistency of the soils. The testing was only performed in the upper
four feet of the test pit due to the size and depth of the excavation. The locations for the borings and
test pits were established in the field by our Mr. Sam Interlicchia by referencing the provided drawing
and using existing site features such as existing sewer manholes and roadways as reference points. The
ground surface elevations at the boring locations were interpolated from the elevations contours shown
on the provided drawing. As such, the boring and test pit locations and elevations referenced in this
report and shown on the figures and field records should be considered approximate. The Soil Test
Boring logs and Test Pit Records and a description of our field procedures are attached to this report.
Site and Subsurface Conditions
Area Geoloo
The project site is located in the Blue Ridge Physiographic Province. The bedrock in this region is a
complex crystalline formation that has been faulted and contorted by past tectonic movements. The
rock has weathered to residual soils which form the mantle for the hillsides and hilltops. The typical
residual soil profile in areas not disturbed by erosion or human activities consists of clayey soils near
the surface where weathering is more advanced, underlain by sandy silts and silty sands.
The boundary between soil and rock is not sharply defined, and there often is a transitional zone, termed
"partially weathered rock," overlying the parent bedrock. Partially weathered rock is defined, for
engineering purposes, as residual material with standard penetration resistances in excess of
100 blows per foot (bpf). Weathering is facilitated by fractures, joints, and the presence of less resistant
rock types. Consequently, the profile of the partially weathered rock and hard rock is quite irregular
and erratic, even over short horizontal distances. Also, it is not unusual to find lenses and boulders of
hard rock and/or zones of partially weathered rock within the soil mantle, well above the general
bedrock level.
The upper soils along drainage features and in flood plain areas are typically water -deposited (alluvial)
materials that have been eroded and washed down from adjacent higher ground. These alluvial soils
are usually soft and compressible, having never been consolidated by pressures in excess of their
present overburden.

RLISwc.
Geotechnical Exploration Report May 4, 2018
Proposed Central Drive Parking Area /Option C BLE Project No. J18-12232-01
Site Conditions
Site conditions were observed by Mr. Sam C. Interlicchia during our site reconnaissance. The subject
site is located to the west of Central Drive and to the south of Merlite Court. Generally speaking, the
western portion of the site slopes down from the west toward an un -named creek that bisects the site.
The ground cover consists of scattered mature trees and thick underbrush on the western most portion
of the site and a grassy area between Ed Norton Road and the creek. Ed Norton Road is a gravel and
soil single lane roadway that traverses generally in a north to south direction along the west edge of the
site. The eastern portion of the site has been previously graded; (Figure 3); however, based on our
previous experience on the campus and a review of publicly available aerial photography, the eastern
portion of the site originally sloped down to the west towards the creek. We understand that the eastern
portion of the site was raised by approximately 18 to 24 feet of fill soils brought to the site during various
other campus projects. No information regarding the past grading work has been provided to BLE at
the time this report was prepared. However, based on our correspondence with Western Carolina.
University personnel, we understand the soil fill was generally compacted in lifts as the soil fill was
brought to the site. Due to the thick underbrush along the creek banks, a majority of the creek was not
observed; however, where observed the creek appeared to be approximately 16 to 24 inches in width
and incised approximately 2 to 3 feet below the adjacent ground surface. Based on our site observations
and review of historical aerial photographs, it appears that there may have been several structures located
on the subject site, which have since been razed (Figure 2). Some remnants (i.e. masonry block) were
observed along the east side of Ed Norton Road. There were no visible rock outcroppings or
groundwater springs observed during our site visit with the exception of the unnamed creek. We
note that this is a large site and we did not observe all surface conditions. Conditions differing from
the above-described are plausible.
Subsurface Conditions
The descriptions below provide a general summary of the subsurface conditions encountered. The
Boring Logs and Test Pit Records included in the appendix contain detailed information recorded at
each test location. The Boring Logs and Test Pit Records represent our interpretation of the field
logs based on engineering examination of the field samples. The lines designating the interfaces
between various strata represent approximate boundaries and the transition between strata may be
gradual. It should be noted that the soil conditions will vary between test locations.
Soil Test Borings
Beneath a soil surface at soil test borings B-1 through B-7 and an approximate 2 -inch thick layer of
organic -laden topsoil at soil test boring B-8, fill soils comprised of damp very loose and firm silty
sand, was encountered to depths of between 8%i and 23%z feet below the existing ground surface. No
information regarding the past grading work has been provided to BLE at the time of reporting.
However, as previously mentioned, we understand that the eastern portion of the site was raised to
its current grade by fill soil brought to the property during another campus project. No compaction
test data or field records of fill placement were available for our review at the time this report was
prepared.

IRLEW.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Based on the standard penetration resistance (blow counts, N values) that ranged from 4 to 16 blows
per foot, the existing fill generally appears to have received some compactive effort during original
placement. Most of the fill was generally free of organic$ and deleterious materials; however, the
fill soil in soil test boring B-4 was noted to have organic matter and roots in the soil matrix at a depth
of 3 %z to 6 feet below the existing grade. Asphalt fragments were also encountered in the soil matrix
at a depth of 12%i to 15 feet below the existing grade. It should be noted that the content and quality
of man-made fills can vary significantly.
Residual soil typical of the Blue Ridge Physiographic Province were encountered below the
previously described fill soils at all eight soil test borings. The residual soils predominantly consisted
of very loose to firm damp to wet silty sands. Standard penetration resistance (blow counts, N values)
ranged from 3 to 17 blows per foot, typically becoming firmer with depth. Partially weathered rock
(residual material that is transitional between soil and rock with standard penetration resistance of
100 blows per foot or more) was encountered underlying the residual soil in soil test boring B-1 at a
depth of 29 feet below the existing ground surface. The PWR sampled as silty fine to medium sand.
All eight soil test borings were terminated in residual soil or partially weathered rock.
Groundwater was encountered in soil test borings B-5 and B-6 at depths of 5 feet and 11 feet,
respectfully below the existing ground surface approximately 24 hours after being drilled. Borings
B-1, B-2, B-3, B-4, B-7 and B-8 caved at depths varying from 9 feet to 23 feet below the existing
ground surface approximately 24 hours after being drilled. Borehole cave-in depth can be an indication
that groundwater is in the vicinity. On completion of checking for the presence of water the bore
holes a hole plug was inserted and the bore hole backfilled with auger cuttings. Groundwater levels
may fluctuate several feet with seasonal and rainfall variations and with changes in the water level in
adjacent un -named creek. Normally, the highest ground -water levels occur in late winter and spring
and the lowest levels occur in late summer and fall. Ground water levels may also fluctuate due to
construction activity.
Test Pit Excavations
Five shallow test pit excavations were excavated on the western portion of the site. The excavation
was performed by a rubber -tired back hoe. The test pits were excavated to depths of between
6 and 10 feet below the existing ground surface. Dynamic cone penetrometer (DCP) testing was
performed in the test pit excavations to quantify the consistency of the soils. The testing was only
performed in the upper four feet of the test pit, due to the size and depth of the excavation. The locations
were generally selected based on accessibility, but were spaced out across the subject areas with the
intent of exploring a representative range of subgrade conditions. In the areas explored by test pits, the
surface composition typically consists of weeds and/or grass underlain by approximately 3 to 5 inch
thick topsoil/root layer. Beneath a grass/soil surface, fill soil consisting of loose and firm silty sand
was encountered in all five test pit excavation locations to depths of between 1 and 8 feet below the
existing grade. Beneath the existing fill soils, residual soils were encountered. The residual soils
typically consisted loose to firm silty sand. The subgrade soils were also noted to be damp at the time
the fieldwork was performed. Upon completion of the testing, the excavations were backfilled with
the soil spoils.
2

,RLIBINC.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Ground water was not encountered during or at completion of the test pit operations. Groundwater
levels may fluctuate several feet with seasonal and rainfall variations and with changes in the water
level in adjacent un -named creek. Normally, the highest ground -water levels occur in late winter and
spring and the lowest levels occur in late summer and fall. Ground water levels may also fluctuate
due to construction activity.
Laboratory Test Results
Soil samples processed for laboratory testing were obtained from test pit excavations TP -1 and
TP -2. Samples were collected from soil spoils brought to the surface by the back -hoe bucket. The
laboratory testing performed on the selected soil samples is described below, the results of which are
summarized in Table 1 below.
• Natural moisture content: The moisture content of the soil is the ratio, expressed as a
percentage, of the weight of water in a given mass of soil to the weight of the soil particles
and was determined in accordance with ASTM D 2216.
• A moisture -density relationship test (standard Proctor) was performed on bulk samples from
test pit excavations TP -1 and TP -2 to determine compaction characteristics, including the
maximum dry density and optimum moisture content. The results are presented on the attached
Moisture Density Relationship Test report in the Appendix.
The soil samples collected were generally classified as silty sands with low plasticity (SM), and were
found to have natural moisture contents above the laboratory determined optimum moisture content
(see Table 1 below). It should be noted that moisture contents on a large grading project will be
dictated to some degree by the prevailing weather at the time of construction.
Tahle 1 - Lnhoratory Test Recultc
General Assessment
The Central Drive parking lot site has had significant development occur over the years. There are
several generations of fill that have been placed on the subject site; the east side of the site has had
significantly thick fill placed over it. Generally speaking, these fill soils appear to have had some
compactive effort applied during grading; however, the upper several feet of fill soil have been
exposed to the elements and have softened. We anticipate that in prevailing warm dry weather this
softer soil could be improved by scarifying, drying and reworking the soil. In contrast, Boring B4
indicates the extreme north end of the fill did not receive the same level of compaction and contains
organics and asphalt fragments. As such, we recommend that test pit excavations be considered to
further evaluate the encountered condition. The test pit excavations could be performed prior to site
grading or in conjunction with site grading operations.
5
Optimum
Sample
Test Pit
Sample
Natural
Maximum Dry
Moisture
ID.
No.
Depth (feet)
Moisture (%)
Density (pcf)
Content (%)
105.7 18.8
101.1 21.8
S-1
TP -1
4 to 6
24.3
S-2
TP -2
6 to 8
30.2
General Assessment
The Central Drive parking lot site has had significant development occur over the years. There are
several generations of fill that have been placed on the subject site; the east side of the site has had
significantly thick fill placed over it. Generally speaking, these fill soils appear to have had some
compactive effort applied during grading; however, the upper several feet of fill soil have been
exposed to the elements and have softened. We anticipate that in prevailing warm dry weather this
softer soil could be improved by scarifying, drying and reworking the soil. In contrast, Boring B4
indicates the extreme north end of the fill did not receive the same level of compaction and contains
organics and asphalt fragments. As such, we recommend that test pit excavations be considered to
further evaluate the encountered condition. The test pit excavations could be performed prior to site
grading or in conjunction with site grading operations.
5

EL IENC.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
The soils at the toe of the existing fill slope are marginal and may require some subgrade stabilization
before commencing of any overlying fill. We also anticipate that poor to marginal soil conditions
when developing the bedding for the concrete pipe, as well as the wet areas adjacent to the creek.
Subgrade stabilization will be required, particularly in areas beneath the retaining walls, and can
generally be achieved by undercutting portions of the unsuitable soils (the depth of undercutting
should be determined in the field by BLE at the time of construction) and backfilled with crushed
stone (i.e. #57 stone). A heavy woven geotextile or biaxial geogrid may also be required.
As previously mentioned, groundwater was encountered about 5 to 11 feet below the existing ground
surface. Based on our review of the provide drawing, the current groundwater elevation is not within
the expected construction depths. However, excavation for deeper utilities may extend below the
encountered groundwater level.
The test pit excavations located on the proposed borrow area were extended to a depth of 8 feet with
little excavation difficulty. Based on these test pits, this material should be excavatable using
conventional earthmoving equipment. Based on the test pit data, the borrow soil is suitable for use
as structural fill material; however, the laboratory data indicates that the soils are wet of their
optimum moisture and will require drying prior to be used.
Based upon our review of the provided drawing, several site retaining walls, and fill embankments
are planned for the project. Site retaining walls should be designed by a /North Carolina registered
professional engineer, and should include an evaluation of global stability, as this will control grid
lengths for the wall.
It is possible that the borings and test pit excavations may not fully represent the conditions across
the entire site. Since the site was previously developed, unexpected conditions, such as buried debris,
loose/soft fill soils and/or abandoned utilities can be present between the field test locations and as
such, some selective undercutting may be required at some locations. Additional soil test borings,
test pit exploration, laboratory testing and analysis maybe needed as the project advances. Assuming
subsurface conditions encountered at the boring locations are representative of subsurface conditions
elsewhere on the site the following preliminary conclusions and recommendations should generally
be applicable for this site.
Concrete Pipe
Based on our review of the provided drawing, we understand that site grading will include the piping
of approximately 440 linear feet of the un -named creek. We anticipate that soils in the creek bed and
around the creek banks will be soft/loose and will not be suitable for direct support of the proposed
culvert and overlying fill soil. As such, we recommend that an allowance be budgeted to undercut
some of the existing soils. It is recommended that at least 12 inches of #57 stone be placed beneath
the pipe for bedding, and that the stone be brought up to the springline of the pipe. A heavy woven
geotextile or biaxial geogrid may also be required along with the use of crushed rock to provide a
suitable subgrade. We recommend that the undercutting and installation/construction of the culvert be
monitored by BLE full time. Ground water control is anticipated to be required during excavation and
construction of the culvert. This control can be accomplished by means of diversion berms and
pumping from gravel lined, cased sumps or well points located outside of the excavation. A cutoff
drain may also be required to control lateral seepage into the excavation.
6

13E INC.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Lateral Earth Pressure
Retaining walls must be capable of resisting the lateral earth pressures that will be imposed on them.
Based on previously developed correlations for similar soils, the following soil properties and earth
pressures coefficients provided in Table 2 are recommended for use.
Table 2
Recommended Soil Properties and Earth Pressure Coefficients
Effective Stress Properties
Earth Pressure Coefficients
Material
Total Unit
Cohesion
Angle of Internal
Description
Weight
(psf)
Friction (degrees)
fro
K,)
Kp*
compacted fill
120
0
30
0.50
0.33
3.0
silty sand+
clean washed
100
0
40
0.36
0.22
---
stone 957)
Note: Ko = At -Rest earth pressure coefficient
Ka = Active earth pressure coefficient
Kp = Passive earth pressure coefficient
IL * We recommend a factor of safety of 2 be used with the passive earth pressure coefficients.
+ Subject to revision pending identitication of till source used for backfill
* We recommend a factor of safety of 2 be used with the passive earth pressure coefficients.
Walls which will be prevented from rotating such as below grade walls braced against the upper floor
level should be designed to resist the "at -rest" lateral earth pressure. Walls such as exterior retaining
walls which are permitted to rotate at the top may be designed to resist "active" lateral earth pressure.
Typically, a top rotation of about 1 inch per 10 feet height of wall is sufficient to develop active
pressure conditions in soils similar to those encountered at the site. Less deflection would be required
to develop active conditions if crushed stone is used as backfill.
The total unit weight of the backfill soil should be used with the above earth pressure coefficients to
calculate lateral earth pressures. Lateral pressure arising from surcharge loading, earthquake loading,
and ground water, should be added to the above soil earth pressures to determine the total lateral
pressures which the walls must resist. A positive drainage system should be incorporated behind
below grade walls. The drainage system should have sufficient capacity to prevent the buildup of
excess hydrostatic head behind the wall. The drainage system should incorporate appropriately
graded sand and aggregate material or geotextile fabric to prevent the loss of fines which could be
transported into the drainage system. Drain cleanouts should be provided.
In addition, transient loads imposed on the walls by construction equipment during backfilling should
be taken into consideration during design and construction. Excessively heavy grading equipment
(that could impose temporary excessive pressures or long-term excessive residual pressures against
the constructed walls) should not be allowed within about 5 feet (horizontally) of the walls. A
coefficient of 0.35 could be reasonably assumed for evaluating ultimate frictional resistance to
sliding at the soil to foundation contact. We recommend the passive earth pressure be divided by a
safety factor of at least 2 to limit the amount of lateral deformation required to mobilize the passive
resistance.
7

E E .C.
Geotechnical Exploration Report May 4, 2018
Proposed Central Drive Parking Area 10ptlon C BLE Project No. J18-12232-01
GENERAL GRADING RECOMMENDATIONS
Site Preparation
Site preparation should include the removal of all unsuitable surface materials (asphalt, concrete,
surface debris, surface vegetation, topsoil, and root systems) and disposed of offsite. Topsoil and
organic soils may be stockpiled for later use in areas to be landscaped. Site preparation should also
include the removal of all existing grade slabs and shallow foundations (if present) from the previously
razed structures. All existing abandoned utilities should be removed and replaced with engineered
fill or plugged prior to construction. If pipes are not removed or plugged, they may serve as conduits
for subsurface erosion resulting in settlements or sinkholes. The surface should be kept smooth and
sloped to provide positive drainage and surface water runoff should be routed to ditches adjacent to
the work area.
ProofrollinL-
After the removal of all unsuitable surface materials and before any grading commences, we
recommend that areas to provide support for the pavement area be carefully inspected for soft surficial
soils and proofrolled with a 20 to 25 -ton, four -wheeled, rubber -tired roller or similar approved
equipment. The proofroller should make at least four passes over each location, with the last two passes
perpendicular to the first two. Any areas which wave, rut, or deflect excessively and continue to do so
after several passes of the proofroller should be excavated to firmer soils. The excavated areas should
be backfilled in thin lifts with engineered fill as recommended in this report. Proofrolling and
excavating operations should be monitored by an experienced engineering technician working under
the direction of the BLE geotechnical engineer. Proofrolling should not be performed during or
immediately after periods of precipitation or when the ground is frozen.
In areas where the subgrade is found to be unstable under the proofroll, remedial activities may be
necessary. Such remedial activities may include partial undercutting and replacement, or
stabilization with geo-synthetics and crushed stone, or a combination of these methods. Appropriate
recommendations may be provided at the time of construction by BLE, if unsatisfactory proofrolling
conditions are encountered. Stabilization measures will vary with location, and will also be
dependent on the weather conditions during construction.
Engineered Fill
All fill used for raising site grade or for replacement of material that is undercut should be uniformly
compacted in thin lifts to at least 95 percent of the standard Proctor maximum dry density (ASTM D
698). Beneath parking areas and roadways, the compaction requirement should be raised to 98
percent in the upper 12 inches. The soils to be used in the engineered fill should contain no more
than 3 percent organic matter by weight and should be free of roots, limbs, other deleterious material
and rocks larger than 6 -inches in diameter. In addition, the moisture content of the compacted soil
fill should be maintained within plus or minus 3 percent of the optimum moisture content as
determined from the standard proctor compaction test during placement and compaction. This
provision may require the contractor to dry soils during periods of wet weather or to wet soils during
dry periods. The fill soils should have a Plasticity Index (PI) of less than 30, and a maximum dry
density of no less than 90 pounds per cubic foot (pco.
Q

1«IGINC.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Fill material should be constructed in horizontal stages starting at the base of the existing slopes. Prior
to each stage of fill placement, the sloped area should be benched into the existing soils with a level
pad. The level pad will allow for better compaction of the fill materials. The resulting series of level
benches will also serve to break the potential slip plane between the compacted fill layers.
All fill placed in embankments should be compacted to a similar requirement as discussed above.
Because it is difficult to compact soil at the face of embankments, it may be necessary to construct the
slopes outside their design limits, and then cut them back, leaving the exposed face well -compacted.
The soils at this site will vary from slightly too highly erodible from rainwater runoff. We recommend
that the face of slopes and embankments be protected by establishing vegetation as soon as practical
after grading.
Suitability of On -Site Borrow
Based on our limited examination of the soils from the borings, the soil samples collected were
generally classified as silty sands with low plasticity (SM) and were found to be damp to wet at the
time of our exploration. The laboratory data indicates that the soils will require drying prior to be
used. However, it should be noted that moisture contents on a large grading project will be dictated to
some degree by the prevailing weather at the time of construction.
Evaluation of Off -Site Borrow
If off-site borrow is proposed for use, representative samples of each proposed fill material should
be collected and evaluated against the above-described criteria prior to the beginning of placement.
In -Place Field Density Testing
Once compaction begins, a sufficient number of density tests should be performed by an experienced
engineering technician working under the direction of the geotechnical engineer to measure the
degree of compaction being obtained.
Settlement Monitoring
Portions of the site will be raised by as much as about 25 to 30 feet with new fill. The mass weight
of this fill will cause the underlying soils to undergo consolidation settlement. We expect that most
all of the settlement will take place during grading operations. However, good design and
construction practice requires that this settlement be monitored and verified prior to construction. To
achieve this, we suggest that a number of settlement monitors be established after the placement of
fill and their movement monitored by precise surveying techniques. Measurements should be made
about every 5 days. This information should be furnished to the BLE Geotechnical Engineer for
review. We suggest that a minimum 3 to 4 week delay period be programmed into the construction
schedule between the time grading is complete and the time the pavement is paved.
Excavation and Groundwater Control
Excavation may extend below the encountered groundwater level for deep utilities. Excavations
could also encounter perched groundwater within the existing soils above the general ground water
level. Contractors will need to be prepared to control groundwater during construction by
underdrains and pumping from filtered sumps.

,RL INC.
Geotechnical Exploration Report
Proposed Central Drive Parlang Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
If perched or high ground water levels are encountered, installation of french drains may help lower
the ground water within the site and capture perched water that may be above the general
groundwater level. A french drain can be constructed by e?ccavating a trench, lining the trench with
filter fabric (Mirafi 140N or equal), backfilling the trench with about 6 inches of washed, crushed
No. 57 stone, placing a perforated pipe in the stone, filling over top of the pipe with an additional 12
inches of stone, wrapping the fabric over the top of the crushed stone, and then covering the drain
with properly compacted soil fill. The drains should be sloped toward an outlet on the low side of
the site or tie into the storm drain system, if approved by the civil engineer. BLE should be consulted,
if higher than anticipated groundwater levels are encountered.
Grading on the western portion of the site will require excavation of predominantly moderate
consistency residual soils. Based on the field testing and our experience, this material should be
excavatable using conventional earthmoving equipment. Although we do not expect there will be
extensive excavation difficulty, dense residual soil and/or zones of partially weathered rock may
exist between the field test locations within the soil mantle. It should be noted these materials can
vary erratically across the site in regard to depth, consistency and bedding
All excavations should be sloped or shored in accordance with local, state, and federal regulations,
including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is solely
responsible for site safety.
Cut and Fill SloRes
Fill slopes should initially be constructed beyond the design slope edge due to the difficulty of
compacting the edge of slopes. The fill could then be cut back leaving the exposed face well
compacted. Fill slopes should be adequately compacted in accordance with the recommendations of
this report. Fill embankment slopes have been designed to have an inclination of 2H:1 V (horizontal
to vertical). Typically, we suggest that fill slopes be constructed at 2.5:1, (horizontal to vertical) or
flatter. As such, these steeper slopes will be more susceptible to erosion and shallow sloughing than
those built at a flatter inclination. Cut and fill slope surfaces should be protected from erosion by
grassing or other means.
Any disturbed soils located on the existing slope faces should be removed. Once removed and prior
to fill placement, the exposed subgrade should be inspected for soft soils. Fill material should be
constructed in horizontal stages starting at the base of the existing slope. Prior to each stage of fill
placement, the sloped area should be benched into the existing soils with a level pad. The level pad
will allow for better compaction of the fill materials. The resulting series of level benches will also
serve to break the potential slip plane between the compacted fill layers.
All fill placed in embankments should be compacted to a similar requirement as discussed above.
Because it is difficult to compact soil at the face of embankments, it may be necessary to construct
the slopes outside their design limits, and then cut them back, leaving the exposed face well -
compacted. The soils at this site will vary from slightly too highly erodible from rainwater runoff.
We recommend that the face of slopes and embankments be protected by establishing vegetation as
soon as practical after grading.
10

BLEW.
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Pavement Subgrades
We have not been provided with specific traffic loading and frequency information for a formal
pavement design and have not performed laboratory or field CBR tests. However, a pavement
section consisting of 2 inches of asphalt underlain by 8 -inches of aggregate base course is typical for
areas subject to only automobile traffic loads. In driveways and areas that will be traversed by the
Catamount on -campus transportation system, or other similar type of vehicles, we suggest an
increased pavement section of 3 -inches of asphalt to prolong pavement life. These pavement sections
have demonstrated acceptable performance with subsurface conditions similar to this site.
The asphalt surface course should conform to the North Carolina Department of Transportation
(NCDOT) Standard Specification, Section 610, for Type S-9.513 Superpave mixture. The base course
material should be Aggregate Base Course conforming to NCDOT Standard Specification, Section
520, for Type B aggregate. The base course should be compacted to 100 percent of the modified
Proctor (ASTM D-1.557) maximum dry density.
The pavement subgrades should be prepared as recommended in this report. If the subgrades
proofroll successfully, then the suggested pavement sections can be placed. In areas where the
subgrade is found to be unstable under the proofroll, remedial activities may be necessary. Such
remedial activities may include partial undercutting and replacement, or stabilization with
geosynthetics and crushed stone, or a combination of these. Appropriate recommendations may be
provided at the time of construction by BLE, if unsatisfactory proofrolling conditions are
encountered.
Basis of Recommendations
Our evaluation has been based on our understanding of the project information and data obtained in
our exploration as well as our experience on similar projects. The general subsurface conditions
utilized in our evaluation have been based on interpolation of the subsurface data between the
borings. Subsurface conditions between the borings may differ. If the project information is
incorrect or the structure location (horizontal or vertical) and/or dimensions are changed, please
contact us so that our recommendations can be reviewed. The discovery of any site or subsurface
conditions during construction which deviate from the data obtained in this exploration should be
reported to us for our evaluation. The assessment of site environmental conditions for presence of
pollutants in the soil, rock and groundwater of the site was beyond the scope of this exploration.
It is recommended that Bunnell-Lammons Engineering be provided the opportunity to make a general
review of the earthwork plans and specifications prepared from the recommendations presented in this
report. We would then suggest any modifications so that our recommendations are properly interpreted
and implemented.

I I,A IEINC..
Geotechnical Exploration Report
Proposed Central Drive Parking Area /Option C
May 4, 2018
BLE Project No. J18-12232-01
Closing
We appreciate the opportunity to provide our professional- geotechnical services on this project. If
you have any questions regarding this report please to not hesitate to call us. We also offer
construction materials and technician field testing services. We hope that you will give BLE
consideration to provide testing services as this project enters the construction phase.
Sincerely,
BUNNELL-LANIMONS ENGINEERING, INC.
\`\`\\\ C II///,// / 111///
/F
\��o��
�._,� y9
Sam C. Int ischia SWilileezBr
, '.E. 0309 t8
Project Manager Manager
Registered, North Carolinaiv� SNE . •� \��
1J A'r_ �\
12

Attachments:
Boring Location Plan (Figure 1)
Aerial Photographs (Figure 2 & 3)
Soil Test Boring Records
Test Pit Excavation Records
Key to Soil Symbols and Classifications
Laboratory Soil Data
Field Exploration Procedures

-.-�. �. � rte'.•
!EZ7 �.�.
Li:�-,r 7C
t, T
•x +
4 f
y}¢ f erw a�w.ru.
_ 5 r
L 5
® Approximate Soil Test Boring Location
Approximate Test Pit Excavation Location
nat aua
t
Soil Test Boring & Test Pit Location Plan Date:
11 L 16 Proposed Central Drive Parking Area / Option C May 2018
Western Carolina University Figure No.
BUNNELL-LAMMONS ENGINEERING BLE Project No. J18-12232-01

BUNNELL-LAMMONS ENGINEERING
Google Earth Pro Aerial Photograph
Dated March 2013
Western Carolina University
BLE Project No. J18-12232-01
N
Date:
May 2018
Figure No.
2

N MO C.
BUN NELL4.A)RA10110
ENGNEERNG, Will
Qn=cww-ALAwENvvwmwm%%L
COMWLTAM"
ELEVATIOW
DEPTH (FT)
BORING NO. B-1
PROJECT: WCU Central Drive Parking Lot
CLIENT: Civil Design Concepts
LOCATION: Cullowhee, NC
DRILLER: Jordan Environmental, LLC, Adam Hart
DRILLING METHOD: D-50, 21/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL: �z AFTER 24 HOURS: 1
SOIL DESCRIPTION
SOIL
TYPE
Very loose and firm, damp, red brown, clayey, silty fine to medium SAND
(SM) - (fill) 2
1
2220 t t 0 .., ,.: .. 4
3
4
2215t15 r ' T
KpFirm, damp, dark red, slightly micaceous, silty fine to medium SAND (SM)- T,,-. -'N 9
5
- (residuum)
2210 20
2205125 I
40
Partially Weathered Rock which sampled as dark brown, micaceous, silty W62200 30 fine to medium sand
Boring terminated at 30 feet.
No groundwater encountered at time of boring.
Boring caved at 18.5 feet at time of drilling.
0
3
2195-35
L
7
V
PROJECT NO.: J18-12232-01
START: 03/05/18 END: 03/15/18
ELEVATION: 2230
LOGGED BY: S. Intedicchla
CAVING>= 18.5
STANDARD PENETRATION RESULTS
BLOWS/FOOT
2 5 10 20 30 40 50 TO 90
............_................................
......................... ' cors
BORING NO. B•1
Sheet 1 of 1
9
2
2225--5
4
4
4
r
2220 t t 0 .., ,.: .. 4
3
4
2215t15 r ' T
KpFirm, damp, dark red, slightly micaceous, silty fine to medium SAND (SM)- T,,-. -'N 9
5
- (residuum)
2210 20
2205125 I
40
Partially Weathered Rock which sampled as dark brown, micaceous, silty W62200 30 fine to medium sand
Boring terminated at 30 feet.
No groundwater encountered at time of boring.
Boring caved at 18.5 feet at time of drilling.
0
3
2195-35
L
7
V
PROJECT NO.: J18-12232-01
START: 03/05/18 END: 03/15/18
ELEVATION: 2230
LOGGED BY: S. Intedicchla
CAVING>= 18.5
STANDARD PENETRATION RESULTS
BLOWS/FOOT
2 5 10 20 30 40 50 TO 90
............_................................
......................... ' cors
BORING NO. B•1
Sheet 1 of 1

111 A MING. BORING NO. B-2
PROJECT: WCU Central Drive Parking Lot
BUNNELL-LAMMONS CLIENT: Civil Design Concept
ENGINEEMG, ING LOCATION: Cullowhee, NC
OEOTEcwcALANDENVRONMENTAL DRILLER: Jordan Environmental, LLC, Adam Hart
CONSULTAMTS DRILLING METHOD: D-50, 2114" Hollow Stem Auger
DEPTH TO - WATER> INITIAL: �z AFTER 24 HOURS: 1
ELEVATION/
DEPTH (FT)
2225
2220 f 10
2215+15
2210 -1- 20
2205 + 25
2200-30
2195 135
SOIL DESCRIPTION
Very loose and firm, damp, red brown, clayey, silty fine to medium
(SM) with scattered rock fragments - (fill)
Loose, damp, dark red, slightly micaceous, silty fine to medium SAND
(SM) - (resdiuum)
Firm, damp, pale red, micaceous, slimy fine to medium SAND (SM}
Boring terminated at 30 feet.
No groundwater encountered at time of boring.
Boring caved at 20.5 feet at time of drilling.
PROJECT NO.: J18-12232-01
START: 03/05118 END: 03/15118
ELEVATION: 2230
LOGGED BY: S. Interlicchia
CAVING>3W 20.5
SOIL STANDARD PENETRATION RESULTS
TYPE BLOWS/FOOT
2 5 10 20 30 40 50 TO 90
1
BORING NO. B-2
Sheet 1 of 1
d
.
,y
4
.
•
4
+t
-:
s
BORING NO. B-2
Sheet 1 of 1

BORING NO. B-3
PROJECT: WCU Central Drive Parking Lot
BUNNELL-LAMMONS CLIENT: Civil Design Concepts
ENGINEERNG, INC. LOCATION: Cullowhee, NC
GE0TECHNcALAmEw4vmmENmkL DRILLER: Jordan Environmental, LLC, Adam Hart
CONSULTANTS DRILLING METHOD: D -W, 21/4" Hollow Stem Auer_
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS: 1
PROJECT NO.: J18-12232-01
START: 03/05/18 END: 03/15/18
ELEVATION: 2225
LOGGED BY: S. Interlicchia
CAVING>M7 23
ELEVATION/
SOIL DESCRIPTION
SOIL
STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Very loose and firm, red brown, clayey, silty fine to medium SAND (SM)
with scattered rock fragments -(fill)=-
-
2
.............•..•..•••..• •••.
+
.
3
2220 5
:Y
#
:;.
"
4
2215 10
.`;
5
2210 115
10
:...:....:..�
5
"
B
2205-20
Firm, damp, pale red, micaceous, silty fine to medium SAND (SM) -
(residuum)
; ->'
:...:.......:..:....:...
2200 25
$
..
2195-30
$
e
21K--35
-
Boring terminated at 35 feet.
..... :...:....:................ ........ :..:..:
No groundwater encountered at time of boring.
iBoring caved at 23 feet at time of boring.
BORING NO. B-3
Sheet 1 of 1

11LENC BORING NO.
B-4
PROJECT: WCU Central Drive Parking Lot
PROJECT NO.: J18-12232-01
BUNNELUAMMONS CLIENT: Civil Design Concepts
START: 03/05118 END: 03/15118
EI IMEEROIS, INC. LOCATION: Cullowhee, NC._
ELEVATION: 2220
GEoTECHmcALAwENVRo1a1Bm DRILLER: Jordan Environmental, LLC, Adam Hart
LOGGED BY: S. Interlicchia
CONsuLTAM M DRILLING METHOD: D-50, 21/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL. S-Z. AFTER 24 HOURS:1
CAVING>3M 21
ELEVATION/ SOIL DESCRIPTION SOIL
STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2
BLOWSMOOT
2 5 10 20 30 40 50 70 90
Loose and firm, damp, dark red to brown, slightly clayey, silty fine to
medium SAND (SM) with asphalt pieces from 12.5' to 15' and organic
3
matter and roots from 3.5'- 6'. - (fill)
4
s
•
3
13
4
•
2215 5
6
6
•
5
4
2210-10
10
7
6
•
2205-15
i
3
3
3
•
2200-20
Very loose to firm, damp, pale red, micaceous, silty fine to medium
2
SAND (SM) - (residuum)
•
2195-25
3
5
a
•
2190 30
Boring terminated at 30 feet.
No groundwater encountered at time of boring.
Boring caved at 21 feet at time of boring.
2185-35
a
c?
0
N
N
N
J
J
W
3
0
BORING NO. B-4
Uj
Sheet 1 of 1

ELEw. I BORING NO. B-5
PROJECT: WCU Central Drive Parking Lot PROJECT NO.: J18-12232-01
BIINELL-CANNONS CLIENT: Civil Design Concepts START: 03/05/18 END: 03/15/18
EMNEERNG, M. LOCATION: Cullowhee, NC ELEVATION: 2205
GEoTEcmcnLAwENvwo L DRILLER: Jordan Environmental, LLC, Adam Hart LOGGED BY: S. Interlicchia
CONSULTANTS DRILLING METHOD: D,50,2 1/4" Hollow Stem A_ uger
DEPTH TO - WATER> INITIAL: 11 AFTER 24 HOURS: 1 5 CAVING>M
ELEVATIOW
DEPTH (FT)
SOIL DESCRIPTION
Very loose, wet, dark brown to tan, very silty fine to
(fill)
2200--$
Firm, wet, pale brown, very
2195 10
2190 15
21"T
185 20
2180 25
i
2175 30
2170-35
to medium
Loose, damp, dark brown, slightly micaceous, silty fine to medium SAND
(SM)
Boring terminated at 15 feet.
Groundwater encountered at 11 feet at time of drilling.
Groundwater measured at 5 feet 24 hours after drilling.
SOIL 11 STANDARD PENETRATION RESULTS
TYPE BLOWS/FOOT
2
2 �.
2
1
3
14
y;
3
BORING NO. B-5
Sheet 1 of 1

I LENC,
BORING NO.
B-6
PROJECT: WCU Central Drive Parking Lot
PROJECT NO.: J18-12232-01
BUNNELL-LAMMONS
CLIENT: Civil Design Concepts
START: 03/05118 END: 03/15/18
ENGNEERN% INC.
LOCATION: Cullowhee, NC
ELEVATION: 2205.
GEoTECHWcALALwEwxwm IBnxL
DRILLER: Jordan Environmental, LLC, Adam Hart
LOGGED BY: - S. Interlicchia
CONSIXTAIM
DRILLING METHOD: D-50,2 114" Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q 15 AFTER 24 HOURS: t
11 CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Very loose and firm, damp, dark brown, silty fine to medium SAND (SM)
with scattered gravel and asphalt pieces - (fill)
2
•
5
2
2
•
2200-5
4
4
7
•
Loose, wet, yellowish tan, very silty, fine to medium SAND (SM) -
(residuum)
5
�
2195-10
Very loose to loose, damp, dark brownish red, micaceous, silty fine to
t
medium SAND (SM)
::
•
2190 15
2
z •
2185-20 4
Boring terminated at 20 feet.
Groundwater encountered at 15 feet at time of drilling.
Groundwater measured at 11 feet 24 hours after drilling.
12180+25
1 2175+30
I
2170+ 35
i tl
BORING NO. B-6
Sheet 1 of 1 J

LMINc BORING NO. B-7
PROJECT: WCU Central Drive Parking Lot PROJECT NO.: J18-1.2232-01
BIIINELL-LAMMONS CLIENT: Civil Design Concepts START: 03/05/18 END: 03/15/18
ENGINEERNG, INC. LOCATION: Cullowhee, NC ELEVATION: 2208
(kvmc Hw.ALAwDENvRowwwmL DRILLER: Jordan Environmental, LLC, Adam Hart LOGGED BY: S. Interlicchla
CONWLTAKM DRILLING METHOD: D5_0, 21/4" Hollow Stem Aupor
DEPTH TO - WATER> INITIAL: �_z AFTER 24 HOURS: 1 CAVING>77 10.5
ELEVATION/
DEPTH (FT)
2205
6
2200
—10
2195
I
X15
SOIL DESCRIPTION
loose and firm, damp, grayish brown, silty fine to medium
with scattered rock fragments - (fill)
)ose to loose, dar
(SM) - (residuum)
Boring terminated at 15 feet.
No groundwater encountered at time of boring.
T Boring caved at 10.5 feet at time of drilling.
2190--
20
1
2185--
2180--
2175-
-35
18521802175-35
L _
7
n
2170 —
SOIL
TYPE 5I STANDARD PEONETRATION RESULTS
2 5 10 20 30 40 50 70 90
1 �..............:.
7
i
:...:....:..:..:....:...:................:..
2
3 �.
2
...........
2
9
BORING NO. B-7
Sheet 1 of 1

13LENC.
BUNNELL-LAMMONS
ENGINEERNG, INC.
OEoTEcHMcALAw ENvM0M ENTAL
CONSULTANTS
ELEVATION]
DEPTH (FT)
2195--15
2190 f 20
;1155-1-25
2180-1-30
0
2175 35
L
V
3emI1«>;Lem
PROJECT: WCU Central Drive Parking Lot PROJECT NO.: J18-12232-01
CLIENT: Civil Design. Concepts START: 03/05/18 END: 03/15/18
LOCATION: Cullowhee, NC ELEVATION: 2210
DRILLER: Jordan Environmental, LLC, Adam Hart LOGGED BY: S. Interlicchia
DRILLING METHOD: D.50, 21/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS: 1 CAVING>= 10
SOIL DESCRIPTION
Very loose, wet, tan brown, very silty fine to medium SAND (SM) - (MI)
Firm and loose, wet, dark brown and black, very
medium SAND (SM) - (residuum)
SOIL
TYPE gI STANDARD PENETRATION
RESULTSBLOWSI
2 5 10 20 30 40 50 70 90
2
2 t
4 :...:....:..................:.. .:..:..:..:..
T:
3
BORING NO. B-8
Sheet 1 of 1

L EINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
TEST PIT LOG
Job Name: WCU / Central Drive Parking
Test Pit Number: TP -1
Job Number: J18-12232-01
Date Logged: March 5, 2018
Approximate Surface Elevation:
Logged By: Sam Interlicchia
Depth
Dynamic Cone
Stratum Description Penetrometer
From
To
blows/increment
st - 2nd - 3rd
0
6"
leaf litter/topsoil/roots ---
4-4-5
6"
81
Fill - Reddish brown moist 5-6-5
slightly clayey silty sand 5-5-6
6-6-7
Residual — Light red,
81
10,
damp, micaceous silty fine -
medium Sand
Test Pit terminated @ 10 feet
Remarks and Notes:
Groundwater not observed at time of excavation.
Bulk sample obtained between 4 and 6 feet
Test Pit backfilled with excavated soil.
130 OVAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

NLMINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
TEST PIT LOG
Job Name: WCU / Central Drive Parking
Job Number: J18-12232-01
Approximate Surface Elevation: 2248±
Depth
From
To
Test Pit Number: TP -2
Date Logged: March 5, 2018
Logged By: Sam Interlicchia
Dynamic Cone
Stratum Description Penetrometer
blows/increment
f 1 st _ 2nd - 3rd �
0
6' leaf litter/topsoil/roots ---
3-4-4
6"
4, Fill - Reddish brown moist 6-6-5
slightly clayey silty sand 5-5-5
6-8-8
Residual — Purplish red, i
4'
10' damp, micaceous silty fine-
medium Sand
Test Pit terminated @ 10 feet
Remarks and Notes:
Groundwater not observed at time of excavation.
Bulk sample obtained between 6 and 8 feet
Test Pit backfilled with excavated soil.
130 OvAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

1 ,A INC
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
TEST PIT LOG
Job Name: WCU / Central Drive Parking
Job Number: J18-12232-01
Approximate Surface Elevation: 2192±
Depth
From
CI
4"
12"
11. L7.
Test Pit Number: TP -3
Date Logged: March 5, 2018
Logged By: Sam Interlicchia
Dynamic Cone
Stratum Description Penetrometer
blows/increment
1st - 2nd - 3rd
4" grass/topsoil/roots
12" Fill — Light red moist
slightly clayey silty sand
Residual — Tannish yellow,
6' damp, micaceous silty fine -
medium Sand
Test Pit terminated @ 6 feet
Remarks and Notes:
Groundwater not observed at time of excavation.
Test Pit backfilled with excavated soil.
3-4-4
4-5-5
5-5-6
6-7-7
130 OVAL ROAD, SITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

1 L E INC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
TEST PIT LOG
Job Name: WCU / Central Drive Parking
Job Number: J18-12232-01
Approximate Surface Elevation: 2200±
Depth
From
0
3"
12"
'
To
Test Pit Number: TP -4
Date Logged: March 5, 2018
Logged By: Sam Interlicchia
Dynamic Cone
Stratum Description Penetrometer
blows/increment
st - 2nd -3 rd
T. grass/topsoil/roots --�
12" Fill — Light red moist
slightly clayey silty sand
Residual — Tannish yellow,
6' damp, micaceous silty fine -
medium Sand
Residual — Light tan,
8' damp, micaceous silty fine -
medium Sand
Test Pit terminated @ 8 feet
Remarks and Notes:
Groundwater not observed at time of excavation.
Test Pit backfilled with excavated soil.
3-3-5
4-5-5
5-5-7
5-7-7
130 OVAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

1EINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
TEST PIT LOG
Job Name: WCU / Central Drive Parking
Job Number: J18-12232-01
Approximate Surface Elevation: 2200±
Depth
From
6"
8'
To
1.1
3
Test Pit Number: TP -5
Date Logged: March 5, 2018
Logged By: Sam Interlicchia
Dynamic Cone
Stratum Description Penetrometer
blows/increment
Ils" _ 2nd - 3rd
leaf litter/Topsoil/roots
Fill - Reddish brown moist
slightly clayey silty sand
Residual — Light red,
10' damp, micaceous silty
fine -medium Sand
Test Pit terminated @ 10 feet
Remarks and Notes:
Groundwater not observed at time of excavation.
Test Pit backfilled with excavated soil.
4-4-5
5-6-5
5-5-6
6-6-7
130 OVAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28704 FAX [phone]

KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
ASHEVILLE, NORTH CAROLINA
Penetration Resistance*
Relative
Sandy Silt
Blows per Foot
Density
Particle Size Identification
SANDS
BEDROCK
Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
0 to 4
Very Loose
Gravel:
5 to 10
Loose
Coarse - 19 to 75 mm
11 to 20
Firm
Fine - 4.75 to 19 mm
21 to 30
Very Firm
Sand:
31 to 50
Dense
Coarse - 2 to 4.75 mm
over 50
Very Dense
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt &Clay: Less than 0.075 mm
Penetration Resistance*
Consistency
Blows per Foot
SIL IS and CLAYS
0 to 2
3to4
5to8
9 to 15
16 to 30
31 to 50
over 50
'ASTM D 1586
® Grab Sample
® Split Spoon Sample
Undistrurbed Sample
Well -graded Gravel
GW
a o
cCT
p �Q Poorly -graded Gravel
o GP
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
KEY TO DRILLING SYMBOLS
12 Number of blows in first 6 -inches
15 Number of blows in second 6 -inches
16 Number of blows in third 6 -inches
Groundwater Table at Time of Drilling
Groundwater Table 24 Hours after Completion of Drilling
KEY TO SOIL CLASSIFICATIONS
Low Plasticity Clay
CIL
//////////
Partially Weathered Rock Silty Clay
BLDRCBBL
CHh Plasticity Clay
Silt
ML
amClayey SiltSilty Sand
MH SM
L-rr
Clayey Sand Concrete
SC A5
.
r-
Sandy Silt
"f 4'+• "-- Topsoil
MLS
L -11-1—r _ TOPSOIL
L-rr
Clayey Sand Concrete
SC A5
.
Sand
El
Bedrock
SW
BEDROCK
L-rr
Clayey Sand Concrete
SC A5
.

MOISTURE DENSITY RELATIONSHIP TEST REPORT
120
115
I
-•
110
-. -4
---1-4--
U
Q
I
w
' i
---�---
I
�
105-
I
4 ;
100
._ .._;.
ZAV for
Sp.G. _
2.70
95
10 15 20 25 30 35 40
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elev/
Classification
Nat.
Sp.G.
LL
RI
% >
% <
Depth USCS
AASHTO
Moist.
#4
No.200
4-o SM
24.3
TEST RESULTS
MATERIAL DESCRIPTION
Nlaximtnn dry density = 105.7 pef
Red brown, slightly clayey, silty fine to
medium SAND (SM)
Optimum moisture = 18.8 %
Project No. J18-12232- Client: Civil Design Concepts Remarks:
Project: WCU Central Avenue Parking
Source of Sample: 'fest Pit #1 Sample Number: S-1
BUNNELL-LAMMONS ENGINEERING, INC.
Asheville, North Carolina Plate
Tested By: BKJ _,__ _ __ Checked By: SCI

110
105
100
U
a
MOISTURE DENSITY RELATIONSHIP TEST REPORT
.9
ZAV for
Sp.G. _
85 2.70
10 15 20 25 30 35 40
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elev/ Classification Nat. LL PI % > % <
Depth USCS AASHTO Moist. Sp.G. #4 No.200
6-8 SM 302
TEST RESULTS MATERIAL DESCRIPTION
Purplish red, very silty fine to medium
Maximum dry density = I Ol .l pcf SAND (SM)
Optimum moisture = 21.8 %
Project No. J 18-12232- Client: Civil Design Concepts Remarks:
Project: WCU Central Avenue Parking
:> Source of Sample: Test Pit . 2 Sample Number: S-2
BUNNELL-LAMMONS ENGINEERING, INC.
Asheville, North Carolina Plate
Tested By: BKJ Checked By: SCI

Field Exploration Procedures
SOIL TEST BORINGS
The borings were made by mechanically twisting a continuous flight steel auger into the
soil. Soil sampling and penetration testing were performed in accordance with ASTM D-
1586. At assigned intervals, soil samples were obtained with a standard 1.4 -inch I.D.,
2 -inch O.D., split -tube sampler. The sampler was first seated 6 inches to penetrate any
loose cuttings, and then driven an additional 12 inches with blows of a 140 -pound hammer
falling 30 inches. The number of hammer blows required to drive the sampler the final 12
inches was recorded and is designated the "standard penetration resistance." The
penetration resistance, once properly evaluated, is an index to the strength of the soil and
foundation supporting capability. Representative portions of the soil samples, thus
obtained, were placed in glass jars and transported to the laboratory. In the laboratory, the
samples were examined by a geotechnical engineer to verify the field classifications made
by the driller. Soil Test Boring Records are attached showing the soil descriptions and
penetration resistances.
TEST PITS
The test pits were excavated by a rubber -tired trackhoe operated by others. The trackhoe
had a maximum reach of about 10 feet. The soils encountered were identified in the field
from spoils brought to the surface by the backhoe bucket. Soil descriptions are tabulated
on the attached Test Pit Logs.

Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
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JacksonCountyAirport
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P U M P K I N T O W N
PUMPKINTOW
N WAYEHUTTASHEEP KNOBL
A
N
D
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GAP
SHEEP KNOBTATHAM CREEKFLAT BRANCH
MILL ST
W MAIN ST
NANTAHALA
NATIONAL FOREST
HodgeLake
FradyCoveLake
B
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a
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e Br
Parker Br
Bryson Br Cane CrWayehutta CrL
ittle
S
a
v
a
n
n
a
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C
r Bumgarner BrCullowhee CrLocust CrCaney ForkWayehutta CrE Fork S a v a n n a h C r
Cope Cr
Webster CrYellow Bird Br
Mill CrCullowhee CrCox BrL o n g B r
M in e B r Moses CrDeets CrSavanna h CrE Fork Savannah Cr
Savannah Cr
Tilley CrCope C r
Wayehutta CrRocky Fac
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B
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P r e s s l e y C r Cope CrCherry G ap B rC u l l owhee CrTuckasegee RiverTuckasege
e

R
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e
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u
c
k
a
s
egee RiverTuckasegee
River
McGuireLake
SouthwesternCommunityColl
WesternCarolinaUniv
LoveChapelCem
ParrisCem
Ash Cem
Wyke Cem
StillwellCem
Cox Cem RogersCem
CULLOWHEE
Sylva
Sylva
Webster
Tuckasegee
RubyCity
LoveField
ForestHills
Fallcliff
Speedwell
EastLaport
Ba
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t

C
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Monteith Cove
C

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C

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WolfKnob
ParkerKnob
SheepKnob
JennyKnob
PineyKnob
WebsterKnob
BuckKnob
HooperKnob
Ebb Knob
BeckKnob
RobertsonMtn
CherryKnob
BlackMtn
AlumKnob
BuckKnob
PantherKnob
RockyFace
KingsMtn
LittlePanther Knob
BerryMtn
SheltonMtn
SavannahRidge
HensonRidge
SugarloafRidge
MilksickRidge
SugarloafRidge
CarverRidge
RockyFaceRidge
MidRidge
CullowheeMtn
GreatBalsamMountains
GribbleGap
DicksGap
Flat Gap
ChestnutGap SoapstoneGap
CherryGap
CedarCliffs
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16
580
30"
39
000
39
N
2
2
2
12'
3
35°
06
17'
39
13
15'
30"22'
20'
39
10
12
13
000m
97 30"
3 LV
3
3 3
3
05
3 3 E 30"
09
39
000m
15'
39
0639
39
96 KV 01
3
10'
3 000 FEET
08
35°
000m
39
15'
2
KV
00 01 3
83°07'
39
39
39
10
39
39
16
30"
22'
N
35°
35°
FEET
17'
08
09
39
39
96
12'30"3 10'
03 05 06
39
14
FEET
07
39
E 2
FEET
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04
39
04
05
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14
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97
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06
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610
NORTHCAROLINA
QUADRANGLE LOCATION
SYLVA SOUTH QUADRANGLENORTH CAROLINA-JACKSON CO.7.5-MINUTE SERIES
SYLVA SOUTH, NC
2016
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
SYLVA SOUTH, NC
2016
ROAD CLASSIFICATION
Check with local Forest Service unitfor current travel conditions and restrictions.
FS Primary Route FS High Clearance RouteFS PassengerRouteª«­▬Interstate Route State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hwy Local Road
U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY

1 Whittier
8 Big Ridge
2 Sylva North3 Hazelwood4 Greens Creek5 Tuckasegee6 Corbin Knob7 Glenville
ADJOINING QUADRANGLES
1 2 3
4 5
6 7 8
This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.19
CONTOUR INTERVAL 40 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
Imagery<IMG_LEADER><IMG_CITATION>Roads<TRANS_LEADER> U.S. Census Bureau, 2015 - 2016Names<GNIS_LEADER>GNIS, 2016Hydrography<HYDRO_LEADER>National Hydrography Dataset, <HYDRO_DATE>Contours<HYPSO_LEADER><HYPSO_CITATION>Boundaries............Multiple sources; see metadata file 1972 - 2016<OPTIONAL_CITATIONS>Wetlands.........FWS National Wetlands Inventory 1977 - 2014
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
Imagery.............................................NAIP, October 2014Roads................................ U.S. Census Bureau, 2015 - 2016Roads within US Forest Service Lands.............FSTopo Data with limited Forest Service updates, 2012 - 2016Names...............................................................GNIS, 2016Hydrography....................National Hydrography Dataset, 2014Contours............................National Elevation Dataset, 2008Boundaries............Multiple sources; see metadata file 1972 - 2016
Wetlands.........FWS National Wetlands Inventory 1977 - 2014
U.S. National Grid
100,000-m Square ID
Grid Zone Designation
KV LV
3 00
17S
^
ØMN
GN
UTM GRID AND 2016 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET
1° 16´22 MILS
6° 3´108 MILS
*7643016379276*NSN.7643016379276NGA REF NO.USGSX24K71777
Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, U SDA, USGS, AeroGRID, IGN, and the GIS User Community
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü83°10'54.28"W 35°18'42.29"N 83°10'16.82"W 35°18'12.93"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AR EAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth
Zone AE, AO, AH, VE, ARRegulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREE N Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundar y
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The base map shown complies with FEMA's base map accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 6/19/2018 at 2:49:22 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: base map imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
NOAA Atlas 14, Volume 2, Version 3
Location name: Sylva, North Carolina, USA*
Latitude: 35.3256°, Longitude: -83.1911°
Elevation: 2045.5 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.22
(3.80‑4.69)
4.92
(4.44‑5.46)
5.78
(5.21‑6.42)
6.65
(5.98‑7.38)
7.62
(6.80‑8.45)
8.45
(7.50‑9.37)
9.24
(8.15‑10.3)
10.0
(8.75‑11.2)
11.0
(9.48‑12.4)
11.9
(10.1‑13.5)
10-min 3.37
(3.04‑3.74)
3.94
(3.55‑4.37)
4.63
(4.17‑5.15)
5.32
(4.78‑5.90)
6.07
(5.42‑6.73)
6.73
(5.97‑7.46)
7.34
(6.47‑8.17)
7.94
(6.94‑8.88)
8.68
(7.49‑9.78)
9.34
(7.96‑10.6)
15-min 2.81
(2.53‑3.12)
3.30
(2.97‑3.66)
3.91
(3.52‑4.34)
4.48
(4.03‑4.98)
5.13
(4.58‑5.68)
5.68
(5.04‑6.30)
6.18
(5.45‑6.88)
6.68
(5.84‑7.47)
7.29
(6.29‑8.21)
7.82
(6.66‑8.88)
30-min 1.92
(1.74‑2.14)
2.28
(2.05‑2.53)
2.78
(2.50‑3.08)
3.25
(2.92‑3.60)
3.80
(3.39‑4.21)
4.27
(3.79‑4.74)
4.73
(4.17‑5.27)
5.20
(4.54‑5.81)
5.80
(5.00‑6.53)
6.33
(5.39‑7.19)
60-min 1.20
(1.08‑1.33)
1.43
(1.29‑1.59)
1.78
(1.60‑1.98)
2.12
(1.90‑2.35)
2.53
(2.26‑2.80)
2.90
(2.57‑3.21)
3.26
(2.88‑3.63)
3.65
(3.19‑4.08)
4.16
(3.59‑4.68)
4.62
(3.94‑5.25)
2-hr 0.708
(0.642‑0.786)
0.842
(0.762‑0.934)
1.04
(0.942‑1.15)
1.24
(1.11‑1.37)
1.48
(1.33‑1.64)
1.70
(1.51‑1.88)
1.92
(1.69‑2.13)
2.15
(1.87‑2.39)
2.45
(2.11‑2.76)
2.73
(2.31‑3.10)
3-hr 0.509
(0.464‑0.564)
0.601
(0.546‑0.665)
0.738
(0.671‑0.817)
0.875
(0.793‑0.965)
1.05
(0.947‑1.16)
1.22
(1.08‑1.34)
1.38
(1.22‑1.53)
1.56
(1.36‑1.73)
1.80
(1.55‑2.02)
2.02
(1.71‑2.29)
6-hr 0.322
(0.295‑0.355)
0.376
(0.345‑0.414)
0.453
(0.415‑0.499)
0.534
(0.487‑0.586)
0.640
(0.580‑0.702)
0.737
(0.662‑0.808)
0.838
(0.744‑0.921)
0.946
(0.830‑1.05)
1.10
(0.945‑1.22)
1.23
(1.04‑1.39)
12-hr 0.205
(0.189‑0.224)
0.240
(0.221‑0.262)
0.287
(0.264‑0.313)
0.334
(0.307‑0.364)
0.394
(0.360‑0.428)
0.446
(0.405‑0.485)
0.497
(0.448‑0.542)
0.550
(0.492‑0.601)
0.618
(0.547‑0.681)
0.676
(0.592‑0.752)
24-hr 0.116
(0.110‑0.123)
0.139
(0.131‑0.148)
0.170
(0.160‑0.181)
0.195
(0.184‑0.207)
0.230
(0.216‑0.244)
0.258
(0.241‑0.273)
0.286
(0.266‑0.304)
0.315
(0.292‑0.335)
0.355
(0.325‑0.377)
0.385
(0.351‑0.410)
2-day 0.070
(0.065‑0.074)
0.083
(0.078‑0.088)
0.101
(0.095‑0.107)
0.115
(0.108‑0.122)
0.134
(0.126‑0.143)
0.150
(0.140‑0.159)
0.165
(0.154‑0.176)
0.182
(0.168‑0.194)
0.203
(0.187‑0.217)
0.220
(0.201‑0.235)
3-day 0.050
(0.047‑0.053)
0.059
(0.056‑0.063)
0.072
(0.068‑0.076)
0.081
(0.077‑0.086)
0.094
(0.089‑0.100)
0.105
(0.098‑0.111)
0.115
(0.108‑0.122)
0.126
(0.117‑0.134)
0.139
(0.129‑0.148)
0.150
(0.138‑0.160)
4-day 0.040
(0.038‑0.043)
0.048
(0.045‑0.051)
0.057
(0.054‑0.061)
0.065
(0.061‑0.069)
0.074
(0.070‑0.079)
0.082
(0.078‑0.087)
0.090
(0.084‑0.095)
0.098
(0.091‑0.104)
0.107
(0.100‑0.114)
0.115
(0.106‑0.122)
7-day 0.028
(0.026‑0.030)
0.033
(0.031‑0.035)
0.039
(0.037‑0.042)
0.044
(0.042‑0.047)
0.051
(0.048‑0.055)
0.057
(0.053‑0.060)
0.062
(0.058‑0.066)
0.068
(0.063‑0.072)
0.075
(0.070‑0.080)
0.081
(0.075‑0.087)
10-day 0.022
(0.021‑0.024)
0.026
(0.025‑0.028)
0.031
(0.030‑0.033)
0.035
(0.033‑0.037)
0.040
(0.038‑0.043)
0.045
(0.042‑0.047)
0.049
(0.046‑0.052)
0.053
(0.049‑0.056)
0.058
(0.054‑0.062)
0.062
(0.058‑0.067)
20-day 0.015
(0.015‑0.016)
0.018
(0.017‑0.019)
0.021
(0.020‑0.022)
0.023
(0.022‑0.024)
0.026
(0.025‑0.028)
0.028
(0.027‑0.030)
0.031
(0.029‑0.032)
0.033
(0.031‑0.034)
0.035
(0.033‑0.037)
0.037
(0.035‑0.039)
30-day 0.013
(0.012‑0.013)
0.015
(0.014‑0.015)
0.017
(0.016‑0.018)
0.018
(0.018‑0.019)
0.020
(0.020‑0.021)
0.022
(0.021‑0.023)
0.023
(0.022‑0.024)
0.025
(0.023‑0.026)
0.026
(0.025‑0.028)
0.027
(0.026‑0.029)
45-day 0.011
(0.010‑0.011)
0.013
(0.012‑0.013)
0.014
(0.014‑0.015)
0.015
(0.015‑0.016)
0.017
(0.016‑0.017)
0.018
(0.017‑0.018)
0.018
(0.018‑0.019)
0.019
(0.018‑0.020)
0.020
(0.019‑0.021)
0.021
(0.020‑0.022)
60-day 0.010
(0.009‑0.010)
0.011
(0.011‑0.012)
0.013
(0.012‑0.013)
0.014
(0.013‑0.014)
0.015
(0.014‑0.015)
0.016
(0.015‑0.016)
0.016
(0.016‑0.017)
0.017
(0.016‑0.018)
0.017
(0.017‑0.018)
0.018
(0.017‑0.019)
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
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3256&...
1 of 4 5/30/2018, 11:52 AM
NOAA Atlas 14, Volume 2, Version 3 CULLOWHEE
Station ID: 31-2200
Location name: Sylva, North Carolina, USA*
Latitude: 35.3256°, Longitude: -83.1911°
Elevation:
Elevation (station metadata): 2192 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.352
(0.317‑0.391)
0.410
(0.370‑0.455)
0.482
(0.434‑0.535)
0.554
(0.498‑0.615)
0.635
(0.567‑0.704)
0.704
(0.625‑0.781)
0.770
(0.679‑0.857)
0.835
(0.729‑0.934)
0.915
(0.790‑1.03)
0.989
(0.842‑1.12)
10-min 0.562
(0.506‑0.624)
0.656
(0.591‑0.728)
0.772
(0.695‑0.858)
0.886
(0.796‑0.983)
1.01
(0.903‑1.12)
1.12
(0.995‑1.24)
1.22
(1.08‑1.36)
1.32
(1.16‑1.48)
1.45
(1.25‑1.63)
1.56
(1.33‑1.77)
15-min 0.702
(0.633‑0.780)
0.825
(0.743‑0.916)
0.977
(0.879‑1.09)
1.12
(1.01‑1.24)
1.28
(1.14‑1.42)
1.42
(1.26‑1.58)
1.55
(1.36‑1.72)
1.67
(1.46‑1.87)
1.82
(1.57‑2.05)
1.96
(1.67‑2.22)
30-min 0.962
(0.868‑1.07)
1.14
(1.03‑1.26)
1.39
(1.25‑1.54)
1.62
(1.46‑1.80)
1.90
(1.70‑2.11)
2.14
(1.90‑2.37)
2.37
(2.09‑2.64)
2.60
(2.27‑2.91)
2.90
(2.50‑3.27)
3.17
(2.70‑3.60)
60-min 1.20
(1.08‑1.33)
1.43
(1.29‑1.59)
1.78
(1.60‑1.98)
2.12
(1.90‑2.35)
2.53
(2.26‑2.80)
2.90
(2.57‑3.21)
3.26
(2.88‑3.63)
3.65
(3.19‑4.08)
4.16
(3.59‑4.68)
4.62
(3.94‑5.25)
2-hr 1.42
(1.29‑1.57)
1.68
(1.53‑1.87)
2.09
(1.88‑2.31)
2.47
(2.23‑2.74)
2.96
(2.65‑3.28)
3.40
(3.02‑3.76)
3.83
(3.38‑4.26)
4.29
(3.75‑4.79)
4.90
(4.22‑5.51)
5.45
(4.63‑6.19)
3-hr 1.53
(1.39‑1.69)
1.80
(1.64‑2.00)
2.22
(2.01‑2.45)
2.63
(2.38‑2.90)
3.16
(2.84‑3.49)
3.65
(3.25‑4.03)
4.14
(3.66‑4.59)
4.67
(4.08‑5.20)
5.40
(4.64‑6.06)
6.06
(5.12‑6.87)
6-hr 1.93
(1.77‑2.12)
2.25
(2.06‑2.48)
2.72
(2.49‑2.99)
3.20
(2.91‑3.51)
3.83
(3.47‑4.20)
4.42
(3.96‑4.84)
5.01
(4.46‑5.52)
5.66
(4.97‑6.26)
6.57
(5.66‑7.31)
7.37
(6.25‑8.30)
12-hr 2.47
(2.28‑2.70)
2.89
(2.66‑3.15)
3.46
(3.18‑3.77)
4.03
(3.70‑4.38)
4.74
(4.34‑5.15)
5.37
(4.88‑5.84)
5.99
(5.40‑6.53)
6.62
(5.93‑7.24)
7.44
(6.59‑8.20)
8.14
(7.14‑9.06)
24-hr 2.78
(2.63‑2.96)
3.33
(3.14‑3.54)
4.08
(3.85‑4.34)
4.68
(4.41‑4.98)
5.51
(5.17‑5.86)
6.18
(5.78‑6.56)
6.87
(6.39‑7.29)
7.57
(7.00‑8.03)
8.51
(7.81‑9.05)
9.24
(8.42‑9.85)
2-day 3.34
(3.14‑3.56)
3.97
(3.74‑4.24)
4.83
(4.54‑5.15)
5.51
(5.18‑5.88)
6.44
(6.04‑6.87)
7.19
(6.71‑7.65)
7.94
(7.39‑8.47)
8.72
(8.08‑9.30)
9.75
(8.97‑10.4)
10.5
(9.64‑11.3)
3-day 3.60
(3.40‑3.83)
4.28
(4.04‑4.56)
5.16
(4.87‑5.49)
5.85
(5.52‑6.23)
6.80
(6.39‑7.23)
7.54
(7.07‑8.01)
8.28
(7.75‑8.81)
9.04
(8.42‑9.62)
10.0
(9.28‑10.7)
10.8
(9.93‑11.5)
4-day 3.87
(3.66‑4.11)
4.59
(4.34‑4.88)
5.49
(5.20‑5.83)
6.20
(5.87‑6.58)
7.15
(6.75‑7.58)
7.89
(7.44‑8.36)
8.63
(8.10‑9.15)
9.36
(8.76‑9.94)
10.3
(9.59‑11.0)
11.0
(10.2‑11.7)
7-day 4.67
(4.41‑4.96)
5.54
(5.22‑5.88)
6.61
(6.24‑7.03)
7.47
(7.04‑7.94)
8.64
(8.12‑9.17)
9.57
(8.96‑10.2)
10.5
(9.80‑11.1)
11.4
(10.6‑12.2)
12.7
(11.7‑13.5)
13.6
(12.5‑14.5)
10-day 5.38
(5.09‑5.72)
6.36
(6.01‑6.75)
7.52
(7.11‑7.98)
8.45
(7.98‑8.96)
9.72
(9.14‑10.3)
10.7
(10.0‑11.4)
11.7
(10.9‑12.4)
12.7
(11.8‑13.5)
14.0
(13.0‑14.9)
15.0
(13.8‑16.0)
20-day 7.41
(7.08‑7.80)
8.71
(8.31‑9.16)
10.1
(9.64‑10.6)
11.2
(10.7‑11.7)
12.6
(12.0‑13.2)
13.6
(13.0‑14.3)
14.6
(13.9‑15.4)
15.6
(14.8‑16.5)
16.9
(15.9‑17.8)
17.8
(16.6‑18.8)
30-day 9.09
(8.71‑9.50)
10.6
(10.2‑11.1)
12.2
(11.6‑12.7)
13.3
(12.7‑13.9)
14.8
(14.1‑15.4)
15.8
(15.1‑16.5)
16.8
(16.0‑17.6)
17.7
(16.9‑18.6)
18.9
(17.9‑19.8)
19.7
(18.6‑20.7)
45-day 11.6
(11.2‑12.1)
13.6
(13.1‑14.1)
15.3
(14.7‑15.9)
16.5
(15.9‑17.2)
18.0
(17.3‑18.7)
19.0
(18.3‑19.8)
20.0
(19.2‑20.8)
20.8
(19.9‑21.7)
21.8
(20.8‑22.8)
22.4
(21.4‑23.4)
60-day 14.0
(13.5‑14.6)
16.3
(15.7‑17.0)
18.2
(17.6‑19.0)
19.6
(18.9‑20.4)
21.2
(20.4‑22.1)
22.3
(21.5‑23.2)
23.3
(22.4‑24.3)
24.2
(23.2‑25.2)
25.2
(24.1‑26.3)
25.8
(24.7‑27.0)
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.
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PF graphical
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31...
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