WQ0041510_21839 WCU Lower Campus - Permit Set - 2020.02.6_20200306

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LOCATION
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1 ALBRIGHT—BENTON RESIDENCE HALL '� 15
121 0 0°° 25 • 0 0
2 BUCHANAN RESIDENCE HALL "E" _ o
3 MADISON RESIDENCE HALL ° ,s• `� s
4 0 0 O
4 MOORS BUILDING
• ° • ° a
5 REYNOLDS RESIDENCE HALL o 127 47 ss • << "`"` ` "`"`""
6 ROBERTSON RESIDENCE HALL gFz o ®
7 COURTYARD DINING HALL EE °
8 BALSAM RESIDENCE HALL PROPOSED "ROAD CLOSED" & 0 0 �° o • of"E°
o
"CONSTRUCTION TRAFFIC ONLY" SIGNS o 0 0 � 14 ', ® s � ° ��'� • • °
° °
$ ° •
10 STILLWELL BUILDING 0 • °
0 0°0 ° • 2 ° ©
9 HUNTER LIBRARY o
75
12 HOEY AUDITORIUM
°
13 McKEE BUILDING
• 0 0 N
°
14 REID GYM `
o � ° 7 PROPOSED "ROAD CLOSED" SIGN • O o=
1 5 B R E ES E GYM PROJECT AREA ° .� �° _ • I •
16 BIRD BUILDING 40
68 - U �` o °
17 GROUNDS MAINTENANCE/PAINT SHOP ° $ o ° o • ®41 °
1 9 STEAM PLANT ° 0 4
20 GRAHAM BUILDING � 4 ��., � ° aL"E"oa �­o E �. •; � � ° �I�> � �' � °
7
k
22 CHANCELLORS RESIDENCE ° ° ® o ° oE° •° 57 . : ®40 °
23 BROWN DINING HALL
24 BLUERIDGE RESIDENCE HALL _ _ —0-�
22 '
°
25 KILLIAN BUILDING � � ® 56 0° • • � ��
• 66 PROPOSED "CONSTRUCTION •
26 CORDELIA CAMP LAB BUILDING CENTS \�TRAFFIC ONLY" SIGN
27 CORDELIA CAMP LAB BUILDING ANNEX ss • o�� • ° ,00 �f
o ss 0 0 0 0
28 CORDELIA CAMP LAB BUILDING GYMN SIUM ° of"EVE° ° °
29 OLD STUDENT UNION
30 WATER TREATMENT PLANT °
31 TELEPHONE EXCHANGE 0 ° ° •°
ow ° o
34 UNIVERSITY GUEST HOUSE
39 TRIPLEX APPARTMENTS 6, 7, & 8 so 2s 2s
40 YOUNG DRIVE FACULTY APPARTMENTS 9, 12, 13, 14 0 27� °
41 YOUNG DRIVE FACULTY APPARTMENTS 10 8c 11 of"=E 0 °
47 HINDS UNIVERSITY CENTER
0
48 K I LLIAN ANNEX 50 "E"1 °
o� 61
50 FACULTY APPARTMENTS (5 BLL) 0 °
54 PRINT SHOP ° ° %
55 FORSYTH BUILDING o ° °
TE
TUCXASEICEE RIVER
56 BELK BUILDING
57 HARRILL RESIDENCE HALL
58 WALKER RESIDENCE HALL
59 FACILITIES MANAGEMENT
60 NEW FACULTY APPARTMENTS
61 JORDAN—PHILLIPS FIELD HOUSE
62 NATURAL SCIENCES BUILDING
63 COULTER BUILDING
64 BIRD ALUMNI HOUSE
66 BELK AUXILLARY
67 CHEMICAL STORAGE BUILDING
68 H.F. ROBINSON BUILDING
69 JENKIN'S HOUSE — UNIVERSITY CLUB
70 UNIVERSITY BOOKSTORE
71 WATER RESERVOIR
72 AUTO MAINTAINENCE
73 RAMSEY REGIONAL ACTIVITY CENTER
74 BATTLE HOUSE
75 CENTRAL STORES/WAREHOUSE
76 ALUMNI TOWER
77 NORTH CAROLINA CENTER FOR THE ADVANCEMENT OF TEACHING
H CAADVAACHING-
79 NORTH CAROLINA CENTER FOR THE ADVANCEMENT OF TEACHING — RESIDENTS HALL (B
80 WHITMIRE STADIUM AND WATERS FOOTBALL FIELD
83 HENNON STADIUM AND CHILDRESS BASEBALL FIELD
91 PICNIC GROUNDS
95 HAYES CABIN
96 INFORMATION CENTER
97 PUMPING STATION
98 CENTER FOR APPLIED TECHNOLOGY
99 FINE AND PERFORMING ARTS
100 CENTRAL DRIVE RESIDENCE HALL
1 01 /1 1 8 THE VILLAGE RESIDENCE HALLS
120 NORTON RESIDENCE HALL
121 TRACK, SOCCER, & TENNIS FACILITY
122 WOMENS SOFTBALL FACILITY
123 ANDREW'S HOUSE
124 CLAXTON HOUSE
125 PUMPING STATION
127 STUDENT REC CENTER
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DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
Know what's b@10w.
Call before you dig. NORTH
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
CAMPUS LOCATION
& TRAFFIC PLAN
SHEET NUMBER:
0
w
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ry
1 � 2
3
r
5

ELEVATIONS ARE NAVD 88.
UNDERGROUND UTILITIES AND IMPROVEMENTS NOT RE
LOCATED.
BEARING ORIENTATION IS BASED ON NAD 83(2011)2010
THIS MAP WAS PREPARED SOLELY FOR THE PURPOSE OF
EXISTING SITE CONDITIONS. IT IS NOT INTENDED TO
REAL ESTATE CONVEYANCE OR RECORDING.
THIS MAP DOES NOT REPRESENT A BOUNDARY SURVEY
BOUNDARY INFORMATION HAS NOT BEEN CHECKED OR
DEED INFORMATION HAS NOT BEEN CHECKED OR VERIF]
PARCEL MAY BE SUBJECT TO EASEMENTS, RIGHTS-OF-W
RESTRICTIONS; WRITTEN AND UNWRITTEN; RECORDED
THE CERTIFICATION SHOWN HEREON IS NOT A CERTIF:
FREEDOM FROM ENCUMBRANCES.
THIS SURVEY WAS PREPARED WITHOUT BENEFIT OF AB;
OF TITLE SHOULD BE REFERRED TO AN ATTORNEY-AT-L/
ALL DISTANCES ARE HORIZONTAL UNLESS OTHERWISE
COPYRIGHT ©, JOEL JOHNSON LAND SURVEYING INC. Al
REPRODUCTION OR USE OF THE CONTENTS OF THIS DO(
DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART
THE LAND SURVEYOR IS PROHIBITED. ONLY COPIES FRO.
DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE Al
CONSIDERED TO BE VALID TRUE COPIES.
PROPERTY HAS NOT BEEN INSPECTED FOR WETLANDS Of
STORMDRAIN WAS CONFIRMED USING A MAP PREPARED
UTILITIES ARE SHOWN USING WESTERN CAROLINA UN
SOME OF WHICH WERE LOCATED IN THE FIELD.
Tie from
518
Centennal Dr,
NCSR 173'
Right of Way
Point
Northing
Easting
Elev.
Invert
5D 1 450
593854.734
751289.934
2097.33
2193.73
SD 1A 9540
593826.518
751335.722
2097.16
2087.76
5D 113 9487
594025.341
751423.213
2099.29
2095.99
SD 1C 9943
593963.288
751454.524
2099.27
2096.37
SD 2 9705
593860.125
751432.437
2095.72
2090.32
51)3 2040
594163.701
751562.112
2104.44
2101.24
5D 4 2021
594209.180
751621.997
2108.20
2101.70
SD 5 2448
594288.291
751707.896
2117.45
2112.65
5D 6 1960
594267.133
751725.039
2118.11
2113.31
51)7 2557
594299.740
751859.108
2127.06
2121.81
S0 8 2515
594327.095
751863.251
2127,23
2122.18
SD 9 2235
594228.292
751758.436
2125.67
2122.57
SD 10 2148
594141.783
751571.294
2104.66
2095.01
5D 1110085
594103.181
751578.862
2101.97
2099.17
SD 12 2053
594196.477
751628.248
2108.03
2094.73
5013 2084
594156.639
751633.528
2107.18
2102.18
5D 14 1527
594119.964
751724.863
2109.71
2108.76
SO151637
594096.000
751779.463
2111.39
2104.54
5D 16 1705
594128.486
751800.100
2111.93
2104.93
SD 17 3156
594117.485
751857.483
2113.23
2110.13
5D 18 3157
594033.393
751986.636
2118.15
2105.37
5D 19 3114
594022.279
752051.642
2119.38
?
5D 20 787
594102.181
752010.026
2123.98
2113.23
SD 21 2196
594121.161
751976.657
2127.68
2125.13
S0 22 844
594125.863
752031.147
2124,35
2119.85
5D 23 724
594245.557
752003.305
2136.02
2129.82
5D 24 4027
593865.317
751675.881
2108.96
2106.98
5D 25 19383
593758.293
751845.664
2107.99
2104.54
5D 26 19080
593679.990
751991.575
2109.24
2103.60
SD 27 19079
593704.882
752009.644
2110.89
2109.20
SO 28 1961
593660.270
752032.724
2111.00
2108.70
SO 29 1910
593728.288
752074,807
2117.03
2114.88
SD 30 1849
593828.752
752112.019
2120.94
2118.04
SD 311233
593854.769
752122.497
2120.40
2118.80
5D 32 1201
593930.784
752139.420
2123.25
2119.65
SD 33 1016
594002.657
752139.991
2122.09
2115.64
5D 34 3595
593934.350
752156.541
2123.56
2120.45
SD 35 1780
593703.868
752140.935
2127,70
2124.77
Revised October 10, 2018 to show Survey Control
Information and Correct Sewer and Stormdrain.
Revised August 9, 2018 to show additional stormdrain
Sewer and other misc. infomation.
MH 4 4001
594137.173
751537.396
2103.11
2091.11
MH 5 omitted
MH 6 10079
594100.539
751594.528
2102.19
2097.19
MH 7 1528
594119.834
751733.382
2110.07
2099.97
MH 8 1542
594015.064
751983.083
2118.58
2108.83
MH 9 3277
593907.508
752034.131
2121.02
2109.42
MH 10 1449
594007.199
751817.970
2120.74
2115.60
MH 11 1447
593996.645
751711.960
2122.34
2118.24
MH 12 20113
593962.344
751806.044
2122.28
??
MH 13 3278
593891.512
752059.658
2120.62
2109.72
MH 14 1871
593811.860
752115.042
2122.89
2111.24
MH 15 1878
593725.749
752111.472
2128.31
2119.77
MH 16 3609
594020.372
751589.093
2113.07
2103.37
V
D"
RID
!) 2 010. 0000
THAT THE SURVEY WAS COMPLETED ON JULY 24, 2018; THAT THE CONTOURS SHOWN AS BROKEN LINES
MAY NOT MEET THE STATED STANDARD; AND ALL COORDINATES ARE BASED ON NAD 83 (2011) & NAVD
88 (Geoid 12A);THAT THE THE HORIZONTAL CLOSURE BEFORE ADJUSTMENTS WAS 1: 46,551 AND THE
VERTICAL CLOSURE WAS 0.01'. THAT THIS CERTIFICATION IS FOR THE TOPOGRAPHY AND EXISTING
ABOVE GROUND SITE CONDITIONS AS SHOWN. THIS IS NOT A CERTIFICATION OF BOUNDARIES,
RIGHT-OF-WAYS, RESERVATIONS OR RESTRICTIONS OR LACK THEREOF. THIS TOPOGRAPHIC SURVEY
SHALL NOT BE USED FOR RECORDING, CONVEYANCES OR REAL ESTATE SALES.
This document originally issued and sealed by
R. Joel Johnson, PLS L-3882, 07-24-2018
This media shall not be considered a certified document.
Control Point
®
CMF
Concrete Monument Found
®
GPS Control Point
®
FFE
Finished Floor Elevation
f7'
UP
Utility Pole
t
LP
Light Pole
®
Power Transformer
O
TP
Telephone Pedestal
m
WM
Water Meter
DQ
WV
Water Valve
Fire Hydrant
OS
Sewer Manhole
cio
Sewer Clean Out
®
DI
Drop Inlet
im
CB
Catch Basin
OTelephone
Manhole
sr
Steam Manhole
OElectric
Manhole
OCommutation
Manhole
BEFORE YOU DIG
STOP
CALL 1 800 632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW
www.NC811.ORG
GPS Control Metodata
(1) Class of survey: A
(2) Positional accuracy: 0.04ft @ 95% Confidence
(3) Type of GPS field procedure: STATIC
(4) Dates of survey: March 2018
(5) Datum/Epoch: NAD 83 (2011)2010.0000
(6) Published/Fixed-control use: FRKN, NCBC, HAYW
(7) Geoid model: 12B
(8) Average combined grid factors: 0.99977673
(9) Units: US Survey Feet
50' 25' 0 50' 100'
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SUBJECT
GOJN'�Y GL�B OR .•.•.•.•.•.•. .
§CKASECEE
NOTE: 1. SCOTT AND WALKER HALLS WILL BE
REMOVED BY OTHERS UNDER
SEPARATE CONTRACT. THEIR UTILITY
SERVICES WILL BE CAPPED AT OR
NEAR THE BUILDINGS AND LEFT FOR
REMOVAL AS PART OF THIS CONTRACT.
' ' I
Tie from Point C to Point D
S 56°04'40"W '
271.41' ' I -
'
W U
i
m
Point C - �A
60d Nail ♦ �� a — — �I
for Control �� ♦ �i'! A
♦ �i �
i \ I
W N — 594, 79.589' I
E = 751 29.797'
W Elev. = 2,114.43'
w
VICINITY MAP ��
� , Reid Gym
(NOT TO SCALE) 6'.60111h,1
Nan-
—
EXISTING FIRE HYDRANT _ - a�
TO REMAIN (TYP) - - — - 2125--------------
EXISTING STORM PIPE � G ��� � A\ � i I� �
� EXISTING PARKING LOT
TO REMAIN (TYP) i� ♦♦♦ — y ��� A II�� / TO REMAIN
A \ w 4
l
EXISTING STORM STRUCTURE ` ` ♦ _ \ \ \�\ \ I \ l l� \� EXISTING 60" RCP TO REMAIN (TYP)
TO REMAIN (TYP) -
♦ ♦ y Jill V�
P c int D \ vv
6 d Nail Sew SS _EX
fo Control S MH 7 ♦♦ \® TOISREMAIN
EWER(P MANHOLE
�\ ��VA\V�� )
N — 594,128.123' S S = � � ♦ � �
S S � (� S S �
S E = 751,404.579' ♦ v��� v� _ ���- - ���
G ♦ ♦ \\\\� ` \ _
pint D to Point E O ` - - EXISTING SEWER LINE
9 \\ ��
SS TOISRE AINARKING LOTAl
♦ \ \ \/\� / TO REMAIN (TYP)
cn Elev.
v. '
S SS ♦♦�
EXISTING WATER LINE
— -- TO REMAIN (TYP)
_ — — —
°
I E °
/ — \
S
a
"
LIE
ttE
Point E ` ,\� _ -- �F ,- TEL
V 'orV`, S • EL o- \ UE
u
60d Nail Se-t_
O
for Control - — -
N = 594,019.225' �,,, % ! _ e �� ��
-
�: = _
. °
.
EXISTING STORM PIPE 86
TO BE REMOVED (TYP)
°
will�\
-
°
lJ -
E
- I
c
SEE WATER PLAN FOR RELOCATION // UE
OF EXISTING WATER LINE
a
K i
< E
7-1
° • -
EXISTING STORM STRUCTURE J
// "� f U UE S
°
T UE
• a
9a q a ° ° °
TO BE REMOVED (TYP) . /�"/ys� ` ? U SM
o�
r Scott Hall s
°
1
a
411 EXISTING UNDERGROUND ELECTRIC AND
CONDUIT TO BE REMOVED a �, / ,/ /� a a UE��
r i
♦ /
�� EXISTING ASPHALT PARKING LOT
-
TO BE REMOVED (TYP) / / / / /'���7
41*
41*1
4% a
jA vF 4, ---% " m, - - EXISTING STEAM TO REMAIN (TYP)
ih' c,� i � a W` (�, •cam
/ice ♦ 00, i� C
— a T
•/
a H
Owl-
T (/
i
hi
v
-
F0�' �L �� .. i
00, L CONTRACTOR TO MAINTAIN ACCESS TO
F0C —� y Q �vF DINING HALL LOADING DOCK ATALL TIMES
/ U
F OC ���\ • • \\
�+ %�
� J
• . �� � � / • T. � � �� - �; • ° EXISTING STEAM MANHOLE TO REMAIN (TYP)
E�� - - ❑
• . � � ° °• �E� � r\ � � /�� ° ° EXISTING LIGHT POLE
S• " ' � .� •• •, ••'• � �� \ \ T � °° ° • UV ��- •° U� - TO REMAIN (TYP)
•. ••• d •• : . •• 3n F
/ ` �� / DEMOLITION WORK WITHIN HATCHED AREA
/ C,+ ., TO BE PERFORMED UNDER SEPARATE
EXISTING STORM PIPE HF Robinson Bld. • •' • y �� �� �` P
TO BE REMOVED & REPLACED. fA
i �ti� ��� CONTRACT. (SCO# 17-17448-04)
SEE STORM PLANS FOR DETAILS. �' .•••. j ti
EXISTING CONCRETE SIDEWALK • J
EXISTING STORM STRUCTURE TO TO BE REMOVED (TYP) �' �•� ��` / �( ( EXISTING WATER LINE TO REMAIN (TYP)
BE REMOVED &REPLACED.
C,
SEE STORM PLANS FOR DETAILS. � �. ,. •• • ' •' , , ROAD MUST STAY OPEN TO TRAFFIC AT ALL TIMES
EXISTING CONCRETE CURB � `, � � ,;
TO BE REMOVED (TYP) U�c
EXISTING CONCRETE SIDEWALK
TO REMAIN
/ U
y
V • - � RKING LOT EXISTING PA
' -- - TO REMAIN
v ••
UE UE -— UE ` EXISTING TELECOMMUNICATIONS
UE __ �• LINE TO REMAIN
CF 01
\ EXISTING UNDERGROUND
PROPOSED LIMITS OF DISTURBANCE (TYP) \ / ELECTRIC LINE TO REMAIN
PROPOSED CONNECTION TO EXISTING ASPHALT.
CONTRACTOR TO PROTECT EXISTING PAVEMENT . EXISTING STEAM TO BE RELOCATED. COORDINATE SHUTDOWN
TO REMAIN DURING CONSTRUCTION.
�� ...J� WITH UNIVERSITY (SEE MEP PLANS FOR DETAILS)
EXISTING UNDERGROUND UTILITY TO BE REMOVED
(TYP) G ` / EXISTING TREE
TO BE REMOVED (TYP)
PROPOSED TREE PROTECTION FENCE (TYP) .• /��
., V�
EXISTING STORM STRUCTURE .� O EXISTING WATER SERVICE TO H.R. ROBINSON TO
TO REMAIN (TYP) ��/ SC\ BE RELOCATED. MAINTAIN SERVICE AT ALL TIMES
EXISTING CONCRETE CURB
TO BE REMOVED (TYP)
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
E
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.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED
GRADING/LAND DISTURBANCE AND DRIVEWAY PERMITS HAVE BEEN
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
3.
CONSTRUCTION FENCE TO BE IN PLACE PRIOR TO START OF
CONSTRUCTION.
D
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
5.
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.
6.
CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES CALLED
OUT TO REMAIN 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.
7.
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.
8.
EROSION CONTROL IS FIELD PERFORMANCE BASED AND
CONTRACTOR SHALL INSTALL AND MAINTAIN ANY EROSION
CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE DURING DEMOLITION AND CLEARING.
9.
CONTRACTOR TO COORDINATE TIMING OF DEMOLITION AND
CONSTRUCTION WITH OWNER TO ENSURE EXISTING FACILITIES
REMAIN ACCESSIBLE.
10.
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.
11.
WCU WILL REMOVE EXISTING TRANSFORMERS, OVERHEAD UTILITIES,
AND SITE LIGHTING FIXTURES WITHIN PROJECT AREA PRIOR TO
CONTRACTOR MOBILIZATION.
12.
SCOTT AND WALKER HALL ABATEMENT AND DEMOLITION WILL
OCCUR UNDER A SEPARATE CONTRACT.
13.
DEMOLITION SHOWN ON THIS SHEET IS THE MINIMUM NECESSARY
FOR CONSTRUCTION OF PHASE 1 (BUILDING B).
Know what's IJvlOW.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
W
= SEALo
=
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Z
MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PHASE I EXISTING
CONDITIONS &
DEMOLITION PLAN
160 SHEET NUMBER:
C 10 1
"NLe

1 2 3 4 5 6
E
N
TUOKAS
EGEEus
107
11�41'Q
R/44 ,9 -n 01P
0
r
SUBJECT o
PROPERTY
oJN�Y o`ocGlp
GL.B oR .......
.............. OFF
VICINITY MAP
(NOT TO SCALE)
W
EXISTING DRAINAGE STRUCTURE TO BE REMOVED (TYP)
EXISTING HYDRANT TO BE REMOVED (TYP)
271.41'
EXISTING ASPHALT IN HATCHED AREA TO
BE REMOVED (TYP)
EXISTING STORM TO BE REMOVED (TYP)
PROPOSED SAWCUT LINE
(TYP)
onannanaw"Unlinan%V
nannn■
nn nnnnn�
CONTRACTOR TO COORDINATE /
�DEMOLITION OF EXISTING PARKING LOT /
WITH INSTALLATION OF PHASE 1 SEWER / \
AND SCOTT AND WALKER DEMOLITION oQ
/ \Pc igtl D _
6 d Nail S / )70,) •
fo Cdn trot
N T 594;128. 23' i �
/ S _ E = 7�51, 404/579' / S
Tie from Point D to Point E / // / Elev. = 2,�00.30, S O�ANN
1 '
1 '
EXISTING SEWER TO BE RELOCATED.
' MAINTAIN EXISTING FLOW AT ALL TIMES.
SEE SEWER PLANS FOR DETAILS.
1 '
UE
� �
u sue
UEUE
\ I 00
N UE /
tt \ I �1-
ol
\ N \ \
�
Point C
60d Nail S
or_Contr I
594, .589' I�
E 751,62 797'�
EI e = 2,114.43'\ \ _ �'40
�
Reid Gym
//
•�•,� I i///,// ��//�� / 1 I I IIIIv� \ --
2 _
• I \ IIIIII I '\
2 7 n 't • •• � // w I
I
i
i
�,�
NOTE: 1. SCOTT AND WALKER HALLS WILL BE
REMOVED BY OTHERS UNDER
SEPARATE CONTRACT. THEIR UTILITY
SERVICES WILL BE CAPPED AT OR
NEAR THE BUILDINGS AND LEFT FOR
REMOVAL AS PART OF THIS CONTRACT.
EXISTING CURB TO BE REMOVED (TYP)
EXISTING WATER TO BE REMOVED (TYP)
EXISTING SIDEWALK TO BE REMOVED (TYP)
EXISTING 60" RCP TO REMAIN (TYP)
/41 II EXISTING ♦♦^` //� OF ` I I \�\ ' 1\ \ _ EXISTING LIGHT POLE AND BASE TO BE REMOVED (TYP)
114.6 3' `".I L ♦ S \� C I
1� ��� 0 - S. F F I
N� IIII
cn / \ /// % % �4.
EXISTING MANHOLE TO BE REMOVED (TYP) - ---- EXISTING TREE TO BE REMOVED (TYP)
ov
l �I Point E UE
F C �E�
{jam ,••.• /' L ✓ . \ \ T� a �c UE - a UE
/ v V //� /� • •• i� Y \ pis •• \ \\ \ TE - UE_ UE�
I 60d Mail S J / ,� �/ �l?� ° ; ��� 22 U vv� _
I / for ontrol �a , % 4�� � •/i E W ,��• I
III I / N =� 59 4 19.22AN
5' // , /�J �/� , // �� �.
\ cnl / / // / // , 1 / ST
(l \ I Elev. = 2,099 6' 40. 1 111, - �/ /j •' / �� ��' "'� ��. ' •�'s - - ••�• i /
IM
PHASE 1 PROPOSED STORM PIPE ® # \ I �� / /•�
U
(SEE STORM PLANS) (TYP) I I I I ��/�// �.� •,�� / ������ .,�W \\ LE
I �
/ '� /I
♦ /
II I / III III ��, . � 7'/ ���� b�'�/ k/ ������y♦,r • yam, sr W�� I / E u T—
f
1 \ I �� is i • •. , �� ` •� �'� • s e ��1 • • •
PHASE 1 PROPOSED STORM STRUCTURE
��} `�i �; /�� •
� I I I I (SEE STORM PLANS) (TYP) III �'� I �`�•.°f9�.°• '• •�/'...• • . C, �� v
Scott
C •
\ 4P* y y , . may, !ham � / • , r ,,,., � - � � � ` /
� � � / � X / V I � V A , / ° � vim. � � / � • �.� •
/ / „ \ \ / I Z / �� . • • UE
s
a.
s F R 1 �3 �I v �► 2�96 _ v v V A A \ 1 //_ �.,� �� �//
1 s
0 09 E E39
9pAL U
209Aw
a
I •
I
I
s .
J� IIII I
041
•.• , w C11 I�I III
a ,
HF Robinson Bld.
mph i `♦`` ( J �I/J III / S41*
<'09.a
44
. ° .
���� I I 5� �♦ / / v
\ i<
J P �� \
UE — — UE UE
Ili � UE
_
PROPOSED LIMITS OF DISTURBANCE (TYP) l✓� ♦♦•�\ ` 20 8bv /��
BUILDING B AND ASSOCIATED c
10
INFRASTRUCTURE WILL BE IN ♦♦ \� J
CONSTRUCTION DURING PHASE 2 \ ♦ �� 1
APROPOSED TREE PROTECTION FENCE (TYP) ♦♦ /F�
0
W
I-
z_
n
1 2 3 4
� // A
5
-_� SMC
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
DISTURBED AREA: 7.6 AC
E
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.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED
GRADING/LAND DISTURBANCE AND DRIVEWAY PERMITS HAVE BEEN
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
3.
CONSTRUCTION FENCE TO BE IN PLACE PRIOR TO START OF
CONSTRUCTION.
D
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
5.
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.
6.
CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES CALLED
OUT TO REMAIN 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.
7.
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.
8.
EROSION CONTROL IS FIELD PERFORMANCE BASED AND
CONTRACTOR SHALL INSTALL AND MAINTAIN ANY EROSION
CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE DURING DEMOLITION AND CLEARING.
9.
CONTRACTOR TO COORDINATE TIMING OF DEMOLITION AND
CONSTRUCTION WITH OWNER TO ENSURE EXISTING FACILITIES
REMAIN ACCESSIBLE.
10.
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.
11.
WCU WILL REMOVE EXISTING TRANSFORMERS, OVERHEAD UTILITIES,
AND SITE LIGHTING FIXTURES WITHIN PROJECT AREA PRIOR TO
CONTRACTOR MOBILIZATION
EXISTING STEAM TO REMAIN (TYP)
EXISTING PREVIOUSLY ABANDONED PUMP STATION
TO BE REMOVED. WET WELL TO BE REMOVED WITHIN
5' OF FINISH GRADE AND REMAINDER FILLED WITH
COMPACTED AGGREGATE BASE COURSE
CONTRACTOR TO MAINTAIN ACCESS TO
DINING HALL LOADING DOCK AT ALL TIMES
EXISTING STEAM MANHOLE TO REMAIN (TYP)
DEMOLITION WORK WITHIN HATCHED AREA
TO BE PERFORMED UNDER SEPARATE
CONTRACT. (SCO# 17-17448-04)
EXISTING WATER LINE TO REMAIN (TYP)
----I ROAD MUST STAY OPEN TO TRAFFIC AT ALL TIMES
40
Know what's b@10w.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
6
z
J
D
CO
z
O
U
C
SS/°
SEAL
035093
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PHASE II & PHASE III
EXISTING CONDITIONS &
DEMOLITION PLAN
160 SHEET NUMBER:
C102

1
3 4 5 6
E
N
TUCKASEGEE
us
107
c
F,yo�igl
m (^ OQ
M a
E SpVPNNpN R F o
SUBJECT o
PROPERTY
01
. ..........FF
... �o
VICINITY MAP
(NOT TO SCALE)
D
Tie from Point D to Point E
S 1811'20"W
114.6 3'
MAT
0
LU
z_
ry
n
CIANTF .
Ig
rn�ic� DRIL
1731>)
Tie from Point C to Point D
S 56°04'40"W
271.41 '
Point C PROPOSED 30" CURB & GUTTER
60d Nail SPA (TYP) (SEE DETAIL D2.03)
for Control
N = 594,279.589'
E = 751,629.797' CURB TRANSITION FROM 30"
Elev. = 21114.43' TO 18" AT END OF RADIUS
PROPOSED CONNECTION TO EXISTING��ti��
ROAD (CONTRACTOR TO MATCH
EXISTING ELEVATIONS)
4
G
PROPOSED CONCRETE SIDEWALK
\� (TYP)(WIDTH VARIES) �O
R10.0'
R18.0' --/
22.
Point D
60d Nail Se-t----_
for Control +
N = 594,128.123'
E = 751, 404.579'
EI v. = 2,100.30'
Point E
60d Nail Sets
for Control
N = 594,019.225;'
E _ 751,3p6.6UU
Elev. = 2,099//86'
J
HF Robinson Bld.
PROPOSED CONCRETE SIDEWALK
(TYP)(WIDTH VARIES)
86,/!,C NG
21 /0
R10.5' -
PROPOSED HEAVY DUTY ASPHALT
PAVEMENT (TYP) (SEE DETAIL D2.11)
PROPOSED LIGHT DUTY ASPHALT
PAVEMENT (TYP) (SEE DETAIL D2.10)
PROPOSED STANDARD 9'X18'
PARKING SPACE (TYP)
FFFj`�jNG
��JQS x
"7
23.7'
21.0'
R2.0'
R10.0'
Reid Gym
� IP
PROPOSED TRASH ENCLOSURE (TYP)
(SEE LANDSCAPE PLANS FOR DETAILS)
PROPOSED PAVERS (TYP)
(SEE LANDSCAPE PLANS FOR DETAILS)
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
PAVING LEGEND
PROPOSED
HEAVY DUTY PAVEMENT
PROPOSED
LIGHT DUTY PAVEMENT
PROPOSED
OVERLAY
PROPOSED
CONCRETE SIDEWALK
PROPOSED
PAVERS
E
Sl 6"
SEAL
035093 =
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2 a)
U�U 3
zch
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NOTES
1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, 5
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL G
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS. z Q
_ c�
CN
2. MULTI —PHASE CONSTRUCTION. J U J
00
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED O N
CONTRACTOR. U
z
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE 2 LU
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO Q 1 1 =
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR O (j
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE Z J Z O
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S J
J
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO �/
CONSTRUCTION. rlL >_ Uj (�
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES (SHOWN W 1.— 0
TO REMAIN) AND NEWLY COMPLETED WORK DURING 1--
CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING V J
FROM CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE �+�, W
CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE WITH W
APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT THE `
CONTRACTOR'S EXPENSE. 5
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN. z
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% SIDEWAI K / ROSSWALK LONGITUDINAL SLOPE S 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 RADII LISTED ARE FROM FACE OF CURB UNLESS OTHERWISE
NOTED.
9. 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.
10. CURB END TREATMENT TO BE APPLIED TO ALL CURB ENDS. REFER
TO CURB END TREATMENT DETAIL.
11. PROPOSED ROADS TO BE PRIVATE. NCDOT IS NOT RESPONSIBLE Q a
FOR ANY ROAD MAINTENANCE. v
w
Y
Know what's below.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PAVING PLAN
160 SHEET NUMBER:
C201
1
2
3
5
5-61

N
7UCKAS EGEE
us
107
Tie from Point C to Point D
M�MoRiq
c��q
S 56 °0 4' 40" W
oR
0
�
00oR
271. 41 '
E
PNNPN
X
\ SPv
0
SUBJECT
o
PROPERTY
G�Ue aR
of
ocGllo
Point C
oUN�� .............
FF�o
PROPOSED INLET PROTECTION PROPO
60d Nail S
:::::::::::
(TYP)
for Control
N = 594,279.589'
E = 751,629.797'
I
1
Elev. = 2,114.43'
� y w�
I � �
1
VICINITY MAP 1 Reid Gym
PROPOSED SEWER TO SERVE
(NOT TO SCALE)77Z 1 zz
BUILDING B (SEE SEWER PLANS) �� /j\ Y10*
ALL 2:1 SLOPES AND GREATER TO BE ■ ■ ��
STABILIZED WITH SLOPE MATTING. _-
(SEE NOTE 4 THIS SHEET) - -
-212
ALL SLOPES GREATER THAN 3:1 BE HYDROSEEDED
/ _
7 DAYS OF ESTABLISHED FINISH GRADE FOR C a y_ � �y y C v 1 —------
WITHIN
��-STABILIZATION. PERMANENT VEGETATION SEED TO
CONFORM WITH SEEDING REQUIREMENTS SHOWN ON °••� ��� �Vv_� v vv \vv �� �� _!
DETAIL SHEET (APPROVED BY OWNER). • ' / �� �vv y v\v A
✓I
i \ 1
D
60d Nail Se -
Point
SS for Control \ `.
\ N 594,128.123' �
D = \ � SS ' � �-(\ ` �♦ ' •"'•s EXISTING SCOTT RESIDENCE HALL i
J / Elev. 751 20 00 30' lSS \ - 1 NK \ °° ♦ �♦' C` `�\ \ / TO T DEMOLISHED UNDER SEPARATE
CONTRACT DURING CONSTRUCTION OF i
Tie from Point D to Point E I � � � oo� \ � . � � . vVvy THIS PHASE (SCO# 17-17448-04)
S 18 11 20"W — C� F �, ��I •` \\
114.63' PROPOSED BUILDING B SHOWN ;; � -, � � - -- � ♦ �� ° . ° � v v� � v y vv�
FOR REFERENCE �` �� C E ♦ ��\ T4� 1
PROPOSED TEMPORARY JUNCTION BOX \ ♦,��
RIM: 2109.9f v CV /�� _► Cam= ;Ct,; _ — - —F N
C ----
INV IN: 2099.1
IN V OUT: 2099.0 / / -- _-
/ / --
��
Point E � \ � / / / � � ° . a . - � — 0F °
• � � as � .
60d Nail Se-t� ° �' — -
a �lw \ — UE w _ •�j y �� _
for Control
°
. .
N = 594,019.225'
°
= 751, 368.800' / - - S —
Elev. = 2,099.86
° .
a '
1�
PROPOSED TEMPORARY 18' HDPE PIPE
(1.0% MINIMUM SLOPE) �' W
i
C
0
LU
H
Z_
ry
n
PROPOSED 92'x46' TEMPORARY SKIMMER BASIN 'A'
(SEE SHEET C933)
PROPOSED LIMITS OF DISTURBED AREA
(TYP)
v /
y v / 4%*
C /
C� 4 ---
41114
Mc ,
�s w
EXISTING STORM PIPE (TYP)
EXISTING STORM
STRUCTURE (TYP)
PROPOSED TEMPORARY DIVERSION DITCH "A"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 2% MIN
CHANNEL LINER: YES (SEE NOTE 4 THIS SHEET) /
(SEE DETAIL D3.02)
.a
°
SMa
� SMa
Scott Hall
.. s a a
. a
00
I U��
x A3 A5 \
U 9 .a
1 00
00
A2
'1 J`;
C
0*00� -
0400
000
0100
0
C
CONTRACTOR TO MAINTAIN HF Robinson Bld.
ACCESS AND UTILITY SERVICE
TO HF ROBINSON BUILDING AT
ALL TIMES
EXISTING DOMESTIC WATER SERVICE FOR HF ROBINSON /
PROPOSED SILT FENCE
(TYP)
°
A6
1 /
I
1 ••.. U E
A
}
m
E'_���
I 0
a
0
FF //VG
IO GJ
------------
a
. Q
.,... B5
T �E
s\
.a a
. ° I
♦ C a� \ B4 ♦ � U Q"
♦ y� -
P
// ♦ �v �'
B3
ra
LIMITS OF DISTURBANCE IS FOR PERMITTING
PURPOSES ONLY AND DOES NOT IDENTIFY
UNRESTRICTED CONTRACTOR ACCESS �° x
x
EXISTING FIRE WATER LINE FOR HF ROBINSON
i
PROPOSED PHASE I CONSTRUCTION FENCE ®_ •..
(TYP) i
SEE SHEET C302 FOR LAYOUT & FINE GRADING
OF TEMPORARY ADA ROUTE ^ \
01
•
\'
WP<
\C PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
(TYP) (SEE DETAIL D3.03) (CONSTRUCTION C� ♦ \ C
ENTRANCE TO BE MAINTAINED AND ADDITIONAL
STONE ADDED ON REGULAR BASIS AS NEEDED) /
INSTALL ACCESS GATES IN CONSTRUCTION FENCE `1
AS DIRECTED BY CONSTRUCTION MANAGER AT RISK
PROPOSED STAGING AREA .
PROPOSED RELOCATED WATER LINE.
TO
NHFAROBINSON AT ALLMAINTAIN
TIMES SERVICE .�• S� CO F„
• SC\
PROPOSED 60'x3O' TEMPORARY SKIMMER BASIN 'B'
(SEE SHEET C933) ZZ
C
62
I
I
PROPOSED TEMPORARY DIVERSION DITCH "B"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH: 1'
SLOPE: 2% MIN
CHANNEL LINER: YES (SEE NOTE 4 THIS SHEET)
(SEE DETAIL D3.02)
PROPOSED TEMPORARY JUNCTION BOX
RIM: 2105.9f
INV IN: 2101.4
INV OUT: 2101.3
PROPOSED TEMPORARY 15" HDPE PIPE
(1.0% MINIMUM SLOPE)
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
DISTURBED AREA: 7.6 AC
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. ACCEPTABLE PRODUCTS FOR EROSION CONTROL MATTING ARE:
-AMERICAN EXCELSIOR COMPANY CURLEX° II CL
-NORTH AMERICAN GREEN S150% DS150% OR S150BNTMM
-WESTERN EXCELSIOR R-2TMm OR SS-2TMm
5. SURFACE WATER CLASSIFICATION
STREAM INDEX: 2-79-31
STREAM NAME: CULLOWHEE CREEK
DESCRIPTION: FROM SOURCE TO TUCKASEGEE RIVER
CLASSIFICATION: C;TR
DATE OF CLASS.: JUNE 30, 1961
RIVER BASIN: LITTLE TENNESSEE
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION FENCE
SKIMMER & CONTROL STRUCTURE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
STONE INLET PROTECTION
Know what's below.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
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D
MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE
PHASE I EROSION
CONTROL
160 SHEET NUMBER:
C301
1
r
5

N
TUCKAS
EGEE Ri
Us
107
4R m O�
m o
5Pv PNNPN F C
'0a \ \ ;' • \ v
E - ----
F \
SUBJECT o \ \ \
PROPERTY
/ i \
i OR.
............... F -- - -
....... -- �_ -
�a N _O o o I O v
N N \ \
N �� •® • \\ \ ---
n a • v v
VICINITY MAP i �'' i \\\ \\ F
)VO
09
(NOT TO SCALE) 1 i v -
I
i
2110
---- IDS
i
i 70 a
F A
� 2109.4 ♦ -•
i
/ \4 FG 2109.2 _ _ �-- ------
FG 2109.6 .
FG 2109.3 � �
FG 2108.E C� 4 AV •
/ •
i
r , / 2110 FG 2TOO s.2 •
a y \ ♦ i
FG 2108.6
-
FG 2108.5 4
i" \ ••� • \ • ° a
V ��� 2108 V� \ a • �.
a
G 9 a
a
\
CF V G 2111.0 .. , •'. . 4
27 • \ \
onI
o J
CF o
--- v a CF
112
CF
C a< CF 1♦
PROPOSED TEMPORARY ADA ROUTE FG 2108.7 i CF ♦♦
FG 2113.0 -\ \
`_FG 2108.6 CF �
7_7FG 2113.0
2106
CONTRACTOR TO MAINTAIN \
ACCESS AND UTILITY SERVICE
TO HF ROBINSON BUILDING AT CF
ALL TIMES \
CP
a
r F
PROPOSED CONNECTION TO EXISTING
SIDEWALK &CURB (CONTRACTOR a FG/2
TO MATCH EXISTING ELEVATIONS) V/ / �/ /
4 4 / \ FG 2108.8
/ a a
/ 4 FG �1 9.0
Q FG 21 .6
4�1
/
�a / a
4
EXISTING STAIRS /
B \
g
FG 2108.
8.0, G 21
FG 210
2107.9__`21
PROPOSED HANDICAP PARKING SPACE (TYP)
(2% MAX SLOPE IN ANY DIRECTION)
FG 2108.3
1 .0'
0' '--FG 2108.2
PROPOSED HANDICAP PARKING SIGNS
'--FG 2108.1
2108.0
QC_
C'
10
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
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. ACCEPTABLE PRODUCTS FOR EROSION CONTROL MATTING ARE:
-AMERICAN EXCELSIOR COMPANY CURLEX° II CL
-NORTH AMERICAN GREEN S150'% DS150t OR S150BNTMM
-WESTERN EXCELSIOR R-2TMm OR SS-2TM1
5. SURFACE WATER CLASSIFICATION
STREAM INDEX: 2-79-31
STREAM NAME: CULLOWHEE CREEK
DESCRIPTION: FROM SOURCE TO TUCKASEGEE RIVER
CLASSIFICATION: C;TR
DATE OF CLASS.: JUNE 30, 1961
RIVER BASIN: LITTLE TENNESSEE
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
SKIMMER & CONTROL STRUCTURE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
STONE INLET PROTECTION
Know what's b@10w.
Call before you dig. NORTH
GRAPHIC SCALE
0 5 10 20
SF
CF
@---®
00 - -
00
TD TD
40
E
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= SEAL =
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
TEMPORARY FINE
GRADING & ADA
ACCESS PLAN
SHEET NUMBER
H
Z_
ry
n
1
2
3
El
5
( IN FEET )
1 inch = 10 ft.
6
C302

3 i 4
5
E
N
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EGEEus
107
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0
SUBJECT o
PROPERTY
o�
oUN�I G�Ve
aR OCGIp
.............. OFF
1
1 '
I
1 '
Tie from Point C to Point D , ' I
S 56°04'40"W '
271.41' '
1 \ I
1 \ m UE
\ � ♦ � � \ f — w wv u — UE
- / E
\
Point C \ 3 � I ♦ ♦ \ _ \
60d Nail S \ \ ♦ 007
for Control �� V �� \ ♦ ♦ �A v v
N = 594, 279.589'
E = 751,629.797 V \ 1
Elev. = 2,114.4�
VICINITY MAP w
NOT TO SCALE Reid Gym
( )
11 lb
SCOTT & WALKER DEMOLITION CONTRACTOR
_ WILL BE RESPONSIBLE FOR REMOVING THE
ENTIRE STRUCTURE AND FOUNDATIONS OF wp�eti`�'�
I SCOTT RESIDENCE HALL TO AN ELEVATION : "•� 21��
OF 2107'. THIS PROJECT WILL BED W ��-' •'• s \ I I \ _ _
RESPONSIBLE FOR EARTHWORKS TO FILL THE
/ HOLE LEFT BY SCOTT DEMOLITION AND
0) A REACHING FINAL GRADES (SCO# 17-17448-04)
\ I \ ' \ ✓ 41*
1 <
op I
�I I SCOTT & WALKER DEMOLITION PROJECT ••
\
WILL BE ONGOING WEST OF THIS LINE �� �'
G \ \
P i n t D
-\ ` ` \ ♦ •" •: 1\\\ \� �l �\ of \ \
w i 6 d Nail Se\�
for Control SS
N = 594,128.123' V
\
E = 751, 404.579
Tie from Point D to Point E Elev. = 2,100.30' \ , j — J `\
/ yS`� \ ��
/ 74
1 11 C\��
114.6 3'
• \/ \,��
--- ♦♦ -
I I I \ \ / Point E ... �' // �'/'// / 1 �� ♦�
I / 60d Nail Set-_ '• \ \� /�\\�� 1y �+20
I for Control
I N = 594,019.225' ♦ v� / \ / �� I a v _
v E = 751,368.800' \
1� �Ln Elev. = 2,099.86' V / Hl,/
I
I '� ,� \ I •
I J)
SEDIMENT BASIN 'A' INSTALLED
DURING PHASE 1 TO REMAIN �� I \ \ �� �� ��� - �v / I I ° \\ .
•, / i �� 17
�\ Scott H/
a� _
x � �
x CF A \, A\
\. �\ \ '
x X x L_ y �yw E9
v v v / V ��� i A2 \ �'� ♦ E1 \v�\
�\ � x ♦ I I A5 S
� ,� ♦ mod � � � I , cF �� � � l T`° �
PROPOSED INLET PROTECTION
(TYP)
PROPOSED PHASE II CONSTRUCTION FENCE
(TYP)
PROPOSED STAGING AREA
PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
(TYP) (SEE DETAIL D3.03) (CONSTRUCTION
_ ENTRANCE TO BE MAINTAINED AND ADDITIONAL
\\1 STONE ADDED ON REGULAR BASIS AS NEEDED)
G — — — — INSTALL ACCESS GATES IN CONSTRUCTION FENCE
\ ' AS DIRECTED BY CONSTRUCTION MANAGER AT RISK
D � �
W�
UE
IJE U�
U6 \\ UE�
\ E
SM(
ST
I EXISTING GRADING SHOWN IN THIS AREA IS
II \ PROPOSED, AND FROM THE SCOTT AND WALKER
\ RESIDENCE HALL DEMOLITION PROJECT (SCO#
17-17448-04), AND WILL BE PERFORMED BY
OTHERS PRIOR TO CONTRACT WORK IN THIS AREA.
U$i�C �� ♦ / V a : A �\�4f
A7 E3
l � ,ILv \ ., .•
O �—
i I �
BUILDING B MAY BE OCCUPIED
WHILE BUILDING A IS UNDER
CONSTRUCTION �• \ v F�1\H� \
PROPOSED TEMPORARY DIVERSION DITCH "A" �� i 4-
INSTALLED DURING PHASE 1 TO REMAIN D2 65 /�l
• F3 I �I
�\ i ry . a � • .\ � EIev\21t09.0- � / ` �• � I i
64
HF Robinson Bld.
F1 \ /�
00
GIs
G � �E, C2 :,..•• �
PROPOSED TEMPORARY DIVERSION DITCH "B" / 1
INSTALLED DURING PHASE 1 TO REMAIN
00
� E
PROPOSED SILT FENCE'
UE UE -— UE (TYP)
— 1 d
\ \ SEDIMENT BASIN 'B' INSTALLED 01
, \
G DURING PHASE 1 TO REMAIN
PROPOSED 2" SKIMMER WITH 1.6"0 ORIFICE ♦♦\\ ` �/
♦♦♦�� J� /
C
fTl \ J
0E ♦♦ \\
�< ♦ SC
7
B2 ,9 /
ALL 2:1 SLOPES AND GREATER TO BE
_ STABILIZED WITH SLOPE MATTING.
\ \ (SEE NOTE 4 THIS SHEET)
\ ALL SLOPES GREATER THAN 3:1 BE HYDROSEEDED
PROPOSED LIMITS OF DISTURBED AREA
(TYP)
WITHIN 7 DAYS OF ESTABLISHED FINISH GRADE FOR
STABILIZATION. PERMANENT VEGETATION SEED TO
CONFORM WITH SEEDING REQUIREMENTS SHOWN ON
DETAIL SHEET (APPROVED BY OWNER).
LIMITS OF DISTURBANCE IS FOR PERMITTING
PURPOSES ONLY AND DOES NOT IDENTIFY
UNRESTRICTED CONTRACTOR ACCESS
EXISTING STORM PIPE (TYP)
EXISTING STORM
STRUCTURE (TYP)
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
DISTURBED AREA: 7.6 AC
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. ACCEPTABLE PRODUCTS FOR EROSION CONTROL MATTING ARE:
—AMERICAN EXCELSIOR COMPANY CURLEX° II CL
—NORTH AMERICAN GREEN S150% DS150°, OR S150BNTMM
—WESTERN EXCELSIOR R-2TMM OR SS-2TMM
5. SURFACE WATER CLASSIFICATION
STREAM INDEX: 2-79-31
STREAM NAME: CULLOWHEE CREEK
DESCRIPTION: FROM SOURCE TO TUCKASEGEE RIVER
CLASSIFICATION: C;TR
DATE OF CLASS.: JUNE 30, 1961
RIVER BASIN: LITTLE TENNESSEE
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION FENCE
SKIMMER & CONTROL STRUCTURE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
STONE INLET PROTECTION
ROAD MUST STAY OPEN TO TRAFFIC AT ALL TIMES
PROPOSED TEMPORARY GRADING FOR BUILDING A PAD
40
Know what's b@10w.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
SF
CF
00 - -
00
TD TD
160
E
E
C
V
W
SEAL o
_ 035093 _
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D
MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE
PHASE II EROSION
CONTROL PLAN
SHEET NUMBER:
H
Z_
ry
I1
( IN FEET )
1 inch = 40 ft.
1 2 3 4 5 6
C303

N
crucic4s'
us
107
MFMoR/'9< T cF��q<
oR m OR
m o
E��� SPv PNNPN R A �2
0
SUBJECT o
Tie from Point C to Point D
S 56°04'40"W
271.41'
PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
(TYP) (SEE DETAIL D3.03) (CONSTRUCTION
ENTRANCE TO BE MAINTAINED AND ADDITIONAL
STONE ADDED ON REGULAR BASIS AS NEEDED)
VICINITY MAP
(NOT TO SCALE) \
w
PROPOSED TEMPORARY DIVERSION DITCH "C" �
BOTTOM WIDTH: 0'
SIDE FSLOPE: ':1 annanna■■■■■■.
DEPSLOPE: 2% MIN
CHANNEL LINER: YES (SEE NOTE 4 THIS SHEET)
(SEE DETAIL D3.02) i
EXISTING GRADING SHOWN IN THIS AREA IS \
PROPOSED, AND FROM THE SCOTT AND WALKER
RESIDENCE HALL DEMOLITION PROJECT (SCO#
17-17448-04), AND WILL BE PERFORMED BY
OTHERS PRIOR TO CONTRACT WORK IN THIS AREA.
Point D
_ 60d Nail Se�t—_
S - for Control / SS
D \ N = 594,128.123'��
/ S E = 751, 404.579'
n Elev. = 2,100.30'
Tie from Point D to Point E
S woo
S 18°11'20"W
114.63' S�
EXISTING STORM
STRUCTURE (TYP)
EXISTING STORM PIPE (TYP)
Off'
Point E .•�
60d Nail Se-t-_� °•...•'
for Control 0
N = 594,019.225'
PROPOSED LIMITS OF DISTURBED AREA E = 751,368.800'
(3.0t AC)(TYP) Elev. — 2,099.86'
C
PROPOSED SILT FENCE
(TYP)
SEDIMENT BASIN 'A' INSTALLED
DURING PHASE 1 SHALL REMAIN
UNTIL CONTRIBUTING DRAINAGE
AREA IS PERMANENTLY STABILIZED.
a
O
A
44#
F ♦�
41##♦ / Je
cT#1) �� - 2� 96
J V 00
10000 fi 9
/ BUILDING B WILL BE OCCUPIED IN THIS PHASE
\ PROPOSED TEMPORARY DIVERSION DITCH "A"
INSTALLED DURING PHASE 1 TO REMAIN
J
HF Robinson Bld.
1
1400,
'
1 '
1 '------------
1 ' '
00
w�
\ o
cv
Point C \ \
60d Nail S
for Control \� \ �♦ f \ 0
N = 594,279.589'
E = 751 629.797'
Elev. = 2,114.43 �3 �/ \ / \&
Reid Gym
b 1oZ J
4
cosop
yy \ r
K1 \ �, �-\ \ \\ J T JI
'••'\�\ �� �� �� ���\� PROPOSED STAGING AREA
!) i�11 • \ �A y �� �/ \ PROPOSED INLET PROTECTION
LP (TYP)
pH2 \ 1� • �� A V\ .� \ ♦ \ PROPOSED PHASE III CONSTRUCTION FENCE
��b� �� ��� 1� '� ����\ A�� A ♦\\� (TYP)
`o ♦
H 3 �A \1♦ �� VA -
♦�, AVAN
- -
\� INSTALL ACCESS GATES IN CONSTRUCTION FENCE
AS DIRECTED BY CONSTRUCTION MANAGER AT RISK
Cn
G ♦� ` ' — -
ti _
o �.•• . �� A� �� ` 12 i�°� /
H4 �.\\� S
41
I _
N //// �\ ��� �/ \ \� ♦ E6 E7
o H5 \ �AA� i / SM
° i'� - � v snna
♦ �� /, — �
CA3 CF�O� /71/°t/
\�
E5 Qoi /
G
401 E.
. \
CP
N A
° .
�..•. A7
i
j
CF
E3
\ /
°
D1
21 ,
° \ a
�.� �� 0 �• F4 - \ EXISTING STORM PIPE (TYP)
/�
I
'9
D2 �\� 20
F3
I
710 "� �� 210q V . �� �� ? \C�'
2121 \� �� EXISTING STORM
l° 0 0 �� �� STRUCTURE (TYP)
� 21 1 1 �. o � �°� �„ � � 64
.. F2
0 I3 / ROAD MUST STAY OPEN TO TRAFFIC AT ALL TIMES
... It
\ h II '�
o 63
PROPOSED 20' EGRESS ACCESS FOR BUILDING B
�.�
TO REMAIN ACCESSIBLE AT ALL TIMES \ ` f / � I � \ 2104•_� I � G�..• � � � ,�
LIMITS OF DISTURBANCE IS FOR PERMITTING
° PURPOSES ONLY AND DOES NOT IDENTIFY
\/ m /� ✓ e 2103 F B2 `J - / UNRESTRICTED CONTRACTOR ACCESS
•T� M 5�� 2IC_ 11 _
e � °
ALL 2:1 SLOPES AND GREATER TO BE
STABILIZED WITH SLOPE MATTING.
PROPOSED TEMPORARY DIVERSION DITCH "B" C2 \' w' �.�' (SEE NOTE 4 THIS SHEET)
INSTALLED DURING PHASE 1 TO REMAIN
��° • ° � � % \ V � A� 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
�j DETAIL SHEET (APPROVED BY OWNER).
SEDIMENT BASIN 'B' INSTALLED
DURING PHASE 1 SHALL REMAIN o
UNTIL CONTRIBUTING DRAINAGE
AREA IS PERMANENTLY STABILIZED.
PROPOSED LIMITS OF DISTURBED AREA
(TYP)
.,•\ SC\ O
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
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. ACCEPTABLE PRODUCTS FOR EROSION CONTROL MATTING ARE:
-AMERICAN EXCELSIOR COMPANY CURLEX° II CL
-NORTH AMERICAN GREEN S150° DS1500, OR S150BNTMM
-WESTERN EXCELSIOR R-2TM OR SS-2TM
5. SURFACE WATER CLASSIFICATION
STREAM INDEX: 2-79-31
STREAM NAME: CULLOWHEE CREEK
DESCRIPTION: FROM SOURCE TO TUCKASEGEE RIVER
CLASSIFICATION: C; TR
DATE OF CLASS.: JUNE 30, 1961
RIVER BASIN: LITTLE TENNESSEE
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION FENCE
SKIMMER & CONTROL STRUCTURE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
STONE INLET PROTECTION
Know what's b@10w.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
SF
CF
00
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u
C
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= SEAL =
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Y
MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PHASE III EROSION
CONTROL PLAN
160 SHEET NUMBER:
C304
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Point C i
Nail for '♦ ` '' i
for Contr I
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ROAD (CONTRACTOR TO MATCH ',114.43' �♦
EXISTING ELEVATIONS)
Reid Gym
b /
c 2111.5� 'BC Li1111.
C 2110.9 2112
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BC 2110:62� 5
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E = 751, 404, 579' O ec 2112.8 Bc 21131
\\ \
SS Bc14.o\���� �� ����� — — PROPOSED 1 CONTOURS (TYP)
Elev. = 2,100.30' / ti ti `® d C
SS 14
U Bc 21�
ti A,H 2
SS 0� �a 2114.� ' �� ��C� ?� EXISTING 1' CONTOURS (TYP)
i BC 2114.3y16
Point E
60d Nail Set_-
for Control
N = 594,019.225'
C Elev. = 2,099 6'
Ln
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DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
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.
UE -
S I
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/ UE�
— UE UE- UE
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— sma
ST ---
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ST
40
E
C
A
Know what's below.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
C
N �
° S/ 0,, o
SEAL =
_ 035093 _
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Z
MARK DATE DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE:
GRADING PLAN
160 SHEET NUMBER:
C401
r
5

1 2 3 4 5 6
E
N
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i ♦
UE
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1 N
UUE
E UE
PROPOSED CONNECTION INTO EXISTING BURIED \ \ N
STORM STRUCTURE "W" (SEE TABLES) N N
NOTE: ' \
1 UE
CONTRACTOR TO LOCATE EXISTING BURIED STORM N � N
\E
�E
STRUCTURE AND VERIFY INVERTS/LOCATION N
_
�m
\ 'i
PRIOR TO ORDERING MATERIALS. �
\
VICINITY MAP �A-D
I
(NOT TO SCALE) \ _ a \ \ ��� �� / / / l / j / / \
& � I
Reid Gvm
vv
W
---2-7,
12270
i 0 /
N
e A
PROPOSED WATER CROSSING (TYP)AW
�9►J /
(12" VERTICAL SEPARATION MIN.)
PROPOSED TRENCH DRAIN \ 27 - - `� \ \
TO CONNECT TO PROPOSED 03 s o - -�\ �.. �j \� \\� ��� / PROPOSED TRENCH DRAIN of \ \ \
� � � � A \ �� � � �� A ��� � � TO CONNECT TO PROPOSED �
STORM NETWORK s _ _ ^ \ 1 ♦ \ o �� H1 _\\�\� STORM NETWORK
PROPOSED CLEANOUT TYP >� \ s \ \ \ / \ \ ��� - PROPOSED RETAINING WALL h\�F l
i � • ������- WITH FOUNDATION DRAIN
(TYP) A _
o
ti
ti� ti
�rw �� • PROPOSED WALL DRAINS (TYP)Aj
\F\\
PROPOSED SEWER SYSTEM
__
l�O/vc
C / ♦� i �, ° - ��� �� y PROPOSED SANITARY SEWER MANHOLE (TYP)
EXISTING STORM DRAINAGE s j/ 2 F / i �- - - a a \
STRUCTURE TYP , �0 , �� / 110. / �� rr H3 x, -� - �- - - I �/ l�i�� • \ �� �� _T
( ) 2 / / r
A� PROPOSED STORM DRAINAGE STRUCTURE (TYP)
%� v I / / // ////// / i �� o� ♦ - - o o �� a E STRUCTURE TABLE &DETAIL)
• / / / /// / �� �`� ;� 11 IND A
PE DRAINAGE PROPOSED STORM DRA (TYP)
I PI _
( SEE PIPE TABLE AND DETAIL) EXISTING 15" STORM DRAINAGE PIPE
��
2099 x 2
16 �' ■ ■
00
PROPOSED CONNECTION INTO EXISTING STORM / �� A ��� o q /// /� ��� ���// // SS \ E6 O�
° a
STRUCTURE "SD 1A" / / ° r� , j //// / �/ � - �WG�
oft
EX. TOP: 2097.2 F tv
EX. INV. IN: 2087.8
°
PROP. INV. IN. 2087.9
NOTENV. OUT: 2087.8 / �/ a. \ \ \ \ /
\ m
CONTRACTOR TO VERIFY INVERTSAOCATION / A ° ��\ _ //// / 73 /
PRIOR TO ORDERING MATERIALS. / ��°� / /l too
/ \ \ /
a \\ ��
�A3 oPROPOSED TRENCUn o r A5 h �� �� \ / ; E9 \ TO CONNECT TO PROPOSED
----
\00
' i ♦ ` \ �� \ �� ° i ss STORM NETWORK -
i E1 _
00
�S / A I o A f ♦ / �� V� . °. s El �� • A PROPOSED FIRE HYDRANT
l;a �\ ti'�►
�
u
r ASSEMBLY (TYP)A6pO�pO0/
�0c' �p
Al ♦o \\�� 41,
141
o I / ♦ �� �� ��� V PROPOSED TRENCH DRAIN I G1
a \\\ b TO CONNECT TO PROPOSED
/ to2 96 - A A oo� STORM NETWORK
39
PROPOSED 4" SCH 40 PVC
CONDENSATE DRAIN TRUNK LINES
\ 1 D1 /� ° d° / 21/) l�� �� l/ l ! (CONTRACTOR TO COORDINATE
\ /i / / / TH PLUMBING PLANS FOR
PROPOSED SEWER CROSSING � � � � � � � � c� o� r� / � °
WI / I �/
(18" VERTICAL SEPARATION MIN.) \ `
EXACT CONNECTION POINTS)(TYP)
- \ \ \ o / 8014 i/• d� a` o "-,
FFF O/NG
(SEE PROFILE) ` •
r
21
10S �- / m / ny
v
_/0 b
r i I �I ❑
D2 / �� / o B5 i / 270g ��1 I� ROAD MUST STAY OPEN
j / / O ♦ i'- F3 TO TRAFFIC AT ALL TIMES
1 0-
� \ l�/' /� ,/ �� s � �' ♦off � 21 �� ,A /// �- , �70 B4 �. �A �s t � � � � � �
HF Robinson Bld.
PROPOSED TRENCH DRAIN > / s p;-
TO CONNECT TO PROPOSED
° STORM NETWORK � /' .�' I � w ( �° '� -
B2 PROPOSED CONNECTION INTO STORM
x
STRUCTURE "F1" (SEE TABLE)
° - NOTE:
• % / S S/ \ / CONTRACTOR TO REPLACE EXISTING
-7 / STRUCTURE AND VERIFY
U /> / T o� - . Z �V �►� 27 3� ® �� INVERTS LOCATION
_�D
/ t° o
� °. � � � \ - � � o � o � � / � �� � // PRIOR TO ORDERING MATERIALS.
W PROPOSED TRENCH DRAINIOu,
TO CONNECT TO PROPOSED C2
STORM NETWORK 00 O�>�
C1-- PROPOSED STORM STRUCTURE TO CUT INTO
UE UE PROPOSED WATER SYSTEM (TYP) 9 �/ EXISTING CMP PIPE (SEE DETAIL)
w ,
NOTE:
CONTRACTOR TO VERIFY INVERTS/LOCATION
PRIOR TO ORDERING MATERIALS.
EXISTING 30" CMP 20 9 7
• 20 � �
/6 EXISTING 24" CMP STORM DRAINAGE PIPE
\ OF
To
ICI
F
C--)�
1� Sc\
PROPOSED STORM STRUCTURE TO CUT INTO
EXISTING CMP PIPE (SEE DETAIL)
NOTE:
CONTRACTOR TO VERIFY INVERTS/LOCATION
PRIOR TO ORDERING MATERIALS.
EXISTING STORM DRAINAGE STRUCTURE
TOP: 2095.9
INV. 27" RCP IN: 2087.1
INV. 24" RCP IN: 2087.1
INV. 15" RCPIN : 2091.9
INV. 30" RCP OUT: 2086.9
LEGEND
PROPOSED MAJOR CONTOURS
PROPOSED MINOR CONTOURS
PROPOSED STORM PIPE
PROPOSED STORM STRUCTURE
PROPOSED ROOF LEADERS
2110
-----------------
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2096.0
INV. IN 2090.7 (Al-A2)
Al
11+02
INV. IN 2090.3 (EX. PIPE 4)
5.8't
GRATE INLET
INV. IN 2090.3 (EX. PIPE 3)
INV. OUT 2090.2 (EX1-AO)
RIM 2103.7
A2
11+96
INV. IN 2099.1 (A2-A3)
4.7't
OPEN THROAT
INV. OUT 2099.0 (Al-A2)
RIM 2107.5
INV. IN 2101.4
A3
12+73
INV. IN 2101.1 (A3-A4)
6.5'f
GRATE INLET
INV. OUT 2101.0 (A2-A3)
RIM 2108.0
INV. IN 2103.2 (A4-A5)
A4
13+37
INV. IN 2103.5 (A4-El)
4.9't
JUNCTION BOX
INV. OUT 2103.1 (A3-A4)
RIM 2108.0
A5
13+55
INV. IN 2103.6 (A5-A6)
4.5'f
GRATE INLET
INV. OUT 2103.5 (A4-A5)
RIM 2109.1
A6
14+11
INV. IN 2104.2 (A6-A7)
4,9'f
GRATE INLET
INV. OUT 2104.1 (A5-A6)
RIM 2110.0
A7
14+66
INV. OUT 2104.8 (A6-A7)
5 2'f
GRATE INLET
RIM 2105.5
INV. IN 2099.5 (EX CMP 2)
B1
10+00
INV. IN 2100.3 (B1-B2)
6.0't
CUT -IN GRATE INLET
INV. OUT 2099.5 (EX. CMP 1)
RIM 2105.9
B2
10+63
INV. IN 2101.4 (62-133)
4.7't
JUNCTION BOX
INV. OUT 2101.3 (131-132)
RIM 2105.6
B3
11+16
INV. IN 2102.0 (B3-64)
3.7't
GRATE INLET
INV. OUT 2101.9 (62-63)
RIM 2107.0
B4
11+69
INV. IN 2103.1 (64-135)
4.0'f
GRATE INLET
INV. OUT 2103.0 (133-64)
RIM 2107.8
B5
12+03
INV. OUT 2104.1 (B4-65)
3.7't
GRATE INLET
RIM 2100.1
INV. IN 2093.1 (EX. RCP 3)
C1
10+15
INV. IN 2093.7 (Cl-C2)
7.1'f
JUNCTION BOX
INV. OUT 2093.1 (EX. RCP 3 )
RIM 2100.8
C2
10+87
INV. OUT 2094.6 (Cl-C2)
6 2'f
CURB INLET
RIM 2108.2
D1
10+95
INV. IN 2101.9 (D1-D2)
6.4'f
GRATE INLET
INV. OUT 2101.8 (A3-D1)
RIM 2109.0
D2
11+52
INV. IN 2102.3 (D2-D3)
g•g'f
GRATE INLET
INV. OUT 2102.2 (D1-D2)
RIM 2106.9
D3
12+58
INV. IN 2102.9 (D3-D4)
4.1't
CURB INLET
INV. OUT 2102.8 (D2-D3)
RIM 2106.4
D4
12+83
INV. OUT 2103.0 (D3-D4)
3.3'f
GRATE INLET
RIM 2109.0
E1
10+55
INV. IN 2104.0 (El-E2)
5.1't
GRATE INLET
INV. OUT 2103.9 (A4-El)
RIM 2110.6
E2
11+33
INV. IN 2105.2 (E2-E3)
5.6'f
GRATE INLET
INV. OUT 2105.1 (El-E2)
RIM 2111.E
E3
11+91
INV. IN 2106.4 (E3-E4)
5.4'f
GRATE INLET
INV. OUT 2106.3 (E2-E3)
RIM 2113.0
E4
12+65
INV. IN 2107.9 (E4-E5)
5.2't
GRATE INLET
INV. OUT 2107.8 (E3-E4)
RIM 2116.1
INV. IN 2109.4 (E5-G1)
E5
12+82
INV. IN 2109.4 (E5-E6)
6.8't
GRATE INLET
INV. OUT 2109.3 (E4-E5)
RIM 2116.3
E6
13+46
INV. IN 2110.8 (E6-E7)
5.7't
GRATE INLET
INV. OUT 2110.7 (E5-E6)
RIM 2118.8
E7
14+28
INV. IN 2112.4 (E7-E8)
6.4't
GRATE INLET
INV. OUT 2112.3 (E6-E7)
RIM 2117.7
E8
14+60
INV. IN 2112.8 (E8-E9)
4.9't
GRATE INLET
INV. OUT 2112.7 (E7-E8)
RIM 2117.9
E9
14+97
INV. IN 2113.3 (E9-E10)
4.7't
CURB INLET
INV. OUT 2113.2 (E8-E9)
RIM 2117.0
E10
15+15
INV. OUT 2113.4 (E9-E10)
3.6't
GRATE INLET
RIM 2110.8
INV. IN 2104.4 (F1-F2)
F1
10+00
INV. IN 2103.7 (EX RCP 3)
7.2't
GRATE INLET
INV. OUT 2103.6 (EX CMP 2)
RIM 2114.0
F2
10+51
INV. IN 2110.2 (F2-F3)
3•9'f
GRATE INLET
INV. OUT 2110.1 (F1-F2)
RIM 2115.8
F3
10+86
INV. IN 2112.3 (F3-F4)
3.6't
GRATE INLET
INV. OUT 2112.2 (F2-F3)
RIM 2116.0
F4
11+25
INV. OUT 2112.7 (F3-F4)
3.3'f
GRATE INLET
RIM 2116.0
G1
10+62
INV. OUT 2112.4 (E5-G1)
3.6't
GRATE INLET
RIM 2112.2
INV. IN 2104.4 (H2-H3)
H2
10+27
INV. IN 2104.4 (H2-J1)
7•9'f
JUNCTION BOX
INV. IN 2104.4 (H2-K1)
INV. OUT 2104.3 (H1-H2)
RIM 2110.6
INV. IN 2104.8 (H3-H4)
H3
10+92
INV. IN 2104.8 (H3-11)
5.9'f
GRATE INLET
INV. OUT 2104.7 (H2-H3)
RIM 2109.5
H4
11+43
INV. IN 2105.1 (1-14-115)
4.5't
GRATE INLET
INV. OUT 2105.0 (H3-H4)
RIM
H5
11+93
INV. OUT 2105.4 5.4 (H4-H5)
3.6't
GRATE INLET
RIM 2111.6
11
10+68
INV. IN 2107.7 (11-12)
4.0't
GRATE INLET
INV. OUT 2107.6 (H3-11)
RIM
12
11+19
INV. OUT 2109.2 (11-12) 09.2
3 8'f
GRATE INLET
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA: 7.6 AC
UTILITY 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. ALL UNDERGROUND LINES OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A WARNING TAPE INSTALLED IN THE BACKFILL
BETWEEN 6" TO 24" BELOW GRADE DIRECTLY OVER PIPING
A. METALLIC LINES SHALL BE IDENTIFIED WITH DURABLE
PRINTED PLASTIC WARNING TAPES, MINIMUM 3" WIDE WITH
LETTERING TO IDENTIFY BURIED LINE BELOW.
B. NON-METALLIC PIPES, OTHER THAN GAS LINES, SHALL BE
IDENTIFIED BY DETECTABLE WARNING TAPE, MINIMUM 2"
WIDE, WITH LETTERING TO IDENTIFY BURIED LINE BELOW
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2115.0
11
10+93
INV. OUT 2108.1 (H2-J1)
6.9't
GRATE INLET
RIM 2110.9
K1
10+54
INV. OUT 2107.3 (H2-K1)
3.6't
CURB INLET
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
A1-A2
18
92
9.076
HDPE
A2-A3
18"
74'
2.6%
HDPE
A3-A4
18"
61'
3.2%
HDPE
A3-D1
15"
93'
0.5%
HDPE
A4-A5
18"
14'
2.4%
HDPE
A4-El
15"
51'
0.87
HDPE
A5-A6
18"
52'
1.0%
HDPE
A6-A7
15"
54'
1.0%
HDPE
B1-B2
15"
60'
1.7%
HDPE
62-63
15"
50'
1.0%
HDPE
63-134
15"
52'
2.0%
HDPE
B4-65
15"
31
3.0%
HDPE
C1-C2
15"
84'
1.0%
HDPE
D1-D2
15"
54'
0.5%
HDPE
D2-D3
15"
104'
0.5%
HDPE
D3-D4
15"
23'
0.5%
HDPE
E1-E2
15"
75'
1.4%
HDPE
E2-E3
15"
55'
2.0%
HDPE
E3-E4
15"
72'
2.0%
HDPE
E4-E5
15"
14'
9.9%
HDPE
E5-E6
15"
62'
2.0%
HDPE
E5-G1
15"
60'
5.0%
HDPE
E6-E7
15"
79'
2.0%
HDPE
E7-E8
15"
28'
1.0%
HDPE
E8-E9
15"
34'
1.0%
HDPE
E9-E10
15"
14'
1.0%
HDPE
F1-F2
15"
48'
12.0%
HDPE
F2-F3
15"
33'
6.1 %
HDPE
F3-F4
15"
37'
1.0%
HDPE
H1-H2
18"
21'
0.6%
HDPE
H2-H3
18"
62'
0.5%
HDPE
H2-J1
15"
90'
4.2%
HDPE
H2-K1
15"
51'
5.7%
HDPE
H3-H4
18"
49'
0.5%
HDPE
H3-11
15"
65'
4.4%
HDPE
H4-H5
18"
48'
0.5%
HDPE
11-12
15"
48'
3.0%
HDPE
Know what's below.
Call before you dig.
NORTH
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE
STORM DRAINAGE
PLAN
SHEET NUMBER:
C500
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N OTE:
THE PIPE LENGTHS, SLOPES, AND INVERTS SHOWN
IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
SHALL VERIFY ALL INVERTS AND LINE LENGTHS
PRIOR TO CONSTRUCTION.
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
UTILITY 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. ALL UNDERGROUND LINES OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A WARNING TAPE INSTALLED IN THE BACKFILL
BETWEEN 6" TO 24" BELOW GRADE DIRECTLY OVER PIPING
A. METALLIC LINES SHALL BE IDENTIFIED WITH DURABLE
PRINTED PLASTIC WARNING TAPES, MINIMUM 3" WIDE WITH
LETTERING TO IDENTIFY BURIED LINE BELOW.
B. NON-METALLIC PIPES, OTHER THAN GAS LINES, SHALL BE
IDENTIFIED BY DETECTABLE WARNING TAPE, MINIMUM 2"
WIDE, WITH LETTERING TO IDENTIFY BURIED LINE BELOW
Know what's b@10W.
Call before you dig. NORTH
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
STORM DRAINAGE
PROFILES
SHEET NUMBER:
C501
1
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3
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5

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2140
2130
2120
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2140
2130
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34LF-15" HOPE ® 1.0%
28LF-15" HOPE ® 1.0%
51LF-15" HOPE © 0.8%
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ENE K
N OTE:
THE PIPE LENGTHS, SLOPES, AND INVERTS SHOWN
IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
SHALL VERIFY ALL INVERTS AND LINE LENGTHS
PRIOR TO CONSTRUCTION.
2130- -2130
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ENE G
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
UTILITY 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. ALL UNDERGROUND LINES OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A WARNING TAPE INSTALLED IN THE BACKFILL
BETWEEN 6" TO 24" BELOW GRADE DIRECTLY OVER PIPING
A. METALLIC LINES SHALL BE IDENTIFIED WITH DURABLE
PRINTED PLASTIC WARNING TAPES, MINIMUM 3" WIDE WITH
LETTERING TO IDENTIFY BURIED LINE BELOW.
B. NON-METALLIC PIPES, OTHER THAN GAS LINES, SHALL BE
IDENTIFIED BY DETECTABLE WARNING TAPE, MINIMUM 2"
WIDE, WITH LETTERING TO IDENTIFY BURIED LINE BELOW
Know what's below.
Call before you dig. NORTH
0 15 30 60
1 inch = 30 ft. (H)
0 3 6 12
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1 inch = 6 ft. (V)
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
STORM DRAINAGE
PROFILES
SHEET NUMBER:
C502
1
2
3
El
5

E
I
L
V
t�
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n
PROPOSED 6"x6" TAPPING SLEEVE AND VALVE
S : ( AND 6"X8" REDUCER ON EXISTING 6" WATER LINE
4
( � ���P \ ♦� \ (SEE DETAIL)
�G1G� ♦� \ CONTRACTOR TO VERIFY LOCATION/SIZE/MATERIAL
PRIOR TO ORDERING MATERIALS.
\ PROPOSED YARD FDC
\ I
W �V I / (SEE DETAIL)
PROPOSED POST INDICATOR VALVE
_ < I
PROPOSED 6" DIP FIRE - � / I 0 N r- - WW" UE� UE
/ v SERVICE / �E
\ , PROPOSED 3/4" SERVICE WITH
5/8" METER AND HOSE BIBWill
PROPOSED 6" DIP FIRE `., S\ �� J 1 ♦
CI
SERVICE
100
I
� IVICINITY MAP PROPOSED 8"x6"x6" TEE \ C r y` ` ti�ji j s SEE INSETE,�,
\ / / Reid Gym
NOT TO SCALE \
( ) � r
PROPOSED 4" DIP
■ ■ DOMESTIC SERVICE
_ ann. INSET 'A'
s
/ / i I \ _ ����� 1�2 • I // /��/�/ II I �� \--_ PROPOSED STORM CROSSING
(12" VERTICAL SEPARATION MIN.)
6 0) 2125� y v I L \\
0 0 0 0�
I0 0 0 0 o N o w o
o N CIA N CD � o � i \ 270S \ ♦ � �\\ \� � �\ IIII _ ' -
/ 4 2 �7 A A �A yvv yAvv v v\ PROPOSED STORM CROSSING-
(� / �� \ C ���� yvw� vv (12" VERTICAL SEPARATION MIN.) ,� \\�I IUD
�qW
\� / / / � \ / / / SS vv ° ss � �C v\� \ ( _ �� ♦� S � . ��vwv�\V� y��v A 4 _ F \ v � A
\\\\�_� \ PROPOSED RETAINING WALL \ \
/ \ • ♦ v \ � / ti v vvvv , °. AAA v vv v v (TYP) (DESIGNED BY OTHERS)
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. THE AMENDED 2018 NCPC ADDED SECTION 306.2.4 TRACER WIRE.
FOR PLASTIC SEWER PIPING, AN INSULATED COPPER TRACER WIRE
OR OTHER APPROVED CONDUCTOR SHALL BE INSTALLED
ADJACENT TO AND OVER THE FULL LENGTH OF THE PIPING.
ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR THE
TRACER WIRE SHALL TERMINATE AT THE CLEANOUT BETWEEN THE
BUILDING DRAIN AND BUILDING SEWER. THE TRACER WIRE SIZE
SHALL BE NOT LESS THAN 14 AWG AND THE INSULATION TYPE
SHALL BE LISTED FOR DIRECT BURIAL.
5. 2018 NC GAS CODE, SECTION 404.17.3 TRACER: AN INSULATED
COPPER TRACER WIRE OR OTHER APPROVED CONDUCTOR SHALL
BE INSTALLED ADJACENT TO UNDERGROUND NONMETALLIC PIPING.
ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR THE
TRACER WIRE SHALL TERMINATE ABOVEGROUND AT THE END OF
THE NONMETALLIC PIPING. THE TRACER WIRE SIZE SHALL NOT BE
LESS THAN 18AWG AND THE INSULATION TYPE SUITABLE FOR
DIRECT BURIAL.
WATER LEGEND
EXISTING WATERLINE
EXISTING FIRE HYDRANT
PROPOSED
WATER LINE
PROPOSED
WATER SERVICE
PROPOSED
FIRE HYDRANT
PROPOSED
GATE VALVE
PROPOSED
POST INDICATOR VALVE
PROPOSED
STEAM
PROPOSED 8" DIP WATER
MAIN (TYP)
o \ \
, a' o F, II I �� �7 �� v\vyv ���
TIV71
-211
III II / I � , I /// % CF
U3
PROPOSED SEWER SYSTEM (TYP) � / / // / �/ / . ° \/�;\ / �� , 'Ask... v \ v TC
I I � I I I I � / C• �� l / l�l � // llj� /// / // ' �
.a e.
vyvv I6 4 N.
\ \� .� �
00
//�\j -O
PROPOSED STORM SYSTEM (TYP)
I III � � � � �� � � � I I � \ v ��� � • `� / /� ° �\ �AAA� ��I I°° ' - °�� °\ � • A
I + / U,,
r / \
\
1171-/1
4114
\
\ I / /
I
a\
\�
v v VA / \ / •/ I I V A `� ° „w° ° � �• v v v VAA • XA
/♦�Cv ° ��♦\V\. y� IVY STD• v I
/
- - ♦ ♦ �- 0 0 0 0
C �
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a
�g�������r�S / ♦♦ / / /I I 96
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♦ •
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I A � � I I � I I � C °C � . ��\ �� -C ` �� � ; � o C� LNG � � // //// :/ / / • � Q � �
1 1 1
/ �Q) V� — V A I ( I • v v v v C \8(Ji O ��• ///L 2 SEE INSET 'B'
21
IIIII
\2770 vv v b-
0 EXISTING UTILITIES SERVING HF ROBINSON 9
TO REMAIN ACTIVE AT ALL TIMES
° .
110 �, \�— �� vv �i �Q IIIIII I U —
\ a v )o I I I
A �o
HF Robinson B1d.
FFF
l
a °
CONNECT TO EXISTING 6" WATER MAIN. WATER \ I I / \ s �� _C • v �V v v v
DOWNTIME TO BE MINIMIZED TO THE TIME
NECESSARY TO PERFORM CONNECTION.
CONTRACTOR TO COORDINATE WITH OWNER.
CONTRACTOR TO VERIFY LOCATION/SIZE/MATERIAL _ / `ST M
PRIOR TO ORDERING MATERIALS. M ` \ ?7 ° ` \ �� • \ /
i
S w �- jz / -�\ �♦ 1 I� Pao 1
PROPOSED 8" DIP WATER MAIN0/'
F (TYP)(SEE DETAIL)
—
PROPOSED YARD FDC
(SEE DETAIL) ( E° • �I R \ \ \\
\ EXISTING STEAM LINE TO SOUTH
0
OF EXISTING MANHOLE TO REMAIN
PROPOSED 4" DIP
UE UE— DOMESTIC SERVICE i 9 �, ° APPROXIMATE LOCATION OF
EXISTING 10" DIP WATER MAIN
PROPOSED STEAM LINE \� \01
o �
(CONTRACTOR TO COORDINATE 2�C I
WITH PME)
C
\ �F
�F
F \
T ACT \SUE �
PROPOSED 6" DIP FIRE
SERVICE ♦♦ \
PROPOSED POST INDICATOR VALVE \
PROPOSED 6"x8"x8" TEE ♦�\� ��
PROPOSED GAS LINE (TYP) �♦ �C `� �� S
♦♦ ��/ s�C
G
PROPOSED 10"x8" TAPPING SLEEVE AND VALVE
ON EXISTING 10" WATER LINE (SEE DETAIL)
J NOTE:
/ ♦ CONTRACTOR TO VERIFY LOCATION/SIZE/MATERIAL
PRIOR TO ORDERING MATERIALS.
■
FH
W
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA: 7.6 AC
PROPOSED 10"x8" TAPPING SLEEVE AND VALVE
ON EXISTING 10" WATER LINE (SEE DETAIL)
NOTE:
CONTRACTOR TO VERIFY LOCATION/SIZE/MATERIAL
PRIOR TO ORDERING MATERIALS.
UE��UE CUE-
c
,c
RESIDUAL HYDRANT LOCATED
±610 LF AWAY AT SOUTHSIDE
OF FORSYTH BUILDING
STATIC: 117 PSI
RESIDUAL:114 PSI
HYDRANT FLOW TEST
STATIC: 117 PSI
FLOW: 1550 GPM
t S� -% S I
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—_UET Vim"UE ' UE � SUE—UE
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UE � UE
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INSET 'B'
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NORTH
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MARK DATE DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE
WATER PLAN
\ 40 o zo GRAPHIC SCALE
40 80
'so SHEET NUMBER:
( IN FEET) C601
1 inch = 40 ft.
1 2 3 4 5 6

N
1 ' 7UCKAS '
EGEE
' ' I
107 Tie from Point C to Point D
M�MORiq c��'�y S 56 °0 4' 40" W
o
l oR m p c� l �' 271.41 ' I
Ef PVPNNP '' I� — w uEuE
�\� \✓ 5 CI 2 1 J r w UE UE U
SUBJECT o
UE
PROPERTY \ ' 00CN
N
N v�E
wUeo..'.'.'.'.'.'.... cello Point C ` �\ I goo
60d Nail S _i ` �o • ( �1 — 1 \ \
• • • �o for Control \
W N = 594,279.589'
E = 751 629.797'
L Grass
43'
m
Elev. = 2,114.�3 ♦/ / i / / / I\
VICINITY MAP bo�� RCP ' W � , ��,� �`�' �� � �l �/ Z
NOT TO SCALE Inv. Elev. 2080.38
(1 >> / Reid Gym
) To = 2085.99 I g� �I I b //
ems, >> �� I o/!/zz
//
W / ���
O APPROXIMATE
ELOCATION WATER OFLINE II \
III
`o EXISTING STORM SYSTEM
o N o i S._
2j0
C_�
\v --
�\_)7 EXISTING 12 SEWER LINE TO BE RELOCATEDO. /
-- R,-V01 �� vvv vv v MAINTAIN SERVICE AT ALL TIMES.
MH4 "' s v�A�� v _� PROPOSED RELOCATED GRAVITY SEWER
Point D PROPOSED CONNECTION INTO v vvv MAIN
° � \\� PROPOSED CONNECTION INTO
60d Nail S EXISTING SEWER MANHOLE _ A I S v v o vv� = �v = �° _� EXISTING SEWER MANHOLE
'�
/ for Control �� \ _ M
r c(nels ss �• �S
bola P N = 594,128.123 Ass A �> � v_ \ SS ♦S _ 4 I/
/ S / E = 751, 404.579 \\ ` _ s . �� �\�\ _ ,��\
cn / / / Elev. = 2,100.30' MH4A 6 ° v\ vvvv� • S W ��v v — _ LF�
Tie from Point D to Point E U / _ i s•' \ \ \ \
L EXISTING 12" SEWER LINE
S 18°11 20 W ,v % FF, \\\\\ w \\ \�\\ J \ I \� \
Pa �'03 1 • v vv v �� — EXISTING SEWER MANHOLE
114.6 3'Aj I b� vvv v�
— � I
U/ / // y
-W�� ✓ I � — v� y � � \ VAS � �A
zoo°.01
.00
_ 11�VA��IlE UE
U _
n Point E I /// / / ////// ��a\ ° ��` % — _ •— o \ `\ TE TTC
I 60d Nail Se-t— C-) `—
{y}} \
I
fI or Control / /I
/ vV —
N = 594,019.225 � //� /// /// ,v v�� \vim � v �vA• _ _ v �-� �� % � o � � —�
E = 751, 368.800 / v ti / /
I Elev. = 2,099.86' �� a\ / vA v���\V��� / 5 v S u �o� , v
e \ \ \
C -IVv A pp N
'O of N I
I h III °I �v -3ja- / l//� �/ l v / E' �\ �� ° • a a ° ) I /
-
I I I \ I // ° I w • a°
/z' SS
1 \ I I PROPOSED GRAVITY SEWER MAIN (TYP) I \ \ \ • / /{� \\S\ 1 `I I \ \ • \ ESE U
� � �/ �� I MH4C � � vvv v vv v .a /� . ° � I�� I ° � ♦ � � SI
All
I7 /ems \\_� _� \ MH4F //// //°/l��l/%��y/�� J • J 2 ) —
I�,�� J) // �/ J � � ° // ) I � I % ° I �° '• a � \ � \ \� \\ � / � /\ � . '/��//////�/°Ii/� s � `� JP 2 ,� — /ST / a..
1 a
• \
e PROPOSED SEWER MANHOLE TYP ° ° , • ° \\ \
a
/ l 4%#N �' . a �V 9 bmets I vv�� vwvw S� • S� I /l
�� �� /vim e
C��N? i� �10� IOC IOC O O� tl �� I / \ ♦ I ��� I v v ��� v v 1
.a I
e
F I / /• \�� vvv� v vvv v v S 2 j I
\ u
to Sir 00
\ \
♦ v 296 A 146.' SS al' • / v / ///ww� v v �A \ E s9
8 toMH4D ®°
a /
� � o • • . — ��� l �l�l v�� 11 �lJl I
°
a
a
a.
a
a.
a
C �1 V . g � —° � _ �% / • B��/G vvv / / //// // / / •
PROPOSED STORM SYSTEM (TYP) \ �° v / ///w vwvw °`E/ / I I
\ • Wz �v_217
110S---
/• I II ❑
�0 v v A�� v v 27�� 2770 v a C I I II
v v � \ �IIII�I
MH4E -2/0
�—
b I I
HF RoNnson B1d.
h.r. KubiN3(Jiv
ADMINISTRATION BUILDING \ >
141
2-in 41#4
a
PROPOSED SEWER SERVICE (TYP) M f a ♦ \ / /
2/06' N♦ 1 P�� �� /
�'
411
/ PROPOSED WATER SYSTEM (TYP) V O�
/ PROPOSED GAS LINE (TYP) I ( ` a �I ` \ \
/ g ' UE UE
UE
G
C
M
G
F \
�E
PROPOSED STEAM LINE (TYP)
1
4\ a
�• ��� 1/<1
�• ��/ S61\\
0�� I i
2� 8 /6-
/ J
�O FN
21 ') 2 D
UE
UE
� c \
v v�I \\
E U �
40
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA: 7.6 AC
NOTES
1. ALL PUBLIC SANITARY SEWER WORK ASSOCIATED WITH THIS
PROJECT TO BE PERFORMED BY A NC LICENSED UTILITY
CONTRACTOR.
2. SEE SEWER DETAIL SHEETS FOR ALL GENERAL SEWER NOTES.
CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS SHEETS
WITH ALL SEWER PLANS.
3. CROSSINGS TO MAINTAIN MSD REQUIRED VERTICAL SEPARATION.
CONTRACTOR TO CONTACT ENGINEER ON ANY CROSSING THAT
DOES NOT MEET THIS SEPARATION, OR SEPARATION IS CLOSER
THAN 1'. REFER TO GENERAL NOTES ON SEWER DETAIL SHEET
FOR SEPARATION REQUIREMENTS BETWEEN UTILITIES.
4. TYPICAL EASEMENTS FOR SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT—OF—WAYS
SHALL BE AS SHOWN. THE ENTIRE SEWER EASEMENT MUST BE
CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
5. NO PORTION OF THIS PROJECT LIES WITHIN THE 100—YR FEMA
FLOODPLAIN.
SEWER LEGEND
EXISTING SEWER LINE
SS
EXISTING SEWER MANHOLE
PROPOSED SEWER LINE
SS
PROPOSED SEWER SERVICE
SS —SS —SS
PROPOSED FLOW ARROW
PROPOSED SEWER MANHOLE
PROPOSED SEWER CLEANOUT
O
STEEL PIPE ENCASEMENT
Know what's below.
Call before you dig.
NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
E
E
C
V
A
C
° SI p,L9,3 j
SEAL o =
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MARK DATE DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE
MASTER SEWER PLAN
160 SHEET NUMBER:
C700
3
r
5

1 2 3 4 5 6
N
cruc,�14sl
us
107
MFM0R/9<
01Q m oR
m o
E X
PNNPN R A �2
0
SUBJECT o
C
EXISTING UNDERGROUND ELECTRIC LINE
(TYP)
EXISTING STEAM LINE
EXISTING UNKNOWN UNDERGROUND UTILITY LINE (TYP)
(TYP)
a
C C
o
0
PROPOSED STORM DRAINAGE PIPE
(TYP)
PROPOSED STORM DRAINAGE STRUCTURE
(TYP)
PROPOSED FIRE HYDRANT
o
w �
P
SEWER
® C � PROPOSED
VICINITY MAP
EXISTING WATER LINE - -�- A \ � /i ® \� � � \� � ' INV:CLEANOUT
P
(NOT TO SCALE) (TYP) / ' �� \ V ° \ A i (SEE DETAIL D7.01)
�, ° v� o ° o cu
EXISTING FIRE HYDRANT
op ,
(TYP) PROPOSED 6" DIP WATER MAIN
o vv �� v v ,19. (TYP)
P
EXISTING 8" DIP SEWER MAIN ��� ® ea `�� \ V of
(TYP)
PROPOSED STEAM LINE
arm
EXISTING SEWER MANHOLE C ° ° (TYP)
v \
o _
.
(TYP) am am
����,�Q 8
41
PROPOSED CONNECTION TO \ rVAW
EXISTING SEWER SYSTEM. EXISTING ° \ \ * ■
MANHOLE TO BE REPLACED V - 5 i y_ /�� ,- °
(SEE PROFILE BELOW & DETAILS) � C CV y �,� yC ° o A
�,O /\ \
MH4A \ \\ �A V �� PROPOSED SEWER /
SS \ �A , A �%� I CLEANOUT � \
MH4 \ \ C �� V INV: t2107.0 o
139' (SEE DETAIL D7.01)
P o
P
141' � C� � ���• 5' o P
� \ � ♦ PROPOSED SEWER
_ CLEANOUT h \\
\ INV: 5
ss t2107.0
MH4D
PROPOSED 8" DIP SEWER MAIN SS SS SS ' (SEE DETAIL D7.01)
(TYP) MH4B SS SS SS
MH4C
PROPOSED SEWER MANHOLE
(TYP)(SEE DETAIL D7.07) �� ��°°
EXISTING FIBER OPTIC LINE a / PROPOSED 6" DIP SEWER SERVICE (TYP)
(TYP) -- 270 (SEE DETAIL D7.05)
PROPOSED PAVEMENT CUT FOR SEWER 6
INSTALLATION. CONTRACTOR TO ' � - � S'S , ° \
COORDINATE INSTALLATION WITH PROPOSED STORM CROSSING ��
DEMOLITION OF SCOTT AND WALKER HALL. (18" VERTICAL SEPARATION MIN.) \
(SEE SEWER PROFILE)
21 m o
v
B \CO
° o \
- 1 - -- MH4E °
_ o
i 1 _
PROPOSED SEWER CLEANOUT BOX
- - - i (100 LF MAX SPACING)(TYP)(SEE DETAIL)
001010001 / U
PROPOSED 8" DIP SEWER SERVICE (TYP) PROPOSED SERVICE CONNECTION AT
D7.05 DETAIL SEE MANHOLE (TYP)(SEE DETAIL)
( )
PROPOSED STORM PIPE
TEMPORARY RIM ELEVATION
PROPOSED PHASE III GRADE TEMPORARY RIM ELEVATION
(TYP)(SEE C702)
2110
TEMPORARY RIM ELEVATION /
31LF-12" DIP @ 11.4%
21
u Q
2090--
2
+i
't 00 M 6 O
N
� O N
C�
z
a0�
208 .' ~ Z
0
0
0
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m Q
'0-
m:
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Q�
07
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Q7
<LO�o O
=+ON H
:2 O N
?0
0_
0�0
0_ (n H Z Z
m
U �
g I
I Q
m�
� CD
00 Sri
-H u7 0
m PO 00 0 N
� 0) .0
N
:20 S
? 0
(Ifo
z z
0
0
NOTE
MANHOLES 4A, 4B, & 4C WILL BE INSTALLED TO TEMPORARY
GRADES SHOWN ON THIS SHEET AND EXTENDED TO GRADE IN
FUTURE PHASES BASE ON FINAL GRADING.
108LF-12" DIP ® 1.0%
0
0
N
EXISTING GRADE
(TYP)
PROPOSED PHASE I GRADE
(TYP)
1.9,
99LF-8" DIP @ 1.07-
SEWER - PHASE I - BUILDING B
0
0
r7
M 00
-H 00 0
0 00O N 0N
0
=+ON H
:2 M N
Z 0
0_
X�o»
0_NHZ Z
1011-17-8" DIP 1.0%
REG
r�
0i
-H 00)
w N N
-2090 x o
N �
C� 0
0 0-
(if 0z
0-(nHZ
--2080
-2070
0 N-)
0
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2103.1
MH4
10+00
INV. IN 2091.3 (MH4-MH4A)
11.8't
MANHOLE
RIM 2102.5
MH4A
10+35
INV. IN 2095.1 (MH4A-MH4B)
7.6't
MANHOLE
INV. OUT 2094.9 (MH4-MH4A)
RIM 2101.8
MH4B
10+93
INV. IN 2095.8 (MH4B-MH4C)
6,2'f
MANHOLE
INV. OUT 2095.6 (MH4A-MH4B)
RIM 2108.5
MH4C
12+05
INV. IN 2097.1 (MH4C-MH4D)
11.6't
MANHOLE
INV. OUT 2096.9 (MH4B-MH4C)
RIM 2107.2
MH4D
13+08
INV. IN 2098.3 (MH4D-MH4E)
9.1'1
MANHOLE
INV. OUT 2098.1 (MH4C-MH4D)
RIM 2110.2
MH4E
14+13
INV. OUT 2099.3 (MH4D-MH4E)
10 9'f
MANHOLE
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
MH4-MH4A
12"
31'
11.4%
DIP
MH4A-MH4B
12"
54'
1.0%
DIP
MH4B-MH4C
12"
108'
1.0%
DIP
MH4C-MH4D
8"
99,
1.0%
DIP
MH4D-MH4E
8"
101'
1.0%
DIP
30
DEVELOPMENT DATA
OWNER/DEVELOPER:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CONTACT:
JOE WALKER
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
GREG HOFFMAN, P.E.
[phone]
SURVEYOR:
JOEL JOHNSON SURVEYING, INC.
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
CONTACT:
R. JOEL JOHNSON, PLS
[phone]
ARCHITECT:
HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
CONTACT:
D. KEITH STORMS
[phone]
PROJECT DATA
PIN:
7559-23-1452
ADDRESS:
159 UNIVERSITY WAY, CULLOWHEE, NC 28723
DEED BOOK/PAGE:
427/399
SITE ACREAGE:
196.50 ACRES
DISTURBED AREA:
7.6 AC
NOTES
1. SEE SEWER DETAIL SHEETS FOR ALL GENERAL SEWER NOTES.
CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS SHEETS
WITH ALL SEWER PLANS.
2. CROSSINGS TO MAINTAIN NCDEQ-DWR REQUIRED VERTICAL
SEPARATION. CONTRACTOR TO CONTACT ENGINEER ON ANY
CROSSING THAT DOES NOT MEET THIS SEPARATION, OR
SEPARATION IS CLOSER THAN 1'. REFER TO GENERAL NOTES ON
SEWER DETAIL SHEET FOR SEPARATION REQUIREMENTS BETWEEN
UTILITIES.
3. TYPICAL EASEMENTS FOR SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE SEWER EASEMENT MUST BE
CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
4. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
SEWER LEGEND
EXISTING SEWER LINE
SS
EXISTING SEWER MANHOLE
C
PROPOSED SEWER LINE
SS
PROPOSED SEWER SERVICE
-SS -SS -SS -
PROPOSED FLOW ARROW
C
PROPOSED SEWER MANHOLE
PROPOSED SEWER CLEANOUT
O
E
C
A
Know what's below.
Call before you dig. NORTH
GRAPHIC SCALE
0 15 30 60
( IN FEET )
1 inch = 30 ft.
\ 0.
SEAL
° SI
SEAL =
_ 035093 _
0 °° 2a z
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Uj
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MARK DATE DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PHASE I SEWER PLAN
120 SHEET NUMBER:
C701
1 2 3
5

1
7
w
5
us
107
< p� m < p� C
MH4� C
SUBJECT o {
PROPERTY Y
/ - 92'
oR plo _�' SS
oUN�4 G�Ve . . . . cGllp � ti 139'
::...... FF�
.- RAISE MANHOLE AND ADJUST RIM TO GRADE
VIVIIVI I 1 IVIf-%[-
(NOT TO SCALE)
91
C
2120 -
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0 0 0 0
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0
SEWER — PHASE II — BUILDINGS A & C
2130
2120
-C
N
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0— LL
0— r
2
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00 00
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mpIe1ft
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2105.8
INV. IN 2097.1 (MH4C-MH4D)
MH4C
12+05
INV. IN 2097.1 (MH4C-MH4F)
8.9 t
MANHOLE
INV. OUT 2096.9 (MH4B-MH4C)
RIM 2109.1
MH4F
11+52
INV. IN 2101.4 (MH4F-MH4G)
7.9't
MANHOLE
INV. OUT 2101.3 (MH4C-MH4F)
RIM 2118.8
MH4G
14+39
INV. IN 2108.8 (EX. PIPE 2)
10.1't
MANHOLE
INV. OUT 2108.6 (MH4F-MH4G)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
MH4C-MH4F
12"
148'
2.8%
DIP
MH4F-MH4G
12"
283'
2.5%
DIP
30
IEVELOPMENT DATA
WNER/DEVELOPER: WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
WALK
ONTACT: JOE WALKER
[phone]
VIL ENGINEER: CIVIL DESIGN CONCEPTS, P.A. M
168 PATTON AVENUE W ASHEVILLE, NC 28801
ONTACT: GREG HOFFMAN, P.E.
[phone]
JRVEYOR: JOEL JOHNSON SURVEYING, INC. E
701 OLD SETTLEMENT ROAD
SYLVA, NC 28779
ONTACT: R. JOEL JOHNSON, PLS
[phone]
RCHITECT: HANBURY EVANS WRIGHT VLATTAS + COMPANY
120 ATLANTIC STREET
NORFOLK, VA 23510
ONTACT: D. KEITH STORMS
[phone]
'ROJECT DATA
N: 7559-23-1452
DDRESS: 159 UNIVERSITY WAY, CULLOWHEE, NC 28723
EED BOOK/PAGE: 427/399
TE ACREAGE: 196.50 ACRES
CTI ippr'n ARPA• 7 R A(`
SEE SEWER DETAIL SHEETS FOR ALL GENERAL SEWER NOTES.
CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS SHEETS
WITH ALL SEWER PLANS.
CROSSINGS TO MAINTAIN NCDEQ-DWR REQUIRED VERTICAL
SEPARATION. CONTRACTOR TO CONTACT ENGINEER ON ANY
CROSSING THAT DOES NOT MEET THIS SEPARATION, OR
SEPARATION IS CLOSER THAN 1'. REFER TO GENERAL NOTES ON
SEWER DETAIL SHEET FOR SEPARATION REQUIREMENTS BETWEEN
UTILITIES.
TYPICAL EASEMENTS FOR SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE SEWER EASEMENT MUST BE
CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
SEWER LEGEND
XISTING SEWER MANHOLE
'ROPOSED SEWER LINE
'ROPOSED SEWER SERVICE
'ROPOSED FLOW ARROW
'ROPOSED SEWER MANHOLE
'ROPOSED SEWER CLEANOUT
Know what's b@IOW.
Call before you dig. NORTH
GRAPHIC SCALE
0 15 30 60
ss—ss—ss—
C
0
( IN FEET )
1 inch = 30 ft.
6
C
X
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035093
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D
MARK DATE DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE:
PHASE II SEWER PLAN
120 SHEET NUMBER:
C702
1
2
3
5

E
C
PROPOSED GATE
(SEE PLAN)
16.0'
14.0'
6.0'
PROPOSED BOLLARD
D O
42.0'
39.0'
O O
-d
a a
� a a
a
6" CAB STONE
8" 400b PSI CONCRETEA
Qa 7 0 SLAB WITH #4 REBAR @
z VI a a 12" O.C. EACH WAY
as 4.0' m PROPOSEDGATE-
a�
a o ° a (SEE PLAN)
a a ch
O
a a_ 8" 4000 PSI CONCRETE
O SLAB WITH #4 REBAR @
J
12 O.C. EACH WAY
a ° a
a
a
DUMPSTER PAD DETAIL
D2.01
NOTES:
1. SIGN SHALL HAVE WHITE LETTERS ON A RED REFLECTIVE BACKGROUND.
2. ALL SIGNS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED BY THE FEDERAL HIGHWAY
ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
D2.05 STOP SIGN DETAIL
NOT TO SCALE
ROUNDED
,ETE CAP
EDGES
CHEDULE 80
PIPE FILLED
_'ONCRETE AND
-D YELLOW
TO DRAIN 4"
PROPOSED A
ENT
P.S.I. CONCRETE
Fx12" ANCHORS
D2.14 STEEL BOLLARD DETAIL
NOT TO SCALE
NOT TO SCALE
CANE BOLT INSERT,
VERIFY W/ DOOR
3'-0"
WIDTH FOR INSERT
45° @
LOCATION
CONCRETE
12" X 18"
EDGES
FOOTIN
CONCRETE
F- - -
-
- - - - - - - - - - - -
- - - - - -
CAP
--- ------
I I -ROUNDED
----�
00
of
16 GA.
FACTORY -FINISHED
BRONZE METAL GATE
8" SPLIT FACE &
(BOX RIB OR
O
PAINTED COLOF
EXPANDED METAL)
o
"MOCHA
w
BROWN" SEE
EXTERIOR
FINISH
PROVIDE 1" DIA. - 6" LONG
1 -
?
SCHEDULE
GALV. PIPE EMBEDDED IN
,t
o
CONC. FOR CANEBOLT (TYP.
8"
I
OF 4)
N
m
C.J. @ 10'-0"
1 I
PAVEMENT
O.C.
�6" THICK P.C.C.
SURFACE
AS
SLAB W/ 6" X 6" -
SPECIFIED
10/10 W.W.M. ON
o
V-6"
6" GRAVEL BASE
0
o
CANE
-
ih
L--
BOLT
INSERT _
�
- -
If
------
- -- J
#5BARS
CONT. TOP &�
BOTTOM
6" DIA. PIPE, 8' LONG
3'-0"
8" CMU
FILLED W/ CONCRETE. TOP
CONCRETE
OF PIPE; 4' ABOVE SLAB,
CURB
REQ'D FOOTING: 2'-0" DIA.
X 4'-0" DEEP. (TYP.)
DUMPSTER ENCLOSURE
\ SIDEWALK SURFACE
X t� X X ,
1 2
1/8" RAD-/ / JOINT
FILLER
TRANSVERSE EXPANSION JOINT
TRANSVERSE
EXPANSION JOINT
PROPOSED SIDEWALK
(CONC. 4000 P.S.I. MIN.)
GROOVE SURFACE VARIES` -
JOINT (SEE PLAN) 1/2"/FT.
\ 1 /4'/FT.
4�ASHED STONE BASE
TYPICAL SECTION
N.T.S.
PLAN VIEW
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 40 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. A GROOVE JOINT 1" DEEP WITH 1/3" RADII SHALL BE REQUIRED IN THE CONCRETE SIDEWALK
AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 40' INTERVALS. A 1/2"
EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
4. 6%6"/ 1.4x1.4 W.W.F. REQUIRED IN ALL SIDEWALKS.
D2.06 SIDEWALK DETAIL
NOT TO SCALE
5'-10"
3'-2" 12" I 4"
all A
__EL STOP 3"
4" 4"
rvv. 4 REBAR
EMBED IN PAVEMENT 6" MIN.
ELEV: AA
ELEV: BB
D2.15 WHEEL STOP DETAIL
NOT TO SCALE
BOND BEAM
..,
;
COURSE W/
(1) #5 CONT., GROUT
SOLID 8" CMU W/ #5
VERTICAL REBAR @
32" O.C.
HORIZ. REINF.
°
16" O.C.
°
8" THICK POUR -IN
:
PLACE SLAB W/ 6"x6" -
1'-4"
DUMPSTER WALL SECTION
ALTERNATE DUMPSTER PAD AND
J14 ENCLOSURE DETAIL
NOT TO SCALE
cy- Of
N D D
0 CD
30" CURB & GUTTER o
TO TRANSITION TO 18" com 10'-0"
CURB & GUTTER zm o z of
w C)m D BACK OF CURB
A B
C
0
N
A B C
FACE OF CURB PLAN VIEW LIP OF GUTTER/EOP
7 1/2" 7 1/2" 7 1/2"
N N N
2'-6" 2'-0" 1'-6"
SECTION A -A SECTION B-B SECTION C-C
CURB TRANSITION 30" CURB AND GUTTER
D2.02 TO 18" CURB AND GUTTER
NOT TO SCALE
12"x6"
12"x18"
12"x9"
VAN
\ ACCESSIBLE /
RESERVED1
PARKING
MAX PENALTY
$250 /
VAN 6„
ACCESSIBLE
RESERVED
PARKING
18"
MAX PENALTY g»
$250
0.080" ALUMINUM HANDICAP
PARKING SIGN. BOLT WITH 5/16"
CADMIUM PLATED BOLT, NUTS
AND WASHERS.
80" GALVANIZED STEEL "U" POST WITH
WEIGHT OF 2 LBS/FT, EXTEND
INTO GROUND
GROUND LINE
24"
NOTES:
1. SIGN SHALL HAVE WHITE LETTERS ON A BLUE REFLECTIVE BACKGROUND.
2. ALL SIGNS AND STRIPING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE
MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED BY THE FEDERAL
HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
D2.07 SIGN DETAIL
NOT TO SCALE
HANDICAP SIGN _
(SEE DETAIL)
PROPOSED STRIPING
FOR PARKING TO BE
4" WIDE
4"
PROPOSED STRIPING
FOR ACCESS ISLE TO
BE 6" WIDE
9' 9' 9'
27'
4.4.2- VAN ACCESSIBLE HANDICAP
PARKING SPACE(S)
NOTES:
ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION
OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED
BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA
SUPPLEMENT TO THE MUTCD.
D3.01 STRIPING AND HANDICAP PARKING DETAIL
NOT TO SCALE
C,
i
HINGE (TYP. OF
3)
2" x 4" TOP RAIL
PLACE
HORIZONTAL
R
a
2" x 4" MID RAIL
PLACE
VERTICAL
2" x 4" BRACING
DIAGONAL AT
GATES ONLY
CD
2" x 4" BOTTOM
RAIL PLACE
VERTICAL
PAVEMENT
SIDE PANELS EQUAL
DUMPSTER GATE
rA
2'-6"
6» 1/2" RAID.
SEE PAVING DETAIL 2" RAID.
ASPHALT FG
O
ovovo ovo�;
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
COMPACTED CABC UNDER
PAVING
A
1 /8" RAID. (TYP) 00
JOINT SEALER
JOINT FILLER 1/2
TOOLED CONTRACTION
JOINTS @ 10' O.C.
SECTION A -A EXPANSION JOINTS @ 30' O.C.
AND ADJACENT TO ALL RIGID
OBJECTS
CONSTRUCTION NOTES:
1. CURB SHALL BE CONSTRUCTED WITH CLASS B 4000 PSI CONCRETE
2. SURFACE SHALL BE GIVEN A LIGHT BROOM FINISH WITH THE BRUSH MARKS PARALLEL
TO THE CURB.
3. SUB -GRADE SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR TEST
4. CABC SHALL BE COMPACTED TO 100% OF MODIFIED PROCTOR TEST
CONCRETE CURB & GUTTER (30") DETAIL
D2.03 NOT TO SCALE
LINE OF BUILDING, PLANTED AREA
FENCE, ETC.
C,
i
6"0 STD. STL. PIPE
FILL W/CONC.
CROWN CONC.
PAINT (COLOR TO MATCH
BUILDING)
FIN. GRADE OR TOP OF
PAVEMENT.
CONC. FOOTING
r A NOTES
6» 1/2" RAID.
co
SEE PAVING DETAIL
2" RAID.
if
ASPHALT FG
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
\ COMPACTED CABC UNDER
A PAVING
1 /8" RAID. (TYP) 00
JOINT SEALER
JOINT FILLER 1/2"
TOOLED CONTRACTION
JOINTS @ 10' O.C.
SECTION A -A EXPANSION JOINTS @ 30' O.C.
AND ADJACENT TO ALL RIGID
OBJECTS
CONSTRUCTION NOTES:
1. CURB SHALL BE CONSTRUCTED WITH CLASS B 4000 PSI CONCRETE
2. SURFACE SHALL BE GIVEN A LIGHT BROOM FINISH WITH THE BRUSH MARKS PARALLEL
TO THE CURB.
3. SUB -GRADE SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR TEST
4. CABC SHALL BE COMPACTED TO 100% OF MODIFIED PROCTOR TEST
CONCRETE CURB & GUTTER (18") DETAIL
D2.O4 NOT TO SCALE
2' NOTES:
TRANSITION 1. TRANSVERSE
NORMAL CURB EXPANSION JOINTS TO
& GUTTER BE A MAXIMUM OF 30
TRUNCATED DOMES MEETING ADA GUIDELINES FEET.
SHALL BE INSTALLED FOR THE LAST 2 FEET 2. ALL CONCRETE TO BE
OF THE RAMP AT ITS INTERFACE WITH THE
STREET, AT THE FULL WIDTH OF THE RAMP FINISHED WITH CURING
(TO BE INSTALLED ON ALL CROSSWALKS) COMPOUND.
Q
�ti AF
00
4.7.2.1 -
IF DIMENSION "A" IS 48" OR
GREATER AND PEDESTRIANS
MAY WALK ACROSS THE CURB
CUT, THEN SIDE FLARES SHALL
HAVE A 1:1 o MAXIMUM SLOPE. CURB & GUTTER END TREATMENT
D2.O9 NOT TO SCALE
4' MIN
16' MIN
CURB SLOPES DOWN
AT SAME RATE AS
SIDE FLARES.
ACCESSIBLE ROUTE CROSSES
OVER CURB CUT LINE OF BUILDING, PLANTED AREA
AND SIDE FLARES. FENCE, ETC.
w
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11
1'5
o�o�o�o�o�o�o�o�oo
4' MIN
16' MIN
CURB SLOPES DOWN
AT SAME RATE AS
SIDE FLARES.
HANDICAPPED RAMP DETAIL
D2.O8 NOT TO SCALE
4.7.2.2 -
IF DIMENSION "B" IS LESS THAN
48" AND PEDESTRIANS MUST WALK
ACROSS THE CURB CUT, THEN SIDE
FLARES SHALL HAVE A 1:12 MAXIMUM
SLOPE.
E
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035093 _
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MARK DATE
DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
SITE
DETAIL
SHEET NUMBER:
C921

1 2 3 4 5 6
z
PAVEMENT co
Err 2r_0rr 1/8" RAD. 9 9 �" RAD. 2" RAD. PAVEMENT 1/Br+ RAD SURFACE QQ
1/2 RAD. ih 1i8„ RAD. 1� RAD. SURFACE 3 H¢�U
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3" RAD. Y9rr RAD. v CIAoocnxcr z
o•, . ¢
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o. 4 .• o. 4 o• N T :v: N r 13id ' RAD. cA H O J
L 2'-6rr I 13/4" RAD. 1' 6° p : v' ZoU3¢
H
2'-6" CURB AND GUTTER V-6" CURB AND GUTTER 8rr 9r a~
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GENERAL NOTES: GROOVED OR SAWN z
-PLACE CONTRACTION JOINTS AT 10 INTERVALS, EXCEPT THAT JOINT WITH JOINT Q W
A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN
SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED SEALER JOINT SEALER � W
WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. 1/8" RAD. GUTTER
-JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. a., 1/e RAD' PAVEMENT SURFACE V Z
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE Q C Q
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-FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN CURB, o•'a n•� o-� v
WITH JOINT FILLER AND SEALER. PROPOSED
SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO CURB &GUTTER PROP. Jip" � JOINT FILLER
ALL RIGID OBJECTS. JOINT PAVEMENT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
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SEE STD. DWG. 848.05 FOR CURB RAMP LOCATION
D Y2JOINT WIDTH JOINT FILLER
REQUIREMENTS AND CONSTRUCTION GUIDELINES. " D
T = SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT
IN SIDEWALK
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❑ Y
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TO 100% OF MAXIMUM
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(ASTM D 1557 OR AASHTO
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OF THE MAXIMUM DRY
DENSITY USING THE
STANDARD PROCTOR TEST
TYPICAL LIGHT DUTY PAVEMENT CROSS SECTION
DZ.IO NOT TO SCALE
N S9.513 ASPHALT
N I19.013 ASPHALT BINDER
CABC STONE COMPACTED
TO 100% OF MAXIMUM
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T 180)
B V
MINIMUM 24" COMPACTED
SUBGRADE TO MINIMUM 98%
OF THE MAXIMUM DRY
DENSITY USING THE
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D2.11 TYPICAL HEAVY DUTY PAVEMENT CROSS SECTION
NOT TO SCALE
4000 PSI CONCRETE
#4 REBAR @ 12" O.C.
8"BOTH WAYS
CABC STONE COMPACTED
TO 100% OF MAXIMUM
6" LABORATORY DRY DENSITY
�(ASTM D 1557 OR AASHTO
T 180)
MINIMUM 24" COMPACTED
SUBGRADE TO MINIMUM 98%
OF THE MAXIMUM DRY
DENSITY USING THE
STANDARD PROCTOR TEST
TYPICAL DUMPSTER PAD CONCRETE CROSS SECTION
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DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT @ 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
SITE DETAILS
SHEET NUMBER:
Lu
z
1 2 3 4 5 6
C922

1
2 3 4
5
NOTE:
1. TOP, FRAME, AND GRATE SHALL
BE PLACED ON TOP OF BRICKS
NCDOT #5 OR #57
WASHED STONE
EBRICKS TO ALLOW
DE -WATERING
THROUGH VOIDS
3'- 4'
z x
N
CONSTRUCTION NOTES:
4' MAX
2" STEEL ANGLE SET
18" IN GROUND
2:1 SLOPE,
GRAVEL FILTER
19 GAUGE HARDWARE CLOTH
i OPENINGS
4" SPACES
3RICKS TO ALLOW
ING THROUGH VOIDS
1. LAY BRICK ALONG TOP OF CATCH BASIN WITH 4" SPACES BETWEEN BRICKS. SET FRAME AND GRATE ON BRICKS.
2. CAREFULLY FIT HARDWARE WIRE OR COMPARABLE WIRE MESH WITH 1/2-INCH OPENINGS AROUND CATCH BASIN TO HOLD
D
GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE GRATE ON A 2:1
SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
4. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS
ACCUMULATED TO 1/2 THE DESIGN DEPTH OF THE TRAP.
5. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE.
6. THE STRUCTURE SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR HIS AGENT AFTER EACH STORM
EVENT AND REPAIRS MADE AS NECESSARY.
7. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION ARE
MINIMIZED.
8. THE SEDIMENT TRAP SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE DRAINAGE BASIN HAS BEEN PROPERLY
STABILIZED.
9. ON LARGER DRAINAGE AREAS RIP RAP MAY BE REQUIRED UNDER THE WASHED STONE
STONE INLET PROTECTION
D3.OI NOT TO SCALE
C4 t COMPACTED SOIL
�2' MIN
EXISTING
GROUND
4
18" MIN
1' DITCH DEPTH IN
ORIGINAL GROUND
CONSTRUCTION SPECIFICATIONS:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, 6' TYP
STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS
ALL DESIGN REQUIREMENTS. MAINTENANCE NOTES:
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT INSPECT TEMPORARY DIVERSIONS ONCE A WEEK
THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT. AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REPAIR THE DIVERSION RIDGE. CAREFULLY
RE -GRADING AND CLEAN OUT. CHECK OUTLETS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN THE AREA PROTECTED IS
5. CONSTRUCT ALL TEMPORARY DIVERSION DITCHES WITH A MINIMUM PERMANENTLY STABILIZED, REMOVE THE RIDGE
2% SLOPE. AND THE CHANNEL TO BLEND WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT STABILIZE IT.
WILL REMAIN IN PLACE LESS THAN 30 WORKING DAYS.
TEMPORARY DIVERSION DITCH
D3.OZ NOT TO SCALE
y 010.
2"-3" COARSE
AGGREGATE (SUCH AS
RAILROAD BALLAST)
NOTES:
1.
A STABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE
TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION SITE TO OR
FROM AN EXISTING ROAD.
2.
FILTER FABRIC SHALL BE PLACED UNDER. THE ENTRANCE/EXIT AND
SHALL BE MIRAFI 500 OR EQUAL.
3.
STONE TO BE 2 - 3 INCH WASHED STONE.
4.
THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS
OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING
WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT,
5.
ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC
A
STREETS MUST BE REMOVED IMMEDIATELY.
6.
WHEN NECESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT
PRIOR TO ENTERING A PUBLIC STREET, WHEN WASHING IS REQUIRED, IT
SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH
DRAINS INTO AN APPROVED SEDIMENT BASIN
D3.03 STABILIZED CONSTRUCTION ENTRANCE
NOT TO SCALE
DESIGN EMERGENCY BY-PASS
SETTLED TOP 6" BELOW SETTLED -
TOP OF DAM
1. 5' OVERFILL 6"
27, FOR SETTLEMEN4 WEIR
5' MAX. LO SIDE
FILL SLOPE MA .
1:1 SIDE
SLOPE MAX.
FILTER FABRIC 3' MIN.
NATURAL GROUND
STONE SECTION
9'-14" CLASS B
1 FT. LAYER OF EROSION CONTROL
1/2"-3/4" AGGREGATE 5' MIN. 1.5'
(N.C. DOT #57) ��
5' MAX.
1. 5' MIN
'FILTER FABRIC
GENERAL NOTES CROSS SECTION
1. AREA UNDER EMBANKMENT TO BE CLEANED, GRUBBED AND STRIPPED OF ANY
VEGETATION AND ROOT MAT. FILL MATERIAL FOR THE EMBANKMENT SHALL BE
FREE OF ROOTS OR OTHER WOOD/VEGETATION AS WELL AS OVER -SIZED STONES,
ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL.
2. THE EMBANKMENT SHALL BE COMPACTED IN NOT GREATER THAN 9" LIFTS BY
TRAVERSING WITH EQUIPMENT.
3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO IT ORIGINAL DIMENSIONS
WHEN THE SEDIMENT HAS ACCUMULATED TO 1/2 THE DESIGN DEPTH OF THE
TRAP. THIS DEPTH SHALL BE MARKED IN THE FIELD.
4. REMOVED SEDIMENT SHALL BE PLACED IN A DESIGNATED DISPOSAL AREA AND
PROTECTED AGAINST EROSION.
MIN. 10 GA. LINE
WIRES (TYP)
.I<•1r2
WI TH
4' LONG MIN. WEIR
5. THE WEIR MUST BE CONSTRUCTED LEVEL AND TO GRADE TO ASSURE DESIGN.
6. STONES SHALL BE MACHINE PLACED AND SHOULD BE HARD, ANGULAR AND
WEATHER RESISTANT.
7. EMERGENCY SPILLWAY SHALL BE DIRECTED TO NATURAL, STABLE AREAS.
8. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER.
9. ALL DISTURBED AREAS SHALL BE STABILIZED IMMEDIATELY UPON COMPLETION OF
CONSTRUCTION OF THE BASIN.
10. TRAP SHALL BE INSPECTED REGULARLY AND AFTER EACH RAINFALL WITH REPAIRS
MADE AS NECESSARY.
SEDIMENT TRAPS WITH A DRAINAGE AREA OVER 1 ACRE TO REPLACE STONE ROCK DAM
WITH AN SOLID BERM, RISER STRUCTURE, POND SKIMMER OR A SKIMMER BASIN.
(SEE DETAILS BELOW)
TEMPORARY SEDIMENT TRAP
D3.O4 NOT TO SCALE
R' MAX
TM
VARIABLE AS DIRECTED BY ENGINEER
I
WOVEN WIRE FABRIC
SII T FFNr.F FII TFR FARRIr
FRONT VIEW
CONSTRUCTION NOTES:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD
STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES
NOT EXCEED 24" ABOVE THE GROUND SURFACE. (HIGHER
FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO
CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS
ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY
FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST
WITH 4' MIN. OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE
MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE
POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE
RENFORCEMENT, THEN THE FABRIC ON THE UPSLOPE SIDE
OF THE FENCE POST. WIRE OR PLASTIC TIES SHOULD
HAVE A MIN. 50 lb TENSILE STRENGTH.
5. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8"
DEEP ALONG THE PROPOSED LINE OF POSTS AND
UPSLOPE FROM THE BARRIER.
6. PLACE 12" OF THE FABRIC ALONG THE BOTTOM AND SIDE
OF THE TRENCH.
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE
FILTER FABRIC AND COMPACT. THOROUGH COMPACTION
OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
�- STEEL POST
PLASTIC OR
WIRE TIES (TYP)
MIN. 12-1/2 GA
INTERMEDIATE
WIRES (TYP)
EX. GRADE
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FILTER FABRIC
I
0
N �
IIIII FILL SLOPE
N IIIII
Ill➢ EX. GRADE
ANCHOR 12" LONG SKIRT IN
TRENCH 8" DEEP AND 4" WIDE*
MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND
AFTER EACH RAINFALL MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE,
TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO
REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVIOD
UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE
SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERTY STABILIZED.
NOTES:
USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT
EXCEED 1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW
* FOR REPAIR OF SILT FENCE FAILURES, USE No. 57 WASHED
STONE. AS AN ANCHOR WHEN SILT FENCE IS PROTECTING
CATCH BASIN.
D3.05 SILT FENCE
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PIPE OUTLET TO
WELL-DEFINED CHANNEL
MATERIALS NOTES:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY
WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS
CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461,
WHICH IS SHOWN IN PART IN TABLE 6.62b OF THE
NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL.
2.
SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET
RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM
OF 6 MONTHS OF EXPECTED UUUABLE CONSTRUCTION LIFE
AT A TEMPERATURE RANGE OF 0 TO 120°F.
3. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33
LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FEET.
MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
4. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER
FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND
A MAXIMUM MESH SPACING OF 6 INCHES.
PLAN
La
� La -6
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.
D3.06
RIP -RAP APRON
NOT TO SCALE
CONSTRUCTION SEQUENCE
GENERAL CONSTRUCTION NOTES
1.
ALL GRADING, STORM INSTALLATION, AND SOIL EROSION CONTROL MEASURES ON THIS SITE
PHASE I:
MUST BE AUTHORIZED BY PERMITS ISSUED BY NCDEQ. ALL SITEWORK SHALL BE IN
ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
1. HOLD PRE -CONSTRUCTION MEETING WITH OWNER, ENGINEER, AND NCDEQ.
2. INSTALL CONSTRUCTION FENCE.
2.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED GRADING, EROSION CONTROL,
3. INSTALL SILT FENCE AND CONSTRUCTION ENTRANCE.
STORM WATER, LAND DISTURBANCE, AND ASSOCIATED NON -GRADING PERMITS HAVE BEEN
4. INSTALL TEMPORARY SEDIMENT BASIN `A' AND ASSOCIATED TEMPORARY DITCHES.
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
5. RELOCATE WATER, TELECOMMUNICATIONS AND OTHER UTILITIES AS REQUIRED TO
CONSTRUCT BUILDING B AND CONTINUE SERVICE TO HF ROBISON BUILDING.
3.
ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER, AND
6. INSTALL TEMPORARY ADA PARKING AND ACCESS ROUTE TO HF ROBINSON BUILDING.
NCDEQ. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO BEGINNING
7. PROCEED WITH DEMOLITION AS SHOWN ON PHASE 1 DEMOLITION PLAN.
WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING
8. PROCEED WITH GRADING THE PAD FOR BUILDING B AND ASSOCIATED INFRASTRUCTURE
AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
IMPROVEMENTS.
9. INSTALL INLET PROTECTION ON ALL STORM DRAINS AS THEY ARE INSTALLED.
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
PHASE 2:
5.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY
1. INSTALL SILT FENCE AND CONSTRUCTION ENTRANCE.
CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE PLANS
2. INSTALL TEMPORARY SEDIMENT BASIN `B'.
HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS
3. PROCEED WITH DEMOLITION AS SHOWN ON PHASE 2 AND 3 DEMOLITION PLAN. COORDINATE WITH
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
ONGOING DEMOLITION OF SCOTT AND WALKER RESIDENCE HALLS.
CONSTRUCTION.
4. PROCEED WITH GRADING THE PAD FOR BUILDING A AND ASSOCIATED INFRASTRUCTURE IMPROVEMENTS.
INSTALL INLET PROTECTION ON ALL STORM DRAINS AS THEY ARE INSTALLED.
6.
PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND NEWLY COMPLETED WORK
DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING FROM
PHASE 3:
CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES, AS
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
1. COMPLETE HARDSCAPE AROUND BUILDING B TO PROVIDE MINIMUM EGRESS REQUIREMENTS.
2. PROCEED WITH REMAINING DEMOLITION AS SHOWN ON PHASE 2 AND 3 DEMOLITION PLAN.
7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
3. PROCEED WITH GRADING THE PAD FOR BUILDING C AND ASSOCIATED INFRASTRUCTURE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
IMPROVEMENTS. INSTALL INLET PROTECTION ON ALL STORM DRAINS AS THEY ARE INSTALLED.
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
4. INSTALL HARDSCAPE WHICH DOES NOT CONFLICT WITH EROSION CONTROL MEASURES.
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
5. RECEIVE ENGINEER'S AND NCDEQ'S APPROVAL FOR REMOVAL OF SEDIMENT BASINS AFTER THEIR
DRAINAGE AREAS HAVE BEEN PERMANENTLY STABILIZED. REMOVE ACCUMULATED SEDIMENT, DEWATER
8,
EROSION CONTROL IS A FIELD PERFORMANCE BASED ACTIVITY; AND ADDITIONAL SILT
THE BASINS, FILL THE BASINS USING STOCKPILED SOIL AND BRING TO FINISHED GRADE IN COMPACTED
FENCES, TEMPORARY SEDIMENT BASINS, AND ALL OTHER MEASURES MAY NEED TO BE
LIFTS. SMOOTH THE BASIN SITE TO BLEND WITH SURROUNDING AREA, ENSURING THE BASIN SITE WILL
ADDED IN ADDITION TO THE APPROVED PLAN AS NECESSARY. MEASURES SHOWN CAN AND
NOT POND WATER, AND IMMEDIATELY STABILIZE.
SHOULD BE ADJUSTED TO ASSURE MAXIMUM PROTECTION ON SITE. CONTRACTOR SHALL
6. REMOVE REMAINING TEMPORARY EROSION CONTROL MEASURES INCLUDING TEMPORARY DITCHES, SILT
ADD ADDITIONAL MEASURES AS NEEDED IN ENVIRONMENTALLY SENSITIVE AREAS.
FENCE, SILT FENCE OUTLETS, INLET PROTECITON AND CONSTRUCTION ENTRANCES WHEN SITE IS
STABILIZED.
9.
CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
7. COMPLETE INSTALLATION OF REMAINING HARDSCAPE AFTER REMOVAL OF SEDIMENT BASINS AND
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
TEMPORARY DITCHES.
8. APPLY FOR NOTICE OF TERMINATION THROUGH NCDEQ.
10.
THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
NCDEQ EROSION CONTROL NOTES
UTILITY COMPANY PERFORMS THE WORK.
11.
ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE
ACCORDING TO THE SPECIFICATIONS NOTES IN THE PLANS. SITE STABILIZATION IS A
WITH REQUIREMENTS OF NCDEQ. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED
PERFORMANCE BASED REQUIREMENT, AND THE SITE WILL NOT BE ACCEPTED UNTIL
WITH FOR ALL WORK.
PERMANENT VEGETATION IS ESTABLISHED TO THE SATISFACTION OF THE ENGINEER.
1. OBTAIN PROVISIONAL PERMIT.
12.
ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
"S"
D
SHALL BE TYPE HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED.
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
3. OBTAIN GRADING PERMIT THROUGH ON -SITE INSPECTION BY A REPRESENTATIVE OF NCDEQ.
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
4. PROCEED WITH GRADING, CLEARING, AND GRUBBING.
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
5. SEED AND MULCH DENUDED AREA WITHIN EITHER 7 CALENDAR DAYS (SLOPES GREATER THAN 3:1)
ANY VARIANCES FROM EXPECTED CONDITIONS.
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
13.
CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
RATES PER ACRE.
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
LIME 2,000 LBS
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
FERTILIZER (10-10-10) 1,000 LBS
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
STRAW MULCH 4,000 LBS
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
ACCESS TO STEPS.
FOR LATE WINTER/EARLY SPRING SEEDING ADD TO THE ABOVE:
14.
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
RYE GRAIN 120 LBS
ANNUAL LESPEDEZA 50 LBS (OMIT IF COVER IS NOT TO EXTEND BEYOND JUNE)
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
FOR SUMMER SEEDING ADD:
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
GERMAN MILLET 40 LBS
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
AND/OR 834.
FOR FALL ADD:
RYE GRAIN 120 LBS
15.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
LABORATORY UNDER ALL PAVED AREAS.
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE
RATE OF 1,000 LBS PER ACRE.
16.
CONTRACTOR RESPONSIBLE FOR KEEPING ACCURATE LOG OF SITE CONDITIONS IN
ACCORDANCE WITH NPDES PERMIT. MAINTENANCE INSPECTIONS SHALL BE PERFORMED
6. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
WEEKLY AND AFTER EACH RAINFALL. ALL REPAIRS NECESSARY SHOULD BE MADE
IMMEDIATELY AND IN STRICT ACCORDANCE WITH NCDEQ STANDARDS AND NPDES PERMIT.
7. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREA.
CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
FOR PREPARATION OF FINAL RECORD DRAWINGS.
8. REQUEST FINAL APPROVAL BY NCDEQ.
17.
ALL SLOPES GREATER THAN 2:1 SLOPE AND OVER 5' IN HEIGHT SHALL BE CERTIFIED BY A
LICENSED PROFESSIONAL AS REQUIRED BY NCDEQ.
PERMANENT SEEDING MEASURES
18.
CONTRACTOR IS REQUIRED TO OBTAIN AND PROVIDE A COPY OF THE EROSION CONTROL
PERMIT FOR ANY OFFSITE BORROW/ SPOIL AREA. CONTRACTOR MUST PROVIDE COPY OF
PERMIT TO NCDEQ INSPECTOR PRIOR TO CONSTRUCTION.
ALL PERMANENT MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS OF NCDEQ.
THE FOLLOWING APPLY TO AREAS WITHIN NCDEQ PERMANENT SEEDING MIXTURE AREA #1M:
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
SEEDING MIXTURE:
ANY LAND DISTURBING ACTIVITY
SPECIES RATE (LB/ACRE)
20.
ALL FILL SLOPES SHALL BE COMPACTED FULL DEPTH TO NOT LESS THAN 95% MAXIMUM
DENSITY (STANDARD PROCTOR), SHALL BE PLACED ON A SURFACE CLEARED OF GROWTH
TALL FESCUE 100
AND DEBRIS, AND BE PROPERLY BENCHED AND DRAINED.
PANICUM VIRGATUM 10
REDTOP 5
21.
COMPACTION REPORTS MUST BE PROVIDED TO NCDEQ STORMWATER SERVICES DIVISION
KENTUCKY BLUEGRASS 5
INDICATING THAT FILL HAS BEEN COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY
(STANDARD PROCTOR).
NURSE PLANTS:
BETWEEN MAY 1 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO
22.
ALL FILL MATERIAL, UNLESS A PERMIT FROM NCDENR DIVISION OF WASTE MANAGEMENT TO
MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). IT MAY BE BENEFICIAL TO PLANT THE GRASSES IN
OPERATE A LANDFILL IS ON FILE FOR THE OFFICAL SITE, SHALL BE FREE OF ORGANIC OR
LATE SUMMER AND OVERSEED THE LESPEDEZAS IN MARCH.
OTHER DEGRADABLE MATERIALS, MASONRY, CONCRETE AND BRICK SIZES EXCEEDING 12
INCHES, AND ANY MATERIALS WHICH COULD CAUSE THE SITE TO BE REGULATED AS A
SEEDING DATES:
LANDFILL BY THE STATE OF NORTH CAROLINA.
BEST POSSIBLE
BELOW 2500 FT: AUG. 15 - SEPT. 1 JULY 25 - SEPT 15
MAR. 1 - APR. 1 MAR. 1 -MAY
ABOVE 2500 FT: JULY 25 -AUG. 15 JULY 15 -AUG.. 30
4 )
SELF -INSPECTION REQUIREMENTS
MAR. 20 - APR. 20 MAR. 5 - MAY 15
•
SAME WEEKLY INSPECTION REQUIREMENTS.
COMPLETE SEEDING EARLIER IN FALL, AND START LATER IN SPRING ON NORTH- AND EAST -FACING
0
SAME RAIN GAUGE & INSPECTIONS AFTER 0.5" RAIN EVENT.
SLOPES.
0
INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS
HOURS."
SOIL AMENDMENTS:
0
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON -SITE
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
DURING BUSINESS HOURS UNLESS A SITE -SPECIFIC EXEMPTION IS
LIMESTONE AND 1,000 LB/ACRE 5-10-10 FERTILIZER.
APPROVED.
•
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE UPON
MULCH:
REQUEST.
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING
ELECTRONICALLY -AVAILABLE RECORDS MAY BE SUBSTITUTED
MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING. NETTING IS THE PREFERRED
UNDER CERTAIN CONDITIONS.
ANCHORING METHOD ON STEEP SLOPES.
0
ALL EROSION CONTROL MEASURES SHALL BE INSPECTED AND
CONDITIONS RECORDED ON NCDEQ SELF -INSPECTION AND
MAINTENANCE:
SELF -MONITORING COMBINED FORM LOCATED AT
MOW NO MORE THAN ONCE A YEAR. REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE.
HTTPS: //DEQ.NC.GOV/ABOUT/DIVISIONS/
RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS
B
5)
IMPLEMENTATION OF NEW PERMIT CONDITIONS
1) GROUND STABILIZATION
SITE AREA DESCRIPTION
STABILIZATION
STABILIZATION TIME
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES GREATER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR
LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1,
14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7-DAYS FOR SLOPES
GREATER THAT 50' IN LENGTH
ALL OTHER AREAS WITH
14 DAYS
NONE (EXCEPT FOR
SLOPES FLATTER THAN 4:1
PERIMETERS AND
HQW ZONES)
*EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY BASED ON
WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE COMPLIANCE IMPRACTICABLE.
(SECTION II.B(2)(B))
2) BUILDING WASTE HANDLING
• NO PAINT OR LIQUID WASTE IN STREAM OR STORM DRAINS.
• DEDICATED AREAS FOR DEMOLITION, CONSTRUCTION AND OTHER
WASTES MUST BE LOCATED 50' FROM STORM DRAINS AND
STREAMS UNLESS NO REASONABLE ALTERNATIVES AVAILABLE.
• EARTHEN -MATERIAL STOCKPILES MUST BE LOCATED 50' FROM
STORM DRAINS AND STREAMS UNLESS NO REASONABLE
ALTERNATIVES AVAILABLE.
• CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT
WITH SURFACE WATERS, WETLANDS, OR BUFFERS.
3) DISCHARGES TO FEDERALLY -LISTED WATERS
• REQUIREMENTS ARE THE SAME AS IN PREVIOUS PERMIT.
• THE PERMIT ALLOWS REDUCTION FROM THE 20 ACRE MINIMUM IF
THE DIRECTOR OF DWQ DETERMINES THAT OTHER BMPS PROVIDE
EQUIVALENT PROTECTION.
• 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.
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE
EROSION CONTROL
DETAILS
SHEET NUMBER:
C931
1 2 3 4 5 6

1
2 3 4 5 6
E
C
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HOW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HOW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Cleanup immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
:wm9
l ,: ; NORTH CAROLI NA
q k- Environmental Quality
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
ONSITE CDNCRETE WASHOUT
STRUCTURE WITH LINER
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CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at [east 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Anytime when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (anc this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDCs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevztions
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours unless the
P g
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This Genera[ Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-N01 and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
iAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7calendardays, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill cr release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect ofthe bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
r� r Att,
NORTH CAROLINA
' Environmental Quality
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/19I
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH WITH
APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET
WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION OF
BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES
SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE
SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING
STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM
, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE
PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4"-6" (10cm-15cm) OVERLAP. USE A DOUBLE ROW
OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30cm) APART IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH
AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5cm-12.5cm) (DEPENDING ON BLANKET TYPE) AND
STAPLED. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED
ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE BLANKET BEING OVERLAPPED
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m-12m) INTERVALS.
USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER OVER ENTIRE WIDTH OF THE
CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm)
APART IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
CRITICAL POINTS * HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IF
A. OVERLAPS AND SEAMS NECESSARY TO ALLOW STAPLES TO SECURE THE CRITICAL
B. PROJECTED WATER LINE POINTS ALONG THE CHANNEL SURFACE.
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES **IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR
A A STAKE LENGTHS GREATER THAN 6" (15 cm) MAY BE
B B NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
C C
D3.06 CHANNEL LINER INSTALLATION
NOT TO SCALE
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DESCRIPTION
STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE:
EROSION CONTROL
DETAILS
SHEET NUMBER:
0
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PROPOSED TEMPORARY SKIMMER BASIN "A"
BERM ELEV: 2101'
BOTTOM ELEV.: 2097'
SURFACE AREA: 5,060 SF
STORAGE VOLUME: 8,936 CF
DIMENSIONS: 121.5' x 46'
2:1 MAX. SIDE SLOPES (SEE DETAILS)
DEWATERING TIME: 3 DAYS
w
46.0'
PROPOSED 2.0" SKIMMER
WITH 1.8" ORIFICE
/
PROPOSED TEMPORARY DIVERSION DITCH "C"
\
BOTTOM WIDTH:
SIDE SLOPE:
0'
DEPTH:
11
1'
SLOPE:
2% MIN
oy
CHANNEL LINER:
DS75
(SEE DETAIL D3.02)
Oy
XD
121.5'
27.6'
27.6'
27.6'
R15.0'
38.5'
X
O�O
0
PROPOSED TEMPORARY RIP RAP APRON 'A'
LENGTH:
5. '
WIDTH AT FES: 4'
WIDTH AT END: 12'
THICKNESS: 6"
STONE CLASS: B
(SEE DETAIL D3.06) '
PROPOSED TEMPORARY DIVERSION DITCH "A"
BOTTOM WIDTH: 0'
SIDE SLOPE: 2:1
DEPTH:
��" n ,,, ♦��� 1`�0��` SLOPE:
ANNEL 1N
LINER: DS75 CH
(SEE DETAIL D3.02) �
TEMPORARY SKIMMER SEDIMENT BASIN A
1" = 0'
SKIMMER
(SEE DETAIL)
RISER CREST
ELEV. 2099.0'
SEDIMENT REMOVAL MARK
ELEV. 2098.0'
RISER INVERT
ELEV. 2097.0"
CLASS B STONE PAD
(4'x4'x1' MIN)
FLEXIBLE CONNECTION TO
SKIMMER (SEE DETAIL)
Imo_\:il:li•I
EMERGENCY OVERFLOW WEIR
NOTES:
1. FOR
BY COI
2. SEE FIGURE 6.65B OF NCDENR MANUAL
FOR CROSS SECTION OF POROUS BATTLE.
D3.o9 SKIMMER BASIN DETAIL
NOT TO SCALE
1.0" MIN
FREEBOARD
BERM TOP
EMERGENCY SPILLWAY
SELECTED FILL EMBANKMENT STABILIZED
PLACED IN LAYERS WITH VEGETATION
AND COMPACTED 2.5:1 SLOPE MAX.
CMP BARREL_
ANTI -SEEP COLLAR
(SEE DETAIL) RIP RAP APRON
- AT r)I ITI FT
CUT-OFF TRENCH
2' DEEP, 3' BOTTOM
2:1 SIDE SLOPES
SECTION THROUGH EMBANKMENT
1. LOCATE THE SEDIMENT INLETS TO THE BASIN THE GREATEST DISTANCE FROM THE PRINCIPLE SPILLWAY.
2. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
3. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH NCDEQ PRACTICE STANDARD 6.65.
4. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO THE EMBANKMENT 1 FT. FROM BOTTOM OF BASIN
5. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND THE COUPLING.
6. ALLOW THE MAXIMUM REASONABLE DETENTION PERIOD BEFORE THE BASIN IS COMPLETELY DE -WATERED (AT LEAST 10 HOURS).
7. REDUCE THE INFLOW VELOCITY AND DIVERT ALL SEDIMENT -FREE RUNNOFF.
TEMPORARY SKIMMER SEDIMENT BASIN A
D3.O7 NOT TO SCALE
INLET ZONE
25% OF SURFACE AREA
T CHAMBER
OF SURFACE AREA
\MBER
'FACE AREA
.A
SUPPORT POST,
SUPPORT ROPE TO 24" INTO BOTTOM STAKE TO
WIRE TO PREVENT OR SIDE SUPPORT WIRE
SAGGING
o
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VA \
VA VA VA VA
VA VA VA VA \
VA VA VA VA
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COIR MESH OR SIMILAR,
STAPLED OR TRENCHED
INTO BOTTOM OR SIDE
D3.10 BAFFLE DETAIL
NOT TO SCALE
(SEE FIGURE 6.65B OF NCDENR MANUAL)
BAFFLE MATERIAL
11 GAUGE
LANDSCAPING
STAPLE
2'
STEEL POST
BAFFLE MATERIAL SHOULD BE
SECURED TO THE BOTTOM OF
THE SIDES AND BASIN USING
12" LANDSCAPE STAPLES
'F
06
I
i
i
4'
CF,
CFI
CF
TEMPORARY SKIMMER SEDIMENT BASIN B
SKIMMER
(SEE DETAIL)
RISER CREST
ELEV. 2100.0'
SEDIMENT REMOVAL MARK
ELEV. 2099.0'
RISER INVERT
ELEV. 2098.0"
CLASS B STONE PAD
(4'x4'xl' MIN)
FLEXIBLE CONNECTION TO
SKIMMER (SEE DETAIL) _
1.0' MIN
FREEBOARD
1" 10
10.0"
BERM TOF
EMERGENCY SPILLWAY
EMBANKMENT STABILIZED
SELECTED FILL =
PLACED IN LAYERS � I-III-��i��i.i- WITH VEGETATION
AND COMPACTED - II 2.5: 1 SLOPE MAX.
=11111�-
l i-III-
I -I I �1 111 I
CMP BARREL_
III
ANTI -SEEP COLLAR II
(SEE DETAIL)
L -
CUT-OFF TRENCH
2' DEEP, 3' BOTTOM
2:1 SIDE SLOPES
SECTION THROUGH EMBANKMENT
v�
1♦ Ci
PROPOSED BAFFLE SEE DETAIL DX.XX
RIP RAP APRON
AT OUTLET
1. LOCATE THE SEDIMENT INLETS TO THE BASIN THE GREATEST DISTANCE FROM THE PRINCIPLE SPILLWAY.
2. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
3. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH NCDEQ PRACTICE STANDARD 6.65.
4. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO THE EMBANKMENT 1 FT. FROM BOTTOM OF BASIN
5. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND THE COUPLING.
6. ALLOW THE MAXIMUM REASONABLE DETENTION PERIOD BEFORE THE BASIN IS COMPLETELY DE -WATERED (AT LEAST 10 HOURS).
7. REDUCE THE INFLOW VELOCITY AND DIVERT ALL SEDIMENT -FREE RUNNOFF.
D3.o8 TEMPORARY SKIMMER SEDIMENT BASIN B
NOT TO SCALE
SCH 40 COUPLING
CONNECTION (TYP)
VENT (TYP)
INLET (TYP)
PROPOSED NYLON ROPE
(ROPE TO RUN EMBANKMENT
TO PROVIDE METHOD TO PULL
SKIMMER)
INLET EXTENSION
SCH 40 SOLID PVC
BARREL OR "ARM"
SUPPLIED BY USER (TYP)
HOSE (TYP)
NOTES:
1. SKIMMER SHOWN IN FLOATING POSITION
2. FAIRCLOTH SKIMMER OR APPROVED EQUIVALENT
3. SKIMMER TO BE REMOVED UPON REMOVAL OF SEDIMENT TRAP
4. COUPLING CONNECTION INTO PROPOSED OUTLET STRUCTURES MUST BE SEALED UPON
REMOVAL OF SKIMMER
POND SKIMMER DETAIL
D3.11 NOT TO SCALE
40
Know what's below.
Call before you dig. NORTH
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
AHANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE:
EROSION CONTROL
DETAILS
160 SHEET NUMBER:
C933
1 2 3 4 5 6

1
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INCOMING PIPE
FLARED END
SECTION MATERIAL
TO MATCH MATERIAL
OF INCOMING PIPE
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.
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
ink LOIN ll
WAFFLE
BASE
SEE
SCHEDULE
SEE
SCHEDULE
SOLID TOP OR ACCESS
^
LIFTING
HOLES (4)
LIFTING
HOLES (4)
Ju
y
NOTES:
1. CONCRETE: 28 DAY COMPRESSIVE STRENGTH f'e= 4,000 psi
2. STEEL REINFORCEMENT: ASTM A-615, GRADE 60
3. WAFFLE BOXES MEET N.C.D.O.T. APPROVAL TO 10' DEPTH
4. SOLID BOXES MEET H-20 LOADING TO 15' DEPTH
5. SOLID BOXES APPROVED FOR N.C.D.O.T STANDARDS: 840.01, 840.02, 840.04,
840.05, 840.11, 840.12, 840.14, 840.15, 840.17, 840.18, 840.19, 840.26,
840.27, 840.28, 840.31, 840.32, 840,41, 840,45
D5.02 TX T WAFFLE BOX
NOT TO SCALE
PRECAST 01
W/ 1 /2" 1:.
ON OUTSIDE
NOTE:
CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES. (REFER TO PLAN
SHEET FOR SIZE AND LOCATION OF PIPE)
D5.03 TYPICAL OPEN THROAT DETAIL
NOT TO SCALE
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
La
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.
D5.04 FLARED END SECTION WITH
RIP -RAP APRON
NOT TO SCALE
�10
ALL NON-FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE FINAL BACKFILL
REQUIRED TO HAVE A MAGNETIC -TYPE (SEE SPECIFICATION FOR
WARNING TAPE INSTALLED IN THE COMPACTION REQUIREMENT)
BACKFILL AT LEAST 6" BELOW GRADE.
0= _
1-
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uw 0>
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�w w
m
z� m
z-
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"
GENERAL CONSTRUCTION NOTES
1. ALL GRADING, STORM INSTALLATION, AND SOIL EROSION CONTROL MEASURES ON THIS SITE
MUST BE AUTHORIZED BY PERMITS ISSUED BY NCDEQ. ALL SITEWORK SHALL BE IN
ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED GRADING, EROSION CONTROL,
STORM WATER, LAND DISTURBANCE, AND ASSOCIATED NON -GRADING PERMITS HAVE BEEN
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
3. ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER, AND
NCDEQ. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO BEGINNING
WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING
AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
4. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
5. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
5 -5w 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
CO MAXIMUM COVER 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
INITIAL BACKFILL
(COMPACTED TO 98%
SPRINGLINE -
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
w w
w w
w w
SUITABLE
0
FOUNDATION
CV co
MIN. TRENCH WIDTH
cv 0 (SEE TABLE)
00
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'
CONSTRUCTION.
6. 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, AS
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
7. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
8. EROSION CONTROL IS A FIELD PERFORMANCE BASED ACTIVITY; AND ADDITIONAL SILT
FENCES, TEMPORARY SEDIMENT BASINS, AND ALL OTHER MEASURES MAY NEED TO BE
ADDED IN ADDITION TO THE APPROVED PLAN AS NECESSARY. MEASURES SHOWN CAN AND
SHOULD BE ADJUSTED TO ASSURE MAXIMUM PROTECTION ON SITE. CONTRACTOR SHALL
ADD ADDITIONAL MEASURES AS NEEDED IN ENVIRONMENTALLY SENSITIVE AREAS.
9. CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
co *ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
10.
THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
OF THE STANDARD PROCTOR
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
NOTES:
UTILITY COMPANY PERFORMS THE WORK.
11.
ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED
1.
ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
ACCORDING TO THE SPECIFICATIONS NOTES IN THE PLANS. SITE STABILIZATION IS A
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
PERFORMANCE BASED REQUIREMENT, AND THE SITE WILL NOT BE ACCEPTED UNTIL
PERMANENT VEGETATION IS ESTABLISHED TO THE SATISFACTION OF THE ENGINEER.
2.
MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
12.
ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
3.
FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH
SHALL BE TYPE "S" HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
TIGHT JOINTS MEETING AASHTO M252, M294 OR MP7. ALL HDPE PIPE IS TO BE INSTALLED
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
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.
BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, OR, III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO
4"-48' AND 18' FOR 60'. PIPE MATERIAL SHALL MEET THE PRODUCT SPECIFICATIONS OF
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm - 600 mm);
ASTM F667 AND SHALL HAVE A SMOOTH WALL INTERIOR. FOR ALL STORM SYSTEMS, WORK
6"(150 mm) FOR 30"-60" (750 mm - 900 mm).
MUST BEGIN AT THE LOW POINT OF THE SYSTEMS. NOTIFY THE ENGINEER IMMEDIATELY OF
ANY VARIANCES FROM EXPECTED CONDITIONS.
5.
HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, 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
13.
CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
REQUIRED IN ASTM D2321, LATEST EDITION.
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
6.
MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48"
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
OF RIGID PAVEMENT. HEAVY CONSTRUCTION LOADS MAY REQUIRE ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT
ACCESS TO STEPS.
CONSTRUCTION LOADS WILL NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED.
14.
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
7.
MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
D5.01 HDPE TRENCH INSTALLATION DETAIL
AND/OR 834.
NOT TO SCALE
15.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
LABORATORY UNDER ALL PAVED AREAS.
16.
CONTRACTOR RESPONSIBLE FOR KEEPING ACCURATE LOG OF SITE CONDITIONS IN
ACCORDANCE WITH NPDES PERMIT. 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.
CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
FOR PREPARATION OF FINAL RECORD DRAWINGS.
17.
ALL SLOPES GREATER THAN 2:1 SLOPE AND OVER 5' IN HEIGHT SHALL BE CERTIFIED BY A
STANDARD SCHEDULE
LICENSED PROFESSIONAL AS REQUIRED BY NCDEQ.
TOP
O.D. HEIGHT
„
6
8„
SLAB
WT./LBS
702
940
O.D. HEIGHT
0.67'
1.33'
2.67
RISER
WT./LBS
503
998
2,003
SOLID
O.D. HEIGHT
3. 0'
3.5'
BASE
WT./LBS
1,934
2,161
STANDARD TYPE
(UP TO 20 FEET IN DEPTH)
STANDARD MANHOLE
RING AND COVER
STANDARD STEPS STANDARD
16" ON STEPS 16" ON
CENTERS CENTER ---
o
N
0
CIL
48" I.D.
MIN.
TOP DESIGNED o
FOR HS-20 LOADING N
MAY BE FLAT OR o'
ECCENTRIC CONE >
0
5
PLASTIC CEMENT PUTTY OR
7:-(
o
BUTYL RUBBER JOINTS
I 6„
BRICK AND � MIN. 6" THICK WASHED
MORTAR INVERT STONE BEDDING
FLAT TOP DETAIL
BRICK AND
MORTAR INVERT
58" DIA.
NOTE:
SEE TYPICAL CATCH BASIN
DETAIL FOR TYPICAL STORM
STRUCTURE NOTES
DEEP TYPE
(OVER 20 FEET IN DEPTH)
CSTANDARD MANHOLE
RING AND COVER
PRECAST CONCRETE MANHOLE
D5.05 ROUND STORM STRUCTURE
NOT TO SCALE
TOP DESIGNED
FOR HS-20 LOADING
60"
I.D.-MAY BE FLAT OR
MIN. ECCENTRIC CONE
6"
PLASTIC CEMENT PUTTY OR
BUTYL RUBBER JOINTS
C5:1 MAX
MIN. 6" THICK WASHED
STONE BEDDING
FLAT TOP DETAIL
70" DIA.
18. CONTRACTOR IS REQUIRED TO OBTAIN AND PROVIDE A COPY OF THE EROSION CONTROL
PERMIT FOR ANY OFFSITE BORROW/ SPOIL AREA. CONTRACTOR MUST PROVIDE COPY OF
PERMIT TO NCDEQ INSPECTOR PRIOR TO CONSTRUCTION.
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
ANY LAND DISTURBING ACTIVITY
20. ALL FILL SLOPES SHALL BE COMPACTED FULL DEPTH TO NOT LESS THAN 95% MAXIMUM
DENSITY (STANDARD PROCTOR), SHALL BE PLACED ON A SURFACE CLEARED OF GROWTH
AND DEBRIS, AND BE PROPERLY BENCHED AND DRAINED.
21. COMPACTION REPORTS MUST BE PROVIDED TO NCDEQ STORMWATER SERVICES DIVISION
INDICATING THAT FILL HAS BEEN COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY
(STANDARD PROCTOR).
22. ALL FILL MATERIAL, UNLESS A PERMIT FROM NCDEQ DIVISION OF WASTE MANAGEMENT TO
OPERATE A LANDFILL IS ON FILE FOR THE OFFICAL SITE, SHALL BE FREE OF ORGANIC OR
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.
NEENAH R-1975-B SCORIATED LID
HANDHOLE FRAME & LID LETTERED "STORM"
OR APPROVED EQUAL
FINISH GRADE
V) 71
z
Q
J
r� w
U) z 4" THREADED
w CLEAN -OUT PLUG
J w
z
45° BEND
? w 45' WYE BRANCH OR
5; = 45' BEND AS REQUIRED
00 BY SITE PLAN
-z
0
cn
1.0% MIN.------------------------
.
E
C
EXTERNAL DOWN SPOUT
(SEE ARCHITECTURAL
PLANS)
6" UNIVERSAL DOWN SPOUT
CONNECTION PLUG
(FERNCO USDS-6P OR
APPROVED EQUIVALENT)
6" DOWN SPOUT COLLECTION
PIPE (CONTRACTOR TO
COORDINATE WITH ARCHITECT
FOR ANY SUPERCEDING DOWN
SPOUT CONNECTION DESIGNS
AND LOCATIONS) R
PROVIDE STONE BEDDING V
FROM 6" BELOW PIPE TO TOP
OF PIPE FOR FULL TRENCH
WIDTH ON ALL PVC PIPE.
45° BEND (TYP)
(AS REQUIRED)
NOTES:
1. CLEAN -OUT PIPE AND FITTINGS SHALL BE SAME MATERIAL AS THE DOWNSPOUT COLLECTION PIPE. SEE
PLAN FOR PIPE SIZES. CLEAN -OUT WYE TO BE SAME DIAMETER AS LATERAL. RISER, PIPE AND
THREADED PLUG TO BE 4".
2. WHERE CLEAN -OUTS ARE LOCATED IN SIDEWALKS OR PAVEMENT, CAST HANDHOLE LID IN PLACE AND
FLUSH WITH FINISH GRADE.
3. CONTRACTOR TO COORDINATE WITH ARCHITECT FOR ANY SUPERCEDING EXTERNAL DOWN SPOUT
COLLECTION SYSTEM CONNECTION DESIGNS AND LOCATIONS
D5.06 DOWN SPOUT COLLECTION PIPE AND CLEANOUT
NOT TO SCALE
C
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STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE
STORMWATER DETAILS
SHEET NUMBER:
C951
1 2 3 4 5 6

E
C
0
W
H
zrvl
n
6' E
14 BARS "V"® 6.. 6
EQUAL SPADES
3" X 1.5" 1.5"
r �1
3" 3"
F
MM M
#4 BARS
#4 BARS .U.®
u"® EQUAL
EQUAL SPACES
SPACES
PLAN OF TOP SLAB SECTION S-S
1 #S ..Vv..BARS g4 BARS
#4 "V" BARS ® 12• L
EQUALS SPACES
6"
1 s�
#4 °U" BARS B.
SECTION R-R DOWEL
04 6 �PERMD:O.T. ATE
AEOR OOD
o000000�00
EXPANSION JOINT 6•
PLAN
CURB & GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP ELEVATION
USE ON FLAT GRADES 2% & UNDER
B EXPANSION JOINT
3 3
ELEVATION
NORMAL CURB & GUTTER ON LIGHT GRADES
TOP ELEVATION EXPANSION
8' DINT
USE ON GRADES OVER 2% 6'
10" MAX" DEPRESSED GUTTER LINE
I, 6'
ELEVATION
NORMAL CURB & GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN (BASED ON MIN. HEIGHT, H, WITH NO RISER)
DIMENSIONS
OF
BOX
AND
PIPE
COVER
DIMENSION
CJ.
YDS.
CORI
IN BOX
DEDUCTIONS
ONE PIPE
C.M. R.C.
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS
BARS-V
BARS-W
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
FORT.MCOMUM
HEIGHT. H
❑
A
B
C
G
H
E
F
N0.
LENGTH
N0.
LENGTH
N0.
LENGTH
12"
S-0"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15'
.3'-0"
2' 2"
3'-0"
--
--
--
--
--
--
--
--
--
--
Q235
0.829
0. D23
D.038
18'
3'-0"
2' 2"
3' -3"
--
--
--
--
--
--
--
--
--
--
0.235
0.BB7
0. 033
0.049
24"
.3'-0"
2' 2"
3'-9"
--
--
--
--
--
--
--
--
--
--
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
1'-2"
4'-0"
4
V 5"
2
S 9"
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36
S-0"
2'-2"
3'-10"
4'-9"
1'-8"
4'-0"
4
1'-11"
3
3'-9"
3
3'-9"
43
0.161
0.358
1.714
0.132
0.178
42"
3'-0"
2' 2"
4'-5"
5'-3"
1'-5'
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
0.122
0. 318
1.738
0.180
0.243
48"
3'-0"
2'-2"
5'-0"
5'-9"
2'-0"
3'-2"
4
2'-3"
3
2'-11"
3
2'-11 °
35
0.145
0.352
2052
0.235
0.317
54"
3'-0"
2'-2"
5'-7"
6, 3"
2'-7"
3'-2"
2'-11"
3
2'-11"
41
0.180
0.386
2.3B7
0.297
0.401
PRECAST CONCRETE
D5.08A CATCH BASIN
RISER HAS .228
CUBIC YARDS OF
CONCRETE PER
FOOT HEIGHT
E E GENERAL NOTES:
OPTIONAL MANHOLE
CHAMPHER ALL EXPOSED CORNERS 1'
Y
C
r
S UE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR. 2" KEYWAY. OR #4 BAR DOWELS AT
__ 12" CENTER AS DIRECTED BY THE ENGINEER-
-�-� 8" 3 USE FORMS FOR THE CONSTRUCTION OF THE BOTTCM SLAB.
1,♦
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB AS
SHOWN ON D.O.T. STD. N0. 840.00.
M i)�1.�ili #4BARS "A" I �Y .,}' TIT I
F SPAGED 6" 7 I; Ii: )MC�}I I F PROVIDE ALL CATCH BASINS OVER 4' IN DEPTH iMTH STEPS 18' ON CENTER. USE
C. TO C. `` NN.r 4 / STEPS WHICH COMPLY WITH D.O.T. STD. DRAWING 840.86
ADJUST THE STEEL. CONCRETE AND BRICK MASONRY QUANTITIES TO INCLUDE THE
L _ ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS SHORTENED AROUND OPENING IN
TOP SLAB. ADDITIONAL VARIABLE HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP CF BOTTOM SLAB TO TOP ELEVATION IS
41
Y 12 FEET
C SEAL RISER ALL BOX AND RISER JOINTS WITH PLASTIC CEMENT PUTTY OR BUM
PLAN /4 BARS RUBBER JOINTS.
SPACED 6"
SEE D.O.T. STD. 640.54 FOR C. TO
C.
MANHOLE COVER & FRAME
OPTIONAL
EIR K MAY BE USED TO
ADJUST FRAME COVER TO
8" .25" SURFACE ELEVATION MAX. 1 6" 15"
T #4 BARS
INLET PIPE OUTLET PIPE 12'
9'
�EORFN
�• SECTION
D C-C OR D-D
e" A
d-.17DOWEL
SECTION X-X
25"XV
J_ EXPANSION
JOINT
.25"
D
e' B °
SEE NOTE
DOWEL
SECTION Y-Y
DIMENSIONS
AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
PIPE SPAN WIDTH HEIGHT
REFORCEMENT
BARS "A"
TOP SLAB
DIMENSION
CU. YDS. IN
BOX
TOTAL OUANITIES
BOX AND SLABS
DEDUCTIONS
ONE PIPE
D
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL/
Fr. OF HT.
LBS.
REINF.
CU. YDS
MIN. H
C.M.
R.C.
12"
2'-0"
2'-0"
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
15"
2'-3"
2'-3"
2'-6"
12
3'-O"
3'-3"
3'-3"
0.196
0.196
0.204
24
0.902
0.023
0.036
18"
2'-6"
2'-6"
2'-9"
14
3'-3"
3'-6"
3'-6"
0.227
0.227
0.222
30
1.065
0.033
0.049
24"
3'-0"
3'-O"
3'-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
0.375
0.296
51
1.860
0.092
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-9"
5'-0"
5'-0"
0.463
0.463
0.333
64
2.341
0.132
0.178
42"
4'-6"
4'-6"
4'-9"
22
5'-3"
5'-6"
5'-6"
0.560
0.560
0.370
77
2.878
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
6'-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54,
5'-10"
5'-10"
5'-9"
28
6'-7"
6'-10"
6'-10"
0.B65
0.865
0.444
126
4.283
0.297
0.401
60"
6'-6"
W-6"
6'-3"
30
7'-3"
7'-6"
7'-6"
1.042
1.042
0.481
145
5.090
0.367
0.495
66"
7'-1"
7'-1"
6'-9"
32
7'-10"
V-1"
W-1"
1.210
1.210
0.516
169
5.917
0.444
0.589
PRECAST CONCRETE
D5.08B FUNCTION BOX
SIDEWALK OR UTILITY STRIP
" 9
6
24" CURB &GUTTER
O MEEK,
O
RAME. GRATE &HOOD
"All"..,
PER D.O.T 840.03 18=
BIKE LANE
EXISTING PAVEMENT
GENERAL NOTES
1. FRAME, GRATE AND HOOD ASSEMBLY WILL BE DOMESTIC STEEL PRODUCT
2. WHEN WARRANTED GRATES WILL BE TYPE E OR BICYCLE SAFE TYPE F AND
TYPE G PER NC DOT STD. DETAIL 840.03 PAGE 2 OF 2.
1 CURB AND GUTTER WILL BE CONSTRUCTED WITH 4000 PSI CONCRETE
4. ANY SUBSTITUTION OF GRATE TYPES OR VARIANCE OF CONSTRUCTION
PRACTICES MUST BE APPROVED BY THE STORMWATER SERVICES MANAGER
OR APPOINTED DESIGNEE.
SIDEWALK OR UTILITY STRIP
6" 1B° CURB & GUTTER
O _'RA ME, GRATE & HOOD
12" PER U.O.T. 840.03
,2 00
BIKE LANE
CURB INLETS FOR
D5.08C 18" & 24" CURB & GUTTER
EXISTING PAVEMENT
ADS- WATER STOP 6'
PLUG VENT HOLE IN
VALLEY WITH OAKLUM POUR HYDRAULIC CEMENT OR
OR SIMILAR MATERIAL NON -SHRINK GROUT INTO
PLACE, EXTENDING GROUT A
MIN. OF 6" BEYOND WATER STOP
FINISHED SLOPE
CATCH BASIN
OR MANHOLE
CK MIN. FOR
PIP " TO 18"
8 THICK MI . FOR
PIPES 24-36"
6%6" TRENCH POCKET OF N
57 STONE ENCAPSULATED PROPOSED ELBOW TO SLOPE LAST
IN NON -WOVEN WT BELL w REACH OF PIPE AT MAX 5%
GEOTEXTILE FABRIC. '� FR �1 CREEK
TICjyT/ �
EXTEND CONCRETE p/pF p
CUT-OFF MIN. 12"
BELOW BOTTOM OF TRENCH 15' MIN.
4" WEEP HOLE,
EXTEND THROUGH NOTE:
GROUT AS NEEDED 1) BACKFILL WITH NATURAL MATERIAL (CLASS III
TRENCH OR BETTER) COMPACTING TO 95% STANDARD
BOTTOM CAST IN PLACE CONCRETE PROCTOR VALUE.
CUT-OFF WALL. 2000 PSI
28 DAY COMPRESSIVE 2) PLACE CONCRETE CUT-OFF WALL JUST
STRENGTH. BELOW BELL AT EACH JOINT.
#4 REBAR 12" O.C. WIRE 3) PRIOR TO INSTALLATION, INSPECT THE ENDS
TIDE AT JUNCTIONS OF THE PIPE FOR ANY LIPS, FREE ENDS,
TRENCH WALL O BURRS OR CUTS IN INNER LINER OF PIPE. PIPE
WITH SAID DEFORMITIES SHALL NOT BE USED
4" DIA. WEEP HOLE PLACED IN STEEP SLOPE APPLICATIONS.
AT BOTTOM OF TRENCH 4) WHEN COUPLING PIPE, JOINTS SHOULD BE
PUSHED FULLY HOME. FOR JOINTS THAT ARE
(FOR VELOCITIES GREATER THAN 14 FPS) SEPARATED MORE THAN 1/2", APPROPRIATE
INTERNAL SEALS SHALL BE USED.
6" MIN
6" MIN
MIN. 6" WASHED
STONE BEDDING
D5.07 DETAIL OF HDPE STORM DRAIN PIPE
ON STEEP SLOPE
NOT TO SCALE
(USE ON SLOPES GREATER THAN 15%)
SHALLOW TYPE
(5 FEET OR LESS IN DEPTH)
36"
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"
y O
'T
". 6" WASHED
STONE BEDDING I MIN. 6" WASHED
STONE BEDDING
'\` \` \` \` \` \` \` ;
j\\/ jam\\'��� '\� i�\\i�� j
SEE NOTE 'A' SEE NOTE 'A'
Ln
Q
EdEd
N
26" X 26 o
w
O 6" MIN. 48"Ln
O
O
z O
MIN. 6" WASHED
STONE BEDDING
NOTE
'A'
FOR
CURB INLET:
FRAME,
GRATE
& HOOD PER
D.O.T. STD. 840.03E
FOR
GRATE INLET:
FRAME,
GRATE
& HOOD PER
D.O.T. STD. 840.16
FOR
JUNCTION BOX:
FRAME
& COVER
PER D.O.T.
STD. 840.54
FOR
CONVEX INLET:
FRAME,
GRATE
& HOOD PER
NEENAH CONVEX
INLET GRATE R-2577
NOTES: 60
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED � 6 SLAB THICKNESS
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE AND REINFORCEMENT
MANUFACTURER. 3611 FOR SOIL AND
TRAFFIC LOADING BY
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW TYPE AN ENGINEER
CATCH BASINS.
4. PRECAST CONCRETE CATCH BASINS SHALL CONFORM TO `V
NCDOT STD. 840.02. SLAB DETAIL
PRECAST CONCRETE CATCH BASIN DETAILS FOR
D5.08 GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
WATI
MOR
AAATrI-I rRATE/AAANI-ni F Tn
TO CREATE FLOW LINE
NOTE:
CONTRACTOR TO VERIFY ALL ELEVATIONS AND EXISTING PIPE SIZES AND DEPTHS
PRIOR TO CONSTRUCTION. REVIEW ALL INFORMATION AND DATA WITH ENGINEER FOR
APPROVAL BEFORE ORDERING OR INSTALLING PROPOSED STRUCTURES OR PIPE.
INSTALLATION OF DRAINAGE
D5.09 STRUCTURE OVER EXISTING PIPE
NOT TO SCALE
'D DRAINAGE
RE PER
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MARK DATE DESCRIPTION
STATE ID NO: 17-17448-02C
PROJECT NO: 17047.00
DATE: 10 JAN 2020
DRAWN BY: CLR
CHECKED BY: GRH
COPYRIGHT © 2019
HANBURY EVANS WRIGHT VLATTAS + COMPANY
SHEET TITLE
STORMWATER DETAILS
SHEET NUMBER:
C952
1
2
3
5

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6" BLIND FLANGE FOR
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5'- 0" MIN
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FINISHED GRADE
FINISH FLOOR
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UNDERGROUND RODDED
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BY (2) 3/4" RODS WITH
FOOTING
3/4" HEAVY NUTS AND
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WASHERS ON BOTH ENDS
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6" RETAINER GLANDS
6" DUCTILE IRON PIPE 6" X 1 /4" 90' BEND M.J.
FITTING WITH STANDARD THRUST BLOCK
(SEE DETAIL)
6" M.J. CAP FOR UNDERGROUND RODDED BY (2)
TESTING ONLY 3/4" RODS WITH 3/4" HEAVY NUTS 6" RETAINER GLANDS
AND WASHERS ON BOTH ENDS
D6.07 6" FIRE LINE BUILDING CONNECTION DETAIL
NOT TO SCALE
FIELD ADJUSTMENT INSTRUCTIONS
1. REMOVE THE BODY FROM THE TOP OF THE
INDICATOR POST ASSEMBLY.
2. CUT THE REQUIRED LENGTH OFF THE BOTTOM
OF THE STANDPIPE FOR THE GROUND LINE TO
MATCH UP WITH STANDPIPE GROUND LINE MARK.
3. CUT THE 1" SQ. EXTENSION AT A DISTANCE OF
9" ABOVE THE TOP OF THE STANDPIPE.
4. SET THE "OPEN" AND "SHUT" TARGETS FOR THE
APPROPRIATE VALVE SIZE.
5. RE -ATTACH THE BODY TO THE TOP OF THE
INDICATOR POST ASSEMBLY.
6. ALL POST INDICATOR VALVES SHALL BE
INSTALLED WITH AN ELECTRONIC UL LISTED
TAMPER SWITCH.
7. THERE SHALL BE 36" OF UNOBSTRUCTED
CLEARANCE AROUND THE PERIMETER OF ALL
POST INDICATOR VALVES.
8. POST INDICATOR VALVE SHALL BE LOCATED AT
A MINIMUM 5-ft FROM BUILDING.
1Y4" SQ.
6" DIAMETER
TAMPER SWITCH
1 fEF=SH T (SEE INSET)
BODY
PADLOCK o
0
STANDPIPE
36" _,----(PAINTED RED)
4-ft
MINIMUM
1" SQUARE
EXTENSION
-STANDPIPE GROUND LINE MARK
GROUND LINE OR
FINISHED GRADE
9» (7" MIN.)
(10" MAX.)
STANDPIPE
--STANDPIPE
(PAINTED BLACK) GROUND LINE OR
_ FINISHED GRADE
--I - I -I-
8„ ' III -III 1 111=
I
12 POST INDICATOR ASSEMBLY
DIAMETER
WITH BODY REMOVED
TO RISER ROOM
D6.08 STANDARD POST INDICATOR VALVE
NOT TO SCALE
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
BACKFILL MATERIAL
COMPACTED IN 3" LIFTS
3 4 5 6
SHEETED OPEN
TRENCH TRENCH
24" MAXA12" MAX
12" MIN I I 6" MIN
PLAN
NOTES
1. TAPPING SLEEVE WILL BE
MUELLER #H-615 OR
APPROVED EQUAL.
2. APPROVED RESILIENT
SEAT TAPPING VALVE.
3. SOLID CONCRETE OR BRICK
BLOCKING WILL BE USED AS
FOOTING FOR DUCTILE IRON PIPE.
4. CONCRETE WILL NOT
CONTACT BOLTS OR ENDS OF
MECHANICAL JOINT FITTINGS.
5. SEE APPROPRIATE STANDARD
DETAIL FOR THRUST BLOCK AND
THRUST BLOCK DIMENSIONS.
6. ALL FITTINGS AND APPURTENANCES
SHALL BE RESTRAINED AS PER
SECTION 6.05.
TAPPING SLEEVE AND VALVE ASSEMBLY
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
BACKFILL MATERIAL
COMPACTED IN 3" LIFTS
NOT TO SCALE
SHEETED OPEN
TRENCH TRENCH
24" MAX 12" MAX
12" MIN 6" MIN
UNDISTURBED J
NOTE: 6
EARTH
UNDISTURBED
BELL HOLES NOT SHOWN EARTH
OVERCUT EXCAVATION
STANDARD EXCAVATION
SHEETED OPEN
SHEETED OPEN
TRENCH TRENCH
NCH
TRENCH T:12"
BACKFILL MATERIAL
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
COMPACTED IN 6" LIFTS
24" MAX 12" MAX
24" MAX MAX
12" MIN 6" MIN
12" MIN 6" MIN
SPRING LINE OF PIPE �P
SPRING LINE OF PIPE
�P
6"MIN
MIN
WASHED STONE
WASHED STONE--""',s"
EMBEDMENT
EMBEDMENT
UNDISTURBED
ADDITIONAL WASHED STONE FOR
EARTH
UNDERCUT EXCAVATION ONLY
AS DIRECTED BY ENGINEER
NOTES:
STANDARD EXCAVATION
J�
CONSTRUCTION OF TRENCHES
IN WET CONDITIONS
UNDISTURBED J
SHALL BE IN ACCORDANCE
EARTH
WITH THE LATEST OSHA
UNDERCUT EXCAVATION
REGULATIONS. CONTRACTOR
IN UNSTABLE SOILS TYPES
SHALL BE RESPONSIBLE FOR
COMPLIANCE WITH ALL
APPLICABLE REGULATIONS.
NO BOULDERS OR STONES
IN EXCESS OF 4" IN SIZE
As
OFALL THEB NITIALDBACKFILLT
TYPICAL TRENCH DETAIL
D6.OS NOT TO SCALE
PIPE BEDDING MATERIAL
SHALL BE # 57 WASHED
STONE.
TYPICA' rinn urn -An
IN UNF
W WATER LINE
PLUG
FIRE HYDI
24" X 24" X 6"
CONCRETE PAD
1/3 C.Y. OFF
#57 STONE
CONCRETE SUPPORT
APPROVED RESTRAINT DEVICE
MEGALUG OR EQUAL
D6.01 FIRE HYDRANT ASSEMBLY
NOT TO SCALE
(7PAI
�DIUS
2' MIN.
5' MAX.
NO OBSTRUCTIONS
IN THIS AREA
[oil
CONCRETE PAD
OR HYDRANT "TEE"
IN IHIS ARLA.
GENERAL NOTES:
1. SEE STANDARD THRUST BLOCK DIMENSIONS.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL FITTINGS.
3. VALVE BOX WILL NOT CONTACT WATER MAIN OR VALVE
4. VALVE PAD REQUIREMENTS SHALL NOT BE APPLICABLE FOR IMPROVED PAVED SURFACES.
5. LOCATION SHOULD BE COORDINATED WITH NCDOT ALONG STATE MAINTAINED ROADWAYS.
6. OBSTRUCTION FREE AREA SHALL APPLY TO ALL LOCATIONS FOR FIRE HYDRANT INSTALLATION.
7. HYDRANT LOCATION SHALL NOT INTERFERE WITH THE REQUIREMENTS OF THE NORTH CAROLINA BUILDING CODE.
D6.02 STANDARD HYDRANT LOCATION
NOT TO SCALE
GENERAL NOTES FOR WATER
1. WATER CONSTRUCTION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY THE
NCDEQ. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, AND
NATIONAL REGULATORY STANDARDS; AND ALL REQUIREMENTS IN THE PROJECT
TECHNICAL SPECIFICATIONS.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED WATER PERMITS AND
ASSOCIATED NON -WATER PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CONSTRUCTION.
3. ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER,
AND NCDEQ. THE ENGINEER SHALL PERIODICALLY INSPECT THE PROGRESS OF
INSTALLATION AND SHALL COMPLETE A FINAL WATER AND SEWER INSPECTION. THE
CONTRACTOR SHALL FURNISH, SECURE, AND PROVIDE ALL NECESSARY TESTING
MATERIALS, EQUIPMENT, PROCEDURES, AND CERTIFIED LABORATORY TEST RESULTS FOR
USE WITH ENGINEERS FINAL CERTIFICATION OF COMPLETION. ANY WORK COVERED PRIOR
TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING AND BACKFILLING AT THE
CONTRACTOR'S EXPENSE.
4. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR.
5. 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.
6. CONTRACTOR SHALL PROTECT EXISTING AND NEWLY BUILT UTILITIES DURING
CONSTRUCTION. ANY DAMAGE TO UTILITIES 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.
7. 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. NOTIFY THE
ENGINEER AT LEAST 72 HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
8. EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL
AND MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL WATER PIPES
AND APPURTENANCES.
9. ALL WATER LINES AND SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NC
PLUMBING CODES AND NCDEQ. COORDINATE EXACT LOCATIONS OF SERVICE LINES AND
APPURTENANCES WITH THE ARCHITECTURAL, PLUMBING, AND LANDSCAPING PLANS.
10. CONTRACTOR TO PROVIDE 5' MIN. LATERAL SEPARATION BETWEEN WATER LINE AND
OTHER UNDERGROUND UTILITIES. SEE DETAILS FOR GENERAL NOTES CONCERNING WATER
MAIN INSTALLATION REQUIREMENTS.
11. A 3' COVER DEPTH SHALL BE MAINTAINED FOR ALL PROPOSED WATER LINES, ANY
NECESSARY FIELD ADJUSTMENTS MUST BE APPROVED BY THE ENGINEER AND THE CITY
INSPECTOR.
12. INSTALL FERROUS PIPING FOR BOTH WATER AND SEWER WITHIN 10' OF A CROSSING IF:
A. SEWER LINE CROSSES OVER WATER, OR
B. VERTICAL CLEARANCE BETWEEN WATER AND SEWER IS LESS THAN 18".
MAINTAIN 10' HORIZONTAL SEPARATION BETWEEN SEWER AND WATER MAINS UNLESS
LAID IN SEPARATE TRENCHES WITH THE BOTTOM OF THE WATER LINE AT LEAST 18"
ABOVE THE TOP OF SEWER OR USE FERROUS MATERIAL FOR BOTH WATER AND
SANITARY SEWER.
15. MAINTAIN 18" VERTICAL SEPARATION BETWEEN STORM DRAIN AND WATER OR THE WATER
MAIN MUST BE CONSTRUCTED OF FERROUS MATERIALS FOR A DISTANCE OF ATLEAST
10-FEET TO EITHER SIDE OF THE CROSSING.
16. NCDEQ OWNERSHIP AND MAINTENANCE ENDS AT WATER METER AND/OR THE FIRE LINE
ISOLATION VALVE. WATER SYSTEM BEYOND IS TO BE PRIVATELY OWNED AND
MAINTAINED.
17. METERS, VAULTS, AND FIRE HYDRANTS ARE TO BE PLACED IN RELATIVELY FLAT AREAS.
18. BRASS FITTINGS MUST BE LEAD FREE PER NCDEQ REQUIREMENTS.
19. CONTRACTOR RESPONSIBLE FOR ADJUSTING EXISTING WATER APPURTENANCES AS
NECESSARY DUE TO ANY SITE CONSTRUCTION OR INSTALLATION.
20. TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED
SOILS LABORATORY UNDER ALL PAVED AREAS.
21. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
FOR PREPARATION OF FINAL RECORD DRAWINGS.
22. PRESSURE TEST WATER MAINS TO 200 PSI MIN. AND 250 PSI MAX. AS PER NCDEQ
REQUIREMENTS. DISINFECT WATER LINES AND PROVIDE ACCEPTABLE BACTERIOLOGICAL
TEST FROM A CERTIFIED TESTING LABORATORY FOR USE WITH THE ENGINEERS
CERTIFICATION OF COMPLETION.
23. THE PERMITS REQUIRE CERTIFICATION OF COMPLETION BY THE ENGINEER OF THE WATER
SYSTEM PRIOR TO ISSUANCE OF FINAL OPERATION APPROVAL BY NCDEQ. SERVICE WILL
BE PROVIDED ONCE FINAL CLOSEOUT SUBMITTALS HAVE BEEN APPROVED BY NCDEQ'S
ENGINEERING DEPARTMENT.
24. CROSS -CONNECTION CONTROL PROTECTION DEVICES ARE REQUIRED BASED ON DEGREE
OF HEALTH HAZARD INVOLVED AS LISTED IN APPENDIX-B OF THE RULES GOVERNING
PUBLIC WATER SYSTEMS IN NORTH CAROLINA. THESE GUIDELINES ARE THE MINIMUM
REQUIREMENTS. THE DEVICES SHALL BE LISTED ON THE UNIVERSITY OF SOUTHERN
CALIFORNIA APPROVED ASSEMBLIES. THEY SHALL BE INSTALLED AND TESTED (BOTH
INITIAL AND PERIODIC TESTING THEREAFTER) IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS OR THE LOCAL CROSS -CONNECTION CONTROL
PROGRAM, WHICHEVER IS MORE STRINGENT.
"•"' •" ••,, � � •� Ivllly L
rUIVIrJ
NOTES:
1. PRIOR TO CONNECTING TO THE EXISTING WATERLINE, THE NEW WATER LINE WILL BE PRESSURE TESTED, DISINFECTED AND A
CLEAR WATER SAMPLE OBTAINED.
2. ALL WATER FOR FILLING AND FLUSHING OF NEW WATER LINE WILL BE DRAWN THROUGH
THE DOUBLE CHECK VALVE ASSEMBLY.
B 3. THE COSTS FOR PROVIDING DOUBLE CHECK VALVE ASSEMBLY AND SLEEVE NECESSARY
FOR FINAL CONNECTION WILL BE INCIDENTAL TO THE WATER LINE INSTALLATION.
4. CONTRACTOR WILL BE REQUIRED TO HAVE WATER METER TESTED TO MEET ACCURACY STANDARDS OF AWWA C700, BY THE
CITY OF ASHEVILLE WATER MAINTENANCE DIVISION ANNUALLY. METER MUST BEAR A CERTIFICATION TAG AT ALL TIMES.
GENERAL NOTES:
1. SEE STANDARD THRUST BLOCK DIMENSIONS.
3. VALVE BOX WILL NOT CONTACT
WATER MAIN OR VALVE
NEW WATER LINE PRESSURE TEST
NOTES:
2. CONCRETE SHALL NOT CONTACT BOLTS OR
CONSTRUCTION OF TRENCHES
ENDS OF MECHANICAL FITTINGS.
4. VALVE PAD REQUIREMENTS
D6.06 BACKFLOW PREVENTION ASSEMBLY
SHALL BE IN ACCORDANCE
SHALL NOT
WITH THE LATEST OSHA
FOR IMPROVED PAVED SBRFACES.
NOT TO SCALE
REGULATIONS. CONTRACTOR
SHALL BE RESPONSIBLE FOR
COVER o O
COMPLIANCE WITH ALL
TYPICAL FINISHED
GRADE
APPLICABLE REGULATIONS.
IN PAVED
AREAS
NO BOULDERS OR STONES IN
EXCESS OF 4" IN SIZE
SHALL BE USED AS PART
OF THE INITIAL BACKFILL.
1-2
2"-3" S9.58 OR S9.5C 11" B25.06 OR B25.00
o�
PIPE BEDDING MATERIAL
yty
CABC
_
SURFACE COURSE BASE COURSE
�Q
SHALL BE # 57 WASHED
Q�3
STONE.
CAST IRON PIPE
-III-III=III-III-III-III-III--
xo
ONZ
FOR EXTENSIONS
EXISTING
EXISTING
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VALVE BOX
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12„
1,_4"
7'_4„
15"
1'_7"
7,_7„
18"
1'-10"
7'-10"
24"
2,_6"
8,_6„
30"
3'-1"
91 -1„
36„
3'- 8„
91 8„
42"
4'-5"
10'-5"
46"
5'-0"
11'-O"
PAVEMENT REPAIRS ON ROADS TO BE RESURFACED
(PIPE IS PLACED UNDER EXISTING PAVEMENT)
2" S9.5B OR S9.5C
SURFACE COURSE
11" 1325.013 OR B25.00
- - - - BASE COURSE-7/
- - - -
EXISTING EXISTING
PAVEMENT REPAIRS ON ROADS NOT TO BE RESURFACED
(PIPE IS TO BE PLACED UNDER EXISTING PAVEMENT)
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MEGALUG OR EQUAL
D6.03 GATE VALVE ASSEMBLY DETAIL
NOT TO SCALE STD.NO. 6.06
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STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE:
WATER DETAILS
SHEET NUMBER:
C961
1 2 3 4 5 6

1 2 3
5
8j" TO 8j" � � 1J"MIN
.X
a
O X
COUNTERSUNK < m a
PLUG 0 co
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MINIMUM WEIGHT CHART xa
MIN. WEIGHT-LBS. m
COVER 25
BASE 1 40
TOTAL UNITI 65af
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74" MIN. - 9" MAX
1341" MIN. - 154" MAX.
CC
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NOTE:
1. ALL SANITARY SEWER CLEAN OUT BOXES AND
COVERS SHALL BE MANUFACTURED FROM GRAY
IRON (CAST IRON) MEETING THE REQUIREMENTS
OF AWWA C110 AND ASTM A536.
2. ALL SANITARY SEWER CLEAN OUT BOXES AND
COVERS SHALL CONFORM TO PARAGRAPH 2.01(d) cc
OF ITEM II, SECTION VI OF MSD'S TECHNICAL
SPECIFICATIONS (MADE IN THE U.S.A).
3. SANITARY SEWER CLEAN OUT BOXES AND
COVERS MANUFACTURED BY U.S FOUNDRY
(HAND HOLE RING & FC COVER, MODEL #7610),
EAST JORDAN IRON WORKS (HEAVY DUTY
MONUMENT BOX, MODEL #1574) OR APPROVED
EQUAL. U.S FOUNDRY (HAND HOLE RING & FC
COVER, MODEL #7630) MAY BE USED WHERE
CLEAN OUT IS WITHIN AN ASPHALT OR
CONCRETE PAVED AREA. CLEANOUT BOX
NOT TO SCALE
BACKFILL IN 6"-8" LIFTS & COMPACT TO
95% STANDARD PROCTOR IF NOT IN THE
ROADWAY. BACKFILL IN 6"-8" LIFTS &
COMPACT TO 98% STANDARD PROCTOR
WHEN IN PAVED AREAS.
UNDISTURBED EARTH
0
6 IN!
PIPE SPRING LINE (MIN.) (MIN.) BACKIAL FILL
6„
:�:j
PIPE OD
EMBEDMENT
MATERIAL
TRENCH FOR PVC PIPE (15' DIA. AND LESS)
NOT TO SCALE
NOTES:
1. PVC PIPES REQUIRE CLASS I PIPE EMBEDMENT MATERIALS.
2. WHEN TRENCH IS SUBJECT TO INUNDATION, EMBEDMENT MATERIALS MUST EXTEND TO
TOP OF PIPE.
3. NO BOULDERS OR STONES IN EXCESS OF 4" WILL BE USED IN INITIAL BACKFILL.
4. THIS DETAIL IS VALID FOR PVC SEWER PIPE INSTALLED AT DEPTHS OF UP TO 20 FEET.
5. PVC PIPE NOT ALLOWED WITH LESS THAN 3'-0" COVER.
TRENCH FOR PVC PIPE
D7.O2 NOT TO SCALE
VIEWING PORT (END
REMAINS OPEN)
GRADE GROUT
-BRICK
WATER TIGHT SEAL
NON -SHRINK GROUT
( TYP. )
INLET
\C
INLET
MANHOLE COVER & RING
VIEWING PORT (END
REMAINS OPEN)
3" AIR SPACE) WATER LEVEL
C4.
ORIFICE 0 C\C\C\C\
4" PVC (SCH. 40) BAFFLE W/
i\\\\
& TEE 4"x12" SLOT
4" S 40
12" PV EE
PRECAST CONC.
TANK
OUTLET_
4!
12" CRUSHED STONE
8'-4" BEDDING
SECTION THRU GREASETRAP
N.T.S.
4" PVC (SCH. 40)
VIEWING PORT (END
REMAINS OPEN)
BAFFLE
TEE
4" PVC (SCH. 40)
PLAN (OVERHEAD) VIEW
N.T.S.
D7.04 GREASETRAP DETAIL
NOT TO SCALE
PRECAST CONC.
TANK
r2' MAX. UNLESS OTHERWISE INDICATED
COUNTERSUNK PVC PLUG
1i /.
6"MIN. WASHED
STONE BASE
GLUED CAP
CLEANOUT BOX J
INSTALLED ON 8" OF
COMPACTED PIPE
w 0
EMBEDMENT MATERIALS
z
J z NOTE:
CUT OFF EXTENSION
w o TO CONNECT HOUSE SERVICE
o I (PROVIDE MINIMUM COVER OF
0 n 30") AND INSTALL CLEAN -OUT
a
'-45` BEND
CONNECT TO EXISTING SEWER SERVICE WITH APPROVED
COUPLING' OR INSTALL PVC PLUG FOR FUTURE SERVICE. WHEN
REQUIRED BACKFLOW VALVES SHALL BE INSTALLED ON PORTION
OF LATERAL TO BE MAINTAINED BY PROPERTY OWNER.
NOTES:
1. WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION.
2. FOR EXISTING MAINS (12" OR SMALLER) WHERE WYES ARE NOT AVAILABLE A
SEWER TAP SHALL BE INSTALLED BY MSD PERSONNEL.
3. FORCE MAINS CARRYING DOMESTIC WASTEWATER FROM SANITARY CONVENIENCES
WITHIN A SINGLE BUILDING, MAY BE CONNECTED TO A 4" MSD GRAVITY SERVICE
LINE PROVIDED THAT GRAVITY FLOW WILL BE MAINTAINED DURING PROPOSED
MAXIMUM DISCHARGE RATE FOR THE GRINDER OR EFFLUENT PUMP(S).
4. 6" SERVICES REQUIRED FOR MULTI -UNIT BUILDINGS. 4" SERVICES ARE ALLOWED
FOR SINGLE FAMILY RESIDENCES ONLY.
5. SCHEDULE 40 REQUIRED FOR ALL 4" SERVICES.
SANITARY SEWER SERVICE
D%.03 MORE THAN 5' DEEP
NOT TO SCALE
COUNTERSUNK PVC PLUG
CLEANOUT BOX
INSTALLED ON 8" OF z
COMPACTED PIPE
EMBEDMENT MATERIALS
SEWER LATER"CONSTRUToAT 2% GRADOTHERWISE IN
j� CONNECT TO EXISTING SEWER
\ SERVICE WITH APPROVED
COUPLING" OR INSTALL PLUG
FOR FUTURE SERVICE. WHEN
REQUIRED BACKFLOW VALVES
SHALL BE INSTALLED ON PORTION
OF LATERAL TO BE MAINTAINED
PVC REQUIRES BEDDING BY PROPERTY OWNER.
FULL LENGTH OF SERVICE TRENCH
SHALL BE COMPACTED IN 6" LIFTS
NOTES:
1. WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION.
2. FOR EXISTING MAINS (12" OR SMALLER) WHERE WYES ARE NOT AVAILABLE A
SEWER TAP SHALL BE INSTALLED BY MSD PERSONNEL.
3. FORCE MAINS CARRYING DOMESTIC WASTEWATER FROM SANITARY CONVENIENCES
WITHIN A SINGLE BUILDING, MAY BE CONNECTED TO A 4" MSD GRAVITY SERVICE
LINE PROVIDED THAT GRAVITY FLOW WILL BE MAINTAINED DURING PROPOSED
MAXIMUM DISCHARGE RATE FOR THE GRINDER OR EFFLUENT PUMP(S).
4. 6" SERVICES REQUIRED FOR MULTI -UNIT BUILDINGS. 4" SERVICES ARE ALLOWED
FOR SINGLE FAMILY RESIDENCES ONLY.
5. SCHEDULE 40 REQUIRED FOR ALL 4" SERVICES.
�7 SANITARY SEWER SERVICE
NOT TO SCALE
OUTLET_
0
5/8"6 LIFTING BAR (TYUm
P.)
COVER ® SANITARY
SEWER
5/8"0 LIFTING BAR (TYP.)
N. G
CONCRETE ANCHOR BOLTS (IF REQUIRED)
MATCH FRAME TO EXISTING GRADE
0 18" MIN 2 FOR LANDSCAPED LOCATIONS
C/)a-
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CONCRETE ANCHOR BOLT
FOUR (4) MIN.
PRECAST MANHOLE
FRAME SET IN NON -ROADWAY LOCATION
MACHINED SURFACES
PAVEMENT
1" MAX
GROUT 12" MAX
BRICK 3 BRICKS MAX.
PRECAST CONCRETE GRADE RING
3 LAYERS (MAX.) 2%1/4" BUTYL
PRECAST MANHOLE
FRAME SET IN ROADWAY LOCATION
NOTES:
1. ALL CASTINGS SHALL BE MANUFACTURED IN THE USA
2. WHERE MANHOLE IS IN ROAD SHOULDER AND ROAD DOES NOT
HAVE CURB AND GUTTER, DO NOT USE ANCHOR BOLTS IN FRAME
STANDARD MANHOLE FRAME
D7.06 AND COVER
NOT TO SCALE
GENERAL NOTES FOR SEWER
1. SEWER CONSTRUCTION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY THE
NCDWR. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, AND
NATIONAL REGULATORY STANDARDS; AND ALL REQUIREMENTS IN THE PROJECT
TECHNICAL SPECIFICATIONS. REQUIREMENTS AND SPECIFICATIONS OF NCDWR STANDARDS
SUPERSEDE ALL OTHERS IN THE INSTALLATION OF THE PROPOSED SEWER EXTENSION.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED SEWER PERMITS AND
ASSOCIATED NON -SEWER PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CONSTRUCTION. CONTRACTOR TO PROVIDE COPY OF STREET CUT PERMIT TO NCDWR
PRIOR TO CONSTRUCTION.
3. ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER,
NCDWR. THE ENGINEER SHALL PERIODICALLY INSPECT THE PROGRESS OF INSTALLATION
AND SHALL COMPLETE A FINAL WATER AND SEWER INSPECTION. THE CONTRACTOR
SHALL FURNISH, SECURE, AND PROVIDE ALL NECESSARY TESTING MATERIALS,
EQUIPMENT, PROCEDURES, AND CERTIFIED LABORATORY TEST RESULTS FOR USE WITH
ENGINEERS FINAL CERTIFICATION OF COMPLETION. ANY WORK COVERED PRIOR TO
ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING AND BACKFILLING AT THE
CONTRACTOR'S EXPENSE.
4. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR.
5. 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.
6. CONTRACTOR SHALL PROTECT EXISTING AND NEWLY BUILT UTILITIES DURING
CONSTRUCTION. ANY DAMAGE TO UTILITIES 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.
7. 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. NOTIFY THE
ENGINEER AT LEAST 72 HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
8. EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL
AND MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL SEWER PIPES
AND APPURTENANCES.
9. SAFETY AND TRAFFIC ROUTING TO BE COORDINATED WITH WESTERN CAROLINA
UNIVERSITY AND IN STRICT ACCORDANCE WITH NCDOT GUIDELINES FOR CONSTRUCTION,
MAINTENANCE, AND UTILITY OPERATIONS.
10. ALL SEWER SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NC PLUMBING
CODES AND ANY REQUIREMENTS PER LOCAL AUTHORITIES. COORDINATE EXACT
LOCATIONS OF SERVICE LINES WITH THE ARCHITECTURAL, PLUMBING, AND LANDSCAPING
PLANS. SEWER CLEANOUT ASSEMBLY LOCATIONS SHOWN ARE APPROXIMATE AND ARE
SUBJECT TO FINAL VERIFICATION.
11. ALL NON-FERROUS UNDERGROUND SERVICE LINES OUTSIDE BUILDING FOOTPRINT SHALL
BE REQUIRED TO HAVE A MAGNETIC- TYPE WARNING TAPE INSTALLED IN THE BACKFILL
AT LEAST 6" BELOW GRADE.
12. CONTRACTOR TO INSTALL D.I.P. WHERE THE MINIMUM OF 3' COVER OR AT UTILITY
CROSSINGS WHERE MINIMUM VERTICAL SEPARATION REQUIREMENTS CANNOT BE MET.
PIPE MATERIAL MUST TRANSITION TO D.I.P. 10' PRIOR TO CROSSING VIA A SOLID SLEEVE
COUPLING AND EXTEND TO THE NEXT MANHOLE.
13. INSTALL FERROUS PIPING FOR BOTH WATER AND SEWER WITHIN 10' OF A CROSSING IF:
A. SEWER LINE CROSSES OVER WATER, OR
B. VERTICAL CLEARANCE BETWEEN WATER AND SEWER IS LESS THAN 18".
MAINTAIN 10' HORIZONTAL SEPARATION BETWEEN SEWER AND WATER MAINS UNLESS
LAID IN SEPARATE TRENCHES WITH THE BOTTOM OF THE WATER LINE AT LEAST 18"
ABOVE THE TOP OF SEWER OR USE FERROUS MATERIAL FOR BOTH WATER AND
SANITARY SEWER.
14. MAINTAIN 24" VERTICAL SEPARATION BETWEEN STORM DRAIN AND SANITARY SEWER, OR
INSTALL FERROUS MATERIAL ON THE SANITARY SEWER WITHIN 10' EACH SIDE OF THE
CROSSING.
15. CONTRACTOR RESPONSIBLE FOR ADJUSTING EXISTING WATER APPURTENANCES AS
NECESSARY DUE TO ANY SITE CONSTRUCTION OR INSTALLATION.
16. TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED
SOILS LABORATORY UNDER ALL PAVED AREAS.
17. THE ENTIRE SEWER EASEMENT MUST BE CLEAR AND REMAINED CLEARED OF TREE
PLANTINGS, EXISTING TREES, AND ANY PERMANENT STRUCTURES.
18. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
FOR PREPARATION OF FINAL RECORD DRAWINGS.
19. THE PERMITS REQUIRE CERTIFICATION OF COMPLETION BY THE ENGINEER OF THE SEWER
SYSTEMS PRIOR TO ISSUANCE OF FINAL OPERATION APPROVAL BY NCDWR. SECURE
FINAL OPERATIONAL APPROVAL FROM NCDWR PRIOR TO ACTIVATION OF THE SYSTEM.
FLEXIBLE MANHOLE
SLEEVE OR -
ENTRANCE JOINT
PIPE EMBEDMENT
MATERIAL -
UNDISTURBED SECTION B-B
CAST IRON FRAME & COVER
BRICK
ADJUSTMENT
/MANHOLE
STEPS
SEE
DETAIL
„A„
4' MIN
GROUTED OR PRECAST
CONCRETE "U" SHAPED
CHANNEL(S)
FLEXIBLE MANHOLE
SLEEVE
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2
MANHOLE
A --1-1 B
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NOTE:
SECTION A -A
MANHOLE STEPS TO BE VERTICALLY IN LINE WITH
"INVERT OUT" FOR PIPE 18" AND LESS. OVER 18"
TO BE LOCATED IN LINE WITH BENCH.
D7.07 STANDARD MANHOLE
NOT TO SCALE
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STATE ID NO:
17-17448-02C
PROJECT NO:
17047.00
DATE:
10 JAN 2020
DRAWN BY:
CLR
CHECKED BY:
GRH
COPYRIGHT © 2019
HANBURY EVANS
WRIGHT VLATTAS + COMPANY
SHEET TITLE
SEWER DETAILS
SHEET NUMBER:
C971
1 2 3
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