20220398 Ver 3_MCMS to DWR_20230301

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PROPERTY
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VICINITY MAP O J
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MITCHELL C(:)UNTY SCH0()Ls U M
3-8 MIDDLE SCHOOL
MITCHELL COUNTY, NORTH CAROLINA
PREPARED FOR:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
SHEET LIST TABLE
SHEET NUMBER
SHEET TITLE
C000
COVER
---
SURVEY
C101
EXISTING CONDITIONS & DEMOLITION PLAN
C201
SITE PLAN
C301
ROUGH GRADING & EROSION
CONTROL PLAN PHASE 1
C302
ROUGH GRADING & EROSION
CONTROL PLAN PHASE 2
C401
STORM DRAINAGE PLAN
C402
STORM PROFILES
C403
STORM PROFILES
C501
FINE GRADING PLAN
C601
UTILITY PLAN & PROFILES
C921
SITE DETAILS
C931
ROUGH GRADING & EROSION
CONTROL DETAILS
C932
ROUGH GRADING & EROSION
CONTROL DETAILS
C941
STORM DRAINAGE DETAILS
C942
STORM DRAINAGE DETAILS
C961
UTILITY DETAILS
C998
NCGO1
DEVELOPMENT DATA
OWNER/DEVELOPER
CIVIL ENGINEER:
CONTACT:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
MICHAEL CAIN, P.E.
[phone]
CDC INSPECTIONS HOTLINE:
828-771-4755 OR INSPECTION@CDCGO. C'OM
Know whch'010W.
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Cope Associatesi Inc and is not
be reproduced without prior
written authorization. This draw
Is intended to be used only fbr
project and site specifically
identified All design infcrmatk
are the copyright of Cope
Associates Inc. @ 2020
REVISIONS
NO. I DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
2 12/14/22 AGENCY SUBMITTALS
3 2/28/23 AGENCY SUBMITTALS
DATE: 1
DRAWN BY:
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ARCHITECT: COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
CONTACT: JAKE MCREYNOLDS
[phone]
C000
PROJECT NO. 12208
71,- ,

I, ROBERT K. BRADY, JR., CERTIFY THAT THIS PLAT
WAS DRAWN UNDER MY SUPERVISION FROM AN ACTUAL
SURVEY MADE UNDER MY SUPERVISION (DEED
DESCRIPTION RECORDED IN DEED BOOK 608, PAGE
934); THAT THE BOUNDARIES NOT SURVEYED ARE
CLEARLY INDICATED AS DRAWN FROM INFORMATION AS
SHOWN ON THE FACE OF THIS PLAT; THAT THE RATIO
OF PRECISION AS CALCULATED IS 1:10000+; THAT
THIS MAP MEETS THE REQUIREMENTS OF THE
STANDARDS OF LAND SURVEYING IN NORTH CAROLINA
(21 NCAC 56.1600); AND THAT THIS PLAT WAS
PREPARED IN ACCORDANCE WITH GS 47-30 AS
AMENDED.
THIS SURVEY IS OF AN EXISTING PARCEL OR PARCELS
OF LAND OR ONE OR MORE EXISTING EASEMENTS AND
DOES NOT CREATE A NEW STREET OR CHANGE AN
EXISTING STREET.
WITNESS MY ORIGINAL SIGNATURE, REGISTRATION
NUMBER AND SEAL THIS
05/15/2020
__________ DATE
40-rl
------------l�---------- --- -
ROBERT K. BRADY, JR., PLS-3959
I, Robert K. Brady, Jr., certify that this map was
drawn under my supervision from an actual GPS (or
GNSS) survey made under my supervison and the
following information was used to perform the survey:
Class of survey: Class B
Horizontal Positional accuracy:0.003
Vertical Positional accuracy: 0.005
Type of GPS (or GNSS) field procedure: Real -Time
Kinematic networks
Date(s) of survey:
Datum/Epoch: NAD 83 (201 1)(EPOCH2O10.000)
Published/fixed control: VRS
Geoid model: GEOID12B
Combined factor: 0.99982471
Units: U.S. Foot
Horizontal positions are referenced to NAD83(201 1)
Vertical positions are referenced to NAVD88
05/15/2020.......... DATE
;;��111 /V
444_� _
ROBERT K. BRADY JR PLS-3959
LINE TABLE
LINE
BEARING
LENGTH
L1
S83°15'45"W
16.73'
L2
S45°02'27"W
51.38'
L3
N 11 °58'30"E
51.95'
L4
S83°15'45"W
42.61'
L5
S62°07'44"E
70.80'
GENERAL NOTES:
1. Property subject to all easements, rights -of -way
and restrictions of record
2. Lines not surveyed are shown as broken lines
from information referenced on the face of this plat
3. The area shown hereon was computed using the
coordinate computation method
4. Subject property is not located within a flood
hazard area according to flood insurance rate map
370161, panel 0872, suffix J dated February 4th,
2009
5. Location of utilities, whether public or private, is
based upon field location of visible appurtenances
6. All distances are horizonal ground measured in
US Feet
7. This plat has been prepared without the benefit
of a title report which may reveal additional
conveyances, easements, rights -of -way or building
restrictions. A North Carolina licensed attorney -at -law
should be consulted regarding correct ownership,
width, and location of easements and other title
questions revealed by the title examination.
8. This map does not transfer to anyone other than
the persons or business named in the title block and
may not be used without written authorization from
Blackrock Surveying and Land Design, PC.
9. Trees with a trunk diameter greater than 12
inches are located.
10. This property is subject to regulatory stream
buffers are regulations accompanying delineated
wetlands.
Sparks pP
e ver \\ 28�
D.B. 498, Pg. 299 a Ma g netic Sig underwo al yM\ \
PIN \ 0872-00-71-5576�A\
� Greene
Pitman �' .... I\ D.B. 345, Pg. 449 McKinney
. l \�`� 28 \ s \ P PIN 0872-00-71-7482 D.B. 203 P 425
g \ \ �'. \ D.B. 473, Pg. 335
PIN 0872-00-71-4478 18' o �\
\A' PI PIN 0872-00-71-9584 1 /2»
\ 1 2„ > S°\ 6' Bent
IPF
MA \ \ \ I \� ;o 2735.26'
,1 ' \ 1 \ q
Stake on top \XA
2' C CH \ \ \ 1/2"\ �� \
� 1 \YO
of ridge found 14' o \ I¢F \\
I A 12J'\ \
\ O �ON 04 „16 ,OA \ \ 1�g�2 �� • CS . �O�
PP �pu A 1 1 \ \
o� / % I I I I I 1 \� \ UG `�
\ sY Existing / N ° I I I I ` MARK e Inv.
House I\ �3 2734.71'
PP RB 0 V"
A°�a� co21k0 gl 1
°E Sign p'sy
Sign°\� L+ 1'• of
2n r FzI N
S S� P5p \7 s
BS � Rim 2739.33' M°<�
\ \ e oundt / I I I \\\R °�� Inv. 2734.53'
Oc nce Post
\2II II I III I III1 III 1 I I11I 1II II �
\
w
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GH o
4 UT
1 / 12 MAR; KD.B. 139, Pg. 228 C F PO
PIN 0872-00-61-7575 C =CH`2?718
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14
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nv1 a " \ 8\' q
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� Mitchell Council on Aging, Inc.9.27259' P a\B1 PO D.B. 230, Pg. 690
2 12" 22
PIN 0872-00-81-1233
m \f\ra B \ ) I I N / { 4 \Zim 27 7.07'
16' \ \ / I I I I Inv. 273 97'
1 2-°\ \ �y\ \ I I I 2730 5 9n �. 20 14' S \ \ I` \ \ �\ / I / 11 PF' Plea 0 \
I 2 �\ 1„ \ \ \ O. \ I I I I I I 3° het
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Fenco� es 38 I l I / l l l I I I I \ \ \ l/� \ d, \
RBS 6' n lines PI / I / I / I 1 \ I \ / / ( I 1 \ 16" NLS o
� wN
Railroad Spike in
OOA / I 1 \ \ o/ / / / \ \ \ 9 \ < Pole Found
_ / I I I I / � \� J� o El. 2734.90'
22
H„ FH
a
12" 6 Rim 2731.78'
2800 ° CH \ \ \ \ \ \ \ \ \ \ \ J I I Inv. 2726.18'
z o8„ �2„ \ \\ \ \ \ \ \ \ \ We \ \
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°A \ \ \ \ \ 1 / / 1 m O
Polansky N I '►�
D.B. 139, Pg. 228
PIN 0872-00-61-7575 P
24
2
OA„ \ 1�
M / / \ \ \ I \/,� 1 \ MA
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2J�° 1 I \ \ \ \ \ \ / 1 \ \ 6 o O
OA 4 / /OA
_i ° m / / / / / \ \ \ \ \ \ \ reo/ 272 \' \ 3 1
3
o \ \
,e � ° \ \ UT
OA / / 2�3° / / / / \ \ \ \ \ \ \ /
/ / / / / 1 / \ c MN
MARK
4.5' Tall PoKe Fence CorWe / O \ \ \ \ \ N\ L11 L4 v
S88°28' 5"W 140.00' Fence (in disrepai4� RBS�et 3' on lin� / / / / 14.943 Ae>r s
Fence Come I-' \ \ \ \ \ RW NLS
at 6"- s
S/ / / / / MN
N 2 n RBS 3' onmeuBarn � / / / / /
hed
30
/ tiara e OA 00
Natural Gas Valves
CD/ / /� u \ rrounded by bollards
Taylor / / / / / / i / B6„ \ o 1
D.B. 322, Pg. 606 N / /
PIN 0872-00-70-2694 / / \ ) I l rn I S� o
09' / / %T nk -�aikng / / \ \ RW �
4o i.n / Sp'g°t / � I \ MN I
a -`_ �Vektical Z� \ N
40 House - D 'veway Pipe ¢ M c cis
�f 56" Pine/ / / / / / / MA 1 2738.66'FF MA I\ \ 3
LO
Cb
RB'et on line / / / / Porch o I / 1 I / Concrete \\ g Rim 2717.56'
5. North & / / / ^ I Foundation \ N Inv. 2714.16'
Aeo 8.03' South MM / " I �\ \
Q 4/pert M Cv
275 / / /----2-140/ / �rvTA / / I N l / ^ I 1
_ CO / 1 1
-2750 / J / / / / M° / RW MN\ • II �° UT ° I Building
.a / R-MN ` 4 / / / / 5.59' from 1 MARK I
/ /
o N20,588.51' OA 36" � MA corner / �
/ / 18" / / Block RW MN PP RW
E 1,077,390.14' Mar in of per D B. 99, Pg. �a 1 / -2730� Building PP
referencing tote Highway Project 18576 MA / �N-820,565.76' MN
/ / 2140 n \ nv. (! �I \ ti Rim 2715.98'
C 2 3 .72' 2730- Inv. U V 1 I nv. 2713.08'
- -� 27-�N88°05'33"W 683.60' Ground (683.48' Grid) P
\ \ \ \ \ ` 2714.38 7 Inv. PP
�_ 271 WV e
Asphalt �- \ 24„�2(272 CM 2Double Yellow Line = �: Asphalt \ PI 16' ��• wVLo
PI
1 S\
" PO DARK \ 272p© s
PP Geodetic Monument �OQ>,
Asphalt L1 / n ° 4sPho/t "Ledger \ \
�q 1.0/ El. 2717.84'
Inv. RW MN Asphalt / /Single W eth L ' OOub/e Yellow Line c \2j�6 RW
2730.69' \\ Inv. S MN
Approximate Margin of R/W 272202' - '
� Rim 2715.32'
\ Inv. 2711.21'
South N.C. Highway 226 - -° UT _2
7
MARK As 1
Variable R/W per N.C. DOT Project 8.18576 1, - -2716_PIP
_ As halt
hovvnc'ns all
op .Site �vr'
Rd, N.C. Hwy. 226
Wia9
VICINITY MAP (N.T.S.)
0-
Legend
------------
RBF
Rebar Found
IPF
Iron Pipe Found
RBS
Rebar and Cap Set
RW MN
Right of Way Monument Found
NLS
Nail Set
N.T.S.
Not to Scale
D.B.
Deed Book
Pg.
Page
P.B.
Plat Book
PIN
Parcel Identification
Number
R/W
Right -of -Way
PP
Power Pole
S.R.
Secondary Road
FF
Finished Floor
El.
Elevation
N
Northing
E
Easting
Inv.
Invert
CMP
Corrugated Metal Pipe
RCP
Reinforced Concrete Pipe
UT MARK
Underground Telecommunications
Line Marker
UG MARK
Underground Gas Line Marker
SG
Sign
MA
Maple
PI
Pine
PO
Poplar
OA
oak
LO
Locust
WN
Walnut
CH
Cherry
BI
Birch
HI
Hickory
Calculated Point
Water Meter
CO
Clean -Out Plug
Telecommunications Pedestal
AWV
Catch Basin
Water Valve
•
Guy Wire
E
Electric Meter
C
Cable Box
S O
Street Sign
Sanitary Sewer Manhole
F=®
Fire Hydrant
Mailbox
Tree (diameter &type)
Boundary and Topographic Survey for the Property of
Mitchell County
Snow Creek Township, Mitchell County, North Carolina
PIN : 0872-00-70-6960 Current Owner: Mitchell Address: 5085 South N.C. Hwy. 226
County Bakersville, NC 28705
Field Dates: 04/28/2020, Drafting Dates: 04/29/2020,
D.B./Pg.: 608 / 934 05/01/2020, 05/04/2020, 05/11/2020, 05/12/2020,
05/07/2020, 05/13/2020 05/14/2020
Job Number: 20-050 Firm License No.: C-2921
Surveyed by: RB Drawn by: RKB PLS: Robert K. Brady, Jr.
GRAPHIC SCALE
50 0 25 50 100 200
1"=50'
Po Box 8302
BLACKROCK
Asheville, North Carolina
SURVEYING 28814
phone: [phone]
8� LAND DESIGN, PC www.blackrocksurveying.com

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
EXISTING TREES
TO BE REMOVED (TYP)
(STUMPS TO REMAIN TO AVOID
SLOPE DISTURBANCE AND IMPACTS
TO OTHER NEARBY TREES)
�\ \ \ 1 X"\ \ �„ b l \ \ \ \� �o �- �\ \ � / �� s PIN 0872-00-71-9584 1 /2„
\ \M A \
2„�q \ \ \ \ \ � �\ .� \\�\ � \\ Z �QInv. Bent
\ \ \ MA �\ \ \ \ \ \ �. 1 \ \ 9a IPF
\ \ \ �„ 0 \ \ '•\ \ s 2735.26' EXISTING ROAD CULVERT
\ 1 1 \ \ \ 1 I \\ ca\ TO REMAIN (TYP)
Stake on top \ 22" C C -� \ \ 1 /2" \ �\
of ridge found \ \ bA 14' o \ \\ \I \\ \ IPF
12" \
� �01 � �-
s OA I \ I ` I 1 1 \ \ �' I �. \ \ / i�O01 01
e
P I I I I I I I \I \ \\ \��\ ° 6p�°53
\ O , // I I, I I I � o \ ,� \ U G I , Ste/ e 5
0' Existing // N I I I I I 1 \ \ O MARK
s�o 9 '� / I I I I 1\ Q I \ ` n v.
House I I I I I I I I I 1 s � �0 12734.71'�j �•' • /\
I I I 1 I\� \ \ \ \ PP I RBS
�cg I I I I II I I I I 1 1 1 �)�\\ �2�1k� �I� �•
cS � 1 \ . \ \ P '�� CO / 1�'
I I \ \
\\ I \� �\ \ o
I I I 1 1 \ ~
�O �.■ �� I I I I 1 I I } I 1 �\ / \ \ \ c `� Sign
SG
2� I I I I I I I 1 \ ��, \' \\ i S EXISTING FENCE
I I I I I� 1 I 1 ) \' \ \ i Rim 2739.33' /n TO BE REMOVED (TYP)
e —Rour zat i� I I \ I j / N\\ �� Inv. 2734.53' /
'� 01ic'e Post /' I I I I Iftft I � � / \ <•
EXISTING STREAM SECTION TO BE
PIPED (SEE SHEET C300)
° UT w\
„� MARK \
F�e
240
PROPERTY LINE (TYP) \�. / I I I I I II I I I
Polansk 2??o 0 I
1„ O
0 J 0y ^\\o 1
o " UT \
D.B. 139, Pg. 228 / cH _II II II 1 1\ 1 1 \ IPF II I _ \ \ Q PI 12" sU ARK \
PIN 0872-00-61-7575 cH c ---- I I \ 1 I I 1 I PO \ 1
� I I I I 1 I I sue,
\ - �- 2>>0\11 \ \ \ Brick
O
\ �q�\Z� --- __ I I I \ I 1 1 1 1 1 I I I I I I J 12" lu 12„ \\ Ge L \ Building
CH / ` I 1 1 I I I I I `� \ MA PO rD0 \��S'
\ \
0�
2�6 \ SG (16" EXISTING TREES
TO REMAIN (TYP) # 1 \
CH o 14\ \ 11 \ \ a0
EXISTING WETLANDS
12,XA P(TO REMAIN) (TYP)
-Po-
V. Council on Ac
W \
\ \ 29.59' 7
�8„ � �' Q \ ° ������� ��II
\ \ \ \�6 / , _ \ o� _ I I I I I I I I I 1 ( PQ s �o \D.B. \ 18 � � , Pg . 690
\,p D230
\ \ \ \ \ I \ I I II II II I I I I I PO \�s \<,. \ PIN 0872-00-81-12�
\ 22" 22
\ \
MA
\
\12"\ 40" \ \ I'� � \ �' I � J / �o .v �l �l •Z I \
\ : \ P- 1 4" R\Im 2737.07
Co \
PO Iny. 273\97' \
1 1 `P0o\ \ \, \ %; \ \ 0" \ 24 CH \ \ \ \ \ \ / I I ' I l I I .� .� / P P 2 `�' `�' `�'
OA OAS \ I J I I
n 12 1 \ \ \ I 1 I 12 \ 3 4" \ \ 4 \
CH I �?' OA EXISTI\
14" I' \\ \ (FROM NT POOFTBANK) REAM BUFFER
/ I �" CH \ •v .v .v .v .v .v .v 2 ) \ \ \
00
100,
0
C, / 1 �� 1 I I 1
�%�� EXISTING CRANBERRY BRANCH
\ / I �° 1 I 1 \ \ 24' / c�i / i \ EXISTING WETLANDS TO I \ STREAM INDEX: 5-16-14
OA FI / / I 1 rn I I I o I \ \ \ \ BE REMOVED (TYP) CLASSIFICATION: C;Tr
N I 1 I I I o 6'0 \ r \ \ \ _ - N� � RIVER BASIN: FRENCH BROAD
\2%JnO N
/ \ /
PP
/ / l l l I l l l I I l / I \ \ l \ \ / \ / / _: -_- M
38
PI LS
.v .v .v 16 \ \
DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
ARCHITECT:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
MICHAEL CAIN, P.E.
[phone]
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
JAKE MCREYNOLDS
[phone]
PIN: 0872-70-6960
ADDRESS: 5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE: 608/934
SITE ACREAGE: 14.93 ACRES
ZONING: SNOW CREEK TOWNSHIP
SETBACKS: N/A
DISTURBED AREA: 12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED: 5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED: 1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED: N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX, 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT: 3.54 ACRES (24%) 11.39 ACRES (76%)
0 X
\1 .11 \ \ \ _O�Railroad Spike in
O12" / I I I I I \ I' \ \ 1 \ \ ICD\ I Pole Found
OA El. 2734.90'
ca
O
06, \ \ ` \ 41 41 � � `� �, \ \\ \ \ EXISTING OVERHEAD UTILITY TO BE I I I \ \ - - _ REROUTED AS NEEDED (TYP)
I
/ I I 1 \ 1 \ \ \ \ I \ \ I / _ \ \ \ APPROPRIATE UTILITY COMPANY)
E WITH
H / / I I I l I I I \\ \\ \ I \ \ I I \ _ _ . •� .� .� \ Os 1
\ - 1 \
\ \
1 / _0 S Rim 2731 .78'
9. 12/ / / / I 1 \I \ \\ \ \ \ \ \ \\ \\ \\ \\ \ \\ \\ \\ \\ \ \ \\ \\ 11 l �' _ _ _ _ .� .� .� .� .� \ \ Inv. 2726.18'
z OA / �2 , // // I \ 1 1 \\ \\ \ \\ \\ \\ \\ \\ \\ \\ \ \ \\ \\ \\ \ o
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EXISTING OVERHEAD UTILITY TO BE a ♦ 20' < 1 I ' I I \ r.
REMOVED (TYP) (CONTRACTOR SHALL
COORDINATE WITH APPROPRIATE UTILITY \
I / �' /' / \ COMPANY)
18" `I (D / 0 / / \ cP OUT
OA 11 RW \ MARK
L1 MN
4.5 Tall Pyle Fence Corrp-er / / \ \ \ I LQ
S$$° 28�25"W 140.00 ___Fence (in disrep'G ir) RBS s &t'3' on lines---" , / / / 14.943 Aerbs ♦ sa
Fence Corn / / /. / / / / / \ \ \ RW 2„ NLS
at 6 Oak / / MN
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RBS 3' on-l`iri-es
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EXISTING BUILDING PP \ �`� O
TO BE DEMOLISHED (TYP) \
/�/ � _ � /2 �50/ � \ • ��\\\ \ ( ��� �' � W � n I \Natural Gas
O EXISTING GARAGE TO REMAIN /2 " �•3 \ \ \ m \� syarrounded h
ADJACENT PROPERTY LINE (TYP)
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or- /' _ - I 1 \\ NRW
BE REMOVED (TYP)
Tank A \
CY ;t_ ♦ Sptgotp r - I �\ \\ '\ \ MN
o Vertical
II-
�' House a_ `Drivew I 0Pipe \ \ [I 1CY)0 � oCn
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56" Pine e,.t �' / / /♦ MAO 2738.66TF 16l6w" \� it h 1 o I II
/ / / MA
0
\� � RBS son line Porch _ - / ' / COner"� a
1�2' North Foundat n
\\•.
I
- - - EXISTING TREES O I
\ / &/ 10 TO BE REMOVED (TYP) " ^ / \\\\ CDC INSPECTIONS HOTLINE.
South / i - - - 18 cv /
828-771-4755 OR [e-mail]
27 / / / /' / / 120 MA EXISTING SIDEWALK / J ^
50— J / / / 2740 MA TO BE REMOVED (TYP) N -2750 / 'JI �(\ - /- MA / /�••�'1�� RW MI` ,
\/ \ R W M N - - �" - - - - - - - / 18r EXISTING GRAVEL DRIVE TO BE / / / / / �.5 ' from
/ \ REMOVED (TYP)
EXISTING STORM LINE TO REMAIN aIN 20,588.01 \ I OA 36 /' MA _ _ / / /> / Horner
(TYP) / / E71,077,390.14' I I t PO M - - -' 1- - 180
/ Block / � P
argin_of �/�fV-per D.B. 99, P 5 0� / / - N
- - - referencing State Highway Proje t-8. 8 76 i MA EXI REMAIN
CONNECTION 273 / / / // Building / - F
/ N-820,565. 6; Know what's below.
/ ?�4p In - - - - - y _� - - - - - - /� / E 1,078,073.
12/�33.72 \�\ - - - - - - \ - - _ _ - _ - - —2730 _ Ir N�38 / / / - - - ,I CaII before you dig. NORTH
�05'33"W 683.60' Groun 68 .48' Grid
\ - — — � �; "' EXISTING CONDITIONS &
I Asphalt \ _ 27 2714.38 11 CMS ' 27 3
o I \ Double Yellow Line \ \ \ Asphalt v 4" PI " 20"f - _ �1 ��/ '1 / -
So th N.C. 14i hway 226 PI I , \ 16- - oT _ DEMOLITION PLAN
N PO \ 2726i GRAPHIC SCALE
.1:11 \\ariable R/ per N.C./DOT Project 8 1857 ASMARK o
Asphalt / / o `L 0 // _ phalt \ so o 15 so so izo
/
/
A _ / Single Whit. :_ ' /DOuble YAIi_
( IN FEET )
1 inch = 30 ft.
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE: 12/2/2022
DRAWN BY: JCP
00
-¢°to
-vau�
< Za J -
%y°off=�Q`
oN°°°°
DWG NO.
C101
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48'

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
SITE LEGEND
rmL)rr_m I T
LIINt
- -
RIGHT OF WAY LINE
- -
SAWCUT LINE -
- - - - - -
PROPOSED
SIGHT TRIANGLE
PROPOSED
HEAVY DUTY PAVEMENT
PROPOSED
LIGHT DUTY PAVEMENT
PROPOSED
CONCRETE SIDEWALK
PROPOSED
LANDSCAPE AREA
X-1
�0
0
.I
PROPOSED I�
1 - 8'x18' ADA PARKING SPACES (TYP) I
1 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE (SEE DETAIL D2.11) I
1 - HANDICAP PARKING SIGNS (SEE DETAIL D2.12)
NOTES: i
-HC SYMBOLS TO NOT BE STRIPED
PROPOSED STANDARD/HI-VISIBILITY CROSSWALK
(TYP) (PER MUTCD STANDARDS)
PROPOSED 18" CURB & GUTTER
(TYP) (SEE DETAIL D2.06)
PROPOSED EDGE OF PAVEMENT (TYP)
i
/
PROPOSED HEAVY DUTY ASPHALT /
PAVEMENT (TYP) (SEE DETAIL D2.15) //@D
'Oe6
looe
ZZ
PROPOSED SCHOOL BUILDING
(SEE ARCH. PLANS)
PROPOSED CONCRETE SIDEWALK
(TYP) (SEE DETAIL D2.08)
PROPOSED STOP SIGN
(SEE DETAIL D2.01)
PROPOSED CONCRETE FLUME
(SEE DETAIL D2.16)
PROPOSED ACCESSIBLE RAMPS (TYP)
(SEE DETAIL D2.14)
PROPOSED CANOPY
(SEE ARCH. PLANS)
PROPOSED BUS LOADING AREA
R51.4'
R5.0'
R80.0'
lIe7l4
/
/ tJ
vNY ,x,/_/00i
PROPOSED ACCESSIBLE RAMP (TYP)
(SEE DETAIL D2.14)
R84.0'
1
24.0'
� R40.5'
a
a
R9.5'
R40.5 R9.5' d• d
R119.1' /
e v/
da /
d ° d
d d
R10.0'�
V d� 24 0'
� ss
o
\ mcP \
UT
MA
R76.0'
PROPOSED CURB END TREATMENT /
(TYP) (SEE DETAIL D2.10) /
PROPOSED ASPHALT MILL & OVERLAY 25' ON 50
BOTH SIDES TO MATCH EXISTING PAVEMENT'
(SEE NCDOT DETAIL 654.01)
co 5
Signar
SGS
S PROPOSED CONNECTION TO EXISTING ROAD
Rim 2739.33' (CONTRACTOR TO PROVIDE SMOOTH TRANSITION
Inv. 2734.53' AND NOTIFY ENGINEER AFTER FORMING BUT
s / PRIOR TO POURING CURBS AND PAVEMENT)
s
/ \ PROPOSED STOP BAR (TYP)
\ (PER MUTCD STANDARDS)
WV
O
PROPOSED STOP SIGN
�1ARK
(SEE DETAIL D2.01)
\
R100.0'
PROPOSED 6' CONCRETE SIDEWALK
(TYP) (SEE DETAIL D2.08) G \
Z
PROPOSED 6' TURN DOWN CONCRETE SIDEWALK
R42.0' (TYP) (SEE DETAIL D2.09)
_ 1 ss
/ \ R41.0' \
R20.0'
R19.0co Rim 2737.07'
Inv. 2732.97'
\4/CO .1/ \11
I \ S /.
.1/
R41.0' I I CA \
R 41 0' \
PROPOSED RETAINING WALL \
MAX HEIGHT 13'
(TYP) (DESIGNED BY OTHERS) 14, 141,
CD
STOP AND NO RIGHT TURN SIGN `V `4' `4' `4' 11' \
/
R � R41.0' .
R41.0' �� q/ q/ \11 \1/ \1/ \1/ PP
'IV .� 1
� � \ //
/ \4' \0 "V I PROPOSED 42" PEDESTRIAN ��
BARRIER FENCE 'W
OD
41 41 \\
41 41 41 141,
.� .� � FH
\ S Rim 2731.78'
R166 0' \ Inv. 2726.18'
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
CONTACT:
KIM HODSHON
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
MICHAEL CAIN, P.E.
[phone]
SURVEYOR:
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
CONTACT:
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
ARCHITECT:
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
CONTACT:
JAKE MCREYNOLDS
[phone]
PROJECT DATA
PIN:
0872-70-6960
ADDRESS:
5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE:
608/934
SITE ACREAGE:
14.93 ACRES
ZONING:
SNOW CREEK TOWNSHIP
SETBACKS:
N/A
DISTURBED AREA:
12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED:
5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED:
1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED:
N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT:
0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT:
3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC,
EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP:
B, C, &D
PROPOSED
4 - 8'x18' ADA PARKING SPACES (TYP)
2 - 8' WIDE VAN -ACCESSIBLE LOADING AISLE (SEE DETAIL D2.11)
4 - HANDICAP PARKING SIGNS (SEE DETAIL D2.12)
NOTES:
-HC SYMBOLS TO NOT BE STRIPED
R144.0' CD
I
PROPOSED CANOPY N OS i
(SEE ARCH. PLANS) \
O
Cn
W W W W
2�0' PROPOSED 8'x21' PARALLEL / CID I IUq
O O
PARKING SPACE (TYP) /
PROPOSED HEAVY DUTY • d \\ V) < PP ,
\ \ I ,� �• O
CRETE (SEE DETAIL D2.03)
R4.0' R4.0' \
)POSED DUMPSTER PAD PROPOSED TRANSFORMER LOCATION \ \ �' .i i I �• W
D FENCE (SEE DETAILS R6.0' PROPOSED 9'x18'
04 & D2.05) 240 (TYP) STANDARD PARKING SPACE _ I O
\ R 10.0' \ 0s
CCa lull,
\ 24.0' I I
R4.0' R30.0' R52.0' N I
PROPOSED STOP SIGN AND DIRECTIONAL SIGN \ I
(HIGHWAY 226 EAST TURN LEFT)
PROPOSED BAR GATE R10.0' 1 \ I EXISTING CRANBERRY BRANCH STREAM
>
° R5. \ i OUT
MARK
PROPOSED HARD COURT & PLAY SPACE 4 4 .aR 0, 14.0' / STOP AND NO RIGHT TURN SIGN i
(SEE ARCH. PLANS) \
/ R9.0/ ts� II
° \
R117.0' \ /
as ° / R61.0'
R9.0 j/
R97.0' PROPOSED "DO NOT ENTER" SIGN S
4 4 4 V) 'k.
00
I
PROPOSED STOP SIGN
4 (SEE DETAIL D2.01) O
PROPOSED BAR GATE 30' STREAM BUFFER (TYP) /� s
R220.0'
I I R60.0'
PROPOSED LIGHT DUTY ASPHALT / I 'I SG
\ I I PROPOSED STOP SIGN AND DIRECTIONAL SIGN // / PAVEMENT (TYP) (SEE DETAIL D2.02)
(HIGHWAY 226 EAST TURN RIGHT)
I I (HIGHWAY 226 WEST TURN LEFT) R76.0'
R254.0'Sb
PROPOSED CURB END TREATMENT � / \ \.
PROPOSED STOP SIGN AND NO / / (TYP) (SEE DETAIL D2.10)
LEFT TURN SIGN / I \ � � /
\ / / R20.0' I 1 \ \\
CDC INSPECTIONS HOTLINE:
\ PROPOSED TURN LANE \ \ /� 828-771-47550RINSPECTI0N@CDCG0.00M
O �\
/ PROPOSED STOP SIGN/BAR 34.0 \ � \ \ � tP
\ / (PER MUTCD STANDARDS) /
\ I (SEE DETAIL D2.01) 12.0' i17i 11.0' \� %/ z z /
/
Know what's below.
Call before you g.
fdiNORTH
\\
i
St 1211 0= - = SITE PLAN
hi1 • • a ]h av 22690.4' U
MARK
© N GRAPHIC SCALE
Variable R/W per N.C. DOT Project 8.18576 30 0 15 30 60
( IN FEET )
1 inch = 30 ft.
j /_15.5
R2.5'
d � /
a ) / R231.0'
a�
° I I
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R236.0' 11.9,
R171.0' I
9 �
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° \ I
72
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\ R236.0'
a \
120
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
-vaLo
tn� W-
%y°off
=1// O/V
a a a ° 4�
DWG NO.
C201
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
SKIMMER & CONTROL STRUCTURE
TEMPORARY PIPE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
PERMANENT DIVERSION DITCH
STONE INLET PROTECTION
SLOPE PROTECTION
SF
00
f To f TD
PD PD PD
i
STRUCTURE TABLE
(INVERTS
BASED
ON 2D LENGTH
TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2740.9
C1
11+31
INV.
IN 2735.2 (C2-Cl)
6.0't
OPEN
THROAT
INV.
OUT 2735.1 (Cl-CO)
RIM 2746.3
C2
12+55
INV.
IN 2738.3 (C3-C2)
8.3'f
OPEN
THROAT
INV.
OUT 2738.2 (C2-Cl)
RIM 2749.5
C3
14+62
INV.
OUT 2744.6 (C3-C2)
5.4'f
OPEN
THROAT
RIM 2739.6
Z1
10+44
INV.
IN 2730.8 (Z2-Z1)
8,8'f
CURB
INLET
INV.
OUT 2730.8 (Z1-ZO)
INLET/OUTLET TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DESCRIPTION
CO
10+36
INV. IN 2734.1 (Cl-CO)
FES
ZO
10+69
INV. IN 2730.5 (Z1-Z0)
INV. IN 2730.5 (EX-ZO)
HEADWALL
Z2
10+15
INV. OUT 2731.1 (Z2-Z1)
HEADWALL
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
C1-CO
30"
92'
1.1%
HDPE
C2-Cl
30"
121'
2.5%
HDPE
C3-C2
30"
203'
3.1%
HDPE
EX-ZO
48"
35'
2.8%
RCP
Z1-Z0
54"
22'
1.2%
RCP
Z2-Z1
54"
25'
1.2%
RCP
1
o
rR
ROPOSED 24" HDPE TEMPORARY PIPE 'B'EMOVEPIPE WHEN POSSIBLE
.0% MIN. SLOPE) (SEE DETAIL D4.01)
\\ \ /'� \ \\ \��\ \ \`�• \ p PROPOSED PUMP AROUND FOR
\ \\ \ \ \ \ I STREAM DIVERSION INSTALLATION
(SEE DETAIL D3.07)
PROPOSED TEMPORARY DIVERSION DITCH "B"
BOTTOM WIDTH:
SIDE SLOPE: 2:1
DEPTH:
SLOPE: 2% MIN. \ \ , \ \ \ \ \ \ \ \� 1 \ I \ \ \ 0 I
CHANNEL LINER: S75BN \ \ \ \\ \ I
(SEE DETAIL D3.05, D3.10)
A
EXISTING 48" RCP STORM PIPE
PROPOSED 2' CONTOURS (TYP) PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
(TYP) (SEE NCDOT DETAIL 1607.1)
_J\_ \ / / i (CONSTRUCTION ENTRANCE TO BE MAINTAINED
/ / I PROPOSED S_ I I I I II I I
/i AND ADDITIONAL STONE ADDED ON REGULAR
BASIS AS NEEDED)''
INSTALLED DURING ROUGH GRADING
I I 1 � \ \ \ TO BE INSTALLED FOLLOWING STREAM PIPE
\ / � / / I I Ialeft I I I I 1 I 1 I \ S \ \ \ \ \ \ / INSTALLATION
�
PROPOSED STORM PIPE (TYP) �' / / I I I I *aft LATITUDE: 35.9669
(SEE TABLE AND DETAIL D4.01) \ � \ \ \ - - / / / / � i I I I II I � II I �I � i / \ \ \ / LONGITUDE:-82.1164
i PROPOSED STORM STRUCTURE (TYP) / PROPOSED CONNECTION TO EXISTING
\ � � / ' / I 1, I I \ � � I \ I t 48" RCP STORM PIPE
(SEE TABLE & DETAIL D4.12) C1 - - - F \ \ \ / / / SF I \I s Z2 \ EX. INVERT ELEVATION: 2731.5'
EXISTING 2' CONTOURS (TYP) � � � - - - _ �' ' / C2
\ - ' TD . ■ � � � " l . I / I 1 \ \ ` `\ \ PROPOSED STORM HEADWALL (TYP)
• • 1 1 I I Z1 ` (SEE TABLE & DETAIL D4.03)
O
ZO ♦ I ( \ \ PROPOSED DEWATERING BAG PLACED ON AGGREGATE
\ \ \ \ _ - ♦ I I 1 \ 1 1 I I •� I I \ \ \ \ OR STRAW UNDERLAYMENT (SEE DETAIL D3.08)
4!# I \
PROPOSED PERMANENT RIP RAP APRON CO
41, I I I I I I I I I - \ \ LENGTH: 16'
\ _ \ � ♦ / I I I I I I CO I � �'� ".�_� •. \ \ WIDTH AT START: 7.5'
PROPERTY LINE (TYP) \ \ \ (� v ♦ / / / I I I I I I I I I I I / ° / /� \ \ WIDTH AT END: 18.5'
DEPTH: 1.5"
\ \ \ / ♦ / / I I I I I I I I I/ / I J\�/ ( \ \ STONE CLASS: B �
�� ♦♦ ' - / / I I I I I I I I I to I I l \ \ \ \ \ (SEE DETAIL D3.09)
PROPOSED TEMPORARY INLET PROTECTION ' �♦ / I I I I I I I \p \\
(TYP) (SEE DETAIL D3.03) ♦ �
' /
c3, � �♦ \\ \ ��\ ���\\ //*
m � I.•I � � \ \ \ \ \
/ I I I I ' v3 \ \
�I I I I
\ \ \ \ \ \ \ I �j \ \
/b
1 \ 1 I I PROPOSED TEMPORARY BERM \ \ \ \ \ \ \ \ \ \ -`� I O
0/ 4
I I I TO DIRECT ON FLOW TO C3 \ \ \ \ \ \ / \ \ \ _ - - _ / / / / , / I /
� I \ I I I I I %*4e
' \ / /,0
(n �• �I ` I cn� �• �• �• � w \ \ \ \
4,//
wIJ,
PROPOSED TEMPORARY DIVERSION DITCH "A2"
BOTTOM WIDTH: 2' � / / /o N �►' \ .v .v .v + \ \
SIDE SLOPE: 2:1 / / / / / / \ \ \ \
DEPTH: 1' \ \
SLOPE: 2% MIN. // // .v
CHANNEL LINER: S75BN / / / CD
(SEE DETAIL D3.05, D3.10) / / / / / / o /
v .v .v .� I. .v •v •v \ \
/ / l l l I I I � \ � / / / / •v .v .v .v I \v v \ � \ \ \
PROPOSED LAYDOWN AREA
DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
ARCHITECT:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
MICHAEL CAIN, P.E.
[phone]
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
JAKE MCREYNOLDS
[phone]
PIN: 0872-70-6960
ADDRESS: 5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE: 608/934
SITE ACREAGE: 14.93 ACRES
ZONING: SNOW CREEK TOWNSHIP
SETBACKS: N/A
DISTURBED AREA: 12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED: 5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED: 1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED: N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT: 3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC, EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP: B, C, &D
+-
- l / / / / I I I I I I I I I I I I I 1 I \ 1 1 1 I \ \ / \ \ / - _ _ - _ , / / / / / / / �c / •�• •�• •►• •�• �, \ \ . � �Z •�• \ \\, \ \ I �
/ 1 / / / / I I I I I I I I I I I I \ 1 , \ I \ \ \ I \ � / / / / / / / / �' % \ '•\' �' \ \ \ �/
PROPOSED CONCENTRATED FLOW OUTLET
----IIJ- ' 1 / /' / ; I I I , I I I I I I I I 1 , 1 \ \ \ I \ \ \l I \\ \_ -- �' /' / / ' o � / •v v v v c � ' �• v \ \
j 0 j � / // / � I I � I I I � II I I 11 11 1 \ \ \ \ \ I \ , I \ ---- � / / / I -� 1 I 1 \\ \
I I I I I 1 \ \ \ \ I \ \ I / / / / I ,v I .v .v .v .v v \ \ • w
U_ \ s I
`n � .i• .i• I \ •.\•• '' `'' \ \\ \ \ /
+
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min I `\
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EXISTING CRANBERRY BRANCH V \ \ \ \
CLASSIFICATION: C; Tr
/ / / / \ \ \ \ \ \ \ RIVER BASIN: FRENCH BROAD
� PROPOSED TEMPORARY RIP RAP APRON A2 \ \ \ \ A
LENGTH: 13.0' \ \ \ 1
WIDTH AT START: 6.0'
WIDTH AT END: 15.0' \ \ \ \ \ \ \ \ \ \
DEPTH: 1.5"
� / TD (s�E DETAIL D3.09) NE CLASS: B I `\ `\ `\ `\ `\ `\ `\ \\ `\ �� \ • .�\ \
TD TD w TD TD �`TD �� TD / / / / / / I \ \ \ \ \ \ \ \ \ ��Jl \ \ O
(TYP) (SEE DETAIL D3.06)
CJ1
�
I \
PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
I \
O
(TYP) (SEE NCDOT DETAIL 1607.1)
(CONSTRUCTION ENTRANCE TO BE MAINTAINED
�.
I H
AND ADDITIONAL STONE ADDED ON REGULAR
V
CC
BASIS AS NEEDED)
rl O
TO BE INSTALLED FOLLOWING STREAM PIPE
INSTALLATION
1\
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(
LATITUDE: 35.9661
LONGITUDE:-82.1159
O
'
EXISTING 30' STREAM
BUFFER
I
(FROM TOP OF
BANK)
I
1 PROPOSED DOUBLE ROW SILT FENCE
(TYP) (SEE DETAIL D3.02)
I \
PROPOSED TEMPORARY SKIMMER BASIN A
(SEE SHEET C932)
PROPOSED TEMPORARY DIVERSION DITCH "Al"
BOTTOM WIDTH: 1'
SIDE SLOPE: 2:1
DEPTH: 1' -
SLOPE: 2% MIN. - / I �' c / /' / / \ \ \ \ / \\� • I: \
CHANNEL LINER: C125BN / / / - / PROPOSED SILT SOCK (SEE DETAIL D3.17)
(SEE DETAIL D3.05, D3.10) / / , / / i
PROPOSED 18" HDPE TEMPORARY PIPE 'A1' / `/ / / / / / \ \ -� \ \ \ \ \ / t i PROPOSED TEMPORARY RIP RAP APRON 'SKIMMER A'
REMOVE PIPE WHEN POSSIBLE I i \ \ \ I \ LENGTH: 24.0'
(1.0% MIN. SLOPE) (SEE DETAIL D4.01) \WIDTH AT
WIDTH AT END: 26.0,
/ I<3i / / \ \ I Gay / �• I DEPTH: 1.5"
OB
(SEE DETAIL D3.09)
ADJACENT PROPERTY LINE TYP PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE I `IL QU\1 / �� i' / / PROPOSED TEMPORARY RIP RAP APRON 'A1' / 1�� ` I x I I N \ �I� �•' s� I
(TYP) (SEE NCDOT DETAIL 1607.01) (CONSTRUCTION �' / LENGTH: 8.0'
ENTRANCE TO BE MAINTAINED AND ADDITIONAL WIDTH AT START: 3.0'
STONE ADDED ON REGULAR BASIS AS NEEDED) / i �/ / WIDTH AT END: 9.0'
LATITUDE: 35.9647 / / DEPTH: 1.5"
LONGITUDE:-82.1177
(SEDETAIL D3.09) VIP
OE NE CLASS: B / / / J - - \`-l� / l \ \ II // I I
/.y / 1 • \ CDC INSPECTIONS HOTLINE:
8S 828-771-4755 OR INSPECTION@CDCGO. COM
IJ
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
Q
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J00Ld
WQ�-
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W00
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DWG NO.
C301
PROJECT NO. 12208
F SE zSF - F - -SF S
NMI_ IIIIIIIIIIIIIIm
aft V
\ \\ C n a -i fb 1NT 0 Tom; "b 1 _X Ta t T 'i'i \\ / _ l
( IN FEET )
1 inch = 30 ft.
FULL SHEET SIZE: 36"X48'

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
ROUGH GRADING & EROSION CONTROL LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
SKIMMER & CONTROL STRUCTURE
TEMPORARY PIPE
EXISTING CONTOURS
PROPOSED CONTOURS
TEMPORARY DIVERSION DITCH
PERMANENT DIVERSION DITCH
STONE INLET PROTECTION
SLOPE PROTECTION
SF
00
f TD f TD
PD PD PD
EXISTING 2' CONTOURS (TYP)
HATCHED AREA;
ALL SLOPES GREATER THAN 3:1 SHALL BE
HYDROSEEDED WITHIN 7 DAYS OF ESTABLISHED I /
FINISH GRADE FOR STABILIZATION. PERMANENT
VEGETATION SEED TO CONFORM WITH SEEDING I I I I I \
REQUIREMENTS SHOWN ON DETAIL SHEET.
PROPOSED STORM SYSTEM (TYP)
I I
`� ref /�r•� � I �
PROPOSED STORM BYPASS PIPE 'C'
INSTALLED DURING ROUGH GRADING
PROPOSED PERMANENT DIVERSION DITCH "A"
BOTTOM WIDTH: 2'---�
SIDE SLOPE: 3.1 i
Ores
\ \
DEPTH: 1.5' \2 — ' �� D D I V
SLOPE: 2% MIN. I I 1 \ \\ \ \\ \
CHANNEL LINER: C350 �\ / !/�,\ ■I \\ \ \ \ \ \
(SEE DETAIL D3.04, D3.10) PD
-41
\ \ \ \ \ \ o \ \ \40t,/ ♦♦ / I / / �� %\\
,4"\
\ \ \�\\\\ , ♦ ,
o \\\ \ \�`\ \ \ I ♦ j I `�� a I / / I \�S \\
\\\ \\ \ \\\ \\ -Q0 I / p0 o �,,♦\ / / I I I II I `` I '":I I { ' /�/� / '�v, / PROPOSED TEMPORARY DIVERSION DITCH "C"
BOTTOM WIDTH: 0'
PROPERTY Nm SIDE SLOPE: 2:1
IlIl
41 �►\ \\ \ W i' \ \ DEPTH: 1
I \ �C5 � \ \ \ \\ \ \ \ \ \ \ \ \\ \� \ -_1 / / I Ii`� y \ \ CHANNEL LINER: S75BN
I I \ \ \ \ \ \ \ \\ \ \ \J\� \ \4f/ I j, J r �' J' �' �' �' J' \ \ (SEE DETAIL D3.05, D3.10)
I \ \ \ \ 1-1
I l
00
I I
1
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
CONTACT:
KIM HODSHON
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
MICHAEL CAIN, P.E.
[phone]
SURVEYOR:
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
CONTACT:
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
ARCHITECT:
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
CONTACT:
JAKE MCREYNOLDS
[phone]
PROJECT DATA
PIN:
0872-70-6960
ADDRESS:
5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE:
608/934
SITE ACREAGE:
14.93 ACRES
ZONING:
SNOW CREEK TOWNSHIP
SETBACKS:
N/A
DISTURBED AREA:
12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED:
5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED:
1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED:
N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE
SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT:
0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT:
3.54 ACRES (24%) 11.39 ACRES (76%)
. m * `�' `�' `�' / \ \ \ AZ SOIL TYPE EcC, EcD, BdA, Ud, SaB, EdE, EcC, & ScC
\\ SOIL GROUP: B, C, &D
UJ
J //1
I I ODDL_E / \YITCHEL�/A \ \
% / / I •� 1 \ \ �\ \\ ALL 2:1 SLOPES AND GREATER TO BE STABILIZED
`�' `�' `�' `�' `�' n \ WITH ROLLED EROSION CONTROL PRODUCT
RICAN GREEN 758N OR APPROVED\ EQUAL) (SEE DETAIL D3fig)
I I I I \\ \ ESE• 2 2
PROPOSED 2 CONTOURS (TYP) i \ \ \ \ \ \ \ \ \ \ 1 I ( — — / / 1 I \ \ / PROPOSED CONCENTRATED FLOW OUTLET
(TYP) (SEE DETAIL D3.06)
%1.
N PROPOSED LAYDOWN AREA
PROPOSED TEMPORARY INLET PROTECTION
(TYP) (SEE DETAIL D3.03)
I / �• i _ \ \ \ \ `yS�ys / I .►. .�. .�. \ PROPOSED 50'x25'x12" CONSTRUCTION ENTRANCE
Nv1 TYP SEE NCDOT DETAIL 1607.1
i \ \ II \ \\ \\ \ \\ \ \ \\ \` \ // °�� J' J' ��`�'�\ �• (CONSTRUCTION ENTRANCE TO BE MAINTAINED
T
V CC AND ADDITIONAL STONE ADDED ON REGULAR
/ / / \ \ \ \ ` \ ♦ ,— Gp I I (� O C BASIS AS NEEDED)
\ \ / ,•••••/ •V •V •V \ TO BE INSTALLED FOLLOWING STREAM PIPE
`� / / / I \ \ \ \ \ \� \ \ ♦ y y ' F� �' INSTALLATION
/ / / I / \ \ \ \ \ \ ( LATITUDE: 35.9661
_ ✓ _ � i \�\ LONGITUDE: 82.1159
PROPOSED STORM PIPE (TYP) / / , / J l I l I I 1 \\ \\ \\ \ \ \\ ♦�\ \ ♦ 1 41
\\ v ~•
(SEE TABLE AND DETAIL D4.01) i / / /r / �/ / II I1 \ \ \ \ \ \� \ \ I\ y \ \\ \\ ♦ \ �\ I II
40
,�' ` /�� // / /� •••, \ \ \ \ �� \ \\ \\� ♦ /J PROPOSED LIMITS OF DISTURBANCE (TYP)
PROPOSED STORM STRUCTURE (TYP)
(SEE TABLE & DETAIL D4.02) \ /� / / / ; /' // i/ �,` \ \ \ \ \ \\ • \ ` �� \ \\ \ EXISTING 30' STREAM BUFFER
(FROM TOP OF BANK)
EXISTING CRANBERRY BRANCH
CLASSIFICATION: C;Tr
/ / , ` / / \ a' \ \ • \' \ \ \ \ I I RIVER BASIN: FRENCH BROAD
% \ a \ \ \ I \
PROPOSED TEMPORARY SKIMMER BASIN 'A' (SEE SHEET C932)
\ \ s I STORAGE SURFACE AREA. 14,796 SF
STORAGE DEPTH: 2'
/ i' / / / ' \ \ \ \\\\\ \\ MAX. SIDE SLOPES: 2.1:1
CONTRACTOR SHALL CONVERT TO WET POND 'A' ONCE SITE IS
\l STABILIZED AND APPROVED BY NCDEQ
♦ \ p
1001, >
1 PROPOSED PERMANENT RIP RAP APRON 'JO'
�• •'• LENGTH: 20.0'
O 0 WIDTH AT FES: 7.5'
WIDTH AT END: 23.0'
�� l� , o•• I \I o DEPTH: 18"
PROPOSED SILT FENCE — / \ I I I ys� ' +� l� I I STONE CLASS: B
(TYP) (SEE DETAIL D3.02) ;\I �� / r �Jl �\ i (SEE DETAIL D3.09)
r �
PROPOSED DOUBLE ROW SILT FENCE (TYP)
— +
_ — + / N \ CDC INSPECTIONS HOTLINE:
828-771-4755 OR [e-mail]
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11/04/221 ISSUED FOR BID
1 12/091221 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
-vain
Wr� ZaJ-
tn- W-
- off
= �Q
' �'O
°°°° 4J
//I/III
DWG NO.
C302
PROJECT NO. 12208
( IN FEET )
1 inch = 30 ft.
FULL SHEET SIZE: 36"X48"

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
STORM LEGEND
EXISTING STORM PIPE
- - - - - - -
PROPOSED
STORM PIPE
- - - - - - - -
PROPOSED
ROOF LEADER COLLECTOR
-----------------
PROPOSED
HEADWALL
L
PROPOSED
CURB INLET STRUCTURE
PROPOSED
JUNCTION BOX
PROPOSED
FLARED END SECTION
A,,
PROPOSED
RIP -RAP APRON
STRUCTURE TABLE
(INVERTS
BASED
ON 2D LENGTH
TO INSIDE
EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2732.4
N/A
INV.
IN 2727.7 (F1-Al)
Al
10+34
INV.
IN 2727.3 (A2-Al)
5.2 f
JUNCTION
INV.
OUT 2727.2 (Al
-AO)
RIM 2747.6
A2
10+97
INV.
IN 2733.5 (A3-A2)
14.3't
CURB
INLET
INV.
OUT 2733.4 (A2-Al)
RIM 2749.0
INV.
IN 2733.9 (A4-A3)
A3
11+67
INV.
IN 2735.0 (A3X-A3)
15.2't
JUNCTION
INV.
OUT 2733.8 (A3-A2)
RIM 2748.8
A3X
10+69
INV. OUT 2742.9 (A3X-A3)
5 9' f
CURB
INLET
RIM 2747.0
A4
12+51
INV.
IN 2734.4 (A5-A4)
12.7'f
CURB
INLET
INV.
OUT 2734.3 (A4-A3)
RIM 2746.2
A5
12+78
INV.
IN 2735.0 (A6-A5)
11.8'f
CURB
INLET
INV.
OUT 2734.5 (A5-A4)
RIM 2747.6
INV.
IN 2735.5 (A7-A6)
A6
13+65
INV.
IN 2736.2 (El-A6)
12.3'f
CURB
INLET
INV.
OUT 2735.4 (A6-A5)
RIM 2748.3
A7
14+77
INV.
IN 2736.2 (A8-A7)
12,2'f
CURB
INLET
INV.
OUT 2736.1 (A7-A6)
RIM 2746.1
INV.
IN 2736.8 (A9-AB)
A8
15+75
INV.
IN 2737.5 (K1-A8)
9.4't
CURB
INLET
INV.
OUT 2736.7 (A8-A7)
RIM 2747.0
INV.
IN 2737.4 (A10-A9)
A9
16+67
INV.
IN 2737.9 (B1-A9)
g 7 f
CURB
INLET
INV.
OUT 2737.3 (A9-AB)
RIM 2748.0
A10
17+35
INV.
IN 2738.2 (A11-A10)
10.3't
CURB
INLET
INV, OUT 2737.7 (A10-A9)
RIM 2744.5
A11
17+90
INV.
IN 2738.8 (Al2-A11)
6.1'f
CURB
INLET
INV. OUT 2738.5 (A11-A10)
RIM 2744.5
Al2
18+13
INV. OUT 2740.4 (Al2-A11)
4.0'f
CURB
INLET
RIM 2748.4
B1
10+70
INV.
IN 2738.7 (132-81)
9.9'f
CURB
INLET
INV.
OUT 2738.5 (B1-A9)
RIM 2750.8
INV.
IN 2740.0 (B3-B2)
B2
11+93
INV.
IN 2740.0 (D1-B2)
11.0'f
JUNCTION
INV.
OUT 2739.9 (B2-B1)
RIM 2749.7
B3
12+21
INV.
IN 2742.7 (64-133)
7.9'f
CURB
INLET
INV.
OUT 2742.8 (63-132)
RIM 2749.3
B4
13+32
INV.
OUT 2746.0 (B4-B3)
3.4't
CURB
INLET
RIM 2740.9
Cl
11+31
INV.
IN 2735.2 (C2-Cl)
6.0't
OPEN THROAT
INV.
OUT 2735.1 (Cl-CO)
N/A
RIM 2746.3
C2
12+55
INV.
IN 2738.3 (C3-C2)
8,3'f
OPEN THROAT
INV.
OUT 2738.2 (C2-Cl)
RIM 2749.5
C3
14+62
INV.
OUT 2744.E (C3-C2)
5.4'f
OPEN THROAT
RIM 2751.2
D1
12+02
INV.
OUT 2747.8 (D1-B2)
3.5't
YARD
INLET
RIM 2749.7
E2
10+91
INV.
IN 2745.9 (E3-E2)
4.0't
CURB
INLET
INV.
OUT 2745.9 (E2-El)
RIM 2750.7
E3
11+18
INV.
OUT 2746.9 (E3-E2)
4.0't
JUNCTION
RIM 2740.2
INV. IN 2733.7 (11-F1)
F1
11+84
INV.
IN 2733.0 (F2-F1)
7.3't
CURB
INLET
INV.
OUT 2732.9 (F1-Al)
RIM 2741.0
INV.
IN 2734.1 (H1-F2)
F2
12+16
INV.
IN 2733.6 (F3-F2)
7.5'f
CURB
INLET
INV.
OUT 2733.5 (F2-F1)
RIM 2739.2
F3
12+40
INV.
IN 2734.5 (F4-F3)
4,8'f
OPEN THROAT
INV.
OUT 2734.4 (F3-F2)
RIM 2746.0
F4
13+75
INV.
IN 2738.6 (F5-F4)
7.5'f
OPEN
TROAT
INV.
OUT 2738.5 (F4-F3)
RIM 2749.9
F5
15+06
INV.
IN 2740.0 (F6-F5)
10.0't
CURB
INLET
INV.
OUT 2739.9 (F5-F4)
RIM 2749.5
INV.
IN 2741.2 (F7-F6)
F6
15+76
INV.
IN 2741.5 (G1-F6)
8,8'f
GRATE
INLET
INV.
IN 2741.2 (L1-F6)
INV.
OUT 2740.7 (F6-F5)
RIM 2749.5
F7
16+87
INV.
IN 2742.6 (F8-F7)
7.1'f
GRATE
INLET
INV.
OUT 2742.4 (F7-F6)
RIM 2749.1
F8
17+24
INV.
IN 2743.2 (F9-F8)
6.1'f
YARD
INLET
INV.
OUT 2743.0 (F8-F7)
RIM 2751.9
F9
18+12
INV.
OUT 2747.1 (F9-F8)
4,9't
YARD
INLET
RIM 2750.0
G1
10+48
INV.
OUT 2745.7 (G1-F6)
4.3'f
YARD
INLET
RIM 2748.2
H1
10+75
INV.
IN 2743.0 (H2-H1)
5.3'f
YARD
INLET
INV.
OUT 2742.9 (H1-F2)
RIM 2751.4
H2
12+44
INV.
IN 2747.5 (H3-H2)
4,2'f
YARD
INLET
INV.
OUT 2747.2 (H2-H1)
RIM 2751.8
H3
13+31
INV.
OUT 2748.4 (H3-H2)
3.4't
YARD
INLET
RIM 2737.8
11
10+50
INV. IN 2734.4 (12-11)
3.4't
CURB
INLET
INV.
OUT 2734.4 (11-F1)
RIM
12
10+83
INV.
35.1
OUT 2735.1 (12-11)
3.9'f
CURB
INLET
RIM 2727.0
A
10+97
INV.
OUT 2718.5 (J1-JO)
8 5't
JUNCTION
RIM 2747.0
K1
10+26
INV.
IN 2739.6 (K2-K1)
7.4'f
CURB
INLET
INV.
OUT 2739.5 (K1-A8)
RIM 2749.5
K2
11+01
INV.
OUT 2745.0 (K2-K1)
4.6't
CURB
INLET
RIM 2751.8
L1
10+63
INV.
IN 2742.0 (L2-L1)
10,0't
YARD
INLET
INV.
OUT 2741.8 (L1-F6)
RIM 2751.9
L2
11+09
INV.
OUT 2742.4 (L2-L1)
9.4't
YARD
INLET
RIM 2739.6
Z1
10+44
INV.
IN 2730.8 (Z2-Z1)
8.8't
CURB
INLET
INV.
OUT 2730.8 (Z1-ZO)
INLET/OUTLET TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DESCRIPTION
AO
10+08
INV. IN 2725.9 (Al -AO)
FES
CO
10+36
INV. IN 2734.1 (Cl-CO)
FES
JO
10+43
INV. IN 2718.2 (J1-JO)
HEADWALL
YO
10+04
INV. IN 2724.4 (Y1-YO)
HEADWALL
Y1
10+32
INV. OUT 2724.6 (Y1-YO)
HEADWALL
ZO
10+69
INV. IN 2730.5 (Z1-ZO)
INV. IN 2730.5 (EX-ZO)
HEADWALL
Z2
10+15
INV. OUT 2731.1 (Z2-Z1)
HEADWALL
, zr,47'
\ \ 1 \ PROPOSED WATER CROSSING I \ \ \
\ \f \ \ \ \ \ (12 MIN. VERTICAL SEPARATION)
do\ I \ \ \ \\
\ // /� r/ r/ / // � � I I I I I � I II II �� � \�• \ \ \
I
/ / /•�/ r/ / / I I I I I I I I I I\ N \� �\ \\
PROPOSED STORM BYPASS PIPE
INSTALLED DURING ROUGH GRADING
(SEE SHEET C301) r\ / / / r / / I I I I I I I I I I I I I \TP
�/ � // I /I I I � I I I I � I II I I I II I II \\ /I \\\'• \ \\\
/ PIP
� // J I I I I I I I I I 1 1 \ \\ \\ \
PROPERTY LINE (TYP) I \• \ \ \
I l
\ / i PROPOSED SEWER CROSSING I I I I II II I \I \ I \ ' \ \
- - - - -p (6" MIN. VERTICAL SEPARATION) \ I I I \ I m Z2
STORM PIPE (TYP)
I I I \ I s
\ �. ------ Cl
W
ores 10V
�5
C2
I- - ■ ■77Al2 M \ \ 1 \ \ ` \ PROPOSED SEWER CROSSING
---0
- - / p ■ A _ \ (6" MIN. VERTICAL SEPARATION)
277 � j
zo
? m / r/ 11 I I I I I �
\ \ I 2280� ♦ /j I 62 j ♦ �� I I I I I r O / / /�\ \ \ \
\ 1 \ \ \
\ \ \ I I �I ♦ I / 1 L 1� \ \ \ \
PROPOSED 12" ROOF LEADER
\\\\ I 00 1 yW' y \ Ind. 27MIN. SLOPE 1% \\ C3 n
(TYP) (SEE DETAIL D4.06) .97
S \ \
\ • I I I" \
\ \
\ \ \ \ \ \ PROPOSED 12" ROOF LEADER
\ �\ a MIN. SLOPE 1% A9
/ \ I I I \ \ \ \ _ _ - - \ (TYP) (SEE DETAIL D4.06)
\>
I•I , I
/ \ 1 I I \ \ e \ \ ♦ // / / / / / .gy.�.
a+ q + + +
\ \ \
I .�\/ // // � / I I I I I I I \ \\ \\ \°, \ \ I \ \\ � �\ °� \� a j// /// // � // / // // � / I � .� ��I �I\ I/.i• .� - �•��.� �• .� � \ \ \ I \ \\\
1000, / PROPOSED RETAINING WALL \ \ \ \
// \ \\ \ \ \ \ I \ \\/ K2 / �// / MAX HEIGHT 13' �'
PROPOSED YARD INLET \ \ \ \ \ \ - - - - ° - / / / / �/ r / (TYP) (DESIGNED BY OTHERS)
(TYP) (SEE DETAIL D4.04) I \
\
D1
// / / ,�� I I I I I I II I \ � I \ \ •d � / / / / / / / // / A8 �� / �• �• \� . \I �• �• �• \\ \ \ \
/ l l l l N � � 1 I I I I I \ I \ \ \ \ • / / / / / // / / / r / v .v � v � •I .v .v .v \ \\ \ \ \JAJ V)
l / N�'� l l /l I I 1 y ° I 11 II 1 \ � I \ \ - - - '<% - -/ / / / / �/ / / // .,. .i• y i� .(L• .i• .i• .i• \ \ \ /
/ / r ,�� � I I I I • \ I 1 ROOF LEADER (SEE ARCHITECT DRAWINGS FOR � � � / / / / / -
/ DOWNSPOUT LOCATIONS)
,\
/ / I F7 \ 1 i � I / i / � �� - G � •v •v � \ •v •v \ \
1 / / / / / N I I I II I \ 1 I\ \ \ \\ I ( / � ° • , - / � / •v .v .v �
03 I \ \ \ 2
11 / �. �. �. \ � .4
\ \ IEEE �752\0 1 /
Rim 2731.78
i r♦ / / 1 \ \ \ \ 1 \ \ \ \ \ \ \ \ 1 ( a ; 1 - -/ / I .v .v \ \ .v .v .v \ \ \ \ Inv. 2726.18'
%k � \ I I 2
I
II �/I D 1100
a \ \\\\ \ \\ \\ \ \ \ \ \ \ I I \ / I \ r N
-L--\ To a) I \ I \
PROPOSED 12" ROOF LEADER \ \ \ \` •` \ r o r ✓ / I ; \ \ I \ n
MIN. SLOPE 1%
(TYP) (SEE DETAIL D4.06) A
CE oo
I / /A7
/ / / r I \ \ \ \ \ \ \ \ /� l •v •v •v I \ 1 C
♦ E1
♦< m
i' / / / / / 1 \ \ \ \ \\ \ \ \ \ \ \\ �♦ \ N I J, �J, \ I I EXISTING 30' STREAM BUFFER
/ i / / / I r / I I I \ \ \ \ \ \ \ \ \ \ ♦♦X \ I \ \'. \ (FROM TOP OF BANK) M
/ W/
PROPOSED 12" ROOF LEADER
�� / /------1'------- MIN. SLOPE 1%
(TYP) (SEE DETAIL D4.06)
/ / / , \ \ \ \ \ �a\ \ \ \ \ \ \ \ \ \ \\ \\ \ I \\ I EXISTING CRANBERRY BRANCH
'UP)
CLASSIFICATION: C;Tr
N \ \ \ RIVER BASIN: FRENCH BROAD
\ � I
_ �I / ♦�� I \ \\ \ \\ \ \ \ \ \ \ \ \ \ \ N \ I
A3X \ \ \\ \ \ \ \\ \ II I 111 2
\\\ \ \ PROPOSED WET POND "A" (SEE DETAIL D4.08)
PROPOSED CONTROL STRUCTURE
1 / / \ �• se (SEE DETAIL D4.06)
(PROPOSED
EE DETAIL
STORM
STRUCTURE
D4.02) (TYP) / / - / / j / �/ , /
VICINITY MAP
(NOT TO SCALE)
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
MICHAEL CAIN, P.E.
[phone]
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
JAKE MCREYNOLDS
[phone]
PIN:
0872-70-6960
ADDRESS:
5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE:
608/934
SITE ACREAGE:
14.93 ACRES
ZONING:
SNOW CREEK TOWNSHIP
SETBACKS:
N/A
DISTURBED AREA:
12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED:
5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED:
1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED:
N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT:
0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT:
3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC,
EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP:
B, C, &D
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
1-AO
24'
5.5%
HDPE
A2-Al
30"
60'
10.01
H PE
A3-A2
30"
67'
0.5%
HDPE
A3X-A3
5'
66'
12.1%
HDPE
A4-A3
30"
80'
0.5%
DPE
A5-A4
30"
24'
0.5%
HDPE
A6-A5
24"
85'
5%
HDPE
A7-A6
24"
109'
0.5%
HDPE
AB-A7
24"
96'
0.5%
HDPE
A9-A8
24"
90
U.5%
HDPE
A10-A9
24"
65'
0.5%
HDPE
All-A10
18"
52'
0.5%
HDPE
Al -A11
15"
20'
8.3%
HDPE
B1-A9
18"
67'
0.8%
HDP
B 2 - B 1
15'
119'
1.0%
HDPE
B3-B2
15"
25'
11.1 %
HDPE
134-133
15"
109'
3.0%
HDPE
Cl -CO
30"
92'
1.1 %
HDPE
C2-Cl
30"
121'
2.5%
HDPE
C3-C2
30"
203'
3.1%
HDPE
- 2
15"
199'
3.9%
HDPE
El-A6
15"
23'
9.9%
HDPE
E -E1
15"
63'
11.7%
HDPE
E3-E2
15"
23-
4.5%
HDPE
F1-Al
24"
181'
2.9%
HDPE
F2-F1
24"
30'
1.8%
HDPE
F3-F2
24"
20'
3.7%
HDPE
F4-F3
24"
131'
3.0%
HDPE
F5-F4
24"
128'
1.0%
HDPE
F6-F5
24"
67'
1.0%
HDPE
F7-F6
18"
109'
1.0%
HDPE
F8-F7
15"
35'
1.1 %
HDPE
F -F8
12"
86'
4.5%
HDPE
G1-F6
15"
46'
9.1%
HDPE
H - 2
18"
73'
12.0%
HDPE
H2-H1
18"
166'
2.6%
HDPE
H3-H2
15"
86'
1.0%
HDPE
11-Fl
15"
47'
1.4%
HDPE
12-11
15"
30'
2.5%
HDPE
J1-JO
30"
51'
0.6%
HDPE
K1-AB
15"
23'
9.0%
HDPE
K2-K1
15"
72'
7.5%
HDPE
L1-F6
12"
60'
1.0%
HDPE
L2-L1
12"
44'
1.0%
HDPE
11-YO
18"
25'
0.8%
HDPE
PROPOSED STORM PIPE (TYP) I \ - 2��'p ' / / �� /000,
(SEE TABLE AND DETAIL D4.01) _> _> i -> IV I I
� \ k
I
c9 \ \ I I
i
I _ - J PROPOSED PERMANENT RIP RAP APRON 'AO'
I / _ I I 8S, \ \\ \ \ I \ LENGTH: 23.0'
WIDTH AT FES: 9.0'
WIDTH AT END: 26.0'
DEPTH: 18"
STONE CLASS: B
(SEE DETAIL D4.05)
01
\ I / / / _ F1 - CDC INSPECTIONS HOTLINE.
\ / 12 - _ - - AO _ l 828-771-4755 OR INSPECTION@CDCGO. COM
-ILI
N`
(IV / c�
273
cr
Y1 Yo / / / Know what's below.
Call before you dig. NORTH
- - -I = STORM DRAINAGE PLAN
SoUth N.C. -L-L-Whway 226
/ / / / `\ GRAPHIC SCALE
Variable WINVper N. C y/ DOT Project 8.18 5 7 30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
2 12/14/22 AGENCY SUBMITTALS
DATE: 12/2/2022
DRAWN BY: JCP
zm Way=
W� Za_J
to pa LU =
- ° 0
0N aaa °�``,';IL
IL
DWG NO.
C401
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

2760-
2760
o O o 0 0 0 0 0 o r2
0 0 0 0 0 0 0 0 0
+ + + + + + + + + +
O N M V un [O r W 00
STORM A
2760-
FINISHED GRADE (TYP)
27
-2760
EXISTING GRADE (TYP)
I
M
Q
274
-2740
�QE a0
a
ao
_ X
a+n�
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Is intended to be used only far a
project and site specifically
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are the copyright of Cope
Associates Inc. @ 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
2 12/14/22 AGENCY SUBMITTALS
DATE: 12/2/20
DRAWN BY: 'CP
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C 4 0 2`1
PROJECT NO. 12208
SHEET SIZE
48 r

2790
790
2780 /
2770
2760
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35LF-15" HDPE @ 1.1 %
20LF-24" HDPE @ 3.7%
2750—/
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PROPOSED PERMANENT RIP RAP APRON 'AO'
LENGTH: 23.0'
WIDTH AT FES: 9.0'
WIDTH AT END: 26.0'
DEPTH: 18"
STONE CLASS: B
(SEE DETAIL D3.09)
2740—
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828-771-4755 OR INSPECTION@CDCGO. COM
Know what's below.
Call before you dig.
STORM PROFILES
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1 inch = 40 ft. (H)
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. ©2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3 fl
DATE: 12/2/2022
DRAWN BY: JCP
�00
=Qacn ar _z°�=
-UaLo U r.-
y°Od
DWG NO.
C403
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

NOTES
1. SEE UTILITY DETAIL SHEETS FOR ALL GENERAL WATER & SEWER
NOTES. CONTRACTOR RESPONSIBLE FOR INCLUSION OF DETAILS
SHEETS WITH ALL UTILITY PLANS.
2. WATER METERS ARE TO BE PLACED MAXIMUM OF 5' OFF EDGE OF
PAVEMENT/SIDEWALK. WHEN A UTILITY STRIP IS PRESENT, METERS
SHALL BE INSTALLED WITHIN STRIP. WHEN SIDEWALK IS
CONSTRUCTED AND NO STRIP IS AVAILABLE, SERVICE LINES
CROSSING SIDEWALK SHALL BE CONSTRUCTED WITH PVC SLEEVE
EXTENDING 6" ON EITHER SIDE OF SIDEWALK PER SPRUCE PINE
STANDARDS AND SPECIFICATIONS.
3. CROSSINGS TO MAINTAIN 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. TO SCHEDULE THE REQUIRED INSPECTIONS ON ALL WORK, CALL
THE CIVIL DESIGN CONCEPTS INSPECTIONS HOTLINE AT
828-771-4755, OR EMAIL AT [e-mail].
FAILURE TO SCHEDULE INSPECTIONS MAY RESULT IN UNCOVERING
OR REDOING WORK.
5. TYPICAL EASEMENTS FOR WATER/SEWER LINES LOCATED OUTSIDE
ESTABLISHED UTILITY EASEMENTS OR ROAD RIGHT-OF-WAYS
SHALL BE AS SHOWN. THE ENTIRE WATER/SEWER EASEMENT MUST
BE CLEAR AND REMAINED CLEARED OF TREE PLANTINGS, EXISTING
TREES, AND ANY PERMANENT STRUCTURES.
6. NO PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
� �
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PROPERTY LINE (TYP)
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hw.q V 226
OT Project 8.185
PROPOSED CONNECTION TO EXISTING /
ROAD (CONTRACTOR TO MATCH
EXISTING ELEVATIONS)
V) �
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CDC INSPECTIONS HOTLINE:
828-771-4755 OR INSPECTION@CDCGO. COM
Know what's below. _U"fi__aRP_
Call before you dig. NORTH
FINE GRADING PLAN
GRAPHIC SCALE
15 30 60
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
CONTACT:
KIM HODSHON
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
MICHAEL CAIN, P.E.
[phone]
SURVEYOR:
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
CONTACT:
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
ARCHITECT:
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
CONTACT:
JAKE MCREYNOLDS
[phone]
PROJECT DATA
PIN: 0872-70-6960
ADDRESS: 5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE: 608/934
SITE ACREAGE: 14.93 ACRES
ZONING: SNOW CREEK TOWNSHIP
SETBACKS: N/A
DISTURBED AREA: 12.26 AC
Jla:11�[eZ�71��1�1�111NP►��
Mir
SPACES REQUIRED: 5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED: 1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED: N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT: 3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC, EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP: B, C, &D
FINE GRADING LEGEND
BC -
BOTTOM OF CURB
BW
- BOTTOM OF WALL
EP -
EDGE OF PAVEMENT
RIM -
RIM (TOP OF LID/GRATE)
SW
- SIDEWALK
HP
- HIGH POINT
LP -
LOW POINT
TW -
TOP OF WALL
Ln
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE I DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/221 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
a
o
=Q
-UaW
Q� Za
U °LU=
%y°o�
o 4;
=�0N
1 DWG NO.
C501
PROJECT NO. 12208
/
( IN FEET )
1 inch = 30 ft.
FULL SHEET SIZE: 36"X48"

�\ \ PROPOSED STORM CROSSING
(6" MIN. VERTICAL SEPARATION)X
PROPOSED STORM CROSSING
(12" MIN. VERTICAL SEPARATION)
( IN FEET )
1 inch = 30 ft.
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
OWNER/DEVELOPER:
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
CONTACT:
KIM HODSHON
[phone]
CIVIL ENGINEER:
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
CONTACT:
MICHAEL CAIN, P.E.
[phone]
SURVEYOR:
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
CONTACT:
ASHEVILLE, NC 28814
ROBERT K. BRADY, JR
[phone]
ARCHITECT:
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
CONTACT:
JAKE MCREYNOLDS
[phone]
PROJECT DATA
PIN: 0872-70-6960
ADDRESS: 5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE: 608/934
SITE ACREAGE: 14.93 ACRES
ZONING: SNOW CREEK TOWNSHIP
SETBACKS: N/A
DISTURBED AREA: 12.26 AC
91V1141Z1exeL1"11W11Its] ►1,�
J1�U1NT1»��1�yJ_Til�.
SPACES REQUIRED: 5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED: 1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED: N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE —DEVELOPMENT: 0.11 ACRES (1%) 14.82 ACRES (99%)
POST —DEVELOPMENT: 3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC, EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP: B, C, &D
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2738.1
MHA1
10+00
INV. IN 2734.5 (MHA2—MHA1)
3 9'f
MANHOLE
RIM 2740.8
MHA2
11+05
INV. IN 2737.1 (MHA3—MHA2)
3.7'f
MANHOLE
INV. OUT 2737.0 (MHA2—MHA1)
RIM 2744.5
MHA3
11+75
INV. IN 2740.7 (MHA4—MHA3)
5.1'f
MANHOLE
INV. OUT 2739.4 (MHA3—MHA2)
RIM 2748.1
MHA4
12+37
INV. IN 2741.6 (OUTLET—MHA4)
6.6'f
MANHOLE
INV. OUT 2741.5 (MHA4—MHA3)
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
MHA2—MHA1
8"
101'
2.5%
DIP
MHA3—MHA2
8"
66'
3.5%
DIP
MHA4—MHA3
8"
58'
1.3%
DIP
OUTLET—MHA4
8"
68'
0.5%
1 DIP
120
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
—Q
00
J ca
Qr` J-
U°LU=
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CD
DWG NO.
C601
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

6' HIGH 16'
WOODEN FENCE
2"-3" S9.5B OR S9.5C 11" 825.08 0R B25.00 y
r �1-p ° Q SURFACE COARSE BASE COURSE Q
4
° a ° p O p p °Q �� U
e` ° p _ExisTiNo ExisriNB cow=z
Xa° °X XA 4000 PSI CONCRETE ° ° , H , " wd ��x
° a ®° ° e WITH 6"x6"/1.4x1.4 W.W.F. 0" x 2, 0„ 1
6" CABC STONE �=~xw
a p ° 6" DIA. STEEL BOLLARD
2 >> G� p 8" 4009 PSI CONCRETE ° TYPICAL SEE DETAIL w SCE
SF 9.5C ASPHALT SLS WITI1 #4 REBAF� @ ( )( )a CIO
° 12 O.C. EACH WAY UK In p �o
CABC STONE COMPACTED ° O
----TCABC STONE COMPACTED TO 100% OF MAXIMUM p ° WOODEN SWING GATE
� LABORATORY DRY DENSITY p °
TO 100% OF MAXIMUM (° ° ASTM D 1557 OR AASHTO
Q LABORATORY DRY DENSITY T 180 p o x w PAVEIENT REPAIRS ON ROADS TO BE RESURFACED O J
u (ASTM D 1557 OR AASHTO ) co ° ° 12„ �,-4" 7 4" {PIPE IS PLACED UNDER EXISTING PAVEINENT) = O
T 180) w Q a ( >
Q ° Q 15" V-7" V-7" 0 V
Q p p ° p !� 1S" 1'-10" 7' 10„ W V/ O o
\/\ ° it „ v
NOTES: ✓// // // // // // // // // // // // // // // i o " 2"
COMPACTED �i\/\ MINIMUM 24" COMPACTED 30' 3''1 8 -i SURFACE COURSE # c Q
°
1. SIGN SHALL HAVE WHITE LETTERS ON A RED REFLECTIVE BACKGROUND. // // // // // // // // // // // // // //\� 0 38" 30 g" W-8" ML N z
SUBGRADE TO MINIMUM 98% w o }-
\ ° SUBGRADE TO MINIMUM 98% 11° s25.oe OR e25.00 W � .. �/e, Q
OF THE MAXIMUM DRY w p ° 42" 4'-5" 10'-5" BASE COURSE-7/ p LC U) 0
2. ALL SIGNS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF OF THE MAXIMUM DRY w o
DENSITY USING THE a q� 8" 4000 PSI CONCRETE " " ____ ____ a� > w =
UNIFORM TRAFFIC CONTROL DEVICES MUTCD PUBLISHED BY THE FEDERAL HIGHWAY DENSITY USING THE o ° 49 8 -0 11 -O a C Q
(MUTCD)
STANDARD PROCTOR TEST J SLAB WITH #4 REBAR @ EXISTING EXISTING az = a � c�
ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD. STANDARD PROCTOR TEST m ° ____ ____ ¢ o W _
p 12" O.C. EACH WAY W w _
LATCH ON m a 1' " 2'-0" x 2'-0" 1' 0" y a a z
THIS LEAF N w O o
D2.01 STOP SIGN DETAIL D2.02 TYPICAL LIGHT DUTY PAVEMENT CROSS SECTION D2.03 TYPICAL HEAVY DUTY CONCRETE CROSS SECTION p ° w dLLJ00 o W
DROP ROD ON THIS LEAF a Q J
NOT TO SCALE NOT TO SCALE o Cn � J
NOT TO SCALE x J CO >
J CO L
oof
�w
D2.04 DUMPSTER PAD DETAIL LU 00
NOT TO SCALE PAVEMENT REPAIRS ON ROADS NOT TO BE RESURFACED
(PIPE IS TO BE PLACED UNDER EXISTING PAVEMENT) EETIOF1
654.01 V
A
A �=
ELEVATION
PRESSURE
TREATED 2 X 4
SIMPSON GALVANIZED
FRAMING ANCHOR A34
ON UNDERSIDE OF 2x4's
TREATED 2 X 8 WOOD CAP
w/ GALVANIZED WOOD SCREWS
AT 12" OC STAGGER
COUNTERSINK HE
SIMPSON GALVAN12
FRAMING ANCH
A34 (T'
TREATED 2 X 4,
ATTACH w/ GALV
FRAMING ANCHOR
TO POST
�IJBMBI���[�I9
GALVANIZED
WOOD SCREWS,
COUNTERSINK
HEAD
4000 PSI CONCRETE
4" CRUSHED STONE
P LA N
SECTION A -A
PRESSURE
TREATED 2 X 4
PRESSURE TREATED (5)
1 X 6 VERTICAL BOARDS
45 MITER CORNERS OF
2 X 8 TOP CAP
PRESSURE TREATED
4 X 4 POST
GENERAL NOTES:
1. PRESERVATIVE PRESSURE TREAT LUMBER WITH WATER -BORNE PRESERVATIVES TO COMPLY WITH AWPA C2 AND C9,
RESPECTIVELY, AND WITH REQUIREMENTS INDICATED BELOW.
A. PRESSURE -TREAT ABOVE -GROUND ITEMS WITH WATER -BORNE PRESERVATIVES TO A MINIMUM RETENTION OF 0.25
PCF.
B. PRESSURE -TREAT WOOD MEMBERS IN CONTACT WITH THE GROUND WITH WATER -BORNE PRESERVATIVES TO A
MINIMUM RETENTION OF 0.40 PCF.
2. FASTENERS: OF SIZE AND TYPE INDICATED THAT COMPLY WITH THE FOLLOWING REQUIREMENTS. PROVIDE HOT -DIP
ZINC -COATED FASTENERS PER ASTM A 153 OR AISI TYPE 304 STAINLESS STEEL FASTENERS.
D2.05 DUMPSTER FENCE DETAIL
NOT TO SCALE
°
J
d
LLJ
TRANSVERSE
EXPANSION JOINT
SIDEWALK SURFACE
° Q °
°Q
1 /2"
1/8" RAD.- JOINT
FILLER
TRANSVERSE EXPANSION JOINT
PROPOSED SIDEWALK
(CONC. 4000 P.S.I. MIN.)
SEE PLAN GROOVE SURFACE VARIES f- 1/2"/FT.
(SEE PLAN) 1/4"/FT. All
LLJ
COMPACTED EARTH
Q° o
°w a
0
a r
n °
TYPICAL SECTION
N. T. S.
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"/ 1.4xl.4 W.W.F. REQUIRED IN ALL SIDEWALKS.
SIDEWALK DETAIL
D2.O8 NOT TO SCALE
2' NOTES:
TRANSITION 1. TRANSVERSE
NORMAL CURB EXPANSION JOINTS TO
& GUTTER BE A MAXIMUM OF 30
FEET.
2. ALL CONCRETE BE
FINISHED WITH CURING
/ COMPOUND.
D2.10 CURB & GUTTER END TREATMENT
NOT TO SCALE
r-► A
6„ 1/2" RAD.
� f
SEE PAVING DETAIL 2" RAD.
ASPHALT FG
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
COMPACTED CABC UNDER
PAVING
A
1/8" RAD. (TYP) 00
I
N _ II JOINT SEALER
I
• I 9
JOINT FILLER 1 /2
1
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 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
D2.06 CONCRETE CURB & GUTTER (18") DETAIL
NOT TO SCALE
WALK WIDTH
6"
SCORE PER PLAN
/--- 3" RADIUS
4" WASHED STONE Nip
COURSE 5 7 OR
SURFACECOURSE
COMPACTED SUBGRADE
BASE COURSE
4"
CONCRETE WITH 61IX611/
1.4xl.4 W.W.F. 6
NOTES:
PROVIDE SEALED 1/2" EXPANSION JOINTS AT 40'-0" O.C. AND
AT RIGID STRUCTURES; 1" DEEP TOOLED JOINTS AT 8'-0" O.C.
D2.09 TURNED DOWN SIDEWALK DETAIL
NOT TO SCALE
RAMP AREA (SEE
DETAIL)
HANDICAP SIGN
(SEE DETAIL)
PROPOSED STRIPING
FOR PARKING TO BE
4" WIDE
PROPOSED STRIPING
FOR ACCESS ISLE TO
BE 6" WIDE
8' 5' OR 8' 8'
21' or 24'
NOTES:
1. ACCESS AISLE FOR CARS SHALL BE 5' AND FOR VANS 8'
2. 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.
D2.11 STRIPING AND HANDICAP PARKING DETAIL
NOT TO SCALE
1 2%6"
12"x9"
RESERVED 1
PARKING
V/ A N
ACCESSIBLE
MAX PENALTY
$250
60" MIN
RESERVED
PARKING
VAN
ACCESSIBLE
MAX PENALTY
$250
0.080" ALUMINUM HANDICAP PARKING
SIGN. BOLT WITH 5/16" CADMIUM
PLATED BOLT, NUTS AND WASHERS.
GALVANIZED STEEL "U" POST
WITH WEIGHT OF 2 LBS/FT,
EXTEND INTO GROUND
GROUND SURFACE
24"
NOTES:
1. RESERVED PARKING SIGN SHALL INCLUDE A WHITE WHEELCHAIR SYMBOL ON A BLUE SQUARE.
2. SIGNS SHALL HAVE A GREEN LEGEND AND BORDER ON A WHITE BACKGROUND.
2. SIGNS IDENTIFYING VAN PARKING SPACES SHALL CONTAIN THE DESIGNATION "VAN ACCESSIBLE".
3. ALL SIGNS AND STRIPING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
ACCESSIBLE PARKING SPACE SIGN
D2.12
�9
NOTE:
ISOMETRIC VIEW
USE NEENAH FOUNDRY COMPANY R-4984 DETECTABLE WARNING
PLATE OR EQUAL. MUST COMPLY WITH ADAAG (AMERICANS WITH
DISABILITIES ACT ACCESSIBILITY GUIDELINES) AND
ARCHITECTURAL BARRIER ACT 1968 GUIDELINES.
1-15/16"
82
-04
A
W+A+9"
X
B
0.0'
5.8'
5.8'
5. 0'*
0.0'
6. 8'
6.8'
6. 0'*
0.0'
7.8'
7.3'
6.5'**
0. 0'
8.8'
7.3'
6.5'**
2. 0'
7.8'
7.8'
5. 0'
2.5'
8.3'
8.1'
4.8'
3.0'
8.8'
8.3'
4.4'
3.5'
9.3'
8.4'
4. 1'
4. 0'
9.8,
S.6'
3. 8'
4.5'
10.3'
8.7'
3.4'
5.0'
10.8'
8.9'
3. 1'
LINE OF BUILDING, PLANTED AREA
FENCE, ETC.
TRUNCATED DOMES MEETING ADA GUIDELINES
SHALL BE INSTALLED FOR THE LAST 2 FEET
OF THE RAMP AT ITS INTERFACE WITH THE
STREET, AT THE FULL WIDTH OF THE RAMP
(TO BE INSTALLED ON ALL CROSSWALKS)
<
O
0 0000 0000
e000000000000
100,
4' MIN
16' MIN
CURB SLOPES DOWN
AT SAME RATE AS
SIDE FLARES.
MAX
B = X-(A+9")
B = DISTANCE FROM FRONT EDGE OF SIDEWALK
TO BACK POINT OF 12:1 (8.33%) SLOPE.
* BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
NOTE:
1.SINGLE RAMPS MAY ONLY BE USED WHERE
SIDEWALK WILL NOT BE INSTALLED ALONG
THE SIDE STREET OR DRIVEWAY.
2. RAMPS INSTALLED ALONG N.C.D.O.T.
ROADWAYS MUST MEET N.C.D.O.T.
STANDARD 848.05.
CAST IRON DETECTABLE
WARNING PATE
D2.14 STANDARD WHEELCHAIR RAMP
NOT TO SCALE
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 1:10 MAXIMUM SLOPE.
ACCESSIBLE ROUTE CROSSES
OVER CURB CUT LINE OF BUILDING, PLANTED AREA
AND SIDE FLARES. FENCE, ETC.
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4' MIN
16' MIN
CURB SLOPES DOWN
AT SAME RATE AS
SIDE FLARES.
D2.13 HANDICAPPED RAMP DETAIL
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.
SIDEWALK �5' STD)
5„ A B
DROP CURB UTILITY STRIP
(STD. 2'6" CURB 0.02 (MIN.) 0.01 (MIN.)
& GUTTER SHOWN) 0.08 (MAX) 0.04 (MAX)
0.04 (NORM) 0.02 (NORM)
R=3"
12:1 MAX RAMP
g„ DETECTABLE WARNING
XPLATE (SEE DETAIL)
SECTION B-B.
4'-0"
6'-0" MIN 6'-0'
SIDEWALK CURB DROP CURB
ELEVATION TRANSITION CURB TRANSITION TOP OF
CURB
VARIABLE SLOPE NOT TO
EXCEED 12:1 (8.33%) SECTION A -A.
DETECTABLE WARNING
LATE TO BE INSTALLEI
RE SIDEWALK INTERSE
ROAD (SEE DETAIL)
PLAN VIEW
STREET
GUTTER
ION JOINT
N S9.513 ASPHALT
N I19.013 ASPHALT BINDER
CABC STONE COMPACTED
TO 100% OF MAXIMUM
LABORATORY DRY DENSITY
(ASTM D 1557 OR AASHTO
T 180)
MINIMUM 24" COMPACTED
SUBGRADE TO MINIMUM 98%
OF THE MAXIMUM DRY
DENSITY USING THE
MODIFIED PROCTOR TEST
D2.15 TYPICAL HEAVY DUTY PAVEMENT CROSS SECTION
NOT TO SCALE
6„ 4'-0" 6„ TOOLED EDGE (TYP)
FINISH GRADE FINISH GRADE
3" RADIUS (TYP)
11=111-- 4000 PSI II �11=11
1111�IIll CONCRETE l AID 6"
111 • 11-,
1�1=11 III- 6'
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
CONCRETE FLUME DETAIL
D2.16 NOT TO SCALE
SITE DETAILS
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. @ 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
=Qa�
-vain
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U �°W-
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0�
DWG NO.
C921
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

8' MAX
/ Q
/
CLASS 'ACLASS 'A' STONE
8 IN. MIN. DEPTH
N OTE:
1. TOP, FRAME, AND GRATE SHALL
BE PLACED ON TOP OF BRICKS
NCDOT #5 OR #57
WASHED STONE
BRICKS TO ALLOW
DE -WATERING
THROUGH VOID�f
Z
vy
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NOTES
vov=x
1.
PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE
F� 0
TRUCKS.
Fx�xw
2.
LOCATE ENTRANCES TO PROVIDE FOR UTILIZATION
U
BY ALL CONSTRUCTION VEHICLES.
o v v
3.
MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT
x y
TRACKING OR DIRECT FLOW OF MUD ONTO STREETS.
a o
PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY.
wo
4.
ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE
CLEANED UP IMMEDIATELY.
S.
LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF
INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE
FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
B.
NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO
W
BE DETERMINED BY THE ENGINEER.
v
7.
USE CLASS 'A' STONE OR OTHER COARSE AGGREGATE APPROVED
=
cr
BY THE ENGINEER.
C3
8.
INSTALL CONSTRUCTION ENTRANCES IN A WAY TO PREVENT VEHICLES
LL
FROM BYPASSING CONSTRUCTION ENTRANCE LEAVING PROJECT SITE.
z
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Z
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M
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0
x GC
N
M
C
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9
NOTE:
PLACE GEOTEXTILE FOR DRAINAGE BENEATH STONE
4' MAX
�)a000(g °0000 b o
3'- 4'
EET 1 Of 1
607.01
2" STEEL ANGLE SET
18" IN GROUND
2:1 SLOPE,
GRAVEL FILTER
o
19 GAUGE HARDWARE CLOTH
i OPENINGS
4" SPACES
3RICKS TO ALLOW
ING THROUGH VOIDS
CONSTRUCTION NOTES:
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
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
D3.03 NOT TO SCALE
a
ro
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
a La o
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. Lo 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.
D3.09 RIP -RAP APRON
NOT TO SCALE
MIN. 10 GA. LINE
WIRES (TYP)
FRONT VIEW
CONSTRUCTION NOTES: MATERIALS NOTES:
"EL POST
ASTIC OR
RE TIES (TYP)
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FILTER FABRIC
0 5'-0"
I
J. 12-1 /2 GA. N
-ERMEDIATE o
RES (TYP) n
b III ; FILL SLOPE
EX. GRADE
EX. GRADE ANCHOR 12" LONG SKIRT IN
TRENCH 8" DEEP AND 4" WIDE*
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY
STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS
FABRICS.
CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461,
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES
WHICH IS SHOWN IN PART IN TABLE 6.62b OF THE
NOT EXCEED 24" ABOVE THE GROUND SURFACE. (HIGHER
NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND
FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO
DESIGN MANUAL.
CAUSE FAILURE OF THE STRUCTURE.)
2•
SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS
RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM
ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
OF 6 MONTHS OF EXPECTED UUUABLE CONSTRUCTION LIFE
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY
AT A TEMPERATURE RANGE OF 0 TO 120`F.
FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST
WITH 4' MIN. OVERLAP TO THE NEXT POST.
3. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33
LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF 5 FEET.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE
MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE
FACILITATE FASTENING THE FABRIC.
POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE
4. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER
REINFORCEMENT, THEN THE FABRIC ON THE UPSLOPE SIDE
FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND
OF THE FENCE POST. WIRE OR PLASTIC TIES SHOULD
A MAXIMUM MESH SPACING OF 6 INCHES.
HAVE A MIN. 50 lb TENSILE STRENGTH.
NOTES:
5. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8"
DEEP ALONG THE PROPOSED LINE OF POSTS AND
USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT
UPSLOPE FROM THE BARRIER.
EXCEED 1 /4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW
6. PLACE 12" OF THE FABRIC ALONG THE BOTTOM AND SIDE
OF THE TRENCH.
* FOR REPAIR OF SILT FENCE FAILURES, USE No. 57 WASHED
STONE. AS AN ANCHOR WHEN SILT FENCE IS PROTECTING
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE
CATCH BASIN.
FILTER FABRIC AND COMPACT. THOROUGH COMPACTION
OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
SILT FENCE
D3.O2 NOT TO SCALE
NISHED GRADE
Ln
j\/j C350 DITCH LINER
NOTE: 2
DITCH SLOPE TO BE AT A 2% MIN SLOPE PERMANENT DRAINAGE DITCH'A'
FROM INLET TO OUTLET D3.04 NOT TO SCALE
lnlnvr=la nl rr=o r= noolr
D3.06 CONCENTRATED FLOW OUTLETS -
SILT FENCE
NOT TO SCALE
CHANNEL INSTALLATION
12"
N.
4"
-STEEL POST
WIRE FENCING
OQ�
6" � II-
���'� II=III-
III�I C'
-STEEL POST
WIRE FENCING
-CLASS I RIP RAP
#5 WASHED STONE
4"-6"
(1Ocm-15cm)
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL-0-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
14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47725
USA 1-800-772-2040
CANADA 1-800-448-2040
www n°gre n.c°m
-111-1�1= 4 tNow COMPACTED SOIL
1�l,ll�l_ �2' MIN
EXISTING
-Ill-II_Ill- 11
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1' DITCH DEPTH INIll-
ORIGINAL GROUND-IIIIII I-II,I�IIIIIIIT=II�T�I�IIll=1
1= -1
CONSTRUCTION SPECIFICATIONS:-III-III-
6' TYP
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH,
STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS
ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT
THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE
RE -GRADING AND CLEAN OUT.
5. CONSTRUCT ALL TEMPORARY DIVERSION DITCHES WITH A MINIMUM
2% SLOPE.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT
WILL REMAIN IN PLACE LESS THAN 30 WORKING DAYS.
TEMPORARY DIVERSION DITCH
D3.05 NOT TO SCALE
Dewatering Device
or dirt/sediment bag)
Discharge Hose
Dewatering Pump
P (as needed)
Sump -hole
} Or Pool
A A 12" Min Depth
Flow Flow 2' Min Diameter
Work Area
Sandbag/Stone Barrier
Intake
Hose
P
Discharge Hose
Diversion Pump
Discharge Pump
Into Velocity Work Area
Dissipater Length Not To Exceed
That Which Can Be
Completed In One Day
Sheeting
Work Area (2 Foot Minimum)
Cross Section Of Sandbag/Stone Diversion
SECTION A -A
PUMP AROUND / DEWATERING
D3.07 PLAN VIEW DETAIL
NOT TO SCALE
Base Flow + 1 Foot
TOP VIEW
= SEWN IN NECK
DIRTBAG
3
OPENING
ACCOMO➢ATES UP
TO 4' ➢ISCHARGE
LENGTH HOSE
NOTES:
1) DIRTBAG TO BE PLACED ON AGGREGATE OR STRAW
2) SEAMS MUST BE HIGH STRENGTH DOUBLE STITCHED 'J" SEAMS
3) SEAM MUST BE TESTED UNDER ASTM D-4884, ACF TEST RESULTS AVAILABLE UPON REQUEST
4) THIS WORK SHALL CONSIST OF FURNISHING, PLACING AND REMOVAL OF ASSOCIATED DEVICE
4) CONTRACTOR IS REQUIRED TO USE A DIRTBAG DB-55 OR APPROVED EQUIVELENT
CROSS SECTION
T
DB55 FABRIC PROPERTIES
PROPERTY TEST METHOD MARV
TENSILE STRENGTH ASTM D-4622 205 LBS
ELONGATION ASTM D-4632 50%
CBR PUNCTURE ASTM D-6241 525 LBS
UV RESISTANCE ASTM D-4355 70%
AOS ASTM D-4751 80 US SIEVE
PERMITTIVITY ASTM D-4491 1.4 SEC-1
FLOW RATE ASTM D-4491 90 GPM/SF
CORPORATE OFFICE
2831 CARDWELL ROAD
ACF DB55 DIRTBAG
RICHMOND, VA 23234
]��, ]M= PH 930-448-3636
FOR ADDITIONAL INFORMATION PLEASE CONTACT ACF ENVIMNNENTAL
•-n 4-T r u+•- WVVACFENV[RONTENTAL.mM
PH: 8110-4413-3636 / WWWACFENVIRGgWNFAL.COM
DEWATERING BAG
D3.O8 NOT TO SCALE
EROSION CONTROL NOTES
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS
OF NCDEQ. THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED WITH FOR ALL WORK. ALL BORROW
AND/OR WASTE MUST COME FROM OR GO TO A PERMITTED SITE OR FACILITY. CONTRACTOR TO PROVIDE NCDEQ
INSPECTOR WITH PERMIT NUMBER OF BORROW/WASTE SITE BEFORE TRANSPORTING MATERIALS.
1. OBTAIN LAND DISTURBING PERMIT.
2. INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY NCDEQ.
3. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON -SITE INSPECTION BY A REPRESENTATIVE OF NCDEQ.
4. PROCEED WITH GRADING, CLEARING AND GRUBBING.
5. ALL STOCKPILES TO BE SURROUNDED BY SILT FENCE ON LOW SIDE WITH ACCESS FROM THE HIGHER SIDE.
STOCKPILES TO BE LOCATED MINIMUM OF 50 FEET FROM ANY STORMWATER INLET, STREAM BUFFER, OR WETLAND.
6. SEED AND MULCH DENUDED AREA AS SOON AS POSSIBLE BUT NO LATER THAN 15 DAYS AFTER FINISHED GRADE
ARE ESTABLISHED. TEMPORARY SEED AND SOIL AMENDMENTS SHALL BE PLACED ON A PREPARED (ROUGHENED,
TRACKED, OR RAKED) SEEDBED AT A RATE DETERMINED BY SOIL TESTING, OR AS STATED BELOW (RATES PER
ACRE):
TEMPORARY SEEDING OF BUILDABLE AREAS
MULCH 300 LBS
OATS 100 LBS
FOR LATE WINTER/EARLY SPRING SEEDING ADD TO THE ABOVE:
RYE GRAIN 120 LBS
ANNUAL LESPEDEZA 50 LBS (OMIT IF COVER IS NOT TO EXTEND BEYOND JUNE)
FOR SUMMER SEEDING ADD:
GERMAN MILLET 40 LBS
FOR FALL ADD:
RYE GRAIN 120 LBS
FOR ALL SLOPES 2:1 OR STEEPER ADD TO THE ABOVE:
PANICUM VIRGATUM 40 LBS
IF HYDROSEEDING IS USED, WOOD CELLULOSE MAY BE SUBSTITUTED FOR STRAW MULCH AT THE RATE OF 1,000 LBS
PER ACRE.
7. USE NORTH CAROLINA NATIVE RIPARIAN SEED LIST FOR ANY SEEDING/PLANTINGS WITHIN ANY RIPARIAN/TROUT
BUFFER. NO FERTILIZERS OR ASPHALT TACKIFIER WITHIN RIPARIAN/TROUT BUFFERS.
8. ALL WORK WITHIN STREAM/WETLAND BUFFERS MUST BE STABILIZED AT THE END OF EACH DAY.
8. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
9. REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
10. REQUEST FINAL APPROVAL BY NCDEQ.
CONSTRUCTION SEQUENCE
1. NOTIFY NCDEQ INSPECTOR 48 HOURS BEFORE CONSTRUCTION BEGINS.
2. INSTALL SITE CONSTRUCTION ENTRANCE/STONE STAGING/MOBILIZATION AREA.
2. INSTALL SILT FENCE BELOW SKIMMER BASIN 'A.' INSTALL SKIMMER BASIN 'A', REMAINING
SILT FENCES, TEMPORARY DIVERSION DITCHES, PERMANENT DITCHES, PROPOSED STORM
BYPASS 'C', AND CULVERTS 'Z1' AND 'Z2'. WORK WITHIN DRAINAGE BASINS WILL REQUIRE
INSTALLATION OF ALL SEDIMENT CONTROL COMPONENTS. ESTABLISH CONSTRUCTION
ROUTES AND INSTALL RAIN GAUGE ON -SITE. STABILIZE SEDIMENT BASIN IMMEDIATELY
UPON COMPLETION.
3. STREAM CONSTRUCTION ACTIVITIES MUST BE COMPLETED IN ACCORDANCE WITH DETAIL
D3.07 AND D3.08. DETAIL MUST BE CONSTRUCTED FROM UPSTREAM TO DOWNSTREAM
DIRECTION. NO WORK CAN COINCIDE WITH RAINFALL. NOTHING SHALL BE PLACED IN
THE STREAM UNTIL ALL MATERIALS ARE ON SITE AND THE INSTALLATION IS READY TO
PROCEED. CONTRACTOR MUST MONITOR TURBIDITY BELOW THE PROJECT AREA. IF THE
TURBIDITY EXCEEDS 10 NTU WHEN MEASURED 20 FEET DOWNSTREAM OF THE WORK AREA,
THE PROJECT MUST BE HALTED, THE TURBIDITY MUST BE ALLOWED TO SETTLE, AND
WORK CANNOT RESUME UNTIL THE 10 NTU STANDARD IS MET. ALL COMPONENTS OF THE
WORK MUST BE REMOVED IMMEDIATELY UPON COMPLETION OF THE INSTALLATION. ALL
WORK WITHIN STREAM/WETLAND BUFFERS MUST BE STABILIZED AT THE END OF EACH
DAY. ANY STABILIZATION MATTING, STAKING, ETC. WITHIN THE STREAM MUST BE
COMPLETELY BIODEGRADABLE (NO PLASTIC REINFORCEMENT).
4. PROCEED WITH CLEARING AND GRUBBING. NO MAJOR GRADING ACTIVITIES SHOULD BE
PREDICTED PERIODS OF WET WEATHER, I.E. HURRICANES, ETC.
5. PROCEED WITH GRADING AND EROSION CONTROL MAINTENANCE. NPDES LOG TO BE KEPT
CURRENT AND ACCESSIBLE AT PROJECT SITE AT ALL TIMES.
6. CONSTRUCT PROPOSED STORM DRAINAGE SYSTEM WITH INLET AND OUTLET PROTECTION.
MAINTAIN EROSION CONTROL DEVICES. INSTALL INLET PROTECTION BY THE END OF THE
WORKDAY FOR ALL CONSTRUCTED STORMWATER INLETS.
7. APPLY TEMPORARY AND PERMANENT SEEDING, RIP RAP AND STABILIZATION MEASURES.
8. PROCEED WITH REMAINING SITEWORK. SITE MUST BE "STORM READY" BEFORE ANY
PROLONGED BREAKS IN CONSTRUCTION INCLUDING WEEKENDS.
9. ONCE THE UPSTREAM SITE IS STABILIZED AND UPON ENGINEER & NCDEQ APPROVAL AND
CLEANING OF ALL UPSTREAM PIPING, CONVERT SKIMMER BASIN 'A' TO PROPOSED WET
POND 'A'. COMPLETE GRADING, SITEWORK & STABILIZATION WITH PERMANENT SEEDING,
MULCH, AND LANDSCAPE.
10. MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER EACH RAINFALL.
ALL REPAIRS NECESSARY SHOULD BE MADE IMMEDIATELY AND IN STRICT ACCORDANCE
WITH MITCHELL COUNTY STANDARDS AND NPDES PERMIT.
11. NOTIFY NCDEQ INSPECTOR WHEN PROJECT IS READY FOR A CLOSE OUT INSPECTION.
SUBMIT NOTICE OF TERMINATION WHEN THE CLOSE OUT INSPECTION IS RECEIVED.
GROUND STABILIZATION
SITE AREA DESCRIPTION
STABILIZATION
STABILIZATION TIME
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HOW) 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
HOW 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))
GENERAL NOTES FOR EROSION CONTROL
1. ALL GRADING AND SOIL EROSION CONTROL MEASURES ON THIS SITE MUST BE AUTHORIZED
BY PERMITS ISSUED BY MITCHELL COUNTY. 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,
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
MITCHELL COUNTY. 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
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. 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.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
UTILITY COMPANY PERFORMS THE WORK.
11. ALL AREAS WHERE THERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED AND MULCHED
ACCORDING TO THE SPECIFICATIONS NOTES IN THE PLANS. SITE STABILIZATION IS A
PERFORMANCE BASED REQUIREMENT, AND THE SITE WILL NOT BE ACCEPTED UNTIL
PERMANENT VEGETATION IS ESTABLISHED TO THE SATISFACTION OF THE ENGINEER.
12. 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 MITCHELL COUNTY STANDARDS AND NPDES
PERMIT. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM
PLANS FOR PREPARATION OF FINAL RECORD DRAWINGS.
13. ALL SLOPES GREATER THAN 2:1 SLOPE AND OVER 5' IN HEIGHT SHALL BE CERTIFIED BY A
LICENSED PROFESSIONAL AS REQUIRED BY MITCHELL COUNTY.
14. 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 MITCHELL COUNTY INSPECTOR PRIOR TO CONSTRUCTION.
15. 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
16. 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.
17. ALL FILL MATERIAL, UNLESS A PERMIT FROM NCDEQ DIVISION OF WASTE MANAGEMENT TO
OPERATE A LANDFILL IS ON FILE FOR THE OFFICIAL 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.
EROSION CONTROL MAINTENANCE NOTES:
1. INSPECT EROSION CONTROL MEASURES ONCE A WEEK AND AFTER EVERY SIGNIFICANT RAINFALL.
CONTRACTOR TO INSPECT MEASURES FOR COMPLIANCE WITH PLANS AND DETAILS; INCLUDING
SEDIMENT ACCUMULATION BEYOND DETAIL ALLOWANCE, AND ALSO DAMAGE OR FAILURE OF
MEASURES.
2. WHEN SEDIMENT ACCUMULATION EXCEEDS DETAIL ALLOWANCE, CONTRACTOR TO REMOVE SEDIMENT
AND/OR DEBRIS, AND RELOCATE TO ANOTHER AREA WITH SEDIMENT CONTROLS.
3. WHEN MEASURES ARE FOUND TO BE DAMAGED, CONTRACTOR TO REPAIR IMMEDIATELY TO BRING
MEASURE BACK INTO COMPLIANCE WITH PLANS AND DETAILS.
4. IF MEASURES ARE FOUND TO BE INSUFFICIENT, CONTRACTOR TO INSTALL ADDITIONAL MEASURES
AS NEEDED TO ENSURE SEDIMENT REMAINS CONTROLLED ONSITE AS REQUIRED.
5. CONTRACTOR TO REMOVE MEASURES AND BRING AREA TO GRADE ONCE CONFORMATION OF SITE
STABILIZATION HAS BEEN REQUESTED AND RECEIVED FROM PROJECT ENGINEER.
1
CDC INSPECTIONS HOTLINE:
828-771-4755 OR INSPECTION@CDCGO. COM
Know what's below. ""`_
Call before you dig. NORTH
ROUGH GRADING & EROSION
CONTROL DETAILS
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
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D3.10 CHANNEL LINER INSTALLATION
NOT TO SCALE
DWG NO.
C931
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

PEAK ROOF TRASHRACK
SKIMMER
(SEE DETAIL)
RISER CREST
ELEV. 2725.0'
SEDIMENT REMOVAL
MARK
ELEV.
2723.5'
RISER
INVERT
ELEV.
2722.0'
CLASS
B STONE PAD
I I
111= 111=1LLI I1=
'I=III-III-III
(4'x4'xl' MIN)
l-III-III-
FLEXIBLE
CONNECTION TO
SKIMMER
(SEE DETAIL)
CONCRETE
ANTI -FLOATATION
PAD
/ 1P
+ I I
/ \
PROPOSED TEMPORARY SKIMMER BASIN 'A' (SEE DETAIL D3.11, D3.14)
STORAGE SURFACE AREA: 14,796 SF
STORAGE DEPTH: 2'
MAX. SIDE SLOPES: 2.1:1
CONTRACTOR SHALL CONVERT TO WET POND 'A' ONCE SITE IS
STABILIZED AND APPROVED BY NCDEQ
\ A5 \ \ \
\ 0.11 AC. \ \ / EXISTING 2' CONTOURS (TYP) \ \ \
\3X \ \ \ \ \
3 AC. \ \
PROPOSED TEMPORARY 2' CONTOURS (TYP) \\ \ \
�C \
AC.
/
_ 1 ,
+
PROPOSED EMERGENCY SPILLWAY WITH
/ CLASS B STONE (SEE DETAIL D3.11) ll1,
C \+
BOTTOM ELEV: 2724.5'
BOTTOM WIDTH: 29'
SIDE SLOPES: 2:1
DEPTH: 1.5'
II
0 PROPOSED TOP OF STORAGE
ELEV: 2724.0')CN
\ \ SB
PROPOSED BASIN BOTTOM \ \ �� \\ V)
ELEV.: 2722.0" ) \ \
I y I •I
S
PROPOSED BAFFLE (SEE DETAIL D3.15)
\ I \
U) \\ \< \
PROPOSED 10' WIDE BERM ems,\ \\\\ \
ELEV 2726 0'MAIO\ \
�+ . r �
TD TD 4-
/
/ /CD
'
N
PROPOSED 3.0" SKIMMER WITH 3.0"0
ORIFICE (TYP) (SEE DETAIL D3.12)
PROPOSED TEMPORARY 30" HDPE PIPE
(1.0% MINIMUM SLOPE) (SEE DETAIL D3.13)
- - SF SF SF
I
F rt '' SF S>F - SF �- S - SF S SF - \
_ I _
PROPOSED TEMPORARY RISER STRUCTURE \ \ - _ _ _ i log -
(SEE DETAIL D3.13) - - _ - - - _ \ I 'd
meanAN
1.0' MIN
FREEBOARD
10. a'
SELECTED FILL
PLACED IN LAYERS
AND COMPACTED
TEMPORARY SKIMMER BASIN "A"
SCALE: 1 " = 20'
BERM TOP
EMERGENCY SPILLWAY
EMBANKMENT STABILIZED
WITH VEGETATION
2.5.1 SLOPE MAX.
CMP BARREL_
-III=III=III=III= _ _ _
ill-lll,��lll���llll��lll,,lll-III-
ANTI -SEEP COLLAR
(SEE DETAIL)
L
CUT-OFF TRENCH
2' DEEP, 3' BOTTOM
2:1 SIDE SLOPES
SECTION THROUGH EMBANKMENT
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.
SEDIMENT BASIN
D3.11 NOT TO SCALE
ELEVATION OF OVERFLOW
(SEE PLAN VIEW FOR
ELEVATIONS)
CONCRE
STRUCTURE (�
VIEW FOI
SOTTO
SEDIMENT
4" SCH 40 COUP
FROM POND SKIN
TO BE CONNECTEC
4" SCH 40
TRASH RACK
5WIDE BERM
CONCRETE SLAB
TEMPORARY RISER STRUCTURE
D3.13 AT TEMPORARY SEDIMENT BASIN
NOT TO SCALE
SUPPORT POST,
SUPPORT ROPE TO 24" INTO BOTTOM STAKE TO
WIRE TO PREVENT SAGGING OR SIDE SUPPORT WIRE
PE
'E TO TIE INTO
DRM STRUCTURE
=E PLAN)
BAFFLE MATERIAL
11 GAUGE
/\ \//\\ LANDSCAPING
�j�/�//� j�/j j�// STAPLE
j \C\\j\\j j\\ j\CC\/C\
STEEL POST
// BAFFLE MATERIAL SHOULD BE
SECURED TO THE BOTTOM OF
12 ELANDSCAPESIDES
IDBASIN USING
STAPLES
P LE S
COIR MESH OR SIMILAR,
TRENCHED INTO BOTTOM
OR SIDE
BAFFLE DETAIL
D3.15 NOT TO SCALE
PROPOSED LIMITS OF DISTURBANCE (TYP)
PROPOSED TEMPORARY RIP RAP APRON 'A'
LENGTH: 24.0'
WIDTH AT FES: 6'
WIDTH AT END: 26.0'
DEPTH: 18"
STONE CLASS: B
(SEE DETAIL D3.09)
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
D3.12 POND SKIMMER DETAIL
NOT TO SCALE
MAINTENANCE NOTES
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN
IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH
SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREA.
EARTHEN EMI
+
+ ++ +
+ �� C-_- - �_� + �- ++ + + INLET ZONE
+ + + + - - - + + 25% OF SURFACE AREA
+ + +-� - - + + FIRST CHAMBER
+
++ + + ++ + - III -III + + + 25% OF SURFACE AREA
+ +
+ + + + - + +
SECOND CHAMBER
25% OF SURFACE AREA
NOTES:
OUTLET ZONE
1. POROUS BAFFLE USING JUTE NET BACKED 25% OF SURFACE AREA
BY COIR EROSION BLANKET (OR EQUIVALENT).
2. SEE FIGURE 6.65B OF NCDENR MANUAL OUTLET STRUCTURE
FOR CROSS SECTION OF POROUS BATTLE. WITH RISER BARREL
(SEE DETAIL)
D3.14 SEDIMENT TRAP / BASIN BAFFLE DETAIL
NOT TO SCALE
SLOPE INSTALLATION
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 SLOPE 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 THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. 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. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5cm-12.5cm) OVERLAP DEPENDING
ON BLANKET TYPE. 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 PREVIOUSLY INSTALLED BLANKET.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE
BLANKET WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE NECESSARY TO
PROPERLY SECURE THE BLANKETS.
D3.16 EROSION CONTROL SLOPE MATTING INSTALLATION
NOT TO SCALE
1
FILTREXX® SILT SOXXTM
2" HEADWIDTH WOODEN
STAKESPLACED 10' ON CENTER
FILTREXX®SILT SOXXT"
(SEE PLANS FOR SIZE)
AREA TO BE PROTECTED
WORK AREA
SECTION VIEW
2" HEADWIDTH WOODEN
STAKES PLACED 10' O.C.
AREA TO BE
PROTECTED
�o
FLOW
WORK AREA I I
TOP VIEW
NOTES:
1. ALL MATERIAL TO MEET FILTREXX®SPECIFICATIONS. OPENING
2. SILT SOXXTmFILL TO MEET APPLICATION ACCOMODATESUP
REQUIREMENTS. TO V DISCHARGE
3. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS HOSE
DETERMINED BY ENGINEER.
SILT SOCK
D3.17 NOT TO SCALE
FILTREXX®SILT SOXXT"^
(SEE PLANS FOR SIZE)
FILTREXX® PYRAMID STAKING DETAIL
(2) 2%2%48+" HARDWOOD
STAKES, WRAPPED TOGETHER
WITH 16 GUAGE WIRE, 10' O.C.
2%2%36" HARDWOOD STAKE,
10' O.C., STARTING 5' FROM
ANGLED STAKES
COMPOST SOCK CONNECTION/ATTACHMENT DETAIL
OVERLAPPING SEC]
FORM CONNECTION
(IVH t J HY\IIV I� Ur I IUIN
CLOSED END
NAME DATE Itre
FM auumoNaL FOPIM acaEE CON-aEr ENviaoNH<nttai
DIMENSIONS ARE IN INCHES Pn eo a0-a676, WvvusEWR0NHENEoLeoa
ANGULAR: BEND f 2' DRAWN DAN VIV2013 vrr�rrornrrew,a
TWO PLACE DECIMAL i Ol5 W Fob"+ It
THREE PLACE DECIMAL i .005 CHECKED
ECO mEo CURPORA11 OFFICR
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CDC INSPECTIONS HOTLINE:
828-771-4755 OR INSPECTION@CDCGO. COM
Know what's below.
Call before you dig. NORTH
ROUGH GRADING & EROSION
CONTROL DETAILS
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE: 12/2/2022
DRAWN BY: JCP
=Q
ar _Za
y°o�=�Q;
DWG NO.
C932
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

MINIMUM TRENCH WIDTHS
ALL NON-FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC -TYPE
WARNING TAPE INSTALLED IN THE
BACKFILL AT LEAST 6" BELOW GRADE.
w w
a_ o_
a_ n
o
N �
FINAL BACKFILL
(SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
CE w
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o w \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\
0Q\\\\\�/\\\\\ o
\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ w
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INITIAL BACKFILL
(COMPACTED TO 98%
SPRINGLINE E;o
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
SUITABLE
FOUNDATION
MIN. TRENCH WIDTH
(SEE TABLE)
PIPE DIAMETER
MIN. TRENCH WIDTH
12"
30"
15"
34"
18"
39"
24"
48"
30"
56"
36"
64"
42"
72"
48"
so,,
54'
88"
60
96"
MAXIMUM COVER
PIPE
DIAMETER
CLASS
1
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
23'
17'
30"
34'
23'
17'
36"
34'
23'
16'
42"
34'
23'
16'
48"
31 '
21 '
15'
54"
31 '
21 '
15'
60"
31 '
21 '
15'
To *ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
OF THE STANDARD PROCTOR
NOTES:
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, 11, OR, III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm - 600 mm);
6"(150 mm) FOR 30"-60" (750 mm - 900 mm).
5. HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, 11, OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN
OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND
SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48"
DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP
OF RIGID PAVEMENT. HEAVY CONSTRUCTION LOADS MAY REQUIRE ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT
CONSTRUCTION LOADS WILL NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED.
7. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
D4.01 HDPE TRENCH INSTALLATION DETAIL
NOT TO SCALE
STANDARD SCHEDULE
TOP
O.D. HEIGHT
6"
8
SLAB
WT./LBS
702
940
O.D. HEIGHT
0.67'
1.33'
2.67
RISER
WIABS
503
998
2,003
SOLID
O.D. HEIGHT
3.0'
3.5'
BASE
WT/LBS
1,934
2,161
SEE SCHEDULE
TOP SLAB
RISER
SEJ�
E
SCHEDULE
WAFFLE BASE SEE
SCHEDULE
SOLID TOP OR ACCESS
OPENINGS AS REQUIRED
LIFTING
HOLES (4)
LIFTING
HOLES (4)
36"
16 36"
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
D4.04 2' X 2' YARD INLET
NOT TO SCALE
SHALLOW TYPE
(5 FEET OR LESS IN DEPTH)
SEE NOTE 'A'
LO
0
w
w
6" MIN.
26"
X
w
0
�
o
MIN. 6" WASHED
STONE BEDDING
INTERMEDIATE TYPE (4'X4' INTERIOR
(5 FEET TO 20 FEET IN DEPTH)
STANDARD STANDARD
-
STEPS 16" STEPS 16" ON
36" -
ON CENTER CENTER
6" MIN.
48"
CT�
. N. 6" WASHED
STONE BEDDING
SEE NOTE 'A'
REINFORCED
CONCRETE SLAB
MIN. 6" WASHED
STONE BEDDING
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 THICKNESSAND
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE
REINFORCEMENT
MANUFACTURER.
36.,
FOR SOIL AND
��►
TRAFFIC LOADING BY
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW TYPE
AN ENGINEER
CATCH BASINS UP TO 10' DEEP PER D.O.T.
4. PRECAST CONCRETE CATCH BASINS SHALL CONFORM TO
NCDOT STD. 840.02.
SLAB DETAIL
PRECAST CONCRETE CATCH BASIN DETAILS FOR
D4.02 GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
INCOMING
a
FLARED END
SECTION MATERIAL
TO MATCH MATERIAL
OF INCOMING PIPE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
PLAN
Le
La
RM
°
FILTER BLANKET FILTER BLANKET �7
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 11)
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
NOTES: AND SOIL FOUNDATION.
1. THE DIMENSION OF THE THE FLARED END 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.
SECTION SHALL BE PER MANUFACTURER'S ANGULAR AND WELL -GRADED.
SPECIFICATIONS. 7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
2. THE SKIRT SECTION OF THE FLARED END RECEIVING CHANNEL OR SLIGHTLY LOWER.
SECTION SHOULD BE JOINED TO THE INCOMING 8• ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
PIPE PER MANUFACTURER'S SPECIFICATIONS. THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
D4.05 FLARED END SECTION WITH
RIP -RAP APRON
NOT TO SCALE
PLAN
ELEVATION
H2
W1
E
;TYP)
3" DIA. DRAINS
6" ABOVE FLOW LINE
W2
FRONT
ELEVATION
REBAR (TYP)
PLAN
REBAR (TYP)
SIDE
ELEVATION
NOTE:
HEADWALL DIMENSIONS (METAL PIPE)
USE NEXT LARGEST SIZE FOR CONCRETE PIPE.
INSIDE
DIAMETER
OF PIPE
W1
W2
H1
H2
D
E
WEIGHT
SQ. FT.
BASE
AREA
12"-15"-18"
3'-2"
4'-10"
V-3"
3'-2"
1'-3"
1'-9"
1,550
7.34
21-24"
3'-8"
6'-1"
1'-91,
3'-8"
V-6"
2'-3"
2,100
9.90
30"
4'-2"
7'-2"
2'-0"
4'-2"
1'-10"
2'-9"
2,850
13.50
36"
4'-8"
8'-4"
2'-4"
4'-8"
2'-2"
3'-3"
3,700
17.65
42"-48"
5'-8"
10'-10"
3'-3"
5'-8"
2'-11"
4'-3"
5,600
28.60
54"-60"
6'-10"
1 V-9"
3'-6"
6'-8"
3'-4"
5'-2"
7,500
36.27
66"-72"
8'-1"
12'-0"
3'-8"
7'-7"
3'-4"
6'-2"
8,500
40.00
84"-96"
9'-4"
12'-8"
4'-0"
9'-6"
3'-4"
7'-6"
10,000
44.00
N 0 TE:
1. CONCRETE HEADWALL REINFORCEMENT PER N.C.D.O.T. STANDARD NO. 838.39 REVISION A.
2. WORK MUST BE ACCOMPLISHED SO THAT WET CONCRETE DOES NOT CONTACT STREAM WATER.
REINFORCED CONCRETE HEADWALL
D4.03 NOT TO SCALE
NEENAH R-1975-B
HANDHOLE FRAME & LID
OR APPROVED EQUAL
U)
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z �
z �
z�
w
- 0
co
z
0
m
1.0% MIN.
SCORIATED LID
LETTERED "STORM"
FINISH GRADE
4" THREADED
CLEAN -OUT PLUG
45` BEND
\✓/
45` WYE BRANCH OR
45` BEND AS REQUIRED
BY SITE PLAN
III
NOTE:
1. 4000 PSI CONCRETE STANDARD
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)
PROVIDE STONE BEDDING
FROM 6" BELOW PIPE TO TOP
OF PIPE FOR FULL TRENCH
WIDTH.
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
DOWN SPOUT COLLECTION PIPE AND CLEANOUT
D4.O6 NOT TO SCALE
CDC INSPECTIONS HOTLINE:
828-771-4755 OR INSPECTION@CDCGO. COM
Know what's below.
Call before you dig.
DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
ARCHITECT:
CONTACT:
PROJECT DATA
MITCHELL COUNTY SCHOOLS
72 LEDGER SCHOOL ROAD
BAKERSVILLE NC 28705
KIM HODSHON
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, INC 28801
MICHAEL CAIN, P.E.
[phone]
BLACKROCK SURVEYING & LAND
DESIGN, PC
PO BOX 8302
ASHEVILLE, INC 28814
ROBERT K. BRADY, JR
[phone]
COPE ARCHITECTURE
2607 KINGSTON PIKE, SUITE 5
KNOXVILLE, TN 37919
JAKE MCREYNOLDS
[phone]
PIN:
0872-70-6960
ADDRESS:
5085 S. NC HWY 226 BAKERSVILLE, NC
DEED BOOK/PAGE:
608/934
SITE ACREAGE:
14.93 ACRES
ZONING:
SNOW CREEK TOWNSHIP
SETBACKS:
N/A
DISTURBED AREA:
12.26 AC
PARKING CALCULATIONS:
HANDICAPPED SPACES:
SPACES REQUIRED:
5 SPACES PROVIDED: 5
VAN
SPACES REQUIRED:
1 SPACES PROVIDED: 5
VEHICULAR
MINIMUM REQUIRED:
N/A AMOUNT PROVIDED: 117
BUILDING DATA:
BUILDING DESCRIPTION HEIGHT GFA
PROPOSED MIDDLE SCHOOL XX' 70,580 SF
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT:
0.11 ACRES (1%) 14.82 ACRES (99%)
POST -DEVELOPMENT:
3.54 ACRES (24%) 11.39 ACRES (76%)
SOIL TYPE EcC,
EcD, BdA, Ud, SaB, EdE, EcC, & ScC
SOIL GROUP:
B, C, &D
STORM DRAINAGE DETAILS
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
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DWG NO.
C941
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

PROPOSED TOP VIEW OF
CONTROL STRUCTURE
PROPOSED WET POND "A" (SEE DETAIL THIS SHEET) ����
PROPOSED MAIN POOL MAIN POOL ELEV.: 2725.0" U)
SURFACE AREA: 8,909 SF MAX. SIDE SLOPE: 3:1 TM J
PROPOSED 2' CONTOURS (TYP) MAX. DEPTH: 5'
BOTTOM ELEV. 2720.0' Stor a x3'O
FLAT RACK SIDE WEIR �
PLASTIC SOLUTIONS, INC. o J
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EQUAL [phone] ♦ \
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PROPOSED OUTLET CONTROL STRUCTURE \ 4"X4" 6/6 WELDED WIRE I I Q Z Q
\ (SEE DETAILS D4.09, D4.10, D4.11) FABRIC (EACH SIDE & TO I i i Z W =
I a o J z1
REBAR PERIMETER FRAME
I Q O
C• \ / / \ FRAME (2'X2'X2')
\ \ \ C\ \ \ \ \ PROPOSED STORM PIPE j j _ 4 i o L,.;
1 \ \ \ \ S (TYP)(SEE DETAIL D4.01) 2' I i %f cn J �_
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\ \ \ m \\ \ \\ 6"
8" DIP SIDE VIEW1E11�1
PROPOSED PERMANENT RIP RAP APRON 'AO' L- E
> \ I LENGTH: 23.0' 3000 PSI CONCRETE
WIDTH AT FES: 9.0'
\
/ / \ \ o ( •� AVAILABLE OPTIONS WEIR DIMENSIONS \ I 1 WIDTH AT END: 26.0'
95 DEPTH: 18" 3' REMOVABLE ACCESS PANELI WEIR OPENING WIDTH (in) "A"
STONE CLASS: B ANTI VORTEX PLATEI WEIR OPENING LENGTH (in)
(SEE DETAIL D3.09) D4.10
PROPOSED VEGETATIVE SHELF
MIN. WIDTH: 6'
MAX. SLOPE: 6:1 \\ I i `� I // \\ D4.09 8" DRAIN TRASH GUARD DETAIL
\ \ I I I II I` / ` • / \ NOT TO SCALE
\ I I I I \ \ \ THE DAM STRUCTURE, INCLUDING FRONT AND BACK
EMBANKMENT SLOPES, OF THE POND SHALL BE
VEGETATED WITH NON —CLUMPING TURF GRASS; TREES AND
WOODY SHRUBS SHALL NOT BE ALLOWED; AND
THE VEGETATED SHELF SHALL BE PLANTED WITH A MINIMUM
OF THREE DIVERSE SPECIES OF HERBACEOUS, NATIVE
VEGETATION AT A MINIMUM DENSITY OF 50 PLANTS PER
200 SQUARE FEET OF SHELF AREA.
_ J \ PLANTS SHOULD BE LONGLEAF LOBILLIA, CARDINAL FLOWER,
/ — I I \ \ \ \ AND STARUSH WHITETOP
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STRUCTURAL HDPE PLASTIC PLACED DIRECTLY a _
— — — — / OVER STAIRS •— 0)
TOP VIEW TRASH RACK ASSEMBLY ELEVATED TOP S (n %7
PIS, PLASTIC SOLUTIONS, INC. "^� rI V V w
TRASH RACK OR EQUA 6' I�' C
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FOREBAY BOTTOM ELEV. 2721.0' — _ — — / /
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PROPOSED 10' WIDE BERM C
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CONCRETE RISER ��Q ��� �O N
FOREBAY ELEV. 2722.0' \// / / / C / CD a On
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ELEV. A xmw.plastic-solution.com ELEV. B �V- G N N p
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PEAK ROOF TRASH RACK NOTE:
PROPOSED WET POND "All D4.11 NOT TO SCALE CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES. (REFER TO PLAN
SCALE: 1 20'
EXISTING 2' CONTOURS (TYP) SHEET FOR SIZE AND LOCATION OF PIPE)
" =
D4.12 TYPICAL OPEN THROAT DETAIL O
NOT TO SCALE
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OPEN TOP ELEV. 2727.0'
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12"X12" SLOT ELEV. 2726.0' � z
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SUBMERGED 2.5" ORIFICE OUTLET ELEV. 2725.0' ` a LL a ,
3
NOTE: THE RISER SHOULD BEo
PLACED IN OR AT THE FACE OF
THE EMBANKMENT. d
o
TOP OF BANK ELEV. 2729.0' MIN.
V s
50-YEAR TEMPORARY POOL ? N
INV. 2726.8' o 3
HT SEAL T0://\\j/3j\\/ 8 INV. 2726.1' OVERFLOW STRUCTURE OUTLET 1-YEAR TEMPORARY POOL /\
"PRQVIDED ATE\� \\/ VEGETA V
\ /\// SHEL /\\/\
\\ \ \\ \\ RISER/BARREL INTERFACE \\ \ \\ \\ \\ ARMOR FORBAY WITH RIP 5' FOREBAY BERM
// INV. 2725.0' PERMANENT POOL RAP AND FILTER FABRIC
FOREBAY VOLUME: 6,404 CIF
BERM\ \\ STRUCTURE SIDE SLOPE 3: 1 // //\\//\\�/\\%\ FOREBAY
SECTION \\j\\j\\j \\j\\j\\j\ \\j\\j \/\/\/\\/\/\ \ \ \ \ \ \ \
"AO" BASIN VOLUME: 32,541 CF 5.0 /�j\\//\\//\Yj\\//\\// SIDE SLOPES 2:1 ///\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\ 6
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INV. 2720.0' TOP OF SEDIMENT STORAGE//\\%/\\//\\\//\\%/�\%/�\%/�\%/�\%//\\%/�\%// w
WATER TIGHT 30" HDPE (BLUE SEAL OR EQ.) j�\j�\j�\jam\/ \\\\INV. 2719.0' BOTTOM OF POND\/\\/\\//\\/\/\\/\\//\\\/�\\/�\\/�\\//\\/�\\/�\\
INV. 718.5'771
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This drawing is the PropertY a
\\/�\\/�\\/�\\/�\\/�\\/� \\//\\//\\//\'�\ �\ �\ '�/\\\/\\/�\\/�\\/\\/�\\//\\\/�\\/�\\/ \// /\/\/\/\/ / /\j \ \ \ ��\�\/. / \// /j//\/ /\/\/i\/��//�//i/// •e' \ \ \ \ \ ,\� Cope Assodates, Inc and is not
���\��\��\��\��\\i.\r\\\/i\\/�\\��\\\/�\\��\\\/�\/\\\/i\\ \/�\ \\ \\<5•!\\/ i\\\ \/\\/\\�\\/\\/� be reproduced without prior
j'ANTI-SEEP COLLAR (X2) SEEP COLLARS TO BE SPACED written authorization. This draws
KEY TRENCH SEE BERM �/ /, ' is intended to be used only for e
( /�\/ MI MUM ON CENTER. COLLARS SHALL S PLACED A project and site specifically
FABRIC NON -WOVEN GEOTEXTILE SOIL AND COMPACTION MINIMUM OF 2 FEET FROM PIPE JOINTS. (SEE DETAIL)
SHALL BE PLACEDSPECIFICATIONS)
AROUND EACH JOINT OF identified. All design informal
HDPE IN 2' WIDE STRIPS are the copyright of Cope
CENTERED ON JOINT. Associates Inc. © 2020
WET DETENTION POND "A"
D4 08 PERMANENT DAM AND CONTROL STRUCTURE REVISIONS
CROSS SECTIONS NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
NOT TO SCALE
1 12/09/22 ADDENDUM 3
2 12/14/22 AGENCY SUBMITTALS
3 2/28/23 AGENCY SUBMITTALS
DATE: 12/2/20
DRAWN BY: MCP
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STORM DRAINAGE DETAILS
DWG NO.
C942
PROJECT NO. 12208
FULL SHEET SIZE:
36 X48

SHEETED OPEN
TRENCH TRENCH
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
111
1111 24" MAX 12' MAX
BACKFILL MATERIAL 12 MIN 6 MIN
COMPACTED IN 3" LIFTS
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
BACKFILL MATERIAL
COMPACTED IN 3" LIFTS
SHEETED OPEN
TRENCH TRENCH
UNDISTURBED
NOTE:
EARTH
UNDISTURBED
BELL HOLES NOT SHOWN EARTH
OVERCUT EXCAVATION
STANDARD EXCAVATION
SHEETED OPEN
SHEETED OPEN
TRENCH TRENCH
TRENCH TRENCH
BACKFILL MATERIAL
BACKFILL MATERIAL
COMPACTED IN 6" LIFTS
COMPACTED IN 6" LIFTS
24" MAX 12" MAX
24' MAX 12' MAX
12 MIN 6" MIN
12" MIN
\\
SPRING LINE OF PIPE
��P x<
SPRING LINE OF PIPE
?
i
fi" MIN
WASHED STONE-""6'MIN
WASHED STONE�i
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EMBEDMENT
%<
EMBEDMENT
j\
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ADDITIONAL WASHED STONE FOR
UNDISTURBED
EARTH
UNDERCUT EXCAVATION ONLY
\ \
AS DIRECTED BY ENGINEER
STANDARD EXCAVATION
CONSTRUCTION OF TRENCHES
IN WET CONDITIONS
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
SHALL BE USED AS PART
OF THE INITIAL BACKFILL.
TYPICAL TRENCH DETAIL
D6.OI NOT
TO SCALE
PIPE BEDDING MATERIAL
SHALL BE # 57 WASHED
STONE.
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 o
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cn
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6" 6 / INITIAL
\\ (MIN.)\\� BACKFILL
PIPE SPRING LINE \\ \/\�� PIPE INV.
CL 1 EMBEDMENT
6" MATERIAL
E M BE IPE D M EN T
MATERIAL
TRENCH FOR PVC PIPE OW 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.
D6.06 TRENCH FOR PVC PIPE
NOT TO SCALE
l=b °• ra
• •ot.
TAPPING SLEEVE
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.
D6.03 TAPPING SLEEVE AND VALVE ASSEMBLY
NOT TO SCALE
MAGNETIC MAGNETIC
WARNING WARNING
TAPE TAPE
INITIAL BACKFILL INITIAL BACKFILL
�vs COMPACTED TO
92% STANDARD
PROCTOR COMPACTED)
') C) MAINTAIN TRENCH
MAINTAIN TRENCH 5 WIDTH TO 12"
WIDTH TO 12" N ABOVE TOP OF
ABOVE TOP OF PIPE
PIPE N
C
IN SOIL U w 1 IN SOIL
6" IN ROCK a_ 4" 6" IN ROCK
-W= 2'- 6 1� JJ --W= 2'- 6
PIPE INV.
CL 1 EMBEDMENT JJ
MATERIAL
TYPICAL SEWER TRENCH
8" D.I. PIPE TYPICAL SEWER TRENCH
CUTS 25 FT. TO 32 FT. 8" D.I. PIPE
CUTS 25 FT. & LESS
NOTE:
1) DEPTHS OF CUT OR PIPE SIZES GREATER THAN THOSE SHOWN ON THE TRENCH
DETAILS REQUIRE SPECIAL DESIGN AND SUBMITTAL OF DESIGN DATA BY THE
ENGINEER.
2) ABOVE TRENCH DETAILS ARE FOR TRENCH INSTALLATIONS ONLY. SEWERS
INSTALLED IN POSITIVE OR NEGATIVE PROJECTING LAYING CONDITIONS REQUIRE
SPECIAL DESIGN AND SUBMITTAL OF DESIGN DATA BY THE ENGINEER.
TRENCH FOR DIP PIPE
D6.O7 NOT TO SCALE
GENERAL NOTES:
1. SEE STANDARD THRUST BLOCK DIMENSIONS.
3. VALVE BOX WILL NOT CONTACT
WATER MAIN OR VALVE
NOTES:
2. CONCRETE
SHALL NOT CONTACT BOLTS OR
CONSTRUCTION OF TRENCHES
ENDS OF MECHANICAL FITTINGS.
4. VALVE PAD REQUIREMENTS
SHALL BE IN ACCORDANCE
SHALL NOT BE APPLICABLE
WITH THE LATEST OSHA
REGULATIONS. CONTRACTOR
FOR IMPROVED PAVED SURFACES.
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
PIPE BEDDING MATERIAL
SHALL BE # 57 WASHED
CABC
-I -I
-I ------------- - -
STONE.
-1
I -_III
-_III -III -III -III -III -III -III -
CAST IRON PIPE
-III
FOR EXTENSIONS-1-III
III III III III III ;III;
STANDARD
BOX-BOTT
SECTION
APPROVED RESTRAINT DEVICE
MEGALUG OR EQUAL
GATE VALVE ASSEMBLY DETAIL
D6.IO NOT TO SCALE STD.NO. 6.06
OX
FLEXIBLE MANHOLE
MANHOLE
SLEEVE OR PIPE EMBEDMENT
ENTRANCE JOINT MATERIAL
A B
PIPE EMBEDMENT
MATERIAL
0 0 MANHOLE
00
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o
UNDISTURBED SECTION B-B
` a-
Cpt N
CAST IRON FRAME &COVER
�o
�� 9V
o °
BRICK
ADJUSTMENT
a
CENTERLINE OF
INLET PIPING IS
NOT ALLOWED
a o •al.°
MANHOLE
o
�o°
IN EITHER
a °
a o,` STEPS
w
QUADRANT C
o o C
zo
ADJOINING THE L_°o
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MANHOLE
o
OUTLET.
SEE
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"
DETAIL
D s „A„
.
° °• �
A B
SECTIONAL PLAN
4 MIN
z
GROUT
INSIDE 2 ROPES
ao
GROUTED OR PRECAST
°
JOINT
°sa° BUTYL
CONCRETE "U" SHAPED
RUBBER
CHANNEL(S) :
SEALANT
FLEXIBLE MANHOLE
SLEEVE OR " °`
Q
°
ENTRANCE JOINT
.°
DETAIL "A"
00
1
TRENCH
2„
PIPE
WIDTH
EMBEDMENT
MATERIAL
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(300
z,.
6" PIPE
SECTION C-C
EMBEDMENT
PIPE EMBEDMENT UNDISTURBED
MATERIAL
MATERIAL
SECTION A -A
NOTE:
MANHOLE STEPS TO BE
VERTICALLY IN
LINE WITH
"INVERT OUT" FOR PIPE
18" AND LESS. OVER 18"
TO BE LOCATED IN LINE
WITH BENCH.
STANDARD
MANHOLE
D6.O4
NOT TO
SCALE
(7PARKING LOT
SIDEWALK
WHEELCHAIR 3RADIUS
RAMP - -
P OPOSED HYDR NT
/ \ 2' MIN.
5' MAX.
CURB AND GUTTER
3'
NO OBSTRUCTIONS
_ 3 _ IN THIS AREA
PARKING LOT
3' RADIUS
%PROPOSED HYDRANT\
1
NO OBSTRUCTIONS
IN THIS AREA.
GENERAL NOTES:
1. SEE STANDARD THRUST BLOCK DIMENSIONS. FIRE HYDRANT
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. 24 X 24" X 6"
5. LOCATION SHOULD BE COORDINATED WITH NCDOT ALONG STATE MAINTAINED ROADWAYS. CONCRETE PAD
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.
STANDARD HYDRANT LOCATION
D6.O8 NOT TO SCALE
3' 6" MIN.
1 /3 C.Y. OF
#57 STONE
MATERIALS AND CONSTRUCTION SHALL
REMOVABLE ACCESS BE APPROVED BY THE ENGINEER
PANEL OPENING
EACH SIDE
12" SPOOL PIECE
SLAB MOUNTED HEATER
a
a4
GATE VALVE
$
(OS&Y)
a
1
°
°1
4
0
°
FIRE DEPARTMENT
°
FLANGED 90` BEND CONNECTION
a
L REDUCED PRESSURE
HINGED, INSULATED DRAIN OPENING DETECTOR ASSEMBLY
GENERAL NOTES FOR WATER
GENERAL
NOTES FOR SEWER
1.
WATER CONSTRUCTION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY THE
1.
SEWER CONSTRUCTION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY THE
TOWN OF SPRUCE PINE. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE,
TOWN OF SPRUCE PINE. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL,
AND NATIONAL REGULATORY STANDARDS; AND ALL REQUIREMENTS IN THE PROJECT
STATE, AND NATIONAL REGULATORY STANDARDS; AND ALL REQUIREMENTS IN THE
TECHNICAL SPECIFICATIONS.
PROJECT TECHNICAL SPECIFICATIONS. REQUIREMENTS AND SPECIFICATIONS OF TOWN OF
SPRUCE PINE STANDARDS SUPERSEDE ALL OTHERS IN THE INSTALLATION OF THE
2
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED WATER PERMITS AND
PROPOSED SEWER EXTENSION.
ASSOCIATED NON -WATER PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CONSTRUCTION.
2.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED SEWER PERMITS AND
ASSOCIATED NON -SEWER PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
3.
ALL CONSTRUCTION SHALL BE UNDER THE OBSERVATION OF THE ENGINEER, THE OWNER,
CONSTRUCTION. CONTRACTOR TO PROVIDE COPY OF STREET CUT PERMIT TO TOWN OF
AND THE TOWN OF SPRUCE PINE. THE ENGINEER SHALL PERIODICALLY OBSERVE THE
SPRUCE PINE PRIOR TO CONSTRUCTION.
PROGRESS OF INSTALLATION AND SHALL COMPLETE A FINAL WATER AND SEWER
INSPECTION. THE CONTRACTOR SHALL FURNISH, SECURE, AND PROVIDE ALL NECESSARY
3.
ALL CONSTRUCTION SHALL BE UNDER THE OBSERVATION OF THE ENGINEER, THE OWNER,
TESTING MATERIALS, EQUIPMENT, PROCEDURES, AND CERTIFIED LABORATORY TEST RESULTS
THE TOWN OF SPRUCE PINE. THE ENGINEER SHALL PERIODICALLY OBSERVE THE
FOR USE WITH ENGINEERS FINAL CERTIFICATION OF COMPLETION. ANY WORK COVERED PRIOR
PROGRESS OF INSTALLATION AND SHALL COMPLETE A FINAL WATER AND SEWER
TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING AND BACKFILLING AT THE
INSPECTION. THE CONTRACTOR SHALL FURNISH, SECURE, AND PROVIDE ALL NECESSARY
CONTRACTOR'S EXPENSE.
TESTING MATERIALS, EQUIPMENT, PROCEDURES, AND CERTIFIED LABORATORY TEST
RESULTS FOR USE WITH ENGINEERS FINAL CERTIFICATION OF COMPLETION. ANY WORK
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR.
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COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING AND
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BACKFILLING AT THE CONTRACTOR'S EXPENSE.
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
O
4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR.
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
5.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
J
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF
CONSTRUCTION.
0
ANY CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
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PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON
6.
CONTRACTOR SHALL PROTECT EXISTING AND NEWLY BUILT UTILITIES DURING CONSTRUCTION.
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THE PLANS AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR
ANY DAMAGE TO UTILITIES INCURRED DURING OR RESULTING FROM CONSTRUCTION ACTIVITY
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LOCATION PRIOR TO CONSTRUCTION.
IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE
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WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT THE CONTRACTOR'S EXPENSE.
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6.
CONTRACTOR SHALL PROTECT EXISTING AND NEWLY BUILT UTILITIES DURING
U
CONSTRUCTION. ANY DAMAGE TO UTILITIES INCURRED DURING OR RESULTING FROM
7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
�/1 Q _JCONSTRUCTION
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ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY ULOCO AT
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REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT
1-000-632-4949 OR 811, 72 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE
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THE CONTRACTOR'S EXPENSE.
ENGINEER AT LEAST 72 HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
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7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
8.
EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL AND
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CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY ULOCO AT
MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
J
1-800-632-4949 OR 811, 72 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
1
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ENGINEER AT LEAST 72 HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL WATER PIPES AND
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APPURTENANCES.
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8.
CONTRACTOR SHALL PROVIDE THE TOWN OF SPRUCE PINE FIELD DENSITY REPORTS
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VERIFYING SEWER BUILT IN FILL AREAS ARE COMPACTED TO 95% STANDARD PROCTOR.
9•
ALL WATER LINES AND SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NC
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PLUMBING CODES AND THE TOWN OF SPRUCE PINE. COORDINATE EXACT LOCATIONS OF
W M M
9.
EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL
SERVICE LINES AND APPURTENANCES WITH THE ARCHITECTURAL, PLUMBING, AND
'
AND MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
LANDSCAPING PLANS.
M
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL SEWER PIPES
10.
CONTRACTOR TO PROVIDE 5' MIN. LATERAL SEPARATION BETWEEN WATER LINE AND OTHER
AND APPURTENANCES.
UNDERGROUND UTILITIES. SEE DETAILS FOR GENERAL NOTES CONCERNING WATER MAIN
INSTALLATION REQUIREMENTS.
10.
SAFETY AND TRAFFIC ROUTING TO BE COORDINATED WITH TOWN OF SPRUCE PINE AND
IN STRICT ACCORDANCE WITH NCDOT GUIDELINES FOR CONSTRUCTION, MAINTENANCE,
11.
A 3' COVER DEPTH SHALL BE MAINTAINED FOR ALL PROPOSED WATER LINES, ANY
AND UTILITY OPERATIONS.
NECESSARY FIELD ADJUSTMENTS MUST BE APPROVED BY THE ENGINEER AND THE CITY
INSPECTOR.
11.
ALL SEWER SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NC PLUMBING
CODES AND ANY REQUIREMENTS PER LOCAL AUTHORITIES. COORDINATE EXACT
12.
INSTALL FERROUS PIPING FOR BOTH WATER AND SEWER WITHIN 10' OF A CROSSING IF:
LOCATIONS OF SERVICE LINES WITH THE ARCHITECTURAL, PLUMBING, AND LANDSCAPING
A. SEWER LINE CROSSES OVER WATER, OR
PLANS. SEWER CLEANOUT ASSEMBLY LOCATIONS SHOWN ARE APPROXIMATE AND ARE
B. VERTICAL CLEARANCE BETWEEN WATER AND SEWER IS LESS THAN 18".
SUBJECT TO FINAL VERIFICATION.
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 THETOP
12.
ALL NON-FERROUS UNDERGROUND SERVICE LINES OUTSIDE BUILDING FOOTPRINT SHALL
OF SEWER OR USE FERROUS MATERIAL FOR BOTH WATER AND SANITARY SEWER.
BE REQUIRED TO HAVE A MAGNETIC- TYPE WARNING TAPE INSTALLED IN THE BACKFILL
AT LEAST 6" BELOW GRADE.
13.
MAINTAIN 18" VERTICAL SEPARATION BETWEEN STORM DRAIN AND WATER OR THE WATER
MAIN MUST BE CONSTRUCTED OF FERROUS MATERIALS FOR A DISTANCE OF AT LEAST
13.
CONTRACTOR TO INSTALL D.I.P. WHERE THE MINIMUM OF 3' COVER OR AT UTILITY
10-FEET TO EITHER SIDE OF THE CROSSING.
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
14.
MAINTAIN 5' HORIZONTAL DISTANCE BETWEEN WATER LINES AND THE DRIP LINE, AT
COUPLING AND EXTEND TO THE NEXT MANHOLE.
MATURITY, OF TREES AND OTHER SHRUBS.
14.
INSTALL FERROUS PIPING FOR BOTH WATER AND SEWER WITHIN 10' OF A CROSSING IF:
15.
TOWN OF SPRUCE PINE OWNERSHIP AND MAINTENANCE ENDS AT WATER METER AND/OR
A. SEWER LINE CROSSES OVER WATER, OR
THE FIRE LINE ISOLATION VALVE. WATER SYSTEM BEYOND IS TO BE PRIVATELY OWNED AND
B. VERTICAL CLEARANCE BETWEEN WATER AND SEWER IS LESS THAN 18".
MAINTAINED.
MAINTAIN 10' HORIZONTAL SEPARATION BETWEEN SEWER AND WATER MAINS UNLESS
LAID IN SEPARATE TRENCHES WITH THE BOTTOM OF THE WATER LINE AT LEAST 18"
16.
METERS, VAULTS, AND FIRE HYDRANTS ARE TO BE PLACED IN RELATIVELY FLAT AREAS.
ABOVE THE TOP OF SEWER OR USE FERROUS MATERIAL FOR BOTH WATER AND
SANITARY SEWER.
17.
BRASS FITTINGS MUST BE LEAD FREE PER TOWN OF SPRUCE PINE REQUIREMENTS.
14.
MAINTAIN 18" VERTICAL SEPARATION BETWEEN STORM DRAIN AND SANITARY SEWER, OR
18.
CONTRACTOR RESPONSIBLE FOR ADJUSTING EXISTING WATER APPURTENANCES AS
E
INSTALL FERROUS MATERIAL ON THE SANITARY SEWER WITHIN 10' EACH SIDE OF THE
NECESSARY DUE TO ANY SITE CONSTRUCTION OR INSTALLATION.
CROSSING.
19.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED
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15.
CONTRACTOR RESPONSIBLE FOR ADJUSTING EXISTING WATER APPURTENANCES AS
SOILS LABORATORY UNDER ALL PAVED AREAS.
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NECESSARY DUE TO ANY SITE CONSTRUCTION OR INSTALLATION.
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20. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS
16. TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED FOR PREPARATION OF FINAL RECORD DRAWINGS. 6 o
SOILS LABORATORY UNDER ALL PAVED AREAS. 00
21. PRESSURE TEST WATER MAINS TO 200 PSI MIN. AND 250 PSI MAX. AS PER TOWN OF
17. THE ENTIRE SEWER EASEMENT MUST BE CLEAR AND REMAINED CLEARED OF TREE SPRUCE PINE REQUIREMENTS. DISINFECT WATER LINES AND PROVIDE ACCEPTABLE
PLANTINGS, EXISTING TREES, AND ANY PERMANENT STRUCTURES. BACTERIOLOGICAL TEST FROM A CERTIFIED TESTING LABORATORY FOR USE WITH THE V
ENGINEERS CERTIFICATION OF COMPLETION.
18. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH RECORD OF DEVIATIONS FROM PLANS 22 THE PERMITS REQUIRE CERTIFICATION OF COMPLETION BY THE ENGINEER OF THE WATER
FOR PREPARATION OF FINAL RECORD DRAWINGS. SYSTEM PRIOR TO ISSUANCE OF FINAL OPERATION APPROVAL BY THE TOWN OF SPRUCE •�
19. THE PERMITS REQUIRE CERTIFICATION OF COMPLETION BY THE ENGINEER OF THE SEWER PINE. SERVICE WILL BE PROVIDED ONCE FINAL CLOSEOUT SUBMITTALS HAVE BEEN S
VARIESSYSTEMS PRIOR TO ISSUANCE OF FINAL OPERATION APPROVAL BY THE TOWN OF APPROVED BY THE TOWN OF SPRUCE PINE'S ENGINEERING DEPARTMENT. (�
SPRUCE PINE. SECURE FINAL OPERATIONAL APPROVAL FROM TOWN OF SPRUCE PINE L � M
D PRIOR TO ACTIVATION OF THE SYSTEM. 23. CROSS -CONNECTION CONTROL PROTECTION DEVICES ARE REQUIRED BASED ON DEGREE U to
OF HEALTH HAZARD INVOLVED AS LISTED IN APPENDIX-B OF THE RULES GOVERNING Qy
PUBLIC WATER SYSTEMS IN NORTH CAROLINA. THESE GUIDELINES ARE THE MINIMUM N
REQUIREMENTS. THE DEVICES SHALL BE LISTED ON THE UNIVERSITY OF SOUTHERN d (D
1'- 6" MIN. CALIFORNIA APPROVED ASSEMBLIES. THEY SHALL BE INSTALLED AND TESTED (BOTH 0 C =
FINISHED GRADE
D 2'- 0" MAX. INITIAL AND PERIODIC TESTING THEREAFTER IN ACCORDANCE WITH THE 0 N '�
MANUFACTURER'S RECOMMENDATIONS OR THE LOCAL CROSS -CONNECTION CONTROL 0 y
v v v v v PROGRAM, WHICHEVER IS MORE STRINGENT. (A
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,I_��.., ,. •.'. -II III-III�III-III I' C �
u u. 24. RESTRAINED JOINTS BY AN APPROVED PIPE MANUFACTURER ARE TO BE USED FOR ALLIF
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24" X 24" X 6" CONCRETE PAD PUBLIC LINES WHERE THRUST RESTRAINING IS REQUIRED; HOWEVER, THRUST BLOCKS QO x
VALVE BOX
Er �' ARE PERMITTED WHERE CONNECTIONS ARE MADE TO EXISTING WATER LINES OR WHERE 0 0C
6" GATE VALE-\ 8" MAX. THE USE OF MECHANICAL RESTRAINT IS NOT FEASIBLE. U CV he
1
BE � III-
III I-_Il�ll ik
CONCRETE
SUPPORT PAD
II n�l�
-�-11 Ilm��r
APPROVED RESTRAINT DEVICE
MEGALUG OR EQUAL
FIRE HYDRANT ASSEMBLY
D6.O9 NOT TO SCALE
GATE VALVE
(OS&Y)
3" ROOF INSULATION
PREFABRICATED, INSULATED METAL
ENCLOSURE AS APPROVED BY ENGINEER
_
REMOVABLE ACCESS PANEL1"
MIN.
W/ LOCK AND HINGED
DRAIN DOOR SIZED FOR
11 /2" WALL _
_
FULL DISCHARGE.
INSULATION
FLANGED 90` BEND
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®
12" SPOOL PIECE
FLANGED 90`
BEND
FIRE DEPARTMENT
I
CONNECTION
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6"
MIN.
VY
YVIt
I
6" MIN.
HINGED DRAIN DOOR
6" MIN
6
SLAB MOUNTED
12
HEATER
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11-1 11-1
6" MIN.
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COMPACTED EARTH
6" WASHED STONE
6" MIN.
SUPPLY
CUSTOMER
�D
p PROVIDE BRACES (TYP.)
FLANGED 90` BEND
INSULATED COVER
INSIDE DIMENSIONS
RECOMMENDED CONCRETE
PAD DIMENSIONS
FIRE LINE SIZE
W
L
H
WIDTH
LENGTH
6"
38"
100"
64"
53
115"
ABOVE GROUND ENCLOSURE FOR
D6.11 REDUCED PRESSURE ZONE ASSEMBLY
NOT TO SCALE
PROVIDE BRACES (TYP.)i
a FLANGED 90` BEND
NOTES:
1. WHERE SPRINKLE SYSTEMS ARE USED, A FIRE DEPARTMENT
CONNECTION SHALL BE PROVIDED ON THE BUILDING OR AS
OTHERWISE APPROVED BY FIRE OFFICIAL. CONNECTION
LOCATION(S) MUST BE APPROVED BY FIRE OFFICIAL.
2. WHERE SPRINKLE SYSTEM OR A RISER ROOM ARE REQUIRED
OUTSIDE ACCESS IN ACCORDANCE WITH THE N.C. BUILDING CODE
SHALL BE PROVIDED. BACKFLOW PREVENTION FOR SPRINKLE
SYSTEMS MUST COMPLY WITH SECTION 6.11 OF THE STANDARDS.
3. CONTRACTOR SHOULD PROVIDE ELECTRICAL SERVICE TO THE
SLAB MOUNTED HEATER PER LOCAL AND STATE REQUIREMENTS.
DIMJ OR HYDRANT "TEE"
A FLOW_
L
ACCESS DOOR AS MANUFACTURED BY
BILCO, HOLIDAY OR EQUAL
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@AN6 ,OLOECSTEPS
n 4-INCH SENSUS
OMNI C2 WATER
12" SPOOL METER
a PIECE n
ISOLATION
VALVE
SLOPE FL,OQR, TO
DRAIN 1 4':1
6
°AANILJnl C CTCnC'
SECTION A
PLAN
FIRE LINE
INSIDE PIT DIMENSIONS
ACCESS DOOR
LENGTH
WIDTH
DEPTH
SIZE
SIZE
6 INCH
8'-0"
6'-0"
6'-6"
DOUBLE LEAF
"
4'- 0 x 4'-0"
8 INCH
8-0"
6'-0"
7'-0"
DOUBLE LEAF
5 -0" x 5'-0"
10 INCH
8'-0"
8'-0"
7'-0"
DOUBLE LEAF
4 -0" x 6'-0"
PRECAST CONCRETE
VAULT (WITH APPROVAL)
3/4" STAINLESS
STEEL ALL
THREADED ROD
24"X24"X1/2"
STEEL PLATE
C
ISOLATION
VALVE
6" DRAIN TO DAYLIGHT
6" #57 WASHED STONE
/2"
LATE
FLOW A
GROUT PIPE IN OVERSIZED
OPENING. NO CONTACT
BETWEEN PIPE AND CONCRETE
(TYPICAL)
'VC DRAIN PIPE.
_....... ...__. __ ... ED TO DAYLIGHT
@ MIN. 1% SLOPE.
D6.12 COMBINATION DOMESTIC AND FIRE METER AND VAULT
NOT TO SCALE
UTILITY DETAILS
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. @ 2020
REVISIONS
NO. DATE DESCRIPTION
0 11 /04/22 ISSUED FOR BID
1 12/09/22 ADDENDUM 3
DATE:
12/2/2022
DRAWN BY:
JCP
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DWG NO.
C961
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"

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 NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shaft 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
(HOW) Zones
(c) Slopes steeper than
If slopes are 10' ar 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 HQW
Zones
-10 days for Fails Lake Watershed
-7 days for perimeter dikes, swales,
{e} Areas with slopes
ditches, perimeter slopes and HQW 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 5tabflfzation
■ Temporary grass seed covered with straw or
other mulches and tack ifiers
• Hydfoseeding
• Rolled erosion control products with a
without temporary grass seed
• Appropriately applied straw or other mulch
■ Plastic sheeting
Permanent subiilzation
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
reinforcement matting
• Hydroseeding
• Shrubs or other permanent plantings covered
with mulch
. L)nifor rn 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 [PAMSj AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC A WR List of Approved PAMS/Rocculants.
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
DAMS/Flocculonts and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormw
offs]te.
5. Store flocculants in leak -proof containers that are kept u
or surrounded by secondary containment structures_
a
NCG01
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. Clean up 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
ONSITE CONCRETE WASHOUT
STRUCTURE WITH f_INER
On
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c�aoww�c ra v n• rrrrcn..o u�.'i 'fir 'fit rvr"rti'
ado a �I
anmr r.e,A»r JRCTrBE Aar GRAJ 4isWrr 12T9IrTJ CIE
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 least 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 RODENTICIOES
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.
HAIARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
ter before discharging 2. Place hazardous waste containers under cover or in secondary containment.
VIP,`' NORTH CAROLINA 3. Do not store hazardous chemicals, drums or bagged gg materials directly on the ground.
nderitorm-resistant cover
4ke} Environmental Quality
GROUND STABILIZATION AND MATERIALS HANDLING
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. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
InspenF'san records me ust includ
business hours)
(1) Rain gauge
daily
Gaily rainfall amounts.
maintained in
It no daily rain gauge nhservatinns are made during wP.ek end nr
goad woncin;
holiday periods, and no individual day rainfall information :s
arcier
available, record the cumulative rain measurement for those un-
attended days (anc this will determine if a site inspection is
needed). O?iys on which no rainfall occurred shall he mcnrded as
"zero." The permittee may use another rain -monitoring device
approved by the Division..
[2] E&SC
At (cast once per
I. ldcntification of the measures inspected,
Measures
7 calendar days
2. pate and time of the inspection,
and within 24
3. Name of the perscn performing the Inspection,
hours of a rain
4. indlcatfon of whether the measures were operating
event 5 1.4 Inch In
properly,
24 hours
5. F7escriptfan of malntenan[e needs for the measure,
6. pesr,riptinn, evidence., and date of rnrmitive aClans taken.
[3] Stnrmwa:er
At least once per
I. Identification of the dischargn nutfalls inspected,
discharge
7 calendar days
2. pate and time of Y.he inspertinn,
autFalls (SOGs)
and within 24
3. Name of the perscn performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event? 1.4lnch In
sheen, floating or suspended solids or discoloration,
24 hours
5. Indlcatinn of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
[4] PeYSmeter of
At least once per
If visible sedimentation isfound outside site lirnirs, then a recorri
site
7 calendar days
of the fallowing shall be made:
and within 24
t. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event a 1.0inch In
2. bescription, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(S) Streams or
At least once per
If the stream or wetland has increased visible sedimentation ar a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or off'site
and within 24
activity, then a record of the following shall be made'
[where
hours of a rain
1. nescription, evidence and date of cnrrcrtivc acl.inns taken, and
actes5ihlcl
Event > 3.0 inch in
2. Rnrnrds of the required reports to the appropriate i7ivisinn
24 hours
Regional Office per Part III, Section C, Item [2](af of this permir.
16) Ground
Aftnr oarh phase
1. The phase of grating (fnstallatEnn of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage #acilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground mver).
2. Oncumentatinn that the required ground stabilization
measures have been provided within the required
timcframc or an assurance that they will be provided as
soon as passible.
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.
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 elevations
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.
re port to Indicate compliance with approved
grc u nd 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 Stte
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
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General 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-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request [40 CFR 122.411
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 1n a manner that does not cause deposition of sediment into waters of the United States.
EFFECTIVE: 04/01 / 191
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 (8010)
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 7 ealendar days, a report that contains n 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) 011 spills and
■ Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill er release.
substances per Item
1(b)-(c) above
(c) Anticipated
■ A report at least ten days before -the date of the bypass, ifpassible.
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
■ WltNn 7 cafendardays, a report that includes an evaluation of the
122.41(m)(3)]
quaIItyand effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
wlth the conditions
■ Within 7 calendar days, a report that contains a description of the
of this permit that
noncompiiance, 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
envtronment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(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.
t NORTH CAROUNA
Environmental Qualit3
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/19I
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This drawing is the property of
Cope Associates, Inc and is not to
be reproduced without prior
written authorization. This drawing
is intended to be used only for the
project and site specifically
identified. All design information
are the copyright of Cope
Associates Inc. © 2020
REVISIONS
NO. I DATE I DESCRIPTION
0 1 11 /04/22 ISSUED FOR BID
1 112/09/221 ADDENDUM 3
DATE:
DRAWN BY:
12/2/2022
_J00
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U) LLJ _J
�° =
y°od CD
NCGO1
JCP
DWG NO.
C998
PROJECT NO. 12208
FULL SHEET SIZE: 36"X48"