20200816 Ver 1_More Info Received_20210330

Certificate of Coverage
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
GENERAL PERMIT NO. NCG010000
NC Reference No. NCG01-2020-3048
Certificate of Coverage No. NCC203048
STORMWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and regulations
promulgated and adopted by the North Carolina Environmental Management Commission, and the Federal Water
Pollution Control Act, as amended,
Jeff Justus
is hereby authorized to discharge stormwater associated with CONSTRUCTION ACTIVITIES to surface waters of North
Carolina from a site located at:
Jeff Justus Commercial Project
Corner of Old Spartanburg Rd and Shepherd St
Hendersonville
Henderson County
in accordance with the effluent limitations, monitoring requirements, and other conditions set forth in N.C. General Permit
No. NCG010000.
This Certificate of Coverage is affiliated with E&SC Plan Project No. 2020-047
This Certificate of Coverage shall become effective 7/17/2020.
This Certificate of Coverage shall remain in effect until rescinded or expired.
This Certificate of Coverage will expire on the anniversary of its effective date unless it is renewed by payment of the
annual administration and compliance fee.
for Brian Wrenn
Acting Director, Division of Energy, Mineral, and Land Resources
By the Authority of the Environmental Management Commission

SITE UTILITY F3 LANDSCAPING PLAN / \
GRADING & DRAINAGE PLAN N
3 \ \
SOIL EROSION & SEDIMENT CONTROL PLAN \ } EX S.M.H.#9
4 \ \
RIM=209/.09' \
ti� \ INV.OUT=2082.61'
��G�,w� \\ i EX B.M.H.#8
7 STORMWATER DETAILS `A 1 INV.R1N=20822..66
8 SITE & UTILITY DETAILS ` INV.OUT=2082.66'
SHEET INDEX
i EXISTING CONDITIONS/DEMOLITION PLAN � z
\r
2
5-6 SESC DETAILS
PAVEMENTS AND CURB AND GUTTER WITH THE SITE PLAN. INLET
8. SMOOTH SAW CUT OF EXISTING PAVEMENTS, CURBS AND CURBS AND I 209524'
GUTTERS TO BE DEMOLISHED SHALL BE PROVIDED.
NOTES: \ /' /\\
1. PROPERTY OWNER: JEFF JUSTUS
303 S. CHURCH STREET
` 1` \
HENDERSONVILLE, NC 28792 r - p\P° ZOO.
2. ENGINEER: QUIBLE & ASSOCIATES, P.C.
90 CHURCH STREET, SUITE B
BLACK MOUNTAIN, NC 28711
TEL: [phone]
CORN GAIL K.
3. PROPERTY IDENTIFICATION: 1601 OLD SPARTANBURG RD.
PIN#: 9578-81-0342
SURVEYORS, PLLC.)
5. PROPERTY ZONED: C-3 HIGHWAY BUSINESS
6. REFERENCES: D.B. 1263, PG. 67;
7. EXISTING FEATURES, IMPROVEMENTS, TOPOGRAPHIC, AND BOUNDARY
. � ; `` `1 � I , EXISTING - G05NELL, SGOTT
� \ I \ I BUILDING IN
SANITARY
, 31I. 1 , I , I I �,, J . I - - - SEWER M
1. 11, � + , 1. EX 5MH#7
9. PROPERTY IS LOCATED IN NFIP FLOOD ZONE "X" AND "AE" (BFE 2096') \ I ' 1 ' '' �' ZONED: C-5
-
1 1 1 r , 1,/ 1 I \` RJM-2/00.19
SUBJECT TO CHANGES. BASED ON COMMUNITY CID NO. 370128; PANEL 9578; / I , FIRM ZONE'4E" 'I', ', , II ' ' ! ,' ,' �1', I
( ) / / ' , ,1 , L T \ INV. 1N=2083.4T / I .
' ' ' '` \1 INVOUT=2083.47'
Ill ' ' ' '1 1' / 3 III I
' . 11
10. SETBACKS SHOWN ARE PER CITY OF HENDERSONVILLE AND DO NOT REFLECT FIRMZOIJELII� I � II ' 1 ' ' I ' 'l ' ' ' I', ''�\` DVATER MET
ANY RESTRICTIVE COVENANTS THAT MAY EXIST. \ l \` \ / J I I , I g26 - \
q , / FIRM ZONE z' , 'NOT 5rA2VEYED / , , l 1 , I 1 , , ` , 1 , I I - 5 4g ° Zb' 47" N _ _ _ _ _ _ _ -
' III I
I \ \ I l I II - III
11. PROJECT SCOPE: PERMITTING AND CONSTRUCTION OF A ±4,400 SQ.FT. CAR .
WASH WITH ASSOCIATED PARKING AND APPURTENANCES \ /\ I ' I ' ' ' \ ' ` I / I I I I
JUSTUS'', PREPARED BY WAGGONER & RHODES LAND SURVEYORS, PLLC., DATED
JANUARY 2, 2020. THIS DOCUMENT SHALL NOT BE CONSIDERED A BOUNDARY
SURVEY.
MORGAN, MARTHA M.;
MULLINAX, HANDA G.
PIN: 9578-5/ 2/70 g�
pNIN6 3 1
•
• 15- 1 ; , ' I I ,
'
ZONED: R-I5
•
•
•
-
PIN: 9578-5/-4232 /l 20q. - - \ \ •
, , - - - -
ZONED: R-l5 �\ �' OO`-'- ; - - 1 20 , I , , , , , I , , „ ' 1
/ \_ N30°C-/`l` �Ii\�, I F-- x
41.
•
•
\,', \'' I'' --1 ------ \•
•
2AZ \
LEGEND
•
•
•
•
3 07 \-;
- •
♦ \ `1 , z,‘‘
' I ' ' I I -� ;o4- _•
•
EXISTING ASPHALT PAVEMENT
-
- -
- _ ♦ , P, \ , I' •
ll III' I-
N• I �,'\ 1 J 1 I _ _ GOSNELL GEORGER. •`n•
J' �a . ' EXISTING CONCRETE
•
' ♦ 1 , ,I 1 PIN: 9578-5/-0052 -•
LINE TABLE
LINE#
LENGTH
DIRECTION
L2
100.26'
N54° 03'30"E
L4
6.97'
N 55 ° 56' 52" IN
L5
52.49'
N 47° 32'50" PI
L6
3/.64'
N 47° 59' 59" f"V
L7
20.15'
5 48 ° 39' 22" E
LO
35.95'
S 50° 48' 40" E
L 9
45.25'
S 52 ° 43' 24" E
L /O
33.33'
5 56 ° 43' 35" E
L/I
43.00'
S59°10'5I"E
L12
29.71'
5 60° 43' 43" E
L13
/8.24'
561°49'50"E
VICINITY MAP
\
8. VERTICAL DATUM NAVD 1988 / HORIZONTAL DATUM NAD 1983 (2011),,I', \ ' ' J -
SUFFIX J. MAP NUMBER 3700957800J EFFECTIVE DATE: 10 02 2008 - I. `
\1
1
- ' . - _ _ p. EX. IRON ROD
PROPOSED DEMOLITION
•
12. WASTEWATER: 10 EMPLOYEES 0 250 GPD/EMPLOYEE = 2,500 GPD vXX• • \c. -
V'' .•
-1)1\- I I.:
1 1 1, 1 l . •
-
(WASTEWATER IS PROPOSED TO BE CONVEYED TO CENTRAL SYSTEM)
WATER SUPPLY PER CITY OF HENDERSONVILLE. WATER CONNECTION MUST BE
MADE IN ACCORDANCE WITH CITY SPECIFICATIONS AND SHALL BE PERFORMED \ O \ I - - - - - - - - - - - - - - I I ' l 1 '� \ ` , `, , , ` ♦\ , , l I \'' `� \ `` `; , , /
BY A LICENSED WATER UTILITY CONTRACTOR. NOTIFY CITY PRIOR TO 1 . \ ' . \ ' ' ( / ' , \ 1 ' 1 I` \ \ \: `' ` \[C0 , \ , , h ' 1
14. ALL UTILITIES TO BE PLACED UNDERGROUND UNLESS OTHERWISE NOTED
INSTALLATION. \ � ` • �\\; �\ `\♦ \\ \\` \ '
\♦ \ \ ♦ \ \ h ♦ \ _
15. PRIOR TO LAND DISTURBANCE, A HENDERSON COUNTY APPROVED SOIL EROSION
AND SEDIMENTATION CONTROL PLAN IS REQUIRED.
•
16. JURISDICTIONAL DETERMINATIONS HAVE NOT BEEN COMPLETED FOR THIS SITE. \ \ . ` \, 1 •
17. EXISTING VEGETATION TO BE PRESERVED WHERE POSSIBLE.
18. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL
PROPERTY MONUMENTS DURING CONSTRUCTION. DISTURBED OR REMOVED
PROPERTY MONUMENTS SHALL BE REPLACED BY A NORTH CAROLINA LICENSED
PROFESSIONAL LAND SURVEYOR.
FIRE
HYDRANT
19. ALL WORK WITHIN THE NC DOT RIGHT-OF-WAY REQUIRES AN APPROVED NC
DOT RIGHT-OF-WAY ENCROACHMENT AGREEMENT.
20. A CITY OF HENDERSONVILLE HIGH DENSITY STORMWATER PERMIT IS REQUIRED
IN ADVANCE OF ANY ONSITE DISTURBANCE.
21. THIS PLAN SET TO BE UTILIZED FOR THE INSTALLATION OF SITE LAYOUT
IMPROVEMENTS INCLUDING, BUT NOT LIMITED TO, GRADING & DRAINAGE, \--,;_
INSTALLATION OF SEDIMENT CONTROL MEASURES, WATER SYSTEM AND '
WASTEWATER CONNECTION. FOR BUILDING DESIGN AND ASSOCIATED PLUMBING,
SEE APPROPRIATE SEPARATE PLANS.
\ \ / 1•
. ' ' 10�,875.54 S Ft. \ / y�; ' ,' I 1 ' 1 \ \ ` : \\ \ b\\.:: / , / u I c
• . • . \ / ;2.48 Acres 1r / �, ' ' ' ' I I o N OE EX. ELECTRICAL CONNECTION
4.366 ACRES+ / - '/ ' , ' I R(( �^/ , ` ,\ \ \ , y\ \ \ \ I 1 I
2::\::::\22\‘‘‘:
POINERPOLE i ' r / /,' '/ -/ \ �`/�` `♦` `�'♦�♦`♦ \ ♦ \ \ `\ , ' , '
' ' , '/, �� ' / / ; -/ `,`\; ` /��♦ \ \ \s \\ \\`, 33 O224'I Sq.FOT 2 t. 1 / ' ' `I` ♦ W .
1
r. 1• PROPOSED LOT /J�'•• , ' / ' / / / ' - ' :S.'s:::
` `l\ \ • ' , \ , _ '/JI`` , :
/LINE (TYP.) _�-�'; ' / ' - / -' '' ' : ; **I.'''. ' .......--.1: s •\ \ \ \ \ \ ` \ • 1 s
a7•
•
•' \ /, ♦` WATER ,' I ' /// ' ,•- /•• ••/ •` • ♦` " \ `\ `\'� \ ``` `\``\ `` 1 ` ``
�_ • 1. ' ,. i ' METER • / , / ' -/ 15' M.B.S.L.':I"
' ,/� � \ `\ \ \, \ ♦ \ \ � \ \ � \ :2,\:,\2-
\ - / / i I , (/�
: • •
•
, N , , _ _.. ,
l !1 / / \ /� '' '� •' , U , ' • �' - _ -; N 49' 28' 17" E / \ `� \ : \ \ \ '; - " - - I /
N/F
CITY OF HENDERSONVILLE
PIN: 9578-5/-3579 ; . _ % % , , / / , , , ' .r.. e i s ,s‘ % s‘ st% ,‘ s % \ \ , ' s s ,\ s , 1
rn \ ` \ ♦ ♦ ` 1
DEMOLITION NOTES:
1. CONTRACTOR SHALL LOCATE EXISTING UNDERGROUND SERVICES - TO
INCLUDE BUT NOT LIMITED TO ELECTRIC, CABLE, TELEPHONE, GAS,
\ � ;. �'�� �� 1 \\ ' r ' \ ,/i '1'l1'' � 1''' ,''�e����p15''M.B.S.L.�' o \\`�\\ `�\ \\ \ \ ' \\\�\\\ ,
1 , , f I 1 / i J l i ' ,/' Ili/I 17 \ ; ; ` ,�-,-,-z..,......-,. .Q.),- I ��
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%
%
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I 1 ' ' I ,, ' 111i `,I / ' / \ `\ \\\ \' - / '159.20'1
O • .' J I ` 1 UTILITY. 1 11 , I ' 1 , I i '' , , I, , 1', I I / ' I • \ `\\ \ \ \ \ ` \ ♦ ♦'` \ \ ` 1
POLE , 1 ,, \ :::,
`` \\\ \ \ \ \ ' N 49' 28' 17.. E,,I I I 1 1 II '1 1I` ` •• \ \ ` \ \ \ \ ` , 1 ` '
•
• •
\ I ''1 1 LOT 1 \♦ `' ; \ � \\ - is.-
`� °
1 - . ' ', \ \\ I:
1, , I I I ' ♦1l ''h 'I1'\ I 48,553.60Sq.Ft. \` \\ ``♦ ♦ ' \\,` 1 �� \
%
1 I 1 �, , ' ' , w, �'�I� ' 1\I 1.11Acres ,` \\\\• i‘,
\ ,, , ,,, c� \ 1`
co
L.,-\ I \ ' , ' �'l lI', '11' I'll',' it
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1•,•\ \ 1 , I , I 1 ,111
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I \ \ ,\ \ \ \ , \,\, , l] I
-� I STREAM \ ' I ` ` '` \', `-I,`,1, i \ , \ , \ _ 1 ' ` \ \ - \ �\ ` \ \` ` / )
EX15TlN6 BUFFER 1, \ 11 `1 ' \ ` ;, ,11r , `\` \ \ ', \ \ , \� \ 1
\ �1. •WATER (TYP) , \ , , 1 I - - , 11 1`` \ ` \ \ 1 C _ - \\ \
\ METER \ \\, l ' 1,,,'` ` ,, V\
-- - - - -- \, \
�i 1 1 Is
35' M.B S \ !NHITE' I% `\‘ ` ' \ : ' \ - ',' \ . / -
EX. 5MH#3 \ 1 I '1 V, , Al I . , , � \ \` \ \ `♦ 0•,
i
SANITARY SEWER AND WATER - AND SHALL COORDINATE PROPER
PROTECTION AND/OR RELOCATE WITH APPROPRIATE OWNER/UTILITY
COMPANY. COX, BRENDA
2. CONTRACTOR SHALL WALK THE SITE AND BE FAMILIAR WITH THE SCOPE OF ZONED: R-l5
DEMOLITION REQUIRED. ALL DEMOLITION WORK REQUIRED TO CONSTRUCT
NEW IMPROVEMENTS WILL BE PERFORMED BY THE CONTRACTOR AND BE
UNCLASSIFIED EXCAVATION.
PIN: 9578 5/-1568
3. DEMOLITION SHALL INCLUDE BUT IS NOT LIMITED TO THE EXCAVATION, I
HAULING AND OFFSITE DISPOSAL OF CONCRETE CURBS AND GUTTERS,
BITUMINOUS CONCRETE PAVEMENTS AND ALL MATERIALS OR VEGETATION
CLEARED AND STRIPPED TO THE EXTENT NECESSARY FOR THE •
RIM=2096.90' '
INSTALLATION OF NEW IMPROVEMENTS AND WITHIN THE LIMITS OF CLEARING
AND GRADING. COORDINATE WITH APPROPRIATE DRAWINGS.
4. THE CONTRACTOR SHALL PROTECT ALL PROPERTY AND STRUCTURES AND
UTILITIES ON THE PROPERTY NOT TO BE DEMOLISHED. DAMAGE TO THE
PROPERTY DUE TO THE CONTRACTOR'S ACTIVITIES SHALL BE REPLACED IN EX. S.M.H.#1
J
KIND BY THE CONTRACTOR AT NO COST TO THE OWNER.
5. ALL EXISTING IMPROVEMENTS INDICATED OR REQUIRED TO BE DEMOLISHED
SHALL INCLUDE REMOVAL FROM PROJECT AREA.
DEVELOPMENT COMMENCING WITHvA RECORD OF THE SITE AS IT APPEARS
BEFORE DEMOLITION IS BEGUN. AFTERWARDS A PHOTOGRAPHIC RECORD
SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS.
7. EXISTING PAVEMENT, CURB AND GUTTER, LIGHTS, FENCES,
TREE/VEGETATION AND UTILITIES NOT INTENDED FOR DEMOLITION SHALL BE
MAINTAINED, PROTECTED, AND UNDISTURBED DURING DEMOLITION.
CONTRACTOR SHALL COORDINATE THE REMOVAL OF BITUMINOUS CONCRETE
\SS ♦ - ``, SS 1 EX SANITARY 5ElNER"
15. 18B' C' -0.05$ SLOPE SS SS
- _ -/ _ - IIIYYY,
1
Y ,
•
•
•
\I
•
z
w
m
- 30 ,'' 1 1 I 1 J, I ,'I, - ��----\ N/P EX. FIRE HYDRANT
•
\\� ' '' - -1 ''' - / BUFFER -NI ' 1 I III 1 1 `pl ,.. I `, `, `' , , ,�, ,' - - �5'_M.B. S. L. - - - - - _ N 71),w1•I I \ I N A/STUS HILLIAM G.'/,- '' PIN: 951540-7866
1 1 1 \ , EX. WATER VALVE
0 EX. DRILL HOLE
EX. MAG NAIL
EX. UTILITY POLE
EX. SEWER MANHOLE
© EX. WATER METER
CURVE TABLE
CURVE#
LENGTH
RADIUS
CHD LENGTH
GHD BEARING
C3
33..66'
35.19'
36.74'
533°55'50"IN
RIM=2/01.88'
INV. IN=209334'
1 ` ` •
` ` EX. \ , ` ` ♦\/` EX. SANITARY 5EHER"•- -
•
II I
W;11.'.
wII I .
•
•
•
II I.• '
I I - POPPER POLE •
✓ III
'III'..
WF
III e41.
• . EX S.MH.#6
.• • R1M=2098.46'
• INV. IN=2087/6'
•. INV. IN=2087.16'
\ \ \ , \ \ J , ` , ,, INLET
\
" • . DROP • . • • •
SANITARY
M.B.S.L.
- OAK /� `` ' \ ` \ \ ,
TREE ``� HEADHALL ' , ` ' - _ . 68' ®4 L9 SLOPE
III/
- -
A' . •' - INV IN 208965 kj POHER POLE
I- •
1 2089.89' I' ,l 2941.33 -_- I -_ - - 'I \ ----' �/ 1•
__(
S 3,6� SL _1 1/8" ' -/.' S6® GyRXOPENS•
NITARSEVIE I L2 I SS-- r#'1DROP INLET - SL_ RGP I EX. SM.H2i LRIM209950�'1/NV 209341' - - -INV 209/80'SHFy 1E TARY SEINER
5 49° 2B' l7" W _� - �9B.�g' �/ ' . • ' .. • . ' . • . ' ALL INFORMATION SHOWN ON THIS DOCUMENT IS SUBJECT TO ANY REQ
- - - - %/' . BY ANY REGULATORY AGENCY, ENTITY OR AUTHORITY.
•
• •• QUIBLE & ASSOCIATES, P.C. DOES NOT GUARANTEE THE ACCURACY OR THE
' '••• .111.• _ - - h'� SST EX SANITARY SEINER EX. S.M.H.#5 COMPLETENESS OF ANY INFORMATION IN THIS DOCUMENT AND IS NOT RESPONSIBLE
-7 s \ . / y\lNV 1N-2093.16' , . 59 26� SLOPE RIM=2098.00' FOR ANY ERROR OR OMISSION OR ANY LOSSES OR DAMAGES RESULTING FROM THE
OG�3096� _ ,Imo._' . _ . _ _ - 5R
INVOUT=2090.10' USE OF THIS INFORMATION.
EX. S.M.H.#4 .1•.•INVOUT=2090.1D'
/ 1 ` �. `I I _ GULV R� • RIM=2096.1T I I , .,
�_ .
UTILITY POLE DROP - • • INV. 1N=2088.47' :11 •
T _ INVOUT=2088.47' I ! 1 '
/ , ,
INV. - _ _•• 1.1, .. .
SANITARY SEINER"�
INV. 2093.89_ J ,! - - - - - - ,
- I - _ 20IS
_ _ x.
PIM 9578-4/-600/
4 EX. EXTERIOR LIGHT
EX. LIGHT POLE
- -/0 EXISTING CONTOUR
EXISTING SPOT GRADE
Know what's below.
CaII before you dig.
INV.OUT=2089.65'15' M.B.S.L.'i/I1T /, 1 . NOTE: THIS DOCUMENT IS PRELIMINARY - NOT FOR CONSTRUCTION,
RECORDATION, SALES OR CONVEYANCES - THIS DOCUMENT IS FOR
_N 04° 12' 29" E . . DISCUSSION PURPOSES ONLY! EXISTING INFORMATION SHOWN ON THIS
RGP \ - - _ _ _ - ' - l8"RGP ,11262.13' N 49' 2" E_ _ _ - - - - - _ -I, I ,' / 70.32 DOCUMENT IS BASED ON BEST AVAILABLE DATA AND IS NOT A CERTIFIED SURVEY.
S ' UIREMENTS
_ APPROXIMATE ' 1"
9. ALL DEMOLITION WORK SHALL BE DONE IN STRICT ACCORDANCE WITH I PIN: 9578-4/-95/8 LOCATION II I
FEDERAL, STATE AND LOCAL LAWS AS WELL AS OSHA REGULATIONS. I ZONED: R l5 _ OF EXISTING
PIPE i� -.7--
.0
GR055/N6: - ' �\
10. CONTRACTOR'S ACTIVITIES SHALL NOT IMPEDE USAGE OR INGRESS/EGRESS I STAR DRAYGOMPANYLLG l 30" RGP 1 �\
TO ADJACENT PROPERTIES. COORDINATE WITH OWNER MAINTENANCE OF PIN: 9578 4/ 6498 r
TRAFFIC/PEDESTRIAN CIRCULATION DURING CONSTRUCTION. / ZONED: G 3 2aB RAN _' r r
II
NOT FIELD
SURVEYED.)
I
11. MAINTAIN POSITIVE DRAINAGE AWAY FROM BUILDINGS AT ALL TIMES DURING
DEMOLITION.
12. A DEMOLITION PERMIT MUST BE OBTAINED FROM THE CITY OF
HENDERSONVILLE PRIOR TO DEMOLITION WORK.
i
N/F
DOTSON, INEZ
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
I / NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
I \ NOTICE TO PROCEED. I /
I �
i
GRAPHIC SCALE
30'
0 15' 30' 60'
( IN FEET )
1 inch = 30 ft.
NC License#: C-0208
SINCE 1959
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REVISIONS
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CONDITIONS/DEMOLITION
PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
1
OF 8 SHEETS)

a
0
E.dwg 3/5/2021
\P20003-2020—B
:\2020\P20003
i
N/F
7X, BRENDA
45785/-1568
7NED: R-15
J
♦
♦
•
NOTES:'
PROPERTY OWNER: JEFF JUSTUS
PROPERTY IDENTIFICATION: 1601 OLD SPARTANBURG RD.
PIN#: 9578-81-0342
PARCEL AREA: 4.36 ACRES (PER SURVEY BY WAGGONER & RHODES LAND SURVEYORS, PLLC.)
PROPERTY ZONED: C-3 HIGHWAY BUSINESS
REFERENCES: D.B. 1263, PG. 67;
6. EXISTING FEATURES, IMPROVEMENTS, TOPOGRAPHIC, AND BOUNDARY INFORMATION BASED ON SURVEYS
ENTITLED, "PLAT OF SURVEY FOR JEFF JUSTUS'', PREPARED BY WAGGONER & RHODES LAND SURVEYORS,
PLLC., DATED JANUARY 2, 2020. THIS DOCUMENT SHALL NOT BE CONSIDERED A BOUNDARY SURVEY.
7. VERTICAL DATUM NAVD 1988 / HORIZONTAL DATUM NAD 1983 (2011)
8. PROPERTY IS LOCATED IN NFIP FLOOD ZONE "X" AND "AE" (BFE 2096') SUBJECT TO CHANGES. BASED ON
COMMUNITY CID NO. 370128; PANEL 9578; SUFFIX J. (MAP NUMBER 3700957800J) EFFECTIVE DATE:
10/02/2008.
9. SETBACKS SHOWN ARE PER CITY OF HENDERSONVILLE AND DO NOT REFLECT ANY RESTRICTIVE COVENANTS
THAT MAY EXIST.
10. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL PROPERTY MONUMENTS
DURING CONSTRUCTION. DISTURBED OR REMOVED PROPERTY MONUMENTS SHALL BE REPLACED BY A NORTH
CAROLINA LICENSED PROFESSIONAL LAND SURVEYOR.
11. ALL WORK WITHIN THE NC DOT RIGHT—OF—WAY REQUIRES AN APPROVED NC DOT RIGHT—OF—WAY
ENCROACHMENT AGREEMENT.
12. A CITY OF HENDERSONVILLE HIGH DENSITY STORMWATER PERMIT IS REQUIRED IN ADVANCE OF ANY ONSITE
DISTURBANCE.
13. BUILDING CONSTRUCTION TO CONFORM TO 2018 NC FIRE PREVENTION CODE OR LATEST EDITION.
14. THE LOCATION, DIMENSIONS, AND ELEVATION OF EXISTING UTILITIES SHOWN ARE BASED ON THE BEST
AVAILABLE DATA AND ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY ALL DATA IN THE FIELD PRIOR
TO CONSTRUCTION TO HIS/HER OWN SATISFACTION. THE CONTRACTOR SHALL PERFORM ANY TEST PIT WORK
OR PROVIDE LOCATION SERVICES AS REQUIRED TO AVOID CONFLICTS WITH EXISTING UTILITIES. CONTACT
NORTH CAROLINA ONE —CALL AT TELEPHONE NO. 1-800-632-4949, 48 HOURS PRIOR TO PERFORMING ANY
EXCAVATION TO HAVE UTILITIES MARKED.
15. THE CONTRACTOR SHALL PROVIDE SMOOTH TRANSITIONS FROM PROPOSED FEATURES TO EXISTING FEATURES
AS NECESSARY.
,16. THE CONTRACTOR SHALL SEAL THE EDGE OF EXISTING ASPHALT PAVEMENT WITH TACK COAT IN
ACCORDANCE WITH THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS
WHERE NEW PAVEMENT JOINS EXISTING PAVEMENT.
17. ALL PAVEMENT JOINTS SHALL BE SAW —CUT PRIOR TO PAVING TO PROVIDE A DURABLE AND UNIFORM JOINT.
18. PROOF ROLL ALL NEW PAVED AREAS. NOTIFY OWNER AND ENGINEER OF ANY UNACCEPTABLE AREAS.
19. LOT COVERAGE
PROPOSED CARWASH PARCEL
PROJECT AREA (LOT 1) = 48,553.6 SF
PROPOSED BUILDING = 5,266.6 SF
DRIVE AISLE/PARKING = 18,355.8 SF
SIDEWALKS/DUMPSTER = 1,151.8 SF
TOTAL COVERAGE = 24,774.2 SF (51.0%)
REMAINING OPEN SPACE = 23,779.4 SF (48.9%)
20. PARKING:
♦.
♦ CAR WASH FACILITY
)
•
♦♦I'
EX. S.M.H. #I
RIM=2ID1.88'
INV IN=2093.34'
•
PARKING REQUIRED = 0.5 SPACE PER WASH BAY * 1 WASH BAY =
1 SPACE REQUIRED [4 SPACES PROVIDED (1 ADA VAN SPACE)]
STACKED PARKING = 2 STACKING SPACES PER WASH BAY * 1 WASH BAY =
2 SPACES REQUIRED [13 STACKING SPACES PROVIDED]
•
EXISTING /
-WATER /
METER
35' M.B.S.L.
r—
W
PROPOSED 2"
WATER SERVICE
®-
0.3% SLOP
56
SSEX SANITARY 5E1^IER
•
/•
.,
•
UTILITY POLE
i
2104
2/02
2100
20g8
20g6
20g4
20g2
20g0
2088
2086
2085
PROFILE OF STREAM CULVERTS
SCALE: 1 "= 20'
VERTICAL SCALE: 1 "= 4'
VERTICAL SCALE IS EXAGGERATED 5 TIMES
•
•
.L2
-SS
INV. IN=2093.16'
STREAM
BUFFER
PROPOSED LOT
LINE (TYP.)
•
•
•
•
•
•
•
•
1\ III
PROPOSED DIRECTIONAL DRILL
MAXIMUM BEND RADIUS (50')
— PROPOSED START
DIRECTIONAL DRILL
SS
INV. IN=20367.65'
•
PROPOSED
BUILDING
FFE=2101'
•
•
30" MITE
OAK TREE
•
0
IJJ
•
•
zoaqaq
•
•
RCP
DROP
INLET
INV.
•
2.-0” MOUNTABLE
SPILL CURB &
GUTTER (TYP.)
•
•
•
o
•
CULVERT
DROF' INLET
•
•
•
•
—
PROPOSED
PROPOSED 2.-0”
MOUNTABLE CURB
AND GUTTER
SHEPHERD STREET
2088
2090:5
2091
2092
2093
2094
20,33.90
2095
2096
2098
PROPOSED
SCREENED/FENCED
DUMPSTER
20)(20' CLEAR SITE
TRIANGLE (TYP.)
EMPLOYEE
PARKING
SPACE 9'x20'.
(TYP. OF 3)
110
5' M.B.S.L.
SIGN FACING SR 1779: DO NOT
ENTER (MUTCD CODE R5-1)
SIGN FACING SITE: STOP SIGN
(MUTCD R1-1)
INV. 2093.41'
WHITE 24'.
THERMOPLASTIC
STOP BAR (TYP)
•
•
PROPOSED 2.-0” CURB
AND GUTTER (TYP.)
PROPOSED 8.0' WIDE
BOTTOMLESS CULVERT
• • • • • • DISCUSSION PURPOSES ONLY! ,txisTING INFORMATION SHOWN ON THIS
• • , p • • • QOCUM,ENT IS BASED ON BEST AVAILABLE DATA AND IS , NOT A CtTIFIED SURV_EY.
•
•
•
PROPOSED
1 STORY
CAR WASH
± 4,400 SF TOTAL
FFE = 2101.0'
LEVEL AREA ELEVATION —
= 2094.33'
262.13'
PROPOSED 5' WIDE
CONCRETE SIDEWALK
(TYP.)
co
co
CNI
13 01
cNi
10+00 10+50
11+00
11+50
12+00
12+50
2104
2102
2100
20q0
201313
20136
20135
•
•
\ • • • \ • • ,
•
•
•
•
•
ALL ROOF 'DRAINS TO
CONNECT TO •
STORMWATER NETWORK •
•
PROPOSED ADA VAN
PARKING SPACE 9'x20'
6" SANITARY SEWER
LATERAL 84 LF ©-
1.04% MIN. SLOPE
VACUUM SPACE 13'x20'
CORE EXISTING MANHOLE
AND CONNECT PROPOSED
6" PVC AT INV. =2088.7'
•
•
•
•
•
/
•
HEADWALL ,
159.20'
•
•
•
•
•
•
•
•
PROPOSED CANOPY
TREE (TYP.)
MOUNTABLE
CURB AND •
GUTTER •
EX SANITARY SEINER"
INV. IN=2088.47'
•
•
EX. SANITARY SEINER."
APPROXIMATE
LOGATION OF
EXISTING PIPE
(LOGAT1ON NOT
FIELD SURVEYED)
•
3 PIECES REINFORCED RUBBER HOS
4" MULCH. DO NOT LEAVE SOIL
ON BURLAP. AFTER ROOT BALL
HAS BEEN SET, REMOVE TVVINE
OR VVIRE FROM ROOT BALL.
SOIL BACKFILL
BALLS GREATER THAN 2' DIA.
SHALL SIT ON MOUND OF UN—
DISTURBED SOIL TO PREVENT
SETTLING
Know what's below.
Call before you dig.
II I
jj
POHER POLE
•
•
INV. IN=2087.16'
•
DROP •
' INLET
EX. SANITARY SEINER"
POHER POLE
.70.32
LEGEND
EXISTING ASPHALT PAVEMENT
PROPOSED RIP RAP
PROPOSED CONCRETE
PROPOSED ASPHALT
EX. IRON ROD
0 EX. DRILL HOLE
EX. MAG NAIL
EX. UTILITY POLE
.tr EX. FIRE HYDRANT
EX. WATER VALVE
O EX. SEWER MANHOLE
• EX. WATER METER
O EX. ELECTRICAL CONNECTION
4 EX. EXTERIOR LIGHT
EX. LIGHT POLE
PROPOSED 6" CURB (NO GUTTER)
PROPOSED CURB AND GUTTER
PROPOSED SPILL CURB AND GUTTER
PROPOSED DROP INLET
PROPOSED STORM PIPE
—W PROPOSED WATERLINE
—ss— PROPOSED SANITARY SEWER
0 PROPOSED TREES/SHRUBS
(3) NO. 12 GAUGE GALVANIZED
WIRE POSITIONED AT 120'
AROUND THE TREE
3-2x2x3' TREATED STAKE
HOLE DIAMETER FOR BALL SHALL
BE TWICE BALL DIAMETER
TREE PLANTING DETAIL
N.T.S.
TREE PLANTING SUMMARY
SYMBOL
QUANTITY
COMMON NAME
SPREAD
MIN. SIZE 0 PLANTING
ti
0
WINTER KING HAWTHORN
25' — 35'
2'' CAL,
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
GRAPHIC SCALE
20' 0 10' 20'
40'
1 inch = 20 ft.
NC License#: C-0208
SINCE 1959
C.)
0
CA
CA
0 ?
* 0
*
irt
CD 1-
Lai
m
co
0
000DNE
ct
on
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to c
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C '°> 3_ I= -LL 02u -"C L I LILL j'27C3 1:ILL j( )ajZ j8C 1:LL )Z>> -< )1-L jC )1=-
v )0C: nv Lju )u )0. f Lz00:
REVISIONS
0
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LANDSCAPING
eft
1-4
E-4
c.)
z z
119i
u z
v Ado
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E-4 A
8 2
0 rn4.,)
PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
OF 8 SHEETS)

0
g 3/26/2021 4:
a
\P20003-2020—BASE—Cop
:\2020\P20003—Justus Spar
NOTES:
1. PROPERTY OWNER:
JEFF JUSTUS
2. PROPERTY IDENTIFICATION: 1601 OLD SPARTANBURG RD.
PIN#: 9578-81-0342
3. PARCEL AREA: 4.36 ACRES (PER SURVEY BY WAGGONER & RHODES LAND
SURVEYORS, PLLC.)
4. PROPERTY ZONED: C-3 HIGHWAY BUSINESS
5. REFERENCES: D.B. 1263, PG. 67;
7. EXISTING FEATURES, IMPROVEMENTS, TOPOGRAPHIC, AND BOUNDARY
INFORMATION BASED ON SURVEYS ENTITLED, "PLAT OF SURVEY FOR JEFF
JUSTUS'', PREPARED BY WAGGONER & RHODES LAND SURVEYORS, PLLC., DATED
JANUARY 2, 2020. THIS DOCUMENT SHALL NOT BE CONSIDERED A BOUNDARY
SURVEY.
8. VERTICAL DATUM NAVD 1988 / HORIZONTAL DATUM NAD 1983 (2011)
9. PROPERTY IS LOCATED IN NFIP FLOOD ZONE "X" AND " AE" (BFE 2096')
SUBJECT TO CHANGES. BASED ON COMMUNITY CID NO. 370128; PANEL 9578;
SUFFIX J. (MAP NUMBER 3700957800J) EFFECTIVE DATE: 10/02/2008.
10. SETBACKS SHOWN ARE PER CITY OF HENDERSONVILLE AND DO NOT REFLECT
ANY RESTRICTIVE COVENANTS THAT MAY EXIST.
11. PROJECT SCOPE: PERMITTING AND CONSTRUCTION OF A ±4,400 SQ.FT. CAR
WASH WITH ASSOCIATED PARKING AND APPURTENANCES.
12. WASTEWATER: MAX. 2 CARS IN BAY AT A TIME 0 1,200 GPD/BAY = 2,400 GPD
(WASTEWATER IS PROPOSED TO BE CONVEYED TO CENTRAL SYSTEM)
13. WATER SUPPLY PER CITY OF HENDERSONVILLE. WATER CONNECTION MUST BE
MADE IN ACCORDANCE WITH CITY SPECIFICATIONS AND SHALL BE PERFORMED
BY A LICENSED WATER UTILITY CONTRACTOR. NOTIFY CITY PRIOR TO
INSTALLATION.
14. ALL UTILITIES TO BE PLACED UNDERGROUND UNLESS OTHERWISE NOTED
15. PRIOR TO LAND DISTURBANCE, A HENDERSON COUNTY APPROVED SOIL EROSION
AND SEDIMENTATION CONTROL PLAN IS REQUIRED.
16. JURISDICTIONAL DETERMINATIONS HAVE NOT BEEN COMPLETED FOR THIS SITE.
17. EXISTING VEGETATION TO BE PRESERVED WHERE POSSIBLE.
18. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL
PROPERTY MONUMENTS DURING CONSTRUCTION. DISTURBED OR REMOVED
PROPERTY MONUMENTS SHALL BE REPLACED BY A NORTH CAROLINA LICENSED
PROFESSIONAL LAND SURVEYOR.
19. ALL WORK WITHIN THE NC DOT RIGHT-OF-WAY REQUIRES AN APPROVED NC DOT
RIGHT-OF-WAY ENCROACHMENT AGREEMENT.
20. A LOCAL STORMWATER PERMIT IS REQUIRED IN ADVANCE OF ANY ONSITE
DISTURBANCE.
21. THIS PLAN SET TO BE UTILIZED FOR THE INSTALLATION OF SITE LAYOUT
IMPROVEMENTS INCLUDING, BUT NOT LIMITED TO, GRADING & DRAINAGE,
INSTALLATION OF SEDIMENT CONTROL MEASURES, WATER SYSTEM AND
WASTEWATER CONNECTION. FOR BUILDING DESIGN AND ASSOCIATED PLUMBING,
SEE APPROPRIATE SEPARATE PLANS.
LEGEND
SUBJECT PROPERTY LINE
PROP. SUB -LOT LINE
- - ADJACENT PROPERTY LINE
EX. STREAM CENTER LINE
EX. APPROX. EDGE OF WATER
EX. 5' MAJ CONTOUR
EX. 1' MIN CONTOUR
- - - EX. BUILDING
- - - EX. CURB & GUTTER
EX. SANITARY SEWER
EX. CULVERT
= PROP. CULVERT
x20g0 EX. SPOT ELEVATION
- 9.0- PROP. CONTOUR
PROP. SPOT GRADE
9.0
(TOP OF ASPHALT/FLOW LINE
UNLESS OTHERWISE NOTED)
9.00'TC
PROP. TOP OF CONCRETE ELEV.
PROP. FLOW DIRECTION & SLOPE
▪ 1
▪ -• --J
O
O
A
[xi
''X
EX. ASPHALT PAVEMENT
PROP. CONCRETE
PROP. ASPHALT
PROP. RIP RAP
30' STREAM BUFFER
PROP. FLOODPLAIN BENCH
EX. IRON ROD
EX. DRILL HOLE
EX. MAG NAIL
EX. UTILITY POLE
EX. FIRE HYDRANT
EX. WATER VALVE
EX. SEWER MANHOLE
EX. WATER METER
EX. ELECTRICAL CONNECTION
EX. EXTERIOR LIGHT
EX. LIGHT POLE
PLANTING PLAN
FOR RIPARIAN RESTORATION AND ENHANCEMENT AREAS
1. CONSTRUCTION WILL BE SEQUENCED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION SUCH
THAT DISTRIBUTED AREAS OF THE PROJECT AREA ARE STABILIZED AT THE END OF EACH
WORKING DAY.
2. DISTURBED AREAS WILL BE SEEDED FOR TEMPORARY GROUND COVER WITH A SEED MIX OF
ANNUAL GRAINS (WINTER RYE, OATS, BROWN -TOP MILLET) AT RATES SPECIFIED BY THE
MANUFACTURER.
3. DISTURBED AREAS WILL BE SEEDED FOR PERMANENT GROUND COVER WITH A NC MOUNTAIN
RIPARIAN MIX AT MANUFACTURER SPECIFIED RATES.
4. SEEDED AREAS WILL BE FERTILIZED AND MULCHED WITH STRAW. FERTILIZER WILL BE
STORED AWAY FROM AND KEPT OUT OF THE STREAM. STRAW MULCH WILL BE PLACED
SUCH THAT SOIL IS STABILIZED AND ADEQUATE LIGHT REACHES THE SOIL LAYER.
5. DISTURBED AREAS BELOW TWO TIMES BANKFULL ELEVATION WILL BE FURTHER STABILIZED
WITH BIODEGRADABLE COIR COCONUT FABRIC WITH A WEIGHT NOT LESS THAN 400 GRAMS
PER SQUARE METER. COIR FABRIC WILL BE INSTALLED OVER SEED AND MULCH, PER THE
MANUFACTURER'S SPECIFICATIONS.
6. LIVE CUTTINGS WILL BE INSTALLED AS LIVE STAKES AND WHIPS ON THE STREAM BANKS
AND BETWEEN GEOLIFTS AT ELEVATIONS BELOW BANKFULL ON STREAM BANKS WITHIN THE
PROJECT AREA. LIVE CUTTINGS WILL BE SELECTED FROM NATIVE SHRUB SPECIES
INCLUDING: SILKY DOGWOOD (CORONUS AMOMUM), ELDERBERRY (SAMBUCUS NIGRA), AND
NINEBARK (PHYSOCARPUS OPULIFOLIUS). LIVE CUTTINGS WILL BE INSTALLED AT A SPACING
OF APPROXIMATELY ONE FOOT ON CENTER, WHILE DORMANT, DURING LEAF -OFF
7. CONTAINER HERBACEOUS PLANTINGS MAY BE INSTALLED BELOW TWO TIMES BANKFULL
ELEVATION AT A SPACING OF APPROXIMATELY THREE FEET ON CENTER.
8. CONTAINER TREE PLANTINGS MAY BE INSTALLED AS NATIVE SAPLINGS AT A SPACING OF
TEN FEET ON CENTER AND WILL CONSIST OF SPECIES NOT LIMITED TO: RED OAK (QUERCUS
RUBRA), WHITE OAK (QUERCUS ALBA), TULIP POPLAR (LIRIODENDRON TULIPIFERA),
AMERICAN BEECH (FAGUS GRANDIFOLIA), BLACKGUM (NUSSA SULVAIICA), AND RED MAPLE
(ACER RUBRUM).
9. THE SITE WILL BE WATERED REGULARLY DURING DRY PERIODS UNTIL A HEARTY STAND OF
HERBACEOUS VEGETATION IS ESTABLISHED OVER ALL DISTURBED AREAS WITH A HEIGHT OF
AT LEAST SIX INCHES.
10. PLANTING OF THE PROJECT AREA WILL GENERALLY FOLLOW AND ACHIEVE DENSITIES
OUTLINED IN A GUIDE FOR THE INSTALLATION. ESTABLISHMENT. AND MAINTENANCE OF
RIPARIAN VEGETATION ON RESTORATION PROJECTS IN NORTH CAROLINA - NC COOPERATIVE
EXTENSION SERVICE.
EXISTING GRADE
%
\ DOE �' h b
/�% \
/ 2.0 R SLOPE ,oR
//\\/// \
5.0'
FLOODPLAIN BENCH
TYPICAL FLOODPLAIN BENCH CROSS SECTION
30.0' BUFFER AREA TO BE SEEDED ACCORDING TO
RIPARIAN RESTORATION & ENHANCEMENT SPECIFICATIONS
FINA
D AWI
FOR
P MITT 1 G
ONLY
In
In
IF
IF
IF
1• c»
1 I/)
F F
�nn
•
•
./,‘ •
/. . .
/ , F \ • .
/
•
N
LII�., _�;
i® \
53°5155
-F -F
•
30' STREAM BUFFER
SEE PLANTING PLAN FOR
RIPARIAN RESTORA110N
& ENHANCEMENT A EAS
(TYP)
•
•
•
\
- -
__----
1.
r '
F F ,.
N.T.S.
VARIES
1.0' - 1.5'
ABOVE
THALWEG
5.0'
FLOODPLAIN BENCH
2.0 R SLOPE
EXISTING GRADE
4 / /\\/\/\/\/
c coy //\\//\/\
//•/< //•//.//, 7/\///
cps.
zap \/\/\
i\i \i\i\i\i /
•
11
THALWEG
/
_ ' /
_-L-_-'-F F j
_L____-_ _ , . . �;F�F ,F
F ;
y ,_ .
IF F f
L - - - / ` - --/ - �'
1
1
1
,I
• / _ .- F/ Fr • / /
•
•
•
•
•
•
•
\ s s -- ' ' i •
2 ' FOF'
-- -x,.,-
------ 23 4gw_
N 50°
_g3.�f4' :.:.:...:...fro:_..,
• I _F F
F
pggF
F 3 -r -F f F - F P- F
--
F -
-
•
1
-
BOTTOMLESS CULVERT DETAIL
NTS
GEOTEXTILE ALL AROUND
AGGREGATE BACKFILL
CONCRETE FOOTING
1.0' AGGREGATE
TYP CONCRETE OR
STONE HEADWALL
CLASS B EROSION
RESISTANT
RIP RAP SCOUR
A.
)\ • \ ACCEPTABLE FILL MATERIALS
reer-
ietiz AO'
OP
11.0
CLASS B RIP RAP
EROSION RESISTANT
SCOUR PROTECTION
STREAM
CHANNEL
/82
1 IPA
CO
CO
18" MIN FOR MODEL MC-3500
24'. MIN FOR MODEL MC-4500
8.0' MAX FOR MODEL MC-3500
7.0' MAX FOR MODEL MC-4500
SECTION VIEW A -A
NTS
CONCRETE FOOTING
PAVEMENT
1-11=11-
witims
ill
, I till'
STOR TECH CHA BE ROW
1.0' AGGREGATE
SECTION VIEW B-B
NTS
CONCRETE FOOTING
OPEN BOTTOM
CONCRETE FOOTING
LOW VELOCITY STREAM CROSSING DETAIL
STORMTECH TN COMPANY
-2090
2090
.2695
•
•
•
•
•
•
•
•
•
30.0' BUFFER AREA TO BE SEEDED ACCORDING TO
RIPARIAN RESTORATION & ENHANCEMENT SPECIFICATIONS
•
•
•
•
•
•
•
•
s
•
•
•
•
•
•
XSE 4OTfOMCESS CUL DETAIL)- •- -
•
•
SS
,„)1.0, Nj I
10.S:\84S-8"'--k
•
11
. • )('-‘‘‘‘,/eS\N" . ,
-/- . .... •- • i/ ' ^ '' . •'' •, I / ' ' . •• • - \ • 8<(% ‘0)('' , , . , „........„ „
°N\_,,,1114-\\)‘‘,A(*.,)\-,‘-‘11r
/
FFFF
l''' ''F/..0'7DPLAIN BENCH ' '' ' :•‘,- F:::‘:: ''''-' -1\.-7tC°(1'. :,.. :f F. F S '': ''', S:s: ' 1:::. ' 5::: ::: ::: '',, : \ .N/ : \
•
,. --- \'' 16..: \ 2. \‘'19::: ..\:. "F :FA . ‘r,, ;r:.S, , \ . \S•ii• F \„, Fr, A: i \
F. F F F F F,.1:,
\ s‘ ,,,\ :‘: \\ , \ :N.72,•,2\:r.‘:‘ :..15,‘,.,, ....i..\2 \0\\\.•..,F ‘‘s :: i ,:::Ao, \ \‘‘‘.,7‘
. • . . ___________________\. . \ \\ \\ is F‘\ \\FN:\ \\\:2‘‘Fr. ::::\: xr,,,,,\,:\:>\:::::.,:_:::::;\ z::::::,:,:: T‘. F\F:. \.. \. \... \x.....i,s_;\\. \. ,,,,. ,.:.\:.::::.;),::i \‘‘.,,,,\:::: \Ii\s,\‘, 1 s: .s.: ssis\ x.,
\ s ''.s :::F s'' '\ ' \'`. ' \'`. "" " I '. V.• F ' ' ' ‘.•‘.• 77. `2,:•%
\ \\ \\\ \‘'‘\ :\ r: s :g A IS‘ ;f s 1 SF, \XF 1 \‘'F A ):: \:: ‘;. , :F : ::: \r.. ‘ . . , .
, \.,, „ w‘,:x:• F‘,:FF \F ‘ ‘ s ,.. N \,... , F ,ro , , ., ,
' ' 30‘' \S 'lEsil'i\s:B:U'iliRs:kr\::\.!‘"\F\n's:',,F‘: s:):,•\''\:\s'‘.3'1:':'11\n'F\':::::‘,.::'‘.s.,1::"...\''. \\*-* \\* .1....... . '''' ''''. ‘‘. ' \:: \\*::.' *\ '
•
& ENHANCEMENT AREA ‘S \N` ll' .f V. 7%, c:::.‘,•• ''' '
LOT 3
107,875.54 Sq.Ft.
2.48 Acres
\\Xe:\
4.9
53.63'
•
•
•
•
•
•
•
cri
co
Q.
•
PROPOSED FLOODPLAIN BENCH
5.0' WIDE SLOPED AT 2.0%
(SEE TYPICAL FLOODPLAIN BENCH
CROSS SECTION FOR DETAILS)
•
Know what's below.
Cali before you dig.
2099.8
2100.1
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
2097.49
•
•
rl
20913.00
ODPLAIN BENCH
2093.00
PLAIN BENCH
' GRAPHIC SCALE
411.
20'
1 inch = 20 ft.
ME- :IL n:N• 7
• cn
• 03
o
▪ co 0
E
cr
o
CD CL
La
lal
! : 0 (I:1:1
oC)Lj: )1E' -1;7 / 1WEIML )::-<= -Lj: 1'2 :'LL I== )C)( 'Lk9CL:: 'I =EL 9SCi< °L 1-LjUC I. °Oa j''L-LjU )L-L f )1;1- 0 -LL f )W8WC::
; M : 1 ; I
/PROJECT NO.
P20003
DESIGNED BY
CMS/JDL
DRAWN BY
CMS/QAT
CHECKED BY
ISSUE DATE
SHEET NO.
8 SHEETS

a
U
E.dwg 3/5/2021
\P20003-2020—B
:\2020\P20003
NOTES:
1. PROPERTY OWNER:
JEFF JUSTUS
2. PROPERTY IDENTIFICATION: 1601 OLD SPARTANBURG RD.
PIN#: 9578-81-0342
3. PARCEL AREA: 4.36 ACRES (PER SURVEY BY WAGGONER & RHODES LAND
SURVEYORS, PLLC.)
4. PROPERTY ZONED: C-3 HIGHWAY BUSINESS
5. REFERENCES: D.B. 1263, PG. 67;
7. EXISTING FEATURES, IMPROVEMENTS, TOPOGRAPHIC, AND BOUNDARY
INFORMATION BASED ON SURVEYS ENTITLED, "PLAT OF SURVEY FOR JEFF
JUSTUS'', PREPARED BY WAGGONER & RHODES LAND SURVEYORS, PLLC., DATED
JANUARY 2, 2020. THIS DOCUMENT SHALL NOT BE CONSIDERED A BOUNDARY
SURVEY.
8. VERTICAL DATUM NAVD 1988 / HORIZONTAL DATUM NAD 1983 (2011)
9. PROPERTY IS LOCATED IN NFIP FLOOD ZONE "X" AND "AE" (BFE 2096')
SUBJECT TO CHANGES. BASED ON COMMUNITY CID NO. 370128; PANEL 9578;
SUFFIX J. (MAP NUMBER 3700957800J) EFFECTIVE DATE: 10/02/2008.
10. SETBACKS SHOWN ARE PER CITY OF HENDERSONVILLE AND DO NOT REFLECT
ANY RESTRICTIVE COVENANTS THAT MAY EXIST.
11. PROJECT SCOPE: PERMITTING AND CONSTRUCTION OF A ±4,400 SQ.FT. CAR
WASH WITH ASSOCIATED PARKING AND APPURTENANCES.
12. WASTEWATER: MAX. 2 CARS IN BAY AT A TIME 0 1,200 GPD/BAY = 2,400
GPD (WASTEWATER IS PROPOSED TO BE CONVEYED TO CENTRAL SYSTEM)
13. WATER SUPPLY PER CITY OF HENDERSONVILLE. WATER CONNECTION MUST BE
MADE IN ACCORDANCE WITH CITY SPECIFICATIONS AND SHALL BE PERFORMED
BY A LICENSED WATER UTILITY CONTRACTOR. NOTIFY CITY PRIOR TO
INSTALLATION.
14. ALL UTILITIES TO BE PLACED UNDERGROUND UNLESS OTHERWISE NOTED
15. PRIOR TO LAND DISTURBANCE, A HENDERSON COUNTY APPROVED SOIL EROSION
AND SEDIMENTATION CONTROL PLAN IS REQUIRED.
12. JURISDICTIONAL DETERMINATIONS HAVE NOT BEEN COMPLETED FOR THIS SITE.
13. EXISTING VEGETATION TO BE PRESERVED WHERE POSSIBLE.
14. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL
PROPERTY MONUMENTS DURING CONSTRUCTION. DISTURBED OR REMOVED
PROPERTY MONUMENTS SHALL BE REPLACED BY A NORTH CAROLINA LICENSED
PROFESSIONAL LAND SURVEYOR.
15. ALL WORK WITHIN THE NC DOT RIGHT-OF-WAY REQUIRES AN APPROVED NC
DOT RIGHT-OF-WAY ENCROACHMENT AGREEMENT.
16. A LOCAL STORMWATER PERMIT IS REQUIRED IN ADVANCE OF ANY ONSITE
DISTURBANCE.
17. THIS PLAN SET TO BE UTILIZED FOR THE INSTALLATION OF SITE LAYOUT
IMPROVEMENTS INCLUDING, BUT NOT LIMITED TO, GRADING & DRAINAGE,
INSTALLATION OF SEDIMENT CONTROL MEASURES, WATER SYSTEM AND
WASTEWATER CONNECTION. FOR BUILDING DESIGN AND ASSOCIATED PLUMBING,
SEE APPROPRIATE SEPARATE PLANS.
WET DETENTION BASIN
MAINTENANCE
1.IMMEDIATELY AFTER THE WET POND IS ESTABLISHED, THE PLANTS ON THE VEGETATED
SHELF AND PERIMETER OF THE BASIN SHOULD BE WATERED TWICE WEEKLY IF
NEEDED, UNTIL THE PLANTS BECOME ESTABLISHED (COMMONLY SIX WEEKS).
2.NO PORTION OF THE WET POND SHOULD BE FERTILIZED AFTER THE FIRST INITIAL
FERTILIZATION THAT IS REQUIRED TO ESTABLISH THE PLANTS ON THE VEGETATED
SHELF.
3.STABLE GROUNDCOVER SHOULD BE MAINTAINED IN THE DRAINAGE AREA TO REDUCE
THE SEDIMENT LOAD TO THE WET POND.
4.IF THE POND MUST BE DRAINED FOR AN EMERGENCY OR TO PERFORM MAINTENANCE,
THE FLUSHING OF SEDIMENT THROUGH THE EMERGENCY DRAIN SHOULD BE MINIMIZED
AS MUCH AS POSSIBLE.
5.ONCE A YEAR, A DAM SAFETY EXPERT SHOULD INSPECT THE EMBANKMENT.
EAST JORDAN IRON WORKS,
INC. MANHOLE FRAME AND
GRATE (MODEL 1480M OR
APPROVED EQUAL)
STRUCTURE WALLS MAY BE TOP OF COVER = 2094.0'
BLOCK, BRICK, OR PRECAST
NOTE: THIS DOCUMENT IS PRELIMINARY - NOT FOR CONSTRUCTION,
RECORDATION, SALES OR CONVEYANCES - THIS DOCUMENT IS FOR
DISCUSSION PURPOSES ONLY! EXISTING INFORMATION SHOWN ON THIS
DOCUMENT IS BASED ON BEST AVAILABLE DATA AND IS NOT A CERTIFIED SURVEY.
ALL INFORMATION SHOWN ON THIS DOCUMENT IS SUBJECT TO ANY REQUIREMENTS
BY ANY REGULATORY AGENCY, ENTITY OR AUTHORITY.
QUIBLE & ASSOCIATES, P.C. DOES NOT GUARANTEE THE ACCURACY OR THE
COMPLETENESS OF ANY INFORMATION IN THIS DOCUMENT AND IS NOT RESPONSIBLE
FOR ANY ERROR OR OMISSION OR ANY LOSSES OR DAMAGES RESULTING FROM THE
USE OF THIS INFORMATION.
" PVC SCREW TYPE PLUG
" PVC TEE
TEMP. POOL ELEVATION: 2094.0'
CONTRACTOR TO PAINT PVC
IPE TO PROTECT PIPE
FROM UV BIODEGRATION
(COLOR BY OWNER)
PERM. POOL ELEVATION: 2090.5'
6" PVC STUBBED TO
6" BELOW PERM. POOL
6" PVC CAP WITH
2" HOLE DRILLED
\\ BASIN 0 2086.5'
+ S;
j/ j/ • . `'�:. PONCREBASE':: .�; '. ` ': jj /jj
DRAW -DOWN STRUCTURE (DI #8) DETAIL
N.T.S.
NOTE: A FAIRCLOTH SKIMMER TO BE INSTALL DURING THE INITIAL CONSTRUCTION OF THE WET
BASIN. THE SKIMMER IS TO BE CONNECTED TO THE 8" STUB -OUT ON THE WETBASIN OVERFLOW
STRUCTURE. THE WET BASIN WILL SERVE AS A SEDIMENT BASIN DURING THE CONSTRUCTION OF THE
SITE. ONCE THE SITE HAS BEEN FULLY STABILIZED THE FAIRCLOTH SKIMMER IS TO BE REMOVED AND
THE SPECIFIED DRAW DOWN PIPE IS TO BE INSTALLED PER THE BASIN OVERFLOW STRUCTURE DETAIL.
THE STUB -OUT FOR THE DRAW DOWN PIPE SHALL BE CAPPED DURING CONSTRUCTION
kj
'TE
EE
2089.89
4.366 ACRES+-
1
FIRM ZONE :4E"
PROPOSED TOP OF 7' WIDE FOREBAY 0 2093.0'.
6:1 SLOPE FROM EL. 2090.0' TO EL. 2091.0'
RIP -RAP FOREBAY WALL FROM TOP TO EL. 2090.5'
2' THICK OVER GEOTEXTILE FABRIC
/8"
RCP
DROP
INLET
INV.
2095.24'
3'X5'X0.5' DEEP
RIP -RAP
(CLASS A EROSION
CONTROL STONE)
/ I
/ I
1
D.I.#1
RIM=2097.37'
12"INV.=2094.37'
/
209133'
DROP INLET
• INV.2091.80'
30" 6MP
CULVERT
15' M.B.S.L
30'
STREAM
BUFFER
(TYP.)
7
15' M.B.S.L.
PROPOSED FOREBAY
TOP = 2095.0'
BOTTOM = 2088.0'
cP -2088
2098.46
2094
2095
2099.08
D.I.#2
RIM=2098.00'
12"INV.=2093.79'
12"INV.=2093.79'
12"INV.=2093.59'
12" RCP
33' 0 1.7% SLOPE
2098.00
7
WET DETENTION BASIN SHALL BE UTILIZED AS A
SEDIMENT BASIN FOR EROSION CONTROLS DURING
CONSTRUCTION. THE BASIN OUTLET STRUCTURE
SHALL BE FITTED WITH A "FAIRCLOTH SKIMMER"
DURING CONSTRUCTION (SEE DETAILS). UPON
COMPLETION OF CONSTRUCTION ACTIVITIES, THE
FAIR CLOTH SKIMMER SHALL BE REMOVED AND
REPLACED WITH ORIFICE DEVICE PER OUTLET
STRUCTURE DETAIL ACCUMULATED SEDIMENT
SHALL BE REMOVED FROM THE DETENTION BASIN
UPON COMPLETION OF CONSTRUCTION ACTIVITIES
� I
1
PROPOSED WET
$ y
ILp9� DETENTION BASIN
TOP = 2095.0'
/ TEMP. POOL = 2094.0'
9�` PERM. POOL = 2090.5'
BOTTOM = 2086.5'
SHWT = ±2090.5'
2090.5
2091
2092
2093
2094
100.2b 2100.61
SHEPHER'Q INV. 2093.4/'
STREET
S.R. /779' •
2098.1
2098.37
2097
2098-
2099
100.34
100.11
099.54
2098.19
12" RCP
51' 0 0.3% SLOPE
2098.73
3
209 S.16
2098.34
2098.58
1
1
1
1
1
\ 11
1
1
1
I\
1
1
1
bXIS1ING
BUILDING
I I
L_
--543°20'47"W--
PIN: '45785I-0032
ZONED: C-3
EX. S.M.H.#7
RIM=2100.19'
INV. IN=2083.47'
INV.OUT=2083.47'
[-t-7
L
PROPOSED 6' WIDE
VEGETATED SHELF
6:1 SLOPE FROM EL.
2090.0' TO EL. 2091.0'
2101.00
12" RCP
29' 0 0.5% SLOPE
18" RCP
INV. 2093.89'
D.I.#3
RIM=2099.93'
12"INV.=2094.14'
12"INV.=2094.14'
12"INV.=2093.94'
i
173.26
D.I.#8
RIM=2094.00'
12"INV.=2090.50'
D.I.#6
RIM=2095.97'
60"INV.=2089.97' •
12"INV.=2090.10'
PROPOSED
1 STORY
CAR WASH
±4,400 SF TOTAL
FFE = 2101.0'
LEVEL AREA ELEVATION
= 2094.33'
2100.31
2097.69
2097 3G
INSTALL 18" RCP TO
CONNECT EXISTING 18" RCP
ON EITHER SIDE
35' 0 1.4%
N/F
STAR DRAY COMPANY LLC
PIN: 9578-4I-6498
ZONED: C-3
110.0'
15' M.B.S.L.
96" WIDE
BOTTOMLESS RCP
123' LF (DESIGN
BY OTHERS)
ALL ROOF DRAINS TO
CONNECT TO
STORM WATER NETWORK
INV..2094.05' • '1. .
238'0.55b SLOPE'
EX SANITARY SEWER"
M.B.S.L.
PROPOSED GRASS
V-SWALE 0 2.0%
LONGITUDINAL SLOPE
W/ 3:1 SIDE SLOPES
209850
COORDINATE INSTALLATION OF
BUILDING OVER PIPING WITH
STRUCTURAL PLANS. COVER
MUST MEET A MINIMUM OF
12" SEPARATION PER
STRUCTURAL ENGINEER.
2101.00
2100.14
EX. S.M.H.#4
RIM=2096.I7'
INV. IN=2033.47'
INV.OUT=2088.47'
60" RCP
149' 0 0.3% SLOPE
2100.777.
•.
PROPOSED CANOPY
TREE (TYP.)
2100.20
2099.82
•_ I .1•
.
EX SANITARY SEWER" .
59' ®2.69 SLOPE •
•
APPROXIMATE
LOCATION OF
EXISTING PIPE
CROSSING:
/ - 30" RCP
2-18"RCP
(LOCATION NOT
FIELD SURVEYED.)
.1
In
gdo7S
„?1�M35 ,l? v11NVS X�
cn
SANITARY
SEWER
II I
WATER MET
II I
III
II I
II I
II I
II
LEGEND
QQ EX. IRON ROD
O EX. DRILL HOLE
EX. MAG NAIL
M..) • EX. UTILITY POLE
• EX. FIRE HYDRANT
EX. WATER VALVE
• EX. SEWER MANHOLE
®• EX. WATER METER
EE EX. ELECTRICAL CONNECTION
4 . EX. EXTERIOR LIGHT
EX. LIGHT POLE
•
POWER POLE
•
EX S.M.H#6
RIM=2098.46'
INV. IN=2087.16
• INV. IN=208716
DROP
INLET
PIPE SIZING/CAPACITY
BASED ON MAXIMUM
UPSTREAM CAPACITY
EX SANITARY SEWER"
63' a 4.A SLOPE
POWER POLE
�.
/N04° I2'29"E
70.32'
D.I.#7
RIM=2093.36'
18"INV.=2090.63'
18"INV.=2090.63'
36"INV.=2090.63'
60"INV.=2090.43'
EX 5.M.H #5
12IM=2098.00'
INV OUT=2090.10'
INV OUT=2090.10'
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
: EXISTING ASPHALT PAVEMENT
PROPOSED CONCRETE
PROPOSED ASPHALT
PROPOSED RIP RAP
- - EXISTING CONTOUR
-9.0-
EXISTING SPOT GRADE
PROPOSED CONTOUR
PROPOSED SPOT GRADE
(TOP OF ASPHALT/FLOW
LINE UNLESS OTHERWISE
NOTED)
9.00'TC PROPOSED TOP OF
▪ o
PROPOSED
12" RCP
CONCRETE ELEV.
PROPOSED FLOW
DIRECTION AND SLOPE
0
Know what's below.
Call before you dig.
GRAPHIC SCALE
20' 0 10' 20'
40'
( IN FEET )
1 inch = 20 ft.
NC License#: C-0208
SINCE 1959
C.)
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CA
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REVISIONS
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8 2
1-6
PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
3
OF 8 SHEETS)

a
U
E.dwg 3/5/2021
\P20003-2020-B
0
:\2020\P20003
NOTES:
1. OWNERS: JEFF JUSTUS
2. SITE ADDRESS: 1601 OLD SPARTANBURG RD.
3. PIN#: 9578-81-0342
4. RECORDED REFERENCE: DB 1263 PG. 67
5. PROPERTY ZONED: C-3SU HIGHWAY BUSINESS SPECIAL USE, C-3 HIGHWAY BUSINESS, & R-15 MEDIUM DENSITY
RESIDENTIAL
6. TOTAL PARCEL AREA: 4.36 ACRES (PER SURVEY BY WAGGONER & RHODES LAND SURVEYORS, PLLC.)
7. EXISTING FEATURES, IMPROVEMENTS, TOPOGRAPHIC, AND BOUNDARY INFORMATION BASED ON SURVEYS ENTITLED,
"PLAT OF SURVEY FOR JEFF JUSTUS", PREPARED BY WAGGONER & RHODES LAND SURVEYORS, PLLC., DATED
JANUARY 2, 2020. THIS DOCUMENT SHALL NOT BE CONSIDERED A BOUNDARY SURVEY.
8. VERTICAL DATUM NAVD 1988 / HORIZONTAL DATUM NAD 1983 (2011)
9. PROPERTY IS LOCATED IN NFIP FLOOD ZONE "X" AND "AE" (BFE 2096') SUBJECT TO CHANGES. BASED ON
COMMUNITY CID NO. 370128; PANEL 9578; SUFFIX J. (MAP NUMBER 3700957800J) EFFECTIVE DATE: 10/02/2008.
10. PROJECT SCOPE: THIS PLAN WAS PREPARED IN RESPONSE TO CLEARING, FILLING & GRADING OF THE SUBJECT
PARCEL. AT THE TIME OF PLAN PREPARATION, PIPING HAS BEEN PARTIALLY INSTALLED. THIS PLAN ADDRESSES
EROSION AND SEDIMENT CONTROL MEASURES TO COMPLETE CLEARING, FILLING AND GRADING ON THE REMAINDER OF
THE SITE. THIS PLAN SET TO INCLUDE DESIGN OF EROSION AND SEDIMENT CONTROL MEASURES SHOWN ONLY. DESIGN
OF STORMWATER MEASURES, FILL, AND CHANNEL ALTERATIONS NOT INCLUDED IN THIS PLAN SET. SIZING OF
STORMWATER PIPING DETERMINED BY NCDOT AND HENDERSON COUNTY REPRESENTATIVES ONSITE PRIOR TO
PREPARATION OF THIS PLAN. CONTRACTOR MUST OBTAIN ALL APPLICABLE LOCAL, STATE, AND FEDERAL PERMITS FOR
DISTURBANCE ON SITE.
11. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION BETWEEN SPOT ELEVATION GRADES AND MAINTAIN POSITIVE
DRAINAGE.
12. JURISDICTIONAL DETERMINATIONS HAVE NOT BEEN COMPLETED FOR THIS SITE.
SOIL EROSION & SEDIMENTATION CONTROL PLAN NOTES:
1. AREA TO BE DISTURBED: ±193,492 (±1.5 ACRES) ONSITE
±32,815 (±0.75 ACRES) OFFSITE
2. PROVIDE A GROUNDCOVER STABILIZATION (TEMPORARY OR PERMANENT) ON ALL DENUDED DOWNSTREAM SURFACES
FOLLOWING THE COMPLETION OF LAND DISTURBING ACTIVITIES PER THE CRITERIA LISTED BELOW:
a. PERIMETER DIKES, BERMS, SWALES, DITCHES AND SLOPES SHALL BE STABILIZED IN 7 DAYS.
b. HIGH QUALITY WATER (HQW) ZONES SHALL BE STABILIZED IN 7 DAYS.
c. DOWNSTREAM SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED IN 7 DAYS. IF SLOPES ARE 10' OR LESS AND ARE
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED.
d. DOWNSTREAM SLOPES 3:1 OR FLATTER AND LESS THAN 50' IN LENGTH SHALL BE STABILIZED IN 14 DAYS. SLOPES
3:1 OR FLATTER EXCEEDING 50' IN LENGTH SHALL BE STABILIZED IN 7 DAYS.
e. ALL OTHER DOWNSTREAM AREAS WITH SLOPES 4:1 OR FLATTER SHALL BE STABILIZED WITHIN 14 DAYS.
f. GROUND COVER SHALL BE PROVIDED ON CUT AND FOR FILL SLOPES WITHIN 21 CALENDAR DAYS AFTER COMPLETION
OF ANY PHASE OF GRADING. GROUND COVER OVER OTHER AREAS SHALL BE PROVIDED WITHIN SHORTER OF 15
WORKING OR 90 CALENDAR DAYS (60 DAYS IN HQW ZONES) OF COMPLETION OF CONSTRUCTION OF DEVELOPMENT.
3. IF LAND DISTURBING ACTIVITIES OCCUR OUTSIDE THE PERMANENT VEGETATION SEEDING DATES (APR. 1— SEP.30) THEN
TEMPORARY VEGETATION SEEDING SPECIFICATIONS SHALL BE FOLLOWED FOR PLANTING UNTIL THE NEXT APPROPRIATE
PERMANENT SEEDING PERIOD, AT WHICH TIME PERMANENT VEGETATION SHALL BE ESTABLISHED ACCORDING TO PERMANENT
VEGETATION SEEDING SPECIFICATIONS (SEE PERM. & TEMP. SEEDING SPECIFICATIONS).
4. IF EXCESSIVE WIND EROSION OR STORMWATER RUNOFF EROSION DEVELOPS DURING TIME OF CONSTRUCTION ANY LOCATION ON
THE PROJECT SITE, ADDITIONAL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSTALLED IMMEDIATELY AS
DIRECTED BY THE ENGINEER TO ADDRESS THE PROBLEM AREA AND PREVENT DAMAGE TO ADJACENT PROPERTIES.
5. SOIL EROSION AND SEDIMENTATION CONTROLS TO BE INSPECTED, MAINTAINED AND REPAIRED AS NECESSARY UNTIL
PERMANENT CONTROLS ARE ESTABLISHED.
a. A RAIN GAUGE MUST MUST BE KEPT ON SITE.
b. DEDICATED DEMOLITION AND OTHER WASTE AREAS AND EARTHEN MATERIAL STOCKPILES MUST BE LOCATED AT LEAST
50 FEET FROM DRAINS OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE.
c. ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSPECTED AT LEAST ONCE A WEEK AND WITHIN 24
HOURS AFTER ANY STORM EVENT GREATER THAN A HALF INCH (DURING A 24 HOUR PERIOD). IMMEDIATE CORRECTIVE
ACTION MUST BE TAKEN FOR ANY DEVICE FAILURE.
d. INSPECT ALL OUTLETS WHERE RUNOFF LEAVES SITE AND EVALUATE EFFECT ON NEARBY STREAMS. TAKE CORRECTIVE
ACTION IF NECESSARY.
e. MAINTAIN RECORDS OF INSPECTIONS AND CORRECTIVE ACTIONS.
f. EARTHWORK NOTE: OFFSITE BORROW MATERIAL SHALL COME FROM AN NCDEQ LAND QUALITY SECTION APPROVED
SITE. OFFSITE DISPOSAL OF EXCESS MATERIAL SHALL BE TO AN NCDEQ LAND QUALITY SECTION APPROVED SITE.
CONSTRUCTION SEQUENCE:
PRECONSTRUCTION:
1) OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2) FLAG AND/OR ROUGH STAKE WORK LIMITS.
3) FLAG EXISTING VEGETATION TO REMAIN/PROTECT.
4) HOLD PRECONSTRUCTION CONFERENCE (OWNER, CONTRACTOR, ENGINEER, AND APPROPRIATE GOVERNMENT OFFICIALS)
AT LEAST ONE WEEK PRIOR TO START OF CONSTRUCTION ACTIVITIES.
CONSTRUCTION:
5) INSTALL SILT FENCING, INLET PROTECTION, AND CONSTRUCTION ENTRANCE/EXIT AT LOCATIONS SHOWN ON PLAN.
6) COMPLETE CLEARING, GRUBBING AND DEMOLITION PROCEDURES.
7) INSTALL CONTRIBUTING STORM CONVEYANCES AND ASSOCIATED EROSION CONTROLS.
8) GRADE SITE ACCORDING TO PLAN WITH APPROVED FILL MATERIAL.
9) ALL EROSION & SEDIMENTATION CONTROLS SHALL BE INSPECTED WEEKLY AND AFTER HEAVY RAINFALL EVENT.
NEEDED REPAIRS AND MAINTENANCE WILL BE MADE IMMEDIATELY. FURTHERMORE, IF ANY WIND OR STORMWATER
RUNOFF EROSION DEVELOPS DURING THE CONSTRUCTION OF THE PROJECT, ADDITIONAL EROSION AND SEDIMENTATION
CONTROL MEASURES SHALL BE INSTALLED TO ADDRESS THE PROBLEM AREA.
10) ONCE THE SITE CONSTRUCTION IS COMPLETE AND DENUDED SURFACES ARE FULLY STABILIZED; ALL STORMWATER
CONVEYANCES, STRUCTURES AND PIPING SHALL BE CLEANED OF ALL SILT/DEBRIS WHICH MAY HAVE ACCUMULATED
DURING CONSTRUCTION. CONTRACTOR SHALL VERIFY DESIGN GRADES OF ALL STORMWATER CONVEYANCES AND
RESTORE TO DESIGN SPECIFICATIONS AS NECESSARY, INCLUDING INSTALLATION OF MEDIA AND VEGETATION.
11) UPON THE REMOVAL OF ACCUMULATED SEDIMENTS AND SITE STABILIZATION, ALL REMAINING EROSION CONTROLS MAY
BE REMOVED FROM THE DEVELOPMENT. ALL DOWNSTREAM EROSION CONTROLS SHALL REMAIN IN PLACE UNTIL THE
COMPLETION OF ALL OTHER DEVELOPMENT CONSTRUCTION ACTIVITIES.
PERMANENT VEGETATION
SEEDING DATES: APRIL 1 — AUGUST 31:
SEED MIXTURE
REBEL II FESCUE
COMMON BERMUDA 'SAHARA"
(HULLED)
SEEDING DATES: SEPT. 1 — MARCH 31:
SEED MIXTURE
REBEL II FESCUE
COMMON BERMUDA 'SAHARA"
(UNHULLED)
APPLICATION RATES/ACRE
130 LBS.
215 LBS.
APPLICATION RATES/ACRE
250 LBS.
215 LBS.
TEMPORARY VEGETATION
SEEDING DATES: AUG. 16 — APRIL 15:
SEED MIXTURE
RYE GRAIN
SEEDING DATES: APRIL 16 — AUG. 15:
SEED MIXTURE
GERMAN MILLET
APPLICATION RATES/ACRE
120 LBS
APPLICATION RATES/ACRE
40 LBS
SEEDBED PREPARATION:
LOOSEN SOILS TO A DEPTH OF 6-8 INCHES USING A RIPPER, HARROW, OR CHISEL PLOW, BREAK UP CLODS, REMOVE UNACCEPTABLE GROWTH
(STICKS, ROOTS), STONES (>3"), AND OTHER MATERIALS, AND WORK THE TOP 3-4 INCHES OF THE SOIL INTO A SEEDBED. THE AREA TO BE
SEEDED SHALL BE RE —COMPACTED UTILIZING A CULTIPACKER ROLLER AND A SMOOTH EVEN SOIL SURFACE WITH A LOOSE, UNIFORMLY FINE
TEXTURE SHALL BE THE FINISHED GRADE.
SOIL AMENDMENTS:
OBTAIN A SOIL TEST TO DETERMINE APPLICATION RATES AND FOLLOW RECOMMENDATIONS OF SOIL TESTS. WHEN A SOIL TEST IS NOT POSSIBLE,
APPLY 3,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 STARTER FERTILIZER.
MULCHING:
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY TACKING WITH ASPHALT,
NETTING, ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL.
MAINTENANCE:
SATISFACTORY STABILIZATION AND EROSION CONTROL REQUIRES A COMPLETE VEGETATIVE COVER. EVEN SMALL BREACHES IN VEGETATIVE COVER
CAN EXPAND RAPIDLY AND, IF LEFT UNATTENDED, CAN ALLOW SERIOUS SOIL LOSS FROM AN OTHERWISE STABLE SURFACE. A SINGLE HEAVY
RAIN IS OFTEN SUFFICIENT TO GREATLY ENLARGE BARE SPOTS, AND THE LONGER REPAIRS ARE DELAYED, THE MORE COSTLY THEY BECOME.
PROMPT ACTION WILL KEEP SEDIMENT LOSS AND REPAIR COST DOWN. NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE
PERFORMED AS NEEDED. IF RILLS AND GULLIES DEVELOP, THEY MUST BE FILLED IN, RE —SEEDED, AND MULCHED AS SOON AS POSSIBLE.
DIVERSIONS MAY BE NEEDED UNTIL NEW PLANTS TAKE HOLD.
MAINTENANCE REQUIREMENTS EXTEND BEYOND THE SEEDING PHASE. (COMPLETE VEGETATIVE COVER IS REQUIRED
REGARDLESS OF COUNTY ISSUANCE OF A CERTIFICATE OF OCCUPANCY AND FINAL PAYMENT WILL NOT BE AWARDED UNTIL COMPLETE
ESTABLISHMENT OF VEGETATIVE COVER.)
WEAK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED AS PROMPTLY AS POSSIBLE. REFERTILIZATION MAY BE
NEEDED TO MAINTAIN PRODUCTIVE STANDS.
20&g89'
NOTE: ALL EROSION CONTROL MEASURES
SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE NC EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL.
CONTRACTOR SHALL INSPECT AND MAINTAIN
ALL EROSION CONTROL DEVICES ON A
WEEKLY BASIS AND AFTER EACH MAJOR
STORM EVENT; FAILURE TO KEEP ORDER
MAY RESULT IN ISSUANCE OF A STOP WORK
ORDER.
4.366 ACRES+-
30'
STREAM
BUFFER
(TYP.)
15' M.B.S.L.
PROPOSED TOP OF 7' WIDE FOREBAY @ 2093.0'.
6:1 SLOPE FROM EL. 2090.0' TO EL. 2091.0'
HP —RAP FOREBAY WALL FROM TOP TO EL. 2090.5'
2' THICK OVER GEOTEXTILE FABRIC
RGP
DROP
INLET
INV.
2095.24'
3'X5'XO.5' DEEP
HP —RAP
(CLASS A EROSION
CONTROL STONE)
I 7
/ I
/ I
D.I.#1
RIM=2097.37'
12"INV.=2094.37'
2O91.33'
CD
DROP INLET •
• INV.. 2O91130'
•
30"GMP
CULVERT
15' M.B.S.L.
PROPOSED FOREBAY
BOTTOM = 2088 0'
88
2094
2095
12 INV =2093 79'
12 INV =2093 79'
12" RCP
7
1
1
1
1
1
1
1
ost osi
I
7
I
WET DETENTION BASIN SHALL BE UTILIZED AS A
SEDIMENT BASIN FOR EROSION CONTROLS DURING
CONSTRUCTION, THE BASIN OUTLET STRUCTURE
SHALL BE FITTED WITH A "FAIRCLOTH SKIMMER"
DURING CONSTRUCTION (SEE DETAILS), UPON
COMPLETION OF CONSTRUCTION ACTIVITIES, THE
FAIR CLOTH SKIMMER SHALL BE REMOVED AND
REPLACED WITH ORIFICE DEVICE PER OUTLET
STRUCTURE DETAIL, ACCUMULATED SEDIMENT
SHALL BE REMOVED FROM THE DETENTION BASIN
UPON COMPLETION OF CONSTRUCTION ACTIVITIES
12" RCP
111
CONSTRUCTION
ENTRANCE/EXIT
(TYP.)
RGP
51-/EF'HERD STREET
—/
•
PROPOSED WET
DETENTION BASIN
BOTTOM = 2086 5'
209
2091
2092
2093
1
VALL
PROPOSED WIDE
VEGETATED SHELF
6 1 SLOPE ROM EL
2090 0' TO EL 2091 0'
110)
Co
2095
2096
2097
2098
12" RCP
SLOPE
LD-
PROPOSED
FAIRCLOTFI
SKIMMER
12" RCP
INV. 2093.89'
INSTALL 18" RCP TO
CONNECT EXISTING 18" RCP
ON EITHER SIDE
BUILDING
173.26
15' M.B.S.L.
60 INV —2089 97
PROPOSED
1 STORY
CAR WASH
±4,400 SF TOTAL
FFE = 2101.0'
LEVEL AREA ELEVATION
= 2094.33'
CULVERT OUTLET
PROTECTION
(TYP.)
5TAR DRAY COMPANY LLC
ZONED: C-3
BOTTOMLESS RCP
BY OTHERS)
PROPOSED
LIMITS OF
DISTURBANCE
(TYP.)
ALL ROOF DRAINS TO
CONNECT TO
STORMWATER NETWORK
12" RCP
L-D
PIN: 4576-5i-0032
ZONED: C-3
PROPOSED
SILT FENCE (TYP.)
PROPOSED GRASS
LONGITUDINAL SLOPE
W/ 3:1 SIDE SLOPES
EX SANITARY SEHER"
LD-
INV IN=2033.47'
COORDINATE INSTALLATION OF
BUILDING OVER PIPING WITH
STRUCTURAL PLANS COVER
MUST MEET A MINIMUM OF
12" SEPARATION PER
STRUCTURAL ENGINEER
60 RCP
2100y/
EX
HEADWALL
•
•
INV. IN=2033.47'
•
mr
PROPOSED CANOPY
TREE (TYP.)
„y3Mg,1Jb11NV9 'X3
SANITARY
SEHER
ii
HATER MET
II I
II I
II I
II I
•
POHER POLE
•
INV IN=2037.16
DROP •
• INLET
PIPE SIZING/CAPACITY
BASED ON MAXIMUM
UPSTREAM CAPACITY
EX. SANITARY SEHER" •
•
•
•
•
•
INLET PROTECTION
LEGEND
EX. IRON ROD
C) EX. DRILL HOLE
EX. MAG NAIL
EX. UTILITY POLE
EX. FIRE HYDRANT
EX. WATER VALVE
O EX. SEWER MANHOLE
• EX. WATER METER
O EX. ELECTRICAL CONNECTION
EX. EXTERIOR LIGHT
<X EX. LIGHT POLE
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
orogrAl
WAVAND
EXISTING ASPHALT PAVEMENT
EXISTING CONCRETE
PROPOSED CONCRETE
PROPOSED ASPHALT
PROPOSED EXCELSIOR MATTING
EXISTING SPOT GRADE
PROPOSED CONTOUR
PROPOSED FLOW
DIRECTION AND SLOPE
PROPOSED LIMITS
OF DISTURBANCE
3 PROPOSED CULVERT
INLET PROTECTION
—x— PROPOSED FENCE
PROPOSED SILT FENCE
Know what's below.
Call before you dig.
GRAPHIC SCALE
20' 0 10' 20'
40'
1 inch = 20 ft.
NC License#: C-0208
SINCE 1959
clais
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REVISIONS
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PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
SHEET NO.
OF 8 SHEETS)

a
0
E.dwg 3/5/2021
\P20003-2020—B
:\2020\P20003
.,k
3' MIN.
STAPLE 12" O.C. ALONG
/BLANKET AT SLOPE
CHANGE
�s!Iwi�,
STAPLE 12" O.C. ALONG
BOTTOM OF BLANKET
AT THE END OF SLOPE
BOTTOM OF SLOPE
TERMINATION
N.T.S.
SOIL PILE
FROM TRENCH
/\
TRENCH APPROX.
10" WIDE x 8" DEEP
END SEAM OF BLANKETS OVERLAP 2"-4".
PLACE STAPLES, ONE ON EACH CORNER OF
BLANKET, 12" O.C. ALONG BLANKET END
THROUGH BOTH BLANKETS. UPSLOPE BLANKET
LAPS OVER DOWNSLOPE BLANKETS IN A SHINGLE AFFECT.
END ROLL OVERLAP
N.T.S.
NOTES:
1. STAPLE PATTERNS ARE DEPENDENT ON SITE CONDITIONS.
SEE CURLEX® STAPLE PATTERN GUIDE FOR DETAILS.
i \'\i\ I1 TOP OF BLANKET%\\r
SLOPE TO \\/ �` \/ 1 ROW OF STAPLES,
PROTECT <\ \/�\ 1 1• 12" O.C.
STEP 1
\i
,•\\
6IEP2
SLOPE TRENCHING
METHOD "B"
CLASS B RIPRAP
FLOW
N.T.S.
2 ROWS OF STAPLES,
STAGGERED, 6" O.C.,
EA. DIR.
2 ROWS OF STAPLES,
STAGGERED, 6" O.C.,
EA. DIR.
SOIL FILLED
FROM SOIL PILE
II
11 I I I=11 I I I I I=11 I I'
II=11 II II II II II II II II II II II 1=
I I I=1I I I I I I=1I I I I I'.
I. II=
I II=11 II II II_II II II II II II II II 11=
I I I I I I
11 II II II-� II II II II_�I II II Igor.
II -II II 11 II II II II II II- II I
II II II II II II II II II _i
I=1I I I I I I I .=11 I I
I=11. II. II -II II II II II II II
II If ilia II II H If II II I
II II II II II II II II li=
-Il11111111111111 lH11H11H11Hlf.
u u u n uuu u
u
11' I 3' i
CLASS B RIPRAP
BLANKET OVERLAP
2"-4"
OI OI4 1I /
STAPLES ARE THROUGH
BOTH BLANKETS.
SIDE SEAM OVERLAP
STAPLE DETAM
N.T.S.
CURLEX SLOPE
APPLICATION DETAIL
AMERICAN EXCELSIOR COMPANY
ARLINGTON, TEXAS
PIPE INVER1.
36' PIPE MAX
ATURAL
GROUND
RIPRAP
HEADWALL,
1' MIN. HEIGHT
FROM ROAD
SHOULDER
NCDOT #5 OR
#57 WASHED STONE
CONSTRUCTION & MAINTENANCE NOTES:
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP
HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET,
WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE
SHOULDER OF THE EMBANKMENT OR DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES BELOW
NATURAL GRADE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH ANAL GRADING
ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH GROUND COVER.
MAINTENANCE:
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 0/4 INCH OR GREATER) RAINFALL
EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT
THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE HORSESHOE MUST BE REPLACED
IMMEDIATELY.
AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABIUZED, REMOVE THE STRUCTURE AND ALL THE
UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER
(SURFACE STABIUZATION).
CULVERT INLET PROTECTION
N.T.S.
/r
• *
i. ,r.. /110/.10/.10/W
i - apdat
yT �`'a� 1,-I A, -I• A, -I tip v� •�I •
.04#-N.1.----411111 �1 11 e.
I Pi.
10'
•
4411.4111 We) WI
Frii WWII*
‘NeetiVION NAM
.1� •i s
do = PIPE DIAMETER
0
0
PLAN
CLASS A NCDOT
EROSION CONTROL STONE
1.5' DEEP
el biltItA
p' 4'•
16
arelb
11
,,emi,�
!lp .
41 be 12 ki
'VW drr
gra *NI •' I
0
CLASS A NCDOT
EROSION CONTROL STONE
Filter blanket
SEE APPROPRIATE OUTLET DETAIL FOR DIMENSIONS
CONSTRUCTION & MAINTENANCE NOTES:
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN
THE PLAN. COMPACT ANY ALL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED
MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP
THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING UMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR
TEARING DURING INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF
FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP SO THE TOP LAYER IS
ABOVE THE DOWNSTREAM LAYER A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE
FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY
WEATHER -RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFILL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE
DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT
THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF
THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION. STABILIZE ALL DISTURBED AREAS WITH VEGETATION
MAINTENANCE: INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE, OR IF STONES
HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
RIP -RAP OUTLET DETAIL
N.T.S.
DEWATERING
CONCRETE BLOCK
ay."eoo-000vo'0g�o',omime
000
o� o Q oocP
00 D0 0 0
00 0 o$0 r❑.:::. 0 o 0 ot 0
0 o 000
o4 oO D_ DiDDI1l1]l 1QIDQ 00000 00
00 g 0000000 0 0�0 o pp�Ji 000 0 00
0 0 • ,0 00 o o
0 OoCle 00o g' 0
04 00 o 0
o �gCPo 0 0 b0 0 0,�,0' o o_---
00 0
0;° 00 000 00 90 �'
{0�(�0�y�)�('') 0 � /�'.J(o�,00 �X• ,•.p ((1���0 000o0
00� 00 O 00 Opo Vp Op0%00 o ' ooe0 0 LV OC "' 0c ob-000 o0� 0 �eo
0bV d✓go� 0 �0 0�0 0
o o
INLET PROTECTIONS SHALL BE
CONSTRUCTED IN ACCORDANCE
WITH THE NC EROSION AND
SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL, (LATEST
EDITION) SECTION 6.52.
2:1 SLOPE, GRAVEL BERM
TEMPORARY SEDIMENT POOL
INLET PROTECTION SHALL BE PROVIDED
AT ALL DROP INLETS, CURB INLETS
YARD INLETS AND ANY OTHER
STORMWATER COLLECTION INLET.
NCDOT STANDARD #57
WASHED STONE
1' MIN
2' MAX
WIRE SCREEN
8"X8"X16" CMU
DEWATERING
111III n
111 111-III-III-�III�I
I � 1-111=1 I I
11=111-
=111-111
111
CONSTRUCTION & MAINTENANCE NOTES:
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE
FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM ROW
OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW
OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 X 4 WOOD STUDS THROUGH BLOCK
OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 14-INCH OPENINGS OVER ALL BLOCK OPENINGS TO HOLD
GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, %- TO 34-INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON A 2:1 SLOPE OR
FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPER THAN 3:1. LEAVE A MINIMUM
1-FOOT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND AROUND THE INLET TO PREVENT GRAVEL FROM ENTERING
INLET. ON THE SLOPE TOWARD THE INLET, USE STONE 3 INCHES IN DIAMETER OR LARGER. ON THE SLOPE AWAY FROM THE
INLET USE 1/ - %-INCH GRAVEL (NCDOT #57 WASHED STONE) AT A MINIMUM THICKNESS OF 1 FOOT.
MAINTENANCE:
INSPECT THE BARRIER AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (34 INCH OR GREATER) RAINFALL AND MAKE REPAIRS
AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABIUZED, REMOVE ALL MATERIALS AND ANY UNSTABLE
SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH
AND COMPACT IT. APPROPRIATELY STABIUZE ALL BARE AREAS AROUND THE INLET.
6" MIN.
WASHED
STONE.
CONSTRUCTION & MAINTENANCE NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS,
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTIL= FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE: MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH
STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT
AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBUC ROADWAYS.
GRAVEL CONSTRUCTION
ENTRANCE/EXIT DETAIL
N.T.S
INLET PROTECTION
N.T.S
Yj
N.T.S.
2' MIN
NOTE:
1. CONTRACTOR SHALL CONTINUOUSLY MONITOR
THE TEMPORARY DIVERSION DITCHES AND
REGRADE AS THE SITE GRADING IS ALTERED.
2. TEMPORARY SEEDING MUST BE PROVIDED ON
THE TEMPORARY DIVERSION DIKE IN ACCORDANCE
WITH THE TEMPORARY SEEDING SPECIFICATION ON
THIS PLAN SET.
COMPACTED SOIL 4/ z 1i
q m FLOW t At. i \
\ \ 4 \ \ \ / / /
/."
CONSTRUCTION & MAINTENANCE NOTES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, OR OTHER OBJECTIONABLE MATERIAL. FILL AND COMPACT
ALL DITCHES, SWALES, OR GULUES THAT WILL BE CROSSED TO NATURAL GROUND LEVEL OR ABOVE.
2. JUST BEFORE PLACEMENT OF FILL, THE BASE OF THE RIDGE SHOULD BE DISKED BY MACHINERY.
3. EXCAVATE, SHAPE, AND STABILIZE THE DIVERSION TO LINE, GRADE, AND CROSS SECTION, AS REQUIRED IN THE DESIGN PLAN.
4. COMPACT THE RIDGE TO PREVENT UNEQUAL SETTLEMENT, AND TO PROVIDE STABILITY AGAINST SEEPAGE.
5. VEGETATIVELY STABILIZE THE DIVERSION AFTER ITS INSTALLATION.
MAINTENANCE:
INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION
OPERATION. IMMEDIATELY REMOVE ANY OBSTRUCTIONS FROM THE FLOW AREA,
AND REPAIR THE DIVERSION RIDGE. CHECK OUTLETS, AND MAKE TIMELY REPAIRS AS NEEDED. MAINTAIN THE VEGETATION IN A
VIGOROUS, HEALTHY CONDITION AT ALL TIMES.
TEMPORARY DIVERSION DIKE DETAIL
GRAVEL FACING
NCDOT #57 OR
#5 WASHED STONE
STORM DRAINAGE
STRUCTURE W/GRATE
UPSTREAM GRAVEL FACING
1 FOOT THICK MINIMUM
NCDOT #57 OR
#5 WASHED STONE
v//
NOTE: THIS DOCUMENT IS PRELIMINARY - NOT FOR CONSTRUCTION,
RECORDATION, SALES OR CONVEYANCES - THIS DOCUMENT IS FOR
DISCUSSION PURPOSES ONLY! EXISTING INFORMATION SHOWN ON THIS
DOCUMENT IS BASED ON BEST AVAILABLE DATA AND IS NOT A CERTIFIED SURVEY.
ALL INFORMATION SHOWN ON THIS DOCUMENT IS SUBJECT TO ANY REQUIREMENTS
BY ANY REGULATORY AGENCY, ENTITY OR AUTHORITY.
QUIBLE & ASSOCIATES, P.C. DOES NOT GUARANTEE THE ACCURACY OR THE
COMPLETENESS OF ANY INFORMATION IN THIS DOCUMENT AND IS NOT RESPONSIBLE
FOR ANY ERROR OR OMISSION OR ANY LOSSES OR DAMAGES RESULTING FROM THE
USE OF THIS INFORMATION.
SPILLWAY
':FOUNDATION
•
FILTER FABRIC
N.T.S
6' SPILLWAY WIDTH
2:1
TOP OF ROCK
ABUTMENT
2:1
dip 411,
SPILLWAY
lir
/1/d ii-.4141k
AMn Am
CD
3' MIN.
I••I •II _1
•
CD
SPILLWAY DETAIL
ROCK ABUTMENT
17 c
CLASS B
EROSION -
CONTROL - FLOW
STONE
0Qo
ill midi ,g111
Iwiirreownipi
PLAN VIEW
in Z
r- _lb\
gifA "sAdiditateit&
CLASS B 3
W411P Wt.
1 •~ �� �� C EROSION P'
CONTROL -
TONE AP Wt.
�_• _• _• �s�v_• _• _• W.
; ROCK APRON 111/ „�ii�
ROCK ABUTMENT
LEVEL APRON
SPILLWAY CREST ELEVATION - SEE PLAN
SECTION VIEW
OVERFILL 6" FOR
SETTLEMENT
CONSTRUCTION & MAINTENANCE NOTES:
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF
ORGANIC MATTER, AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA.
2. ENSURE THAT ALL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE
THE ALL IN UFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY USING ALTER FABRIC
OR A KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND SOIL.
- PLACE THE ALTER FABRIC BETWEEN THE RIPRAP AND THE SOIL. EXTEND THE FABRIC ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP OF THE
DAM; OR
- EXCAVATE A KEYWAY TRENCH ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM. THE
TRENCH SHOULD BE AT LEAST 2 FEET DEEP AND 2 FEET WIDE WITH 1:1 SIDE SLOPES.
4. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO FACIUTATE SEDIMENT CLEANOUT.
5. ALL CUT AND ALL SLOPES SHOULD BE 2:1 OR FLATTER.
6. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3 FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT
EXTEND TO THE BOTTOM OF THE SPILLWAY SECTION.
7. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE PLANS, WITH 2:1 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER
FILLED EMBANKMENT. KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21 INCHES. THE WEIR MUST BE LEVEL AND
CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY.
8. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH A D50 SIZE OF 9 INCHES (CLASS B EROSION CONTROL STONE IS
RECOMMENDED) AND A MAXIMUM STONE SIZE OF 14 INCHES. THE STONE MAY BE MACHINE PLACED AND THE SMALLER STONES WORKED INTO THE VOIDS OF THE
LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT.
9. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO
DIVERT SEDIMENT- LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY (REFERENCES: RUNOFF CONTROL MEASURES
AND OUTLET PROTECTION).
10. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE OF THE EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND
OUTLET VELOCITY IS ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET SECTION FLUSH WITH THE SURROUNDING GROUND, AND
SHAPE THE CENTER TO CONFINE THE OUTFLOW STREAM (REFERENCES: OUTLET PROTECTION).
11. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO THAT FLOW WILL NOT DAMAGE THE EMBANKMENT.
12. STABIUZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION
(REFERENCES: SURFACE STABIUZATION).
13. SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (1/2 THE DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE
FIELD.
14. INSTALL POROUS BAFFLES AS SPECIFIED ON POROUS BAFFLES DETAIL.
MAINTENANCE:
INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (4 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE
TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF THE GRAVEL FACING THAT IS IMPAIRED BY
SEDIMENT.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FEET
BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SUGHTLY ABOVE DESIGN GRADE. ANY RIPRAP
DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO
BLEND WITH THE ADJOINING AREAS, AND STABIUZE PROPERLY (REFERENCES: SURFACE STABIUZATION).
TEMPORARY SEDIMENT TRAP DETAIL
N.T.S
1-
TOP OF BASIN (C)
�!�\�/ �i`\�/ iiC\i \ `3•• TOP OF WEIR I 3 1
/ -Y/\ �/\/� = - (SEE PLAN SHEET) ��
FILTER FABRIC TO'/\''\' /' \/ /i\�j/ \%\/�\%\\*\\ >:\\/\/�/�/#
\,.\\�/.>\^ '
EXTEND TO INVERT
OF SWALE
WEIR WIDTH
(SEE PLAN
3' 1 SHEET)
LEVEL SPREADER
TIMBER
3'
VEGETATED
OVERFLOW
\/'
\\\/ \//\/
FILTER FABRIC
BASIN OVERFLOW WEIR
FILTER FABRIC
PROPOSED 1.5HMIN.
// / I EXISTING GRADE
707:4\riv/
// �••••••••••••••••0•••••••••i ew
CLASS A OR B EROSION \
CONTROL STONE
EXISTING GRADE
12" OF NCDOT #5 OR
#57 WASHED STONE
FILTER FABRIC
1.5' MIN.
24" MAX 0 CENTER
SECTION A -A
CONSTRUCTION & MAINTENANCE NOTES:
1. PLACE STONE TO THE UNES AND DIMENSIONS SHOWN IN THE PLAN SET ON A FILTER FABRIC
FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER
DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE
FROM DISPLACED STONES.
ni
ni
A
ni
111
u
L= THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
u
n,
n,
n,
n, ,„ ni ni ni ui is, ui m•�Z
SPACE CHECK DAMS IN A CHANNEL SO THAT THE CREST OF
DOWNSTREAM DAM IS AT ELEVATION OF THE TOE OF UPSTREAM DAM.
MAINTENANCE:
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL
DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTAWNG A PROTECTIVE
RIPRAP UNER IN THAT PORTION OF THE CHANNEL (NC DEQ SESC MANUAL PRACTICE 6.31, RIPRAP AND PAVED CHANNELS).
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO
MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
Volt
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CHECK DAM DETAIL
N.T.S.
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PROPOSED LIMITS
OF DISTURBANCE
32,815 SQ. FT.
(0.75 ACRES)
TEMPORARY
CONSTRUCTION BORROW,
STOCKPILE & STAGING
AREA
•
•
•
•
•
•
•
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•
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•
PROPOSED
SILT FENCE
(TYP.)
•
•
PROPOSED
SILT FENCE .
tki
CONSTRUCTION
ENTRANCE/EXIT
(TYP.)
.247 7 \
•
•
OWNER: JEFF JUSTUS
•
•
•
•
•
•.% 4. RECORDED REFERENCE: PLAT SLIDE 9179
5. PROPERTY ZONED: C-3 HIGHWAY BUSINESS
`% 6. TOTAL PARCEL AREA: 1.63 ACRES (PER GIS)
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
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*PARCEL INFORMATION SHOWN IS BASED ON
HENDERSON COUNTY GIS AND DOES NOT REFLECT
A BOUNDARY SURVEY. TOPOGRAPHIC INFORMATION
SHOWN PER LIDAR INFORMATION.
•
811
Know what's below.
Call before you dig.
BORROW SITE
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTIUTIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
GRAPHIC SCALE
50' 0 25' 50' 100'
1 inch = 50 ft.
NC License#: C-0208
SINCE 1959
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REVISIONS
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PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
SHEET NO.
5
OF 8 SHEETS)

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
perimeter slopes
7
None
(b) High Quality Water
(HQW) Zones
7
None
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
(d) Slopes 3:1 to 4:1
14
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
(e) Areas with slopes
-7 days for perimeter dikes, swales,
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
will not dislodge the soil. Use one of the
Stabilize the ground sufficiently so that rain
techniques in the table below:
Temporary Stabilization
Permanent Stabilization t
• Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
• 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
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. 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
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.
�No,�NNDFA�E�,aRZA IN
PLAN
oNSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
ffEnAlo
SECTION A -A
ACTUAL LOCATION DETERMINED IN FIELD
SHALL2 THE CONCRETE WASHOUT STRUCTURES BE
REACHES Ts% OF THE STRUCTURES CAPACITY
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
♦ A A N CV.('%()
/
<0> <O>1
<0> <p> o
<o vV \
/vvv
� , SIDE SLOPE
g SECTION B-B"
Nanc DF�cE E(sAz4
PLAN
D�E UT,ILATION
rrAECSTUAL LOCATION DETERMINED IN
FIELD
WHEN THE LIOUID SOLID
REACHES 75% OF THE STRUCTURES
CAPACITY 10 PROMDE ADEOLIATE
NEs of FREEDOAo AND/OP
NMINIMUM 12
3 CONCRETE WASHOUT STRUCTURE
EV
ARKED WITH
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
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 RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
SELF -INSPECTION,
SECTION A: SELF -INSPECTION
PART III
RECORDKEEPING AND REPORTING
normal business hours in accordance with the table
site conditions would cause the safety of the inspection
may be delayed until the next business day on
In addition, when a storm event of equal to or
of normal business hours, the self -inspection shall be
of the next business day. Any time when inspections
Inspection Record.
inspection records must include:
I
I
Self -inspections
below. When adverse
personnel to be in
which it is safe to
greater than 1.0
performed upon
were delayed shall
I inspect
are required during
weather or
jeopardy, the inspection
perform the inspection.
inch occurs outside
the commencement
be noted in the
(1) Rain gauge
maintained in
good working
order
]airy
Daily rainfall amounts.
if no daily rain gauge observations are made during weekend or
holiday periods, and no individual -day rainfall information is
available, record the cumulative rain measurement for those un••
attended days (and this will determine if a site inspection is
needed). Days an which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
Measures
At least mice per
7 calendar days
and within 24
hours o� a rain
event > 1-0 inch in
24 hours
1. identification of the measures inspected.
2. Date and time of the inspection,
3. Name of the person performing the inspection,
i�of measures r
4. Indication whether the easu .s were operating
A g
properly,
5. LSescripfion of maintenance needs For the measure,
6. De.scriptitzn, evidence, and data of corrective actions taken.
(3) Stormwater At leas_ once per
discharge 7 calendar days
autfalls ISDOs) i and within 24
hours of a rain
event P 1.0 inch in
24 hours
1. Identification of the discharge outfalls inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Evidence of indicators of stormwater pollution such as oil
sheen, floating or suspended solids or discoloration,
5- Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
site
At least unce per
7 calendar days
and within 24
hours of a rain
event > 1-0 inch in
24 hours
If visible sedimentation is found outside site lirnits, then a record
of the following shall be made:
1. Actions taken to dean up or stabilize the sediment that has left
the site limits,
2. Description, evidence, and date of Corrective actions taken, and
3. An explanation as to the, actions taken to control future
releases.
(5) Streams or
wetlands onsite
or offsite
(where
accessible)
At leas_ once per
7 calendar days
and within 24
hours of a rain
event ? 1-0 inch in
24 hours
if the stream er wetland has increased visible sedimentation ar a
stream has visible increased turbidity from: the construction
activity, then a record of the following shall be made:
1. Description, evidence and date of corrective actions taken, and
2. Records of the pro required reports to the appropriate Division
q P P P
Regional Office per Part III, Section C, Item l ,2)(a) of this permit
of this permit.
(6) Ground
stabilization
measures
Aster each phase
of grading
1. The Phase of grading (installation of perimeter EF..SC
measures, clearing and grubbing. installation of storm
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided veithin the required
timeframe or an assurance that they will be provided as
soon as passible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
Item to Document
(a) Each E&SC Measure has been installed
and does not significantly deviate from the
locations, dimensions and relative elevations
shown on the approved E&SC Plan.
Documentation Requirements
Initial and date each E&SC Measure on a copy
of the approved E&SC Plan or complete, date
and sign an inspection report that lists each
E&SC Measure shown an 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.
(c) Ground cover is located and installed
in accordance with the approved E&SC
Plan.
(d) The maintenance and repair
requirements for al. E&SC Measures
have been performed.
(e) Corrective actions have been taken
to E&SC Measures.
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.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications
.
Complete, date and sign an inspection report.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency 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 30 days. 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.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1.
2.
Occurrences that must be reported
Permittees shall report the following occurrences:
p g
(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).
(a) 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.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
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 Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
deposition in a
stream or wetland
• Within24hours, an oral or electronic notification.
• days, s, reportdescription that contains a descri tion of the
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
Y q P
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
q P
with the federal or state impaired -waters conditions.
(b) Oil spills and
release of
hazardous
substances per Item
1(b)-(c) above
• Within24hours, an oral or electronic notification. The notification
shall include information about the date, time, nature, volume and
location of the spill or release.
(c) Anticipated
bypasses [40 CFR
122.41(m)(3)]
• A report at least ten days before the date of the bypass, if possible.
The report shall include an evaluation of the anticipated quality and
effect of the bypass.
(d) Unanticipated
bypasses [40 CFR
122.41(m)(3)]
• Within24hours, an oral or electronic notification.
• Within 7 calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
(e) Noncompliance
with the conditions
of this permit that
may endanger
health or the
environment[40
CFR 122.41(1)(7)]
• Within24hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time noncompliance is expected to
continue; and steps taken or planned to reduce, eliminate, and
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
CONSTRUCTION & MAINTENANCE NOTES:
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL THE COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS.
3. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP (PRACTICE 6.62, SEDIMENT
FENCE).
4. STEEL POSTS SHOULD 8E DRIVEN TO A DEPTH OF 24 INCHES AND SPACED A MAXIMUM
OF 4 FEET APART. THE TOP OF THE FABRIC SHOULD 8E A MINIMUM OF 6 INCHES
HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE A MINIMUM
OF 2 INCHES LOWER THAN THE TOP OF THE EARTHEN EMBANKMENT.
5. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
6. ATTACH A 9 GAUGE HIGH TENSION HARE STRAND TO THE STEEL POSTS AT A HEIGHT OF
6 INCHES ABOVE THE SPILLWAY ELEVATION WITH PLASTIC TIES OR WIRE FASTENERS TO
PREVENT SAGGING. IF THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A
PERMANENT STORMWATER BASIN OF A GREATER DEPTH, THE BAFFLE HEIGHT SHOULD BE
BASED ON THE POOL DEPTH DURING USE AS A TEMPORARY SEDIMENT BASIN.
7. EXTEND 9 GAUGE MINIMUM HIGH TENSION WIRE STRAND TO SIDE OF BASIN OR INSTALL
STEEL T-POSTS TO ANCHOR BAFFLE TO SIDE OF BASIN AND SECURE TO VERTICAL END
POSTS AS SHOWN IN FIGURE 6.658.
8. DRAPE THE COIR FIBER MAT OVER THE WIRE STRAND MOUNTED AT A HEIGHT OF 6
INCHES ABOVE THE SPILLWAY ELEVATION. SECURE THE COIR FIBER MAT TO THE WIRE
STRAND WITH PLASTIC TIES OR WIRE FASTENERS. ANCHOR THE MATTING TO THE SIDES
AND FLOOR OF THE BASIN WITH 12 INCH WIRE STAPLES, APPROXIMATELY 1 FT APART,
ALONG THE BOTTOM AND SIDE SLOPES OF THE BASIN.
9. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN
10. ADJUSTMENTS MAY BE REQUIRED IN THE STAPLING REQUIREMENTS TO FIT INDIVIDUAL
SITE CONDITIONS.
MAINTENANCE:
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL, TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT, AND REPLACE IF
DAMAGED DURING CLEANOUT OPERATIONS. SEDIMENT DEPTH SHOULD NEVER
EXCEED HALF THE DESIGNED STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE
ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO
GRADE, AND STABILIZE IT.
STEEL
POST
WIRE
FENCE
FILTER
FABRIC
BACKFILL TRENCH
AND COMPACT
THOROUGHLY
FLU
\7\
BAFFLE CONSTRUCTION DETAIL
SYNTHETIC FILTER FABRIC (TYP.)
NOTE: THIS DOCUMENT IS PRELIMINARY - NOT FOR CONSTRUCTION,
RECORDATION, SALES OR CONVEYANCES - THIS DOCUMENT IS FOR
DISCUSSION PURPOSES ONLY! EXISTING INFORMATION SHOWN ON THIS
DOCUMENT IS BASED ON BEST AVAILABLE DATA AND IS NOT A CERTIFIED SURVEY.
ALL INFORMATION SHOWN ON THIS DOCUMENT IS SUBJECT TO ANY REQUIREMENTS
BY ANY REGULATORY AGENCY, ENTITY OR AUTHORITY.
QUIBLE & ASSOCIATES, P.C. DOES NOT GUARANTEE THE ACCURACY OR THE
COMPLETENESS OF ANY INFORMATION IN THIS DOCUMENT AND IS NOT RESPONSIBLE
FOR ANY ERROR OR OMISSION OR ANY LOSSES OR DAMAGES RESULTING FROM THE
USE OF THIS INFORMATION.
N.T.S
TEMPORARY SEDIMENT TRAP,
SEDIMENT BASIN WITH ROCK
DAM. OR SEDIMENT BASIN
8' MAX SPACING FOR STANDARD
STRENGTH FABRIC WITH WIRE FENCE
6' MAX SPACING FOR EXTRA STRENGTH
FABRIC WITHOUT WIRE FENCE
/0/
PLASTIC OR WIRE
TIES (EACH POST)
4"X8" COMPACTED
BACKFILL TRENCH
SILT FENCE DETAIL
N.T.S
N
CONSTRUCTION & MAINTENANCE NOTES:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE
OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO
AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A
SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE
SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE
WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC
ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT
POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT
FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED
LINE OF POSTS AND UPSLOPE FROM THE BARRIER (FIGURE 6.62A).
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
INSTALLATION:
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE
FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS
POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER
PRESSURE.
4. INSTALL POSTS NATH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE
FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT
LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST
NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT
TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER
EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN
EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT
RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE
DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE
AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
NC License#: C-0208
SINCE 1959
C.)
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PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
6
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01/19
OF 8 SHEETS)

y
C.I. FRAME
& GRATE
SEE PLANS FOR DEPTH
e
SEE STRUCTURE
SCHEDULE FOR
OPENING
NOTES:
MANHOLE CONSTRUCTION SHALL
CONFORM TO ASTM SPEC. C-478
FOR DUAL PIPE INSTALLATION, A
MINIMUM OF 6" OF SEPARATION
MUST BE HELD
ALL GASKET JOINTS TO
CONFORM TO ASTM C443
SEE STRUCTURE SCHEDULE FOR INNER DIAMETER
1-
H
•
a e
LARGE DIAMETER STORM MANHOLE
N.T.S.
SCH 40 COUPLING
CONNECTION DIAMETER VARIES
PVC FLOAT
SCH 40 SOLID PVC BARREL OR "ARM"
- DIAMETER VARIES, MINIMUM
DIAMETER TO MATCH ORIFICE
DIAMETER
NO INLET EXTENSION
JUST THE BARREL
CONNECTED TO
THE TEE
1.5" VENT WITH
GREEN TIP
HEAD ON
CENTER OF
INLET & ORIFICE
SEE STRUCTURE
SCHEDULE FOR
MIN. WALL THICKNESS
PATENT # 5,820,751
FLEXIBLE HOSE, SS CLAMP
& THREADED MALE
FITTING ON OUTLET END
(DIAMETER VARIES, DIAMETER FAIRCLOTH SKIMMER DETAIL
TO MATCH ORIFICE DIAMETER)
NOTES:
INSTALL, DEWATER AND MAINTAIN PER PVC END CAP
MANUFACTURER'S SPECIFICATIONS
PVC TEE
(AS SPECIFIED BY MANUFACTURER)
N.T.S.
STRUCTURE SCHEDULE SIZING TABLE
NOTES:
1. FOR RECTANGULAR STRUCTURES DI#1-4 SEE NCDOT 840.45 PRECAST DRAINAGE STRUCTURE DETAIL.
2. FOR CIRCULAR STRUCTURES SEE LARGE DIAMETER STORM MANHOLE DETAIL.
3. DIMENSIONS ARE BASED ON THE INNER MEASUREMENT OF THE STRUCTURE.
Structure ID
Structure Type
O.D. Length (ft)
O.D. Width (ft)
Min. Wall Thickness (in)
Grate Type (Approved Equal
will be accepted)
DI #1
NCDOT 840.02
3'-6"
2'-8"
6
NCDOT Typical 840.03
DI #2
NCDOT840.02
3'-6"
2'-8"
6
NCDOT Typical 840.03
DI #3
NCDOT840.02
3'-6"
2'-8"
6
NCDOT Typical 840.03
DI #4
NCDOT840.02
3'-6"
2'-8"
6
NCDOT Typical 840.03
DI #5
NCDOT840.02
3'-6"
2'-8"
6
NCDOT Typical 840.03
DI #6
See Large Manhole Detail
9'-0"
12'-0"
8
East Jordan Iron Works 1080M
DI #7
See Large Manhole Detail
7'-0"
10'-0"
8
East Jordan Iron Works 1080M
DI #8
See Drawdown Structure Detail
East Jordan Iron Works 1080M
LEGEND
I I
ORIFICE INLET FOR BASIN (A)
RCP PIPE
DIA. "D"
0'
- 24"
8"
27"
- 36"
12"
42"
- 72"
15"
NOTE: THE FAIRCLOTH SKIMMER TO BE INSTALL DURING THE INITIAL CONSTRUCTION OF THE STORM WATER BASINS.
THE BASINS WILL SERVE AS A SEDIMENT BASIN DURING THE CONSTRUCTION OF THE SITE. ONCE THE SITE HAS BEEN
FULLY STABILIZED THE FAIRCLOTH SKIMMER IS TO BE REMOVED.
OVERFLOW WEIR TABLE
SEDIMENT BASIN 1
(WET POND)
SEDIMENT BASIN 2
(TEMP)
SKIMMER SIZE
8"
6"
ORIFICE INLET (A)
6"
3"
PVC VENT PIPE
CH 40 PVC PIPE
WATER SURFACE
VC END CAP
PVC PIPE 1 /2" HOLES IN UNDERSIDE
SCH 40 PVC PIPE
FLEXIBLE HOS
11111111111k
ORIFICE PLATE
PVC TEE
BOTTOM SURFACE
•
END VIEW
N.T.S.
"C" ENCLOSURE
WATER ENTRY UNIT
ARM ASSEMBLY
IIIIIIIIIIIIIIIIIIIII I1
PVC ELBO
FRONT VIEW
TOP VIEW
N. T.S.
N.T.S.
SKIMMER DETAIL
N.T.S.
RUSHES, SAWGRASS,
OR WATER MILLET
HDPE PIPE
DIA. "D"
4-6"
8.5"
8-12"
9"
NOTES:
1. SELECT MATERIAL PIPE COVER SHALL BE 12" (MINIMUM) DEEP
OVER TOP OF PIPE.
2. SELECT MATERIAL BACKFILL SHALL BE CBR 20 COMPACTED TO
95% DENSITY. BACKFILL COMPACTED IN 12" LIFTS.
-1I11111
1 1-111-..
-1 11-1 1 1-1
d 111-111-1 11-1 1-1
1-111E111E111E111-11
-111E111E111-111-1I1
1111111 II-III-III
-111=111
11I-111-111
111111111
UIII-III
I I I -III -I I I
III 1111II-III
11I11 III
=1111
TRENCH WIDTH MUST BE WIDE
ENOUGH TO ACCOMMODATE
COMPACTION EQUIPMENT
X x� /i',i‘,i‘,iy/\\/
EXCAVATED TRENCH WIDTH \/
RCP or
HDPE
10' WIDE
TEMPORARY POOL VEGETATIVE SHELF
REFERENCE
10' TOP OF BERM 3:1 MAX. SLOPE
( VEGETATE AS PER NARRATIVE
RANT TYPESR ARMORED
WIDTH TYPICALFOREBAY
E GENERAL SEEDING AND SPACING WALL
SPECIFICATIONS• p, /1P P PERMANENT POOL PERMANENT PERMANENT POOL
EWALL 0 3:1 MAX. SLOPEp00LSIDEWALL 0 3:1 MAX. t[,1agpESLOPE
FLOOR
SOO FROM TOP
BERM OUT
SEED DETENTION BAST
AS PER THE GENERAL
SEEDING SPECIFICATION
FOREBAY SIDEWALL
2:1 MAX. SLOPE
FOREBAY
FLOOR FOREBAY SIDEWALL
2:1 MAX. SLOPE
10' WIDE
VEGETATED SHELF
REFERENCE NARRATIVE FOR
PLANT TYPES AND SPACING
1(1.1 Si OPE TEMPORARY POOL
3:1 MAX. SLOPE
VEGETATE AS PER
THE GENERAL
EEDING SPECIFICATIONS
TEMPORARY POOL
MAXIMUM ELEVATION: SEE PLAN
Ai rtPERMANENT POOL
� RFACE ELEVATION: SEE PLAN
.WIN RODIDr
TEMPORARY POOL
MAXIMUM ELEVATION: SEE PLAN
PERMANENT POOL
A E TI E SIN
S IN CI A
\ P P r .- r r r r • • • • =• • �� �FOREBA r \, ' \
\/\\ \/ r ah r r r r r • e•' • �`� •• PERMANENT o T" r r r r r r \ ,
\\\/\\�' J�° n� /\/\ �\ ��\\�
TRENCH SHALL BE
BACKFILLED WITH CLEAN
SAND AND TOPPED WITH
TOP SOIL. IF LOCATED IN
PAVEMENT, PAVE PER
PAVEMENT SPECIFICATIONS.
HDPE NOTES:
1. ALL PIPE SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THESE SPECIFICATIONS OR AS MODIFIED BY THE OWNER.
2. TRENCH BOX OR OTHER SHORING METHODS SHALL NOT DISTURB THE PIPE BEDDING AND BACKFILL MATERIAL AFTER THEIR
COMPACTION.
3. WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH INDICATED ON THE DRAWING
OR AS DIRECTED BY THE OWNER AND REPLACE WITH BEDDING MATERIAL.
4. BEDDING MATERIAL SHALL BE CRUSHED STONE OR WASHED #67 STONE, UNLESS OTHERWISE NOTE ON THE DRAWINGS OR
REQUIRED BY THE OWNER. MINIMUM BEDDING THICKNESS SHALL BE 6-INCHES.
5. BACKFILL MATERIAL SHALL CONFORM TO THE FOLLOWING:
A. INITIAL BACKFILL:
AGGREGATE NO. 25, 26, 21A, OR 21 B; AS INDICATED ON THE DRAWINGS OR AS DIRECTED BY THE OWNER, SHALL BE
INSTALLED AS INITIAL BACKFILL IN THE PIPE ZONE EXTENDING NOT LESS THAN 12-INCHES ABOVE THE CROWN OF
PIPE. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM 02321, LATEST EDITION.
B. ANAL BACKFILL:
ANAL BACKFILL MATERIALS SHALL BE THE SAME AS THE INITIAL BACKFILL UNLESS OTHERWISE INDICATED ON THE
DRAWINGS OR DIRECTED BY THE OWNER.
6. MINIMUM COVER:
I I I1 111 111 1 I 1 TRAFFIC
PAVEMENT PUCATIONO-TMIINIMUM NE TMPCOFERIGSID HALL
BEE2 ", MEASURED FROM THE TOP OF THE PIPE TO THE BOTTOM OF
11= III-III=III- NON -TRAFFIC APPUCATIONS - MINIMUM COVER IN GRASS OR LANDSCAPE AREA IS 12-INCHES FROM THE TOP OF THE
COMPACTED SELECT PIPE TO GROUND SURFACE.
r r
111-MATERIAL PIPE COVER
III-III-III-
1-111-111-1 I
11I;II III 111E
FOR RCP, BEDDING AND HAUNCH
MATERIAL TO BE CATEGORY
I,II,&III SOIL TYPES
-.:ca�sr•_i.� . i.�:���` I I I -III -III
1-111E111-111-III-III-III-III-I -III-III-11
II-111-111-1 1-III-III-II-III-_ I COMPACTED GRANULATED MATERIAL
11 III-III-1 1 �I I= I-1 I �I I=I I^III-I I #57 STONE CHOCKED WITH 21 A
I-,o :iiI-IIIFOR MULTIPLE PIPE INSTALLATIONIIIIIIII I I-
11 -III-1IN A SINGLE TRENCH, MAINTAIN -III-III-I11-�-: I I -III MINIMUM 6" CLEARANCE BETWEEN I -III -III -I
1r- 111-111-I , , PIPES. _ 111 -III--III=
11 1 I III-IIIIIIIII=1 11911EIII=III I=I I I -III -I I
11111I i III=I1I=I11=11I=I1I=I1I=I11-111=11I=III=
-III I II III-III-III-III-III-III-III-III-
IIII;11111i11111I11111111111�11111�1111-'
END \
DIRECTIONAL
DRILL
ROMAC "RC501" COUPLING \'
CONNECT SDR9 HDPE TOY
C900 PVC (CL200) /
��\\\\\/\\/
p \/.\/.\//.\/,
C900 PVC WATERLINE (CL 200)
y\
EXCAVATE MATERAL /\\/
REQUIRED FOR CONNECTION
DIRECTIONAL DRILL\
SDR 9 \ DP\
/\/\\/\jam .
/\ /\// /
EXISTING
ASPHALT
ROADWAY
(\\/\/ \/\//
///\\//`
.•\\
TYPICAL WET DETENTION BASIN PLANTING DETAIL
END
DIRECTIONAL
DRILL
ROMAC "RC501" COUPLING
/CONNECT SDR9 HDPE TO ,
/C900 PVC (CL200)
/.\//.\//.\//.\ XV
C900 PVC WATERLINE (CL 200)
EXCAVATE MATERAL
REQUIRED FOR CONNECTION
DIRECTIONAL DRILL
SDR 9 HDPE
SDR 9 HDPE WATERLINE /\\/\\/\"
DIRECTIONAL DRILL DETAIL
N.T.S.
N.T.S.
PLANT SPECIES
COMMON NAME
SPACING
LOCATION
Schoenoplectus
tabemaemontanl
SOFTSTEM BULRUSH
2' O.C.
BELOW (WAIN 1 FOOT) PERM. POOL
Juncus effusus
COMMON RUSH
2' O.C.
BELOW (WAN 1 FOOT) PERM. POOL
Cladium spp.
SAWGRASS
2' O.C.
BELOW (WAN 1 FOOT) PERM. POOL
Zizaniopsis mliacae
WATER MILLET
2' O.C.
BELOW (WAN 1 FOOT) PERM. POOL
NOTES:
THREE ROWS OF PLANTINGS ARE PROPOSED; A SINGLE ROW OF GROUNDSEL BUSH
OR WAX MYRTLE AT THE UPPER EDGE OF THE VEGETATED SHELF AND TWO ROWS OF RUSHES,
SAWGRASS OR WATER MILLET (MIXTURE) TO BE LOCATED ON THE VEGETATED SHELF WITHIN
THE PERMANENT POOL WATERUNE (ON 10:1 SHELF).A MINIMUM OF THREE SPECIES SHALL BE
PROVIDED. SUBSTITUTIONS ALLOWED PROVIDED SUBSTITUTE PLANT IS IN ACCORDANCE WITH
THE NCDEQ STORMWATER BMP MANUAL, CHAPTER 6 AND CHAPTER 9 REQUIREMENTS. ALL
SUBSTITUTIONS SHALL BE APPROVED BY ENGINEER.
DIRECTIONAL DRILLING INSTALLATION SHALL COMPLY WITH SECTION
1550-4 DIRECTIONAL DRILLING AS WRITTEN IN THE NCDOT
STANDARD SPECIFICATIONS FOR ROADS & STRUCTURES JULY 2006
DRILLED HOLE
DIAMETER
SINGLE PASS
REAMING MINIMUM
DEPTH OF COVER
MULIT-PASS
REAMING MINIMUM
DEPTH OF COVER
> 6 INCHES TO
22 INCHES
8 TIMES THE HOLE
DIAMETER
12 TIMES THE HOLE
DIAMETER
2 INCHES TO
6 INCHES
4 FEET
4 FEET
• BEGIN BORES AT LOCATIONS THAT ALLOW TRANSITIONING THE
BORE TO MEET THE ABOVE DEPTHS.
• USE DRILLING FLUIDS AS APPROPRIATE FOR THE SOIL TYPES.
PUMP DRILLING FLUIDS ONLY WHILE DRILLING OR REAMING.
MONITOR FLOW RATES TO MATCH THE AMOUNT LEAVING THE
BORE HOLE. DO NOT INCREASE PRESSURE OR FLOW TO FREE
STUCK DRILLHEADS, REAMERS OR PIPING.
• LIMIT DRILLED OR REAMED HOLES TO 2 INCHES LARGER THAN
PIPE
i
BRICK COPING
1 1 1
1 1 1
Y
1 1 1 1
PLAN
WITH COPING REMOVED
1
A
_8"1
8„1
II
II
II
II
II
II
II
II
II
II
1
a
:• • CONCRETE BASE a
NOTE: ALL CATCH BASINS WITHIN CURB AND GUTTER
SHALL MEET NCDOT STANDARD DETAIL 840.02 WITH
840.03 STD. FRAME, GRATE, AND HOOD.
MIN. DIMENSIONS FOR CATCH BASIN
(NCDOT 840.05)
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
12"
3'-6"
2'-3"
1'-1a"
15"
3'-6"
2'-3"
2'-1"
18"
4'-0"
2'-8"
2'-4"
4"x8"xl 6"
SOLID BLOCK
(TYPICAL)
Wlor
• �-I
24"x24" GRATE
FRAME & GRATE:
CAPITOL FOUNDRY
2424PED CATCH BASIN
INLET GRATE & FRAME
-IIM
EM
CONCRETE BASE .�
SECTION X-X SECTION Y-Y
Know what's below.
Call before you dig.
/
STORM INLET DETAIL
N.T.S.
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
20'
BRICK COPING
GRAPHIC SCALE
0
10'
20'
40'
( IN FEET )
1 inch = 20 ft.
NC License#: C-0208
SINCE 1959
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REVISIONS
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STORMWATER
PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
7
OF 8 SHEETS)

18'-0" MAX. 18'-0" MAX. 18'-0" MAX.
EQUAL SPACES EQUAL SPACES EQUAL SPACES
E
0
O E 0 0
I I I
FOR "W" = 6'-0" OR LESS
18'-0" MAX.
EQUAL SPACES
E
0
0
18'-0" MAX. t_ 18'-0" MAX.
EQUAL SPACES I EQUAL SPACES
E 0
NOTES:
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e
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E 0
I I
D
O E
I I
0
0
0
ID
0
FOR "W" = MORE THAN 6'-0"
E = EXPANSION JOINT
D = DUMMY JOINT
E
E
0
0
O E 0
D �� 3
O E 0
I I I
EXCEPT WHERE SHOWN IN THE PLAN, ALL NEW CONC. WALKS SHALL HAVE
JOINTS SPACED AS SHOWN IN THESE DETAILS.
AN EXPANSION JOINT SHALL BE USED TO SEPARATE THE NEW CONC. WALK
FROM OTHER NEW OR EXISTING CONCRETE CONSTRUCTION.
JOINT PATTERN
1/4"±
DUMMY JOINT
PREFORMED EXPANSION
JOINT MATERIAL
EXPANSION JOINT
JOINT DETAIL
SIDEWALK JOINTS
y c
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N.T.S.
4e
8
20'
e
RAMP •
•r''12:1..0..
6'
PLAN VIEW
8'
ASPHALT
TOP OF CURB and WALKWAY
6'
CURB TRANSITION DROP CURB
1/2" RADIUS
SECTION A -A
CURB TRANSITION
GUAR
WHEELCHAIR RAMP
N.T.S.
1. USE ADJACENT TO ALL HANDICAPPED SPACES
CURB LINE
6"
4" LAYER OF
CRUSHED STONE
1'-3" RAD.
1'-0" RAD.
A
TYPICAL 7' WIDTH
3000 PSI CONCRETE
FINISHED
6" . PAVEMENT
3000 PSI FIBERMESH CONCRETE
STANDARD MOUNTABLE CURB
N.T.S.
6"
1.5'
3" RADIUS
.04 SLOPE
ABC11• 1
4 z ` • s• .
TOP OF PAVEMENT
1/8" RAD. SLOPE
8 8 8 8 88
pp.p 8 0 , •
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�OOOO:SO4
CURB & GUTTER CROSS SECTION
(1.5' GUTTER)
12"
VAN
,A
CCESSIBLE
RESERVED
PARKING
fJ
MAXIMUM
PENALTY
$ 250
GS 20-37.8
N.T.S.
"VAN ACCESSIBLE" SIGN
SIGN: R7-8 OR R7-8A
GREEN - BORDER AND LEGEND
WHITE - BACKGROUND
BLUE - IN
ACCORDANCE W/
ADA STANDARDS
SIGN: R7-80
GREEN - BORDER AND LEGEND
WHITE - BACKGROUND
SIGN TO BE
'J MOUNTED 60" FROM
FINISHED GRADE
ADA RESERVED PARKING
SIGN DETAIL
N.T.S.
FINISHED GRADE
TYPICAL SPECIFICATIONS
SPECIFICATIONS FOR SIDEWALKS, CURBS, ALLEYS, CONCRETE PAVEMENT
ALL REINFORCING STEEL SHALL BE GRADE 60 (ASTM A615)
ALL WELDED WIRE FABRIC SHALL BE 6 x 6, W1.4 x W1.4 (ASTM
A185)
A 1-1/2" CLEAR CONCRETE COVER SHALL BE MAINTAINED ON ALL
REINFORCEMENT
ALL CONCRETE SHALL BE 3000 PSI FIBER MESH UNLESS OTHERWISE
NOTED SPECIFICATIONS OF ASPHALT
ALL ABC STONE SHALL BE COMPACTED TO 100% OF STANDARD
PROCTOR (ASTM 0698)
ASPHALT SHALL BE 2" SF9.5A
SPECIFICATIONS FOR SUBBASE
ALL SUBBASE SHALL BE COMPACTED TO 95% OF STANDARD
PROCTOR (ASTM D698)
INSTALL IN ACCORDANCE
WITH CLEANOUT DETAIL
TO SEWER MAIN
45 PVC BEND
4" OR 6" WYE
4" PVC 1.00% MIN. OR
6" PVC CO 0.60% MIN.
(SEE SERVICE CONNECTION DETAIL)
A
TO SEWER MAIN
1'
PVC SCREW CAP
GROUND ELEVATION
4" OR 6" PVC EXTENSION PIECE TO
RAISE SCREW CAP 6" ABOVE
GRADE
4" OR 6" PVC SECTION
L4" OR 6" PVC PLUG FOR
FUTURE HOOKUP
CONTRACTOR TO INSTALL PROPER FITTING
FOR ATTACHMENT OF PVC PIPE FROM BUILDING
SECTION A
PVC SCREW CAP
==in(m
A
4" OR 6" WYE
PLAN VIEW
SINGLE SERVICE LATERAL CONNECTION
N.T.S.
SEWER MAIN
SEWER MAIN
30"
MAX.
PLAN
(Ki=
45 ° WYE & 1/8 REDUCING BEND
AS REQUIRED
ROTATE WYE SO THAT AIR IS NOT
TRAPPED AT TOP OF FITTING
SECTION
MINIMUM SLOPE
1/8 BEND (45 )
EXTENSION PIECE (WHERE ALLOWED)
FLOW
FROM BUILDING
FLOW
FROM BUILDING
SERVICE CONNECTION
CURB LINE
3/4" RAD.
FINISHED PAVEMENT
(SF9.5A) OR CONCRETE
COMPACTED SAND BASE
3" ABC
8"
PARKWAY CURB
N. T. S.
N.T.S.
DRIVE REBAR FLUSH WITH
TOP OF WHEEL STOP
PRE -CAST 6"H x 9"W x 6'L
CONCRETE WHEEL STOP (TYP)
(INSTALL AT ALL PARKING SPACES WHERE SHOWN)
24" LONG #4 REBAR ANCHOR ROD
(EXTEND 10" INTO GROUND)
PIPE SIZE
4"
6"
8"
12"
MIN. SLOPE
1.00%
.60%
.40%
.22%
VARIES n WIDTH
SEE PLAN
\//. \//,A
THOROUGHLY COMPACTED SUBGRADE
WHEEL STOP DETAIL
N.T.S.
12"
— 6" CONCRETE (BROOM FINISH)
— W.W.F. (TYP.)
NOTE: 5" THICK CONCRETE
WILL BE ALLOWED WITHIN THE
AREA OF THE DUMPSTER PAD.
ALL OTHER CONCRETE AREAS
SHALL BE 6", UNLESS
OTHERWISE NOTED.
SLOPE TO DRAIN
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r \y \\��\\��\\��\\��\\��\\�Ny \
— THOROUGHLY COMPACTED SUBGRADE
CONCRETE PAVEMENT SECTION
N.T.S.
CONCRETE
RIBBON OR CONC.
SLAB FLOOR
PVC SCREW CAP
AND ADAPTER
3/8" TO 1" DIA
WASHED STONE
PVC PIPE LENGTH
AND SIZE TO SUIT
LENGTH & SIZE TO SUIT
TYPICAL SEWER CLEAN —OUT
N.T.S.
12"
TOP OF ASPHALT (SF9.5A)
24• °.n'
A..'. I^GRAVEL BASE00,01,�I�I`
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2' CONCRETE MOUNTABLE
CURB & SPILL GUTTER
7/
NTS
MODIFIED NCDOT STANDARD 846.01
0
SERVICE CLAM
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od
KNOCK HOLE IN WALL
AT REQUIRED LOCATION
MANHOLE
WALL
IN FIELD PIPE OPENINGS
N.T.S.
NOTES:
1. THIS APPLIES TO ALL PIPES 6" DIAMETER OR LESS UNLESS
OTHERWISE SPECIFIED.
2. CLOSE WITH NON -SHRINK GROUT AFTER PIPE INSTALLATION.
EASEMENT OR
R/W UNE
METER BOX
AS PER
SPECIFICATIONS
(METER INSTALLED BY OWNER
4 711
POLYETHYLENE TUBING
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°°°po"�po°^p2' CLEAR>°.^p^"^p^" po° ° ° • 0°"or°..°n
° °
opo"oA ....
oA a o�o"o 0 o,yovonoe o� �o, pn° 0 "SHUT OFF CHECK
it.BALL VALVE/ VALVE (BY OWNER)
TAMPED OUT W/ LINE CURB STOP
1" CORPORATION STOP (ANGLE)
FINISH
GRADE
NEE:
CONTRACTOR TO CONSULT WITH OWNER'S WATER SYSTEM MANAGING ENTITY AND
OWNER'S ENGINEER PRIOR TO ORDERING METER BOX AND SHUT OFF BALL VALVE/
CURB STOP TO MAKE SURE THEY MEET THEIR REQUIREMENTS.
STANDARD I" SERVICE LINE AND METER
BOX INSTALLATION
N.T.S.
2" ASPHALT
S9.5A
��ty,�'i������it+3.y,�1i�, ���•1iy,�S.�,�iyi
8" ABC
(NCDOT TYPE "A") j j�4��fr3��y��•��ti��ii�y��iy�i
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COMPACTED
SUBGRADE
TYPICAL ASPHALT SECTION
N.T.S.
COMPACTION NOTES:
1. PROOF ROLL ALL NEW PAVED AREAS. NOTIFY OWNER AND ENGINEER OF ANY
UNACCEPTABLE AREAS.
2. COMPACT BACKFILL AND SUBGRADE TO 95% OF THE MODIFIED PROCTOR
MAXIMUM DRY DENSITY (ASTM D1557) ALL BACKFILL MATERIAL SHALL BE
SELECT BACKFILL UNLESS OTHERWISE SPECIFIED BY THE ENGINEER.
3. SELECT FILL SHALL CONSIST OF SAND OR GRAVEL CONTAINING LESS THAN
20% BY WEIGHT OF FINES [SP, SM, SW, GP, GW] HAVING A LIQUID LIMIT
LESS THAN 20 AND PLASTIC LIMIT LESS THAN 6, AND FREE OF RUBBLE,
ORGANICS, CLAY, DEBRIS, AND OTHER UNSUITABLE MATERIAL.
COMPACTION NOTES
10' x 20' CONCRETE DUMPSTER PAD
- 6" CONC. (3000 PSI) WITH
6"x6" W1.4xW1.4 W.W.F. OVER 4" ABC BASE
CONC. SLAB
4"x4" TREATED WOOD POSTS (TYP)
— SET IN CONC. PAD
PLAN 4"x4" POSTS ELEVATION
TREATED (TYP)
2 "x4"
CEDAR
PLAN
1"x 8" CEDAR 2" GAP
2"x4"
(TREATED) 101,1L
DUMPSTER PAD
a
W
O
ENCLOSURE
CONCRETE DUMPSTER PAD AND ENCLOSURE
N.T.S.
(NOTE: DUMPSTER PAD DRAIN NOT SHOWN)
RESTORE DISTURBED AREAS TO
PRE CONSTRUCTION CONDITIONS
J
1
FINISH GRADE
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m
TAMPED IN %`
4" - 6"
LAYERS \
PER /
SPECIFICATIONS \/
METALUC LOCATING TAPE: TERRA -TAPE OR APPROVED
EQUAL, 6" WIDE AND BURIED 12" BELOW FINISHED GRADE
6" +/- TOP SOIL BACKFILL IN NON PAVED AREAS
TAMPED IN
4"-6"
LAYERS PER \'/
SPECIFICATIONS �\
HAUNCHING
NOTES:
ss
Lef
0.D.
PIPE
12" 0.D.
PIPE
iXe\//,e�`'�
NOTE: COMPACT BACKFILL TO 95% OF THE
MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM
01557)
NUMBER 12 SOUD COPPER WIRE
CONDUCTER TO BE LOCATED ON
TOP OF ALL LINES AND SERVICE
UNES TERMINATING TO EACH
VALVE BOX AND METER BOXES.
UNDISTURBED EARTH
PIPE GRADE
MINIMUM SIDE CLEARANCE
12" MAXIMUM SIDE CLEARANCE
1. FOR TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM THE INSIDE FACE OF THE
SHORING AND BRACING
2. NO ROCKS OR BOULDERS 4" AND LARGER SHALL BE USED IN INITIAL BACKFILL AREA.
3. ALL BACKFILL MATERIAL SHALL BE SATISFACTORY SOIL MATERIALS UNLESS OTHERWSE SPECIFIED BY THE
ENGINEER. (SATISFACTORY SOIL FILL SHALL CONSIST OF SAND OR GRAVEL CONTAINING LESS THAN 20% BY WEIGHT
OF FINES [SW, SP, SP-SM, SM], HAVING A LIQUID LIMIT LESS THAN 20 AND PLASTIC LIMIT LESS THAN 6, AND FREE
OF RUBBLE, ORGANICS, CLAY, DEBRIS, AND OTHER UNSUITABLE MATERIAL.)
TYPICAL WATERLINE BACKFILLING REQUIREMENTS AND
Know what's below.
CaII before you dig.
TRENCH BOTTOM DIMENSIONS
N.T.S.
SELECT MATERIAL
COMPACTED IN 6" UFTS
SHEETED
OPEN
TRENCH
11
SELECT MATERIAL 1111
COMPACTED IN 3" UFTS
24" MAX.
•
12 GAGE COPPER TRACER
WIRE SECURED TO PIPE
12" MAX
illl
=11-
1
1
UNDISTURBED EARTH OR ROCK
1
ppP
- A
NOTE:
BELL HOLES NOT SHOWN
STANDARD EXCAVATION
NOTE:
MINIMUM 30" COVER IN PIEDMONT AND COASTAL AREAS
NOTES:
1 . CROSSING A WATER MAIN OVER A SEWER;
WHENEVER IT IS NECESSARY FOR A WATER
MAIN TO CROSS OVER A SEWER, THE WATER
MAIN SHALL BE LAID AT SUCH AN ELEVATION
THAT THE BOTTOM OF THE WATER MAIN IS
AT LEAST 18" ABOVE THE TOP OF THE SEWER,
UNLESS LOCAL CONDMONS OR BARRIERS
PREVENT AN 18 INCH VERTICAL SEPARATION; IN
WHICH CASE BOTH THE WATER MAIN AND SEWER
SHALL BE CONSTRUCTED OF FERROUS MATERIALS
AND WITH JOINTS THAT ARE EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF 10
FEET ON EACH SIDE OF THE POINT OF CROSSING.
2. CROSSING A WATER MAIN UNDER A SEWER;
WHENEVER IT IS NECESSARY FOR A WATER MAIN
TO CROSS UNDER A SEWER, BOTH THE WATER MAIN
AND THE SEWER SHALL BE CONSTRUCTED OF
FERROUS MATERIALS AND WITH JOINTS EQUIVALENT
TO WATER MAIN STANDARDS FOR A DISTANCE OF
1 0 FEET ON EACH SIDE OF THE POINT OF CROSSING.
A SECTION OF WATER MAIN PIPE SHALL BE CENTERED
AT THE POINT OF CROSSING.
TYPICAL SANITARY SEWER TRENCHING
NOTE:
THE DATA GIVEN ON THESE PLANS IS BELIEVED
TO BE ACCURATE, BUT THE ACCURACY IS NOT
GUARANTEED. THE CONTRACTOR IS RESPONSIBLE
FOR VERIFYING ALL LEVELS, LOCATIONS, TYPES,
AND DIMENSIONS OF THE EXISTING UTILITIES
PRIOR TO CONSTRUCTION. IF A DISCREPANCY
IS FOUND, WORK SHALL CEASE AND THE ENGINEER
NOTIFIED. WORK MAY CONTINUE UPON ENGINEERS
NOTICE TO PROCEED.
GRAPHIC SCALE
20' 0 10' 20'
40'
1 inch = 20 ft.
NC License#: C-0208
SINCE 1959
0
CA
CA
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REVISIONS
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ot
CIJ
r5)1
E-4 A
8 2
0 rn4.,)
PROJECT NO.
P20003
DESIGNED BY
CMS
DRAWN BY
CMS
CHECKED BY
MWS
ISSUE DATE
3/3/21
SHEET NO.
OF 8 SHEETS)