SW3191201_Circle K Denver (Unity Church Rd) Civil Plans_11-27-19_12/5/2019

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PROPOSED SITE DEVELOPMENT FOR:
CIRCLE K STORE
NE CORNER NC-16 BUSINESS AND UNITY CHURCH RD
SITE AREA:
DISTURBED AREA:
+/-2.35 AC
+/-4.35 AC
PROJECT DESCRIPTION
THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A NEW CONVENIENCE STORE/GAS STATION WITH ALL ASSOCIATED UTILITIES,
DRAINAGE, AND INFRASTRUCTURE. THE ENTIRE PROJECT SITE AREA IS +/-6.18 ACRES. THE PROPOSED SITE AREA IS +/-2.35 ACRES
WITH FRONTAGES OF +/- 445 FEET ON NC HWY 16 AND +/- 412 FEET ON UNITY CHURCH RD. THIS PROJECT COMBINES THREE
PARCELS AND WILL BE SUBDIVIDED.
CATAWBA RIVER BASIN
LINCOLN COUNTY -LAKE NORMAN WATER SUPPLY WATERSHED
UTILITY PROVIDERS:
WATER LINCOLN COUNTY PUBLIC WORKS
115 W. MAIN ST.
LINCOLNTON, NC 28092
[phone]
SEWER LINCOLN COUNTY PUBLIC WORKS
115 N. MAIN ST.
LINCOLNTON, NC 28092
[phone]
STORM WATER LINCOLN COUNTY NATURAL RESOURCES
115 N. MAIN ST.
LINCOLNTON, NC 28092
[phone]
BENCHMARK:
ELECTRIC DUKE POWER
6769 OLD PLANK RD.
STANLEY, NC 28164
[phone]
GAS PIEDMONT NATURAL GAS
4720 PIEDMONT ROW DR.
CHARLOTTE, NC 28233
[phone]
COMMUNICATION AT&T
[phone]
TEMPORARY BENCHMARK AT RIM OF SANITARY SEWER MANHOLE LOCATED AT NORTHWEST
CORNER OF SITE, ±18 FEET FROM INC HWY 16. RIM ELEVATION OF MANHOLE IS 845.43'.
TEMPORARY BENCHMARK AT RIM OF SANITARY SEWER MANHOLE LOCATED AT SOUTHWEST
CORNER OF SITE, ±87 FEET FROM INC HWY 16 AND ±16 FEET FROM UNITY CHURCH RD. RIM
ELEVATION OF MANHOLE IS 844.31'.
VERTICAL DATUM FOR SITE BASED ON GPS OBSERVATION USING CORS STATIONS
"MOORESVILLE CORS", "177 WELCOME CNTR CORS" AND "HICKORY CORS" (NGVD 88)
FLOOD NOTE:
THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA BASED ON THE FLOOD
INSURANCE RATE MAP FOR THIS AREA. THE MAP NUMBER FOR THIS AREA IS 3710460300J,
AND THE DATE OF SAID MAP IS AUGUST 16, 2007. THIS DETERMINATION WAS MADE BY
GRAPHICALLY DETERMINING THE POSITION OF THIS SITE ON SAID FIRM MAPS UNLESS
OTHERWISE NOTED.
DENVER, NC
PARCEL I D# 57407 7 02475) 02472
SITE LOCATION MAP
NOT TO SCALE
DIRECTIONS TO PROJECT SITE-
NC-16 NORTH TO OPTIMIST CLUB ROAD. EAST ON OPTIMIST CLUB ROAD TO
TRIANGLE CIRCLE. NORTH ON TRIANGLE CIRCLE TO NC-16 BUSINESS. SITE IS
LOCATED ON THE NE CORNER OF NC-16 BUSINESS AND UNITY CHURCH ROAD.
SURVEYOR:
MSP & ASSOCIATES LAND
SURVEYING, INC.
LAND SURVEYOR:
MICHAEL S. PERDUE
301 HILLCREST DR.
GREENVILLE, SC 29609
PHONE: [phone]
[e-mail]
OWNER / DEVELOPER
OWNER/DEVELOPER:
CIRCLE K STORES INC
TAYLOR SEELOFF
2550 W. TYVOLA ROAD
SUITE 200
CHARLOTTE, NC 28217
PHONE: [phone]
EMAIL: [e-mail]
CIVIL ENGINEER:
BOWMAN CONSULTING
ENGINEER OF RECORD:
KAI BURK
950 NORTH POINT PARKWAY
SUITE 200
ALPHARETTA, GA 30005
PHONE: [phone]
[e-mail]
19 TM
LANDSCAPE ARCHITECT:
MANLEY LAND DESIGN, INC.
PROFESSIONAL LANDSCAPE
ARCHITECT:
STEVE MANLEY
51 OLD CANTON STREET
ALPHARETTA, GA 30009
PHONE: [phone]
[e-mail]
Bowman
C O N S U L T I N G
Sheet List Table
Sheet Number
Sheet Title
C0.0
COVER SHEET
S1.0
SURVEY
D1.0
DEMOLITION PLAN
D1.1
DEMOLITION PLAN
C1.0
EROSION CONTROL - INITIAL PHASE
C1.1
EROSION CONTROL - FINAL PHASE
C1.2
EROSION CONTROL DETAILS
C1.3
EROSION CONTROL DETAILS
C1.4
EROSION CONTROL DETAILS
C1.5
EROSION CONTROL DETAILS
C2.0
SITE PLAN
C2.1
SITE PLAN
C2.2
SITE DETAILS
C2.3
SITE DETAILS
C2.5
SIGHT DISTANCE
C2.6
SIGHT DISTANCE
C3.0
GRADING AND DRAINAGE PLAN
C3.1
GRADING AND DRAINAGE PLAN
C3.2
GRADING AND DRAINAGE PROFILES
C3.3
GRADING AND DRAINAGE DETAILS
C4.0
UTILITY PLAN
C4.2
UTILITY DETAILS
L1.0
LANDSCAPE PLAN
L1.1
LANDSCAPE DETAILS
North Carolina One -Gall Center
nog IF. wd u.& Mft W
GN N. AR R � OW
2 Dos '" O w N
NORIN GVmIIN
GALL I-WO-632-4949
UNDERGROUND LOCATORS.
CONTRACTOR SMALL CONTACT
THE UNDERGROUND LOCATORS
EVERY TO DAYS FOR AN UPDATE
TO URGO lTY LAONS.
Call BEFORE you 0161
"It's The Law"
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KAI BURK
LICENSE NO. 043463
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1 PLAN STATUS 1
1 DATE I DESCRIPTION 1
PL BG I KB
DESIGN DRAWN CHKD
SCALE 1 " = 20'
JOB No. 120003-01-045
DATE
1 FILE C0.0 -COVER SHEET 1
SHEET CO.0
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C0.0 COVER SHEET.DWG 11 /27/2019

VICINITY MAP
N/F
PHILLIP & TSOULOS
PROP LLC
PIN# 4603669032
(DB. 1146, PG. 349)
Know what's below
Call before you dig.
Dial 811
Or Call 800-282-7411
PAGE 2OF2
1
N/F
MARINERS POINTE AT
' SMITHSTONE
TOWNHOMES OWNERS
ASSOC. INC.
I PIN# 46 3677063
(DB. 1275, PG. 608)
I \
SURVEYORS CERTIFICATE
" To: Circle K Stores, Inc. and Chicago Title Insurance Company
This is to certify that this map or plat and the survey on which
it is based were made in accordance with the 2016 Minimum
Standard Detail Requirements for ALTA/NSPS Land Title Surveys,
jointly established and adopted by ALTA and NSPS, and includes
items 1-4, 7o,b, 8, 9, 11, 13, 14, 16, 17, 19 and 20 of Table
A thereof The field work was completed on 7131119.
Micha erdue PLS #L-4322 Date
CURVE
RADIUS
ARC LENGTH
CHORD LENGTH
CHORD BEARING
DELTA ANGLE
TANGENT
C1
1116.08'
51.51'
51.51'
S 73°22'01" W
2°38'41"
25.76'
C2
1109.97'
468.72'
465.24'
S 59°56'07" W
24'11'41"
237.90'
C3
955.68'
289.07'
287.97'
S 62°50'41" W
17'19'50"
145.65'
C4
723.25'
41.31'
41.31'
S 53' 14'42" W
3' 16'21 "
20.66'
C5
2906.06'
164.95'
164.93'
S 50'10'55" W
3'1608"
82.50'
C6
4156.65'
210.18'
210.16'
S 47°06'26" W
2°53'50"
105.1 V
C7
2906.59'
166.89'
166.86'
N 04°12'18" E
3°17'23"
83.47'
C8
2958.59'
315.67'
315.52'
N 00'26'18" W
6°06'48"
157.98'
C9
709.72'
152.58'
152.29'
S 54°45'23" W
12°19'04"
76.59'
LEGAL DESCRIPTION
GRAPHIC SCALE 11
V-30'
TITLE EXCEPTIONS
Schedule B Section II Title Exceptions
Chicago Title Insurance Company
Commitment 1119-02172RA ; Effective Date: Feb. 6, 2019
3. Any right, easement, setback, interest, claim, encroachment, encumbrance, violation,
variations or other adverse circumstance affecting the Title disclosed by plat(s) recorded in
Plat Book D , Page 94
(NO MATTERS SHOWN AAFECTS SITE)
MSP
C
& ASSOCIATES
LAND SURVEYING, INC.
301 E HILLCREST DR.
GREENVILLE SC, 29609
864-370-2232
WWW.MSPSURVEYING. COM
MICHAEL S. PERDUE ,PLS # L-4322
LEGEND
CB
CATCH BASIN
CPP
CORRUGATED PLASTIC PIPE
GUY WIRE
CT
CRIMPED TOP PIPE
- G -
GAS LINE
DI
DROP INLET
-W-
WATER LINE
IE
INVERT ELEVATION
JB
JUNCTION BOX
-POWER
LINE
MH
MANHOLE
- E -
UNDERGROUND POWER LINE
OT
OPEN TOP PIPE
POB
POINT OF BEGINNING
- T -
UNDERGROUND PHONE LINE
POC
POINT OF COMMENCEMENT
- FO -
FIBER OPTIC
TBM
TEMPORARY BENCHMARK
RCP
REINFORCED CONCRETE PIPE
POWER POLE
SS
SANITARY SEWER
®
SANITARY SEWER MANHOLE
OHP
OVERHEAD POWER
EIP
IRON PIN FOUND
STORM SEWER MANHOLE
NIP
IRON PIN SET
CATCH BASIN
OW
WATER VALVE
LP
FH
LIGHT POLE
O
WATER METER
0
GAS VALVE
FIRE HYDRANT
A �D
GAS METER
❑T
TRANSFORMER
0
TELEPHONE PEDESTAL
SIG
SIGNAL BOX
E
ELECTRICAL BOX
TEL
TELEPHONE VAULT
GENERAL NOTES
This property is in Zone X based on Flood Insurance Rate Map 3710460JOOJ dated Aug.
16, 2007. This determination was made by graphically determining the position of said site
on said FIRM Mop.
Vertical datum for site based on GPS observation using CORs Stations "MOORESVILLE CORS",
'777 WELCOME CNTR CORS" and "HICKORY CORS" (NGVD 88)
Contact proper Authorities Before building near utility lines, for easement width and
restrictions. Underground Utilities are approximate and should be verified prior to any
construction. Locations shown are approximate.
This survey has been prepared for the exclusive use of the person or entities named
hereon. No express or implies warranties with respect to the information shown hereon is
to be extended to any persons or entities other than those shown hereon.
DP
Property Zoned B-N and ELDD
Setbacks to be verified by Site Engineer
I, Michael S. Perdue certify that this plat was drawn under my supervision from on actual
survey made under my supervision and is a portion of DB. 2630 pg. 357; that the ratio of
precision as calculated 1: 20,000 + and was not adjusted, that this plat was prepared in
accordance with G.S. 47-30 as amended. Witness my original signature, registration # and
seal phis 3.1 st dayof July 2019.
That this survey
does not create
'parcels of land, existing structures and buildings and
change existing streets.
The property shown hereon Parcel # 4603765181, 4603750889, 4603657556, 4603656377
Survey references:
PB. D, PG. 94
DB. 2630, PG. 357
ALTA/NSPS LAND TITLE SURVEY
FOR
CIRCLE K STORES ,
INC.
CITY. DENVER COUNTY: LINCOLN
STATE. NORTH CAROLINA
CATAWBA TOWNSHIP
DATE OF SURVEY: 7131119
SCALE. 1:30
FIELD WORK: MSP DRAWN BY. MSP
REVIEWED BY. MSP
MSP FILE: CKDENVER
MSP JOB# : 191341

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ELECTRIC METER —C—
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2 HEAD LIGHT STANDARD
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GAS VALVE
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FIRE HYDRANT —
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MONITORING WELL
D(
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IRRIGATION CONTROL VALVE ---------
5'
OD
SDMH
STORM DRAIN MANHOLE ---------
1'
❑
CBDI
CATCH BASIN DROP INLET
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I \ 1-1
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NN \ \\ \ \ \\ DEMOLITION NOTES
l� \ I MATCH LINE (SEE SHEET D1.1)
O / `\ \dCs, 1. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION, REMOVAL, AND DISPOSAL (IN A LOCATION APPROVED BY ALL
GOVERNING AUTHORITIES) OF ALL MATERIALS, SUCH THAT THE IMPROVEMENTS SHOWN ON THE REMAINING PLANS CAN BE
I CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH
SUITABLE COMPACTED FILL MATERIAL PER THE SPECIFICATIONS. Z
2. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING OF THE DEBRIS IN A LAWFUL
MANNER. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL.
( \ 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SERVICES TO ANY NECESSARY UTILITIES DURING CONSTRUCTION. �
J I
4. THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF M
UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY CONCERNING PORTIONS OF WORK WHICH MAY BE U
\ \ PERFORMED BY THE UTILITY COMPANY'S FORCES AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY FOR THEIR p
SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES. zo
/ `OQ \\ \� ,f \ 5. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED FROM INFORMATION AVAILABLE AND
/ \ \ I \ ARE GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. N
RCED CONCRETE PIPE
RY SEWER MANHOLE
\ PRIOR TO THE START OF ANY DEMOLITION ACTIVITY, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR ONSITE p
� / ,� \\ \ \ 852 L
LOCATIONS OF EXISTING UTILITIES.
MANHOLE
)UT \ 6. ALL EXISTING SEWERS, PIPING AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY o
/ \ 1) \\ OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY p
IONE PEDESTAL \ \ \ \ \\ \ ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE N
—858 \ OOP ' \\ �• \ / \ LINES AND CAP ALL LINES BEFORE PROCEEDING WITH THE WORK.
=AD ELECTRIC LINE X
\/\`J \ 7. ELECTRICAL, TELEPHONE, CABLE, WATER, FIBER OPTIC CABLE AND/OR GAS LINES NEEDING TO BE REMOVED OR RELOCATEDRY SEWER LINE \ SHALL BE COORDINATED WITH THE AFFECTED UTILITY COMPANY. ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND
\ CLOSE COORDINATION WITH THE UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE.LINE \ �' ��I (b \\ \ \\\ -y \ CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN ANY ROAD RIGHT OF WAY DURING CONSTRUCTION.
IE & 1 2 \ L� 8. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES, ENCLOSURES, ETC., (AND OTHER
_INE / -�/ APPROPRIATE BEST MANAGEMENT PRACTICES) AS APPROVED BY CONSTRUCTION MANAGER. O
\ O- co. ,y \ \ \ \
WHITE LINE \ �� / \, ` �\ `� \ 9. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING PROPERTIES AT ALL TIMES DURING DEMOLITION OF THE
YELLOW LINE \ \ \ \ EXISTING FACILITIES.
"OUR OOP \ / \\ \ 1 \ \\ \\ 10. PRIOR TO DEMOLITION OCCURRING, THE INITIAL PHASE EROSION CONTROL DEVICES ARE TO BE INSTALLED. (SEE SWPPP SHT C1.0)
'OUR \ ) \\\ \ \�
\ 11. CONTRACTOR MUST LIMIT SAW -CUT &PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS SHOWN ON THESE
DRAIN E I / \ / \ V \ \ y \\ \ °b \ CONSTRUCTION PLANS BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC,. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR.
� J
`b \ \ \ \ \ \\� 20 \ 12. THE CONTRACTOR SHALL COORDINATE WATER MAIN WORK WITH THE FIRE DEPT. AND THE TOWN/COUNTY UTILITY DEPARTMENT
LEGEND - D E M O L I T �N / I y \\ TO PLAN PROPOSED IMPROVEMENTS AND TO ENSURE ADEQUATE FIRE PROTECTION IS CONSTANTLY AVAILABLE TO THE STORE 0 Y O v o
/ \ \ \ \ \ \ \ \ AND SITE THROUGHOUT THIS SPECIFIC WORK AND THROUGH ALL PHASES OF CONSTRUCTION. CONTRACTOR WILL BE L L o co
/ \\ \ RESPONSIBLE FOR ARRANGI NG/PROVI DING ANY REQUIRED WATER MAIN SHUT OFFS WITH THE CITY/COUNTY DURING U o cY) � C 0)
CONSTRUCTION. ANY COSTS ASSOCIATED WITH WATER MAIN SHUT OFFS WILL BE THE RESPONSIBILITY OF THE CONTRACTOR AND o Q cy S
a= 04 \J� NO EXTRA COMPENSATION WILL BE PROVIDED. p U 0
\ REMOVE ALL BUIL91XNGS, ASPHALT \\ \ \ \ \�� I °� \\ v) O o
PAVEMENT,CRETE PAVEMENT, , OO I \\ \6 13. DAMAGE TO ALL EXISTING FACILITIES AND IMPROVEMENTS TO REMAIN WILL BE N U
CONCRETE S, CONCRETE SIDEWALKS, '� \\ \ \ \�Q \ \ REPLACED AT CONTRACTOR'S EXPENSE. U o CU
\ AND VE ATION ��� � J \`�� / , \ \ � �' \ / . , z _Q p 3 E
\�_n °i \ 14. FOR ALL ITEMS NOTED TO BE REMOVED, REMOVE NOT ONLY THE ABOVE GROUND ELEMENTS, BUT ALSO REMOVE ALL E � Q o
H H -H H H -H U ITY REMOVAL \\/� UNDERGROUND ELEMENTS AS WELL INCLUDING, BUT NOT LIMITED TO; FOUNDATIONS, GRAVEL FILLS, TREE ROOTS, PIPES, TANKS, 3 °� m
'I ,`\\ �O / / Q� / \\ ♦` GG�\ J \ y ETC. ppp O
0^ \5 0J G \ \\ �. o� 15. BACKFILL FOR ALL EXCAVATIONS RESULTING FROM THE DEMOLITION WORK MUST MEET THE REQUIREMENTS FOR FILL OUTLINED
/ \ $' \ \\\ \\ �01 \\ IN THE GEOTECHNICAL INVESTIGATION REPORT FOR THIS SITE.
/QS G ?\ 16. ASBESTOS AND ANY OTHER HAZARDOUS MATERIAL SHALL BE PROPERLY PERMITTED AND REMOVED BY THE CONTRACTOR. 0
�\
O /`` �\ \ . \ / \ CONTRACTOR SHALL SECURE ALL PERMITS FOR DEMOLITION AND REMOVAL OF MATERIALS FROM THE SITE. Q
O.\ 17. \SEPTIC TANKS MAY EXIST ON THE EXISTING PARCELS. CONTRACTOR TO REMOVE AND DISPOSE SEPTIC TANK AND ASSOCIATED O
�'[� \y MATERIAL IN A LAWFUL MANNER.
\�� ,\� NOTES
/ / / 2%N�I/� \ \ O 3 \ 1. EXISTING TO BE REMOVED
gyp,\� \ \ \ \ 2. EXISTING TO REMAIN U
0\ \ \ \ 3. PROTECT EXISTING UTILITIES DURING
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4 PROTECT EXISTING TIIAL EQUIPMENT AND POLES
DURING CONSTRUCTION
\\ 5. SAWCUT LINE
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CAD file name: V:\120003 — Circle K\120003-01-045 (ENG) — Denver (Unity Church Rd), NC\Engineering\Engineering Plans\D1.0 DEMOLITION PLAN.DWG 11 /27/2019
= 3 =
� '•., GINS .••'
KAI BURK
LICENSE NO. 043463
PLAN STATUS
\ DATE DESCRIPTION
PL BG KB
'•` DESIGN DRAWN CHKD
•. SCALE 1" = 20'
JOB No. 120003-01-045
�of DATE
FILE D1.0 - DEMOLITION PLAN
SHEET D1.0

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LEGEND - EXISTING
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GAS VALVE
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WHITE LINE
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MONITORING WELL
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IRRIGATION CONTROL VALVE
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STORM DRAIN MANHOLE
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LEGEND -
DEMOLITION
REMOVE ALL BUILDINGS, ASPHALT
PAVEMENT, CONCRETE PAVEMENT,
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AND VEGETATION
H H H H H H UTILITY REMOVAL
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DEMOLITION NOTES
1. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION, REMOVAL, AND DISPOSAL (IN A LOCATION APPROVED BY ALL
GOVERNING AUTHORITIES) OF ALL MATERIALS, SUCH THAT THE IMPROVEMENTS SHOWN ON THE REMAINING PLANS CAN BE
CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH
SUITABLE COMPACTED FILL MATERIAL PER THE SPECIFICATIONS.
2. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING OF THE DEBRIS IN A LAWFUL
MANNER. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SERVICES TO ANY NECESSARY UTILITIES DURING CONSTRUCTION.
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5. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED FROM INFORMATION AVAILABLE AND
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6. ALL EXISTING SEWERS, PIPING AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY
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CLOSE COORDINATION WITH THE UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE.
CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN ANY ROAD RIGHT OF WAY DURING CONSTRUCTION.
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8. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES, ENCLOSURES, ETC., (AND OTHER
APPROPRIATE BEST MANAGEMENT PRACTICES) AS APPROVED BY CONSTRUCTION MANAGER.
9. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING PROPERTIES AT ALL TIMES DURING DEMOLITION OF THE
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10. PRIOR TO DEMOLITION OCCURRING, THE INITIAL PHASE EROSION CONTROL DEVICES ARE TO BE INSTALLED. (SEE SWPPP SHT C1.0)
11. CONTRACTOR MUST LIMIT SAW -CUT & PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS SHOWN ON THESE
CONSTRUCTION PLANS BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC,. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR.
12. THE CONTRACTOR SHALL COORDINATE WATER MAIN WORK WITH THE FIRE DEPT. AND THE TOWN/COUNTY UTILITY DEPARTMENT
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16. ASBESTOS AND ANY OTHER HAZARDOUS MATERIAL SHALL BE PROPERLY PERMITTED AND REMOVED BY THE CONTRACTOR.
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CONTRACTOR SHALL SECURE ALL PERMITS FOR DEMOLITION AND REMOVAL OF MATERIALS FROM THE SITE.
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MATERIAL IN A LAWFUL MANNER.
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NOTES
1. EXISTING TO BE REMOVED
2. EXISTING TO REMAIN
3. PROTECT EXISTING UTILITIES DURING
CONSTRUCTION
4. PROTECT EXISTING SIGNAL EQUIPMENT AND POLES
DURING CONSTRUCTION
5. SAWCUT LINE
6. EXISTING ROADWAY SIGNAGE TO REMAIN
7. EXISTING TO BE ABANDONED
GRAPHIC SCALE
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JOB No. 120003-01-045
DATE
FILE D1.1 - DEMOLITION PLAN
SHEET D1.1
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\D1.0 DEMOLITION PLAN.DWG 11 /27/2019

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SEQUENCE OF CONSTRUCTION - INITIAL PHASE
\\ DISTURBED AREA. (SCHEDULE PROVIDED AS PART OF CONSTRUCTION SEQUENCE IS FOR INFORMATION ONLY.)
ys 4.35 ACRES
+ 1. RECEIVE NPDES COVERAGE FROM NCDEQ.
DISTRICT LINE - __--- \ 2. AT LEAST ONE WEEK PRIOR TO ANY LAND DISTURBANCE ACTIVITY, CONDUCT A SWPPP PRE -CONSTRUCTION CONFERENCE. SITE CONTRACTOR SHALL SCHEDULE AND CONDUCT SWPPP
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SPEPRE-CONSTRUCTION MEETING WITH SWPPP PREPARING ENGINEER, LINCOLN COUNTY, NCDEQ, OWNER AND ALL LAND DISTURBING CONTRACTORS BEFORE PROCEEDING WITH CONSTRUCTION.
� pESIGNATED _--- � � \ \
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24 H R CONTACT: 3. CONDUCT LIMITED CLEARING AND GRUBBING AS REQUIRED TO INSTALL CONSTRUCTION ENTRANCE AND PERIMETER BMPS.
HAYTHAM KASEM 4 SHEET C1.°2 STRUC ION ENTRINSTALL ANCE, SILT FENCE, AND CONCRETE WASHOUT, TEMPORARY DIVERSION CHANNELS, AND SEDIMENT TRAP AS SHOWN ON PLAN AND IN ACCORDANCE WITH DETAILS ON
F------- SILT FEN SHOWN 2' \D / \ ` 704-776-6444 \ 5. INSTALL TEMPORARY SEED IN DISTURBED AREAS AND IN ACCORDANCE WITH DETAILS ON SHEET C1.3.
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6. MAINTAIN ALL BMPS THROUGHOUT CONSTRUCTION.
7. COMPLETE INSPECTION REPORTS EVERY 7 DAYS IN ACCORDANCE WITH THE GENERAL PERMIT.
EROSION CONTROL MAINTENANCE - INITAL PHASE
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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
CATAWBA RIVER BASIN 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.
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CONSTRUCTION ENTRANCE
MAINTAIN 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
PUBLIC ROADWAYS.
TEMPORARY DIVERSION CHANNEL
OQ \ \ \ \ \ INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK
OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL
AND APPROPRIATELY STABILIZE IT.
SEDIMENT TRAP
INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT, AND RESTORE THE
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N\ \ \ \ \ 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
B ` ` \\ SPILLWAY TO ENSURE IT IS A MINIMUM OR 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY 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.
s�' \ POROUS BAFFLES
r \ \ \ INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. MAINTAIN ACCESS TO BAFFLES. SHOULD BAFFLE FABRIC COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT IMMEDIATELY. 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 DESIGNATED STORAGE DEPTH. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
\ \ ` DEPOSITS.
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I / / \ \ \ / \ TEMPORARY SEEDING
'x aN \ \ \\ \\\ \ \ \ RESEED AND MULCH AREA WHERE SEEDLING EMERGENCE IS POOR, OR WHERE EROSION OCCURS, AS SOON AS POSSIBLE. DO NOT MOW. PROTECT AS MUCH AS POSSIBLE.
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PHILLIP $ TSOULOS SEE SHEET C1.2
PROP LLC
PIN# 4603669032
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CONSTRUCTION ENTRANCE
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SIL FENCE SHOWN 2' OFF LOD
R VISUAL PURPOSES. SILT FENCE/ (je, B2
TO BE INSTALLED ON LOD LINE
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN
APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL
REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION
ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED
BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE MANAGEMENT OR
DIVISION OF WATER RESOURCE RULES AND REGULATIONS [15A NCAC 4B .0110]
GRAPHIC SCALE
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( IN FEET )
SCALE: I" = 30'
North Carolina One -Gall Center
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EROSION CONTROL NOTES
A. CONSTRUCTION ENTRANCE 6.06, SEE DETAIL ON SHEET C1.2
B. SILT FENCE 6.62, SEE DETAIL ON SHEET C1.3
C. CONCRETE WASHOUT 6.06, SEE DETAIL ON SHEET C1.2
D. TEMPORARY SEEDING 6.10, SEE DETAIL ON SHEET C1.2
E. DIVERSION DIVERSION CHANNEL 6.20, SEE DETAIL ON SHEET C1.3
F. SEDIMENT TRAP 6.60, SEE DETAIL ON SHEET C1.4
G. POROUS BAFFLE 6.65, SEE DETAIL ON SHEET C1.4
H. SPILLWAY, ELEV. 849.50'
I. SILT FENCE J-HOOK
EROSION CONTROL LEGEND
PROPERTY LINE
- -
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SOIL BOUNDARY
LOD
LIMITS OF DISTURBANCE
SILT FENCE (DETAIL SHEET C1.3)
SF
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STABILIZED CONSTRUCTION ENTRANCE
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PLAN STATUS
DATE
DESCRIPTION
PL
DESIGN
BG
DRAWN
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SCALE
1" = 20'
JOB No. 120003-01-045
DATE
FI LE C1.0 - EROSION CONTROL - INITIAL PHASE
SHEET
C 1 .0
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C1.0 EROSION CONTROL - INITIAL PHASE.dwg 11/27/2019

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SILT FENCE
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
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BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
CONSTRUCTION ENTRANCE
MAINTAIN 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 PUBLIC ROADWAYS.
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PROTECT AS MUCH AS POSSIBLE.
PERMANENT SEEDING
FERTILIZE, MOW, WATER, CONTINUE SOIL TESTING, REPAIR, AND MULCH AS NEEDED.
CATAWBA RIVER BASIN SEQUENCE OF CONSTRUCTION - FINAL PHASE
(S
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CHEDULE PROVIDED AS PART OF CONSTRUCTION SEQUENCE IS FOR INFORMATION ONLY.)
CONTINUE TO MAINTAIN ALL BMPS THROUGHOUT CONSTRUCTION (SEE EROSION CONTROL MAINTENANCE BELOW).
START STORM DRAIN SYSTEM INSTALLATION AS SHOWN ON PLAN AND ON C3.0. COMPLETE GRADING TO EXTENT
POSSIBLE.
COMPLETE FINAL GRADING AND PAVING FOR THE SITE.
REMOVE CONCRETE WASHOUT AND CONSTRUCTION EXIT AS NECESSARY AS PAVING IS INSTALLED.
PERMANENTLY STABILIZE DISTURBED AREAS AS SHOWN ON PLAN AND IN ACCORDANCE WITH DETAILS ON SHEET C1.3.
REMOVE TEMPORARY DIVERSION CHANNEL, SEDIMENT TRAP, AND SILT FENCE AFTER ENTIRE AREA IS STABILIZED.
PREPARE THE STORMWATER AS-BUILTS. SCHEDULE AN ONSITE INSPECTION WITH LINCOLN COUNTY AND THE ENGINEER
AFTER THE SITE IS FULLY STABILIZED.
CONTINUE WEEKLY INSPECTION REPORTS UNTIL THE SITE IS FULLY STABILIZED AND THE PERMIT MAY BE TERMINATED.
s EROSION CONTROL STANDARD NOTES
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EROSION CONTROL LEGEND
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PROPERTY LINE
SOIL BOUNDARY
LIMITS OF DISTURBANCE
SILT FENCE (DETAIL SHEET C1.3)
DIVERSION CHANNEL (DETAIL SHEET C1.3)
STABILIZED CONSTRUCTION ENTRANCE
(DETAIL SHEET C1.2)
PERMANENT SEEDING (DETAIL SHEET C1.5)
GRAVEL PRETREATMENT AREA
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LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
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DESIGN
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JOB No. 120003-01-045
DATE
FI LE CIA - EROSION CONTROL - FINAL PHASE
SHEET
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EROSION CONTROL STANDARD NOTES
1.
ALL CLEARING OR LAND DISTURBANCE OUTSIDE OF THE LIMITS DEFINED BY THE PLANS IS PROHIBITED.
11.
WATER THAT IS BEING PUMPED FROM TRENCHES OR EXCAVATIONS SHALL BE FILTERED TO REMOVE SEDIMENT PRIOR TO BEING DISCHARGED OFFSITE OR INTO ANY WoS. IN ADDITION, THE INTAKE OF SEDIMENT SHALL BE MINIMIZED BY EQUIPPING THE INTAKE WITH A FLOAT
2.
THE SSC'S SHOWN ON THESE PLANS REPRESENT THE ENGINEER'S OPINION OF REASONABLE MEASURES TO CONTROL STORMWATER AND TO PREVENT SEDIMENT FROM LEAVING THE SITE; HOWEVER, STORMWATER AND SEDIMENTATION CONTROL IS A DYNAMIC PROCESS
OR BY EMBEDDING IT IN FILTER ROCK. EROSION AT THE PUMP OUTLET SHALL BE MINIMIZED THROUGH THE USE OF AN ENERGY DISSIPATER, SEDIMENT BASIN OR OTHER APPROPRIATE SSC'S.
THAT REQUIRES MONITORING, MAINTENANCE AND ADAPTATION TO CHANGING CONDITIONS. THE CONTRACTOR SHALL IMPLEMENT AND MAINTAIN ANY AND ALL MEASURES NECESSARY TO CONTROL STORMWATER AND TO PREVENT SEDIMENT FROM LEAVING THE SITE,
WHETHER SHOWN ON THESE PLANS OR NOT, UNTIL FINAL ACCEPTANCE OF THE PROJECT BY THE ENGINEER.
12.
A COPY OF THE SWPPP, INSPECTION RECORDS, AND RAINFALL DATA MUST BE RETAINED AT THE CONSTRUCTION SITE OR A NEARBY LOCATION EASILY ACCESSIBLE DURING NORMAL BUSINESS HOURS, FROM THE DATE OF COMMENCEMENT OR CONSTRUCTION ACTIVITIES TO
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THE DATE THAT FINAL STABILIZATION IS REACHED. SEE SELF -INSPECTION, RECORDKEEPING, AND REPORTING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
3.
IF NECESSARY, SLOPES, WHICH EXCEED EIGHT (8) VERTICAL FEET SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MATS, IN ADDITION TO HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. TEMPORARY BERMS
MAY BE NEEDED UNTIL THE SLOPE IS BROUGHT TO GRADE.
13.
INITIATE STABILIZATION MEASURES ON ANY EXPOSED STEEP SLOPE (3H:1V OR GREATER) WHERE LAND -DISTURBING ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY CEASED, AND WILL NOT RESUME FOR A PERIOD OF SEVEN (7) CALENDAR DAYS. SEE GROUND STABILZATION
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AND MATERIALS HANDLING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
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4.
SOIL STABILZATION SHALL BE ACHIEVED ON ANY AREAS OF A SITE WHERE LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE AND SEE GROUND STABILZATION AND MATERIALS HANDLING NOTES ON
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SHEET C1.2 EROSION CONTROL DETAILS:
14.
MINIMIZE SOIL COMPACTION AND, UNLESS INFEASIBLE, PRESERVE TOPSOIL.
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• ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES, AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
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WITHIN 7 CALENDAR DAYS FROM THE LAST LAND-DISTRUBING ACTIVITY.
15.
MINIMIZE THE DISCHARGE OF POLLUTANTS FROM EQUIPMENT AND VEHICLE WASHING, WHEEL WASH WATER, AND OTHER WASH WATER. WASH WATERS MUST BE TREATED IN A SEDIMENT BASIN OR ALTERNATIVE CONTROL THAT PROVIDES EQUIVALENT OR BETTER TREATMENT
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• ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
PRIOR TO DISCHARGE. SEE GROUND STABILZATION AND MATERIALS HANDLING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
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5.
ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED ONCE EVERY CALENDAR WEEK. IF PERIODIC INSPECTION OR OTHER INFORMATION INDICATES THAT A BMP HAS BEEN INAPPROPRIATELY OR INCORRECTLY INSTALLED, THE PERMITTEE MUST ADDRESS THE 16.
MINIMIZE THE DISCHARGE OF POLLUTANTS FROM DEWATERING OF TRENCHES AND EXCAVATED AREAS. THESE DISCHARGES ARE TO BE ROUTED THROUGH APPROPRIATE BMP'S (SEDIMENT BASIN, FILTER BAG, ETC.).
NECESSARY REPLACEMENT OR MODIFICATION REQUIRED TO CORRECT THE BMP WITHIN 48 HOURS OF IDENTIFICATION. SEE SELF -INSPECTION, RECORDKEEPING, AND REPORTING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
17.
THE FOLLOWING DISCHARGES FROM SITES ARE PROHIBITED (SEE GROUND STABILZATION AND MATERIALS HANDLING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
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6.
PROVIDE SILT FENCE AND/OR OTHER CONTROL DEVICES, AS MAY BE REQUIRED, TO CONTROL SOIL EROSION DURING
UTILITY CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED, AND STABILIZED WITH GRASSING IMMEDIATELY AFTER THE UTILITY
• WASTEWATER FROM WASHOUT OF CONCRETE, UNLESS MANAGED BY AN APPROPRIATE CONTROL;
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INSTALLATION. FILL, COVER, AND TEMPORARY SEEDING AT THE END OF EACH DAY ARE RECOMMENDED. IF WATER IS ENCOUNTERED WHILE TRENCHING, THE WATER SHOULD BE FILTERED TO REMOVE SEDIMENT BEFORE BEING PUMPED BACK INTO ANY WATERS OF THE STATE
• WASTEWATER FROM WASHOUT AND CLEANOUT OF STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS;
(WoS).
0FUELS, OILS, OR OTHER POLLUTANTS USED IN VEHICLE AND EQUIPMENT OPERATION AND MAINTENANCE; AND
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• SOAPS OR SOLVENTS USED IN VEHICLE AND EQUIPMENT WASHING.
7.
ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED
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DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. 20.
AFTER CONSTRUCTION ACTIVITIES BEGIN, INSPECTIONS MUST BE CONDUCTED AT A MINIMUM OF AT LEAST ONCE EVERY CALENDAR WEEK AND MUST BE CONDUCTED UNTIL FINAL STABILIZATION IS REACHED ON ALL AREAS OF THE CONSTRUCTION SITE.
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8.
THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED ROADWAY(S) FROM CONSTRUCTION AREAS AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT, AS MAY BE REQUIRED. 21.
IF EXISTING BMPs NEED TO BE MODIFIED OR IF ADDITIONAL BMPs ARE NECESSARY TO COMPLY WITH THE REQUIREMENTS OF THIS PERMIT AND/OR STATE's WATER QUALITY STANDARDS, IMPLEMENTATION MUST BE COMPLETED
BEFORE THE NEXT STORM EVENT WHENEVER
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SEE GROUND STABILZATION AND MATERIALS HANDLING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
PRACTICABLE. IF IMPLEMENTATION BEFORE THE NEXT STORM EVENT IS IMPRACTICABLE, THE SITUATION MUST BE DOCUMENTED IN THE SWPPP AND ALTERNATIVE BMPs MUST BE IMPLEMENTED AS SOON AS REASONABLY
POSSIBLE.
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9.
TEMPORARY DIVERSION BERMS AND/OR DITCHES WILL BE PROVIDED AS NEEDED DURING CONSTRUCTION TO PROTECT WORK AREAS FROM UP -SLOPE RUNOFF AND/OR TO DIVERT SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS OR STABLE OUTLETS. 22.
APRE-CONSTRUCTION CONFERENCE MUST BEHELD FOR EACH CONSTRUCTION SITE WITH AN APPROVED ON -SITE SWPPP PRIOR TO THE IMPLEMENTATION OF CONSTRUCTION ACTIVITIES. FOR NON -LINEAR PROJECTS THAT DISTURB TEN (10) ACRES OR MORE THIS
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CONFERENCE MUST BE HELD ON -SITE UNLESS THE DEPARTMENT HAS APPROVED OTHERWISE.
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10.
LITTER, CONSTRUCTION DEBRIS, OILS, FUELS, AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL FOR IMPACT (SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER) AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED
FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES. SEE GROUND STABILZATION AND MATERIALS
HANDLING NOTES ON SHEET C1.2 EROSION CONTROL DETAILS.
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V
Practice Standards and Specifications
Practice Standards and Specifications
Practice Standards and Specifications
6.10
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acre on fine-
Maintenance Reseed and mulch areas where seedling emergence is poor, or where erosion
TEMPORARY SEEDItextured
soils is usually sufficient. Apply limestone uniformly and incorporate
occurs, as soon as possible.
Do not mow. Protect from traffic as much as
into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be
possible.
Table 6.10b Seeding mixture
Table 6.10E
Seeding mixture
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limed.
Temporary Seeding Species Rate (lb/acre)
Temporary Seeding
Species Rate (lb/acre)
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Definition Planting rapid -growing annual grasses, small grains, or legumes to provide
Fertilizer -Base application rates on soil tests. When these are not possible,
References Site Preparation
Recommendations for German millet 40
Summer
Recommendations for Fall
Rye (grain) 120
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initial, temporary cover for erosion control on disturbed areas.
apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime
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Roughening
6.03, Surface Rou henin
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
Seeding dates
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should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is
6.04, Topsoiling
substituted at a rate of 50 lb/acre.
Mountains -Aug. 15 - Dec. 15
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Purpose To temporarily stabilize denuded areas that will not be brought to final grade
used, do not mix seed and fertilizer more than 30 minutes before application.
Surface Stabilization
Coastal Plain and Piedmont -Aug. 15 - Dec. 30
N (� to
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for a period of more than 21 calendar days.
Surface roughening -If recent tillage operations have resulted in a loose
6.11, Permanent Seeding
Seeding dates
Mountains -May 15 -Aug. 15
Soil amendments
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Temporary seeding controls runoff and erosion until permanent vegetation or
surface, additional roughening may not be required, except to break up large
6.14, Mulching
Piedmont -May 1 -Aug. 15
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
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other erosion control measures can be established. In addition, it provides
clods. If rainfall causes the surface to become sealed or crusted, loosen it
Appendix
Coastal Plain -Apr. 15 -Aug. 15
and 1,000 lb/acre 10-10-10 fertilizer.
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residue for soil protection and seedbed preparation, and reduces problems of
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just prior to seeding by disking, raking, harrowing, or other suitable methods.
8.02, Vegetation Tables
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mud and dust production from bare soil surfaces during construction.
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Groove or furrow slopes steeper than 3:1 on the contour before seeding
Soil amendments
Mulch
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(Practice 6.03, Surface Roughening).
Follow recommendations of soil tests or apply 2,000 lb/acre ground
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
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agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
or a mulch anchoring tool. A disk with blades set nearly straight can be
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Conditions Where On any cleared, unvegetated, or sparsely vegetated soil surface where
PLANT SELECTION
used as a mulch anchoring tool.
vegetative cover is needed for less than I year. Applications of this practice
Practice Applies
Select an appropriate species or species mixture from Table 6.1Oa for seeding
in late winter and early spring, Table 6.1Ob for summer, and Table 6.1Oc for
Mulch
Apply 4,000lb/acre Anchor by tacking
Maintenance
include diversions, darns, temporary sediment basins, temporary road banks,
straw. straw with asphalt, netting,
and topsoil stockpiles.
fall.
or a mulch anchoring tool. Adisk with blades set nearly straight can be
Repair and refertilize damaged areas immediately. Topdress with 50
In the Mountains, December and January seedings have poor chances of
used as a mulch anchoring tool.
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Planning Annual plants, which sprout and grow rapidly and survive for only one season,
success. When it is necessary to plant at these times, use recommendations
Maintenance
Coastal Plain) or Korean (Mountains) lespedeza in late February or
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are suitable for establishing initial or temporary vegetative cover. Temporary
Considerations
for fall and a securely tacked mulch.
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
early March.
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seeding preserves the integrity of earthen sediment control structures such
SEEDING
immediately following erosion or other damage.
as dikes, diversions, and the banks of dams and sediment basins. It can also
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
reduce the amount of maintenance associated with these devices. For example,
the frequency of sediment basin cleanouts will be reduced if watershed areas,
or hydroseeder. Use seeding rates given in Tables 6.1 Oa-6.1 Oc. Broadcast
2
seeding and hydroseeding are appropriate for steep slopes where equipment
outside the active construction zone, are stabilized.
cannot be driven. Hand broadcasting is not recommended because of the
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Proper seedbed preparation, selection ofappropriate species, and use ofquality
difficulty in achieving a uniform distribution.
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seed are as important in this Practice as in Practice 6.11, Permanent Seeding.
Small grains should be planted no more than I inch deep, and grasses and
Failure to follow established guidelines and recommendations carefully may
legumes no more than 1/2 inch. Broadcast seed must be covered by raking
result in an inadequate or short-lived stand of vegetation that will not control
erosion.
or chain dragging, and then lightly firmed with a roller or cultipacker.
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Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
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Temporary seeding provides protection for no more than I year, during which
time be initiated.
MULCHING
permanent stabilization should
The use of an appropriate mulch will help ensure establishment under normal
O
conditions, and is essential to seeding success under harsh site conditions
CatlOnS Complete grading before preparing seedbeds, and install all necessary erosion
Specifications
p
(Practice 6.14, Mulching). Harsh site conditions include:
•seeding in fall for fiber
7
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control practices such as, dikes, waterways, and basins. Minimize steep slopes
winter cover (wood mulches are not considered
w
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because they make seedbed preparation difficult and increase the erosion
adequate for this use),
Q
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hazard. If soils become compacted during grading, loosen them to a depth of
• slopes steeper than 3:1,
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6-8 inches using a ripper, harrow, or chisel plow.
• excessively hot or dry weather,
J
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SEEDBED PREPARATION
Good seedbed is essential to establishment. A
• adverse soils (shallow, rocky, or high in clay or sand), and
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preparation successful plant
good seedbed is well pulverized, loose, and uniform. Where hydroseeding
• areas receiving concentrated flow.
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are the may be left a more irregular surface of
If the area to be mulched is subject to concentrated waterflow, as in channels,
methods used, surface with
C)large
clods and stones.
anchor mulch with netting (Practice 6.14, Mulching).
= r )
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Liming -Apply lime according to soil test recommendations. IfthepH (acidity)
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of the soil is not known, an application of ground agricultural limestone at the
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Rev.6/06 6.10.1
6.10.2
6.10.3
6.10.5
6.10.6
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North Carolina One -Gall Csn
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Practice Standards and Specifications
�d�xD x
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Washing -If conditions at the site are such that most of the mud and sediment
GALL I-WO-632-4949
UNDERGROUND R 00
TW
W
6.06
TEMPORARY GRAVEL
are not removed by vehicles traveling over the gravel, the tires should be
TME UNDERGROUND LOCAMRS
EVERY 10 DAYS FOR AN UPDOE
m ururr`OCKRONS.
washed. Washing should be done on an area stabilized with crushed stone
Coll BEFORE you 0161
Fol
that drains into a sediment trap or other suitable disposal area. A wash rack
Definition A graveled area or pad located at points where vehicles enter and leave a
may also be used to make washing more convenient and effective.
It's The Law"
O
construction site.
� 1
Construction I. Clear the entrance and exit area of all vegetation, roots, and other
�J
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
Specifications objectionable material and properly grade it.
w
avoid transporting it onto public roads, to control erosion from surface runoff,
2. Place the gravel to the specific grade and dimensions shown on the plans,
Z
and to help control dust.
and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
outlet.
public road or other paved off -site area. Construction plans should limit traffic
Practice Applies
to properly constructed entrances.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
`
CARp�
Design Criteria Aggregate Size -Use 2-3 inch washed stone.
9
Maintain in from
0 *-SSIQ••.�ti
'Rt.:
Maintenance the gravel pad a condition to prevent mud or sediment
•, 9
Dimensions of gravel pad
Thickness: 6 inches
leaving the construction site. This may require periodic topdressing with 2-
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%C 711 9<•.
minimum
Width: 12-feet full
inch stone. After each rainfall, inspect any structure used to trap sediment
,7�/�1 11
minimum or width at all points of the vehicular
entrance and exit area, whichever is greater
and clean it out as necessary. Immediately remove all objectionable materials
-
_-
spilled, washed, or tracked onto public roadways.
3
Length: 50-feet minimum
Location -Locate construction entrances and exits to limit sediment from
Runo Conv Once Measures
References -1
..�
GINE,.•
leavingthe site and to provide b all construction vehicles
F utility Y
6.30, Grass -lined Channels
,
``�
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads.
`CNN
Sediment Traps and Barriers
�t t t l l l l l l t\\\\
6.60, Temporary Sediment Trap
KAI BURK
LICENSE
NO. 043463
ad
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PLAN STATUS
QJ�\/ SD ryl /n
PQJ�ea /
1m
6"' in JIB
2-3 tit
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified From Va SWCC).
DATE
DESCRIPTION
PL
BG
KB
6.06.1
6.06.2
DESIGN
DRAWN
CHKD
SCALE 1" = 20'
o. 120003-01-045
JOB No .
DATE
FI LE C1.2 - EROSION CONTROL DETAILS
C1.2
SHEET
CAD file name: V: \120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C1.2 EROSION CONTROL DETAILS.DWG 11/27/2019

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Practice Standards and Specifications
6.62 SEDIMENT FENCE
Definition A temporary sediment control measure consisting of fabric buried at the
bottom, stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where Below small -disturbed areas that are less then '/. acre per 100 feet offence.
Practice Applies Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater runoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning A sediment fence is a system to retain sediment on the construction site. The
Considerations fence retains sediment primarily by retarding flow and promoting deposition.
In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate pending and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool reaches
designlevel. Curling each end of the fence uphill in a "P' pattern may be
8 P P Y
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release storm flows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of
the fence orb providing an excavated area behind the fence. Plan deposition
Y P g cos
areas at accessible points to promote routine cleanout and maintenance. Show
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the contour. A maximum slope
of 2 ercent is recommended. This technique may be used to control shallow,
P 9 Y
uniform flows from small disturbed areas and to deliver sediment -laden water
to deposition areas. The anchoring ofthe toe ofthe fence should be reinforced
with 12 inches of NC DOT #5 or #57 washed stone when flow will run parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoffunnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Rev. 5113 6.62.1
Straw barriers have only a 0-20% trapping efficiency and are inadequate. Straw
bales may not be used in place of sediment fence. Prefabricated sediment fence
with the fabric already stapled to thin wooden posts does not meet minimum
standards specified later in this section.
Anchoring of sediment fence is critical. The toe of the fabric must be anchored
in a trench backfilled with compacted earth. Mechanical compaction must be
provided in order for the fence to effectively pond runoff.
Design Criteria Ensure that drainage area is no greater than V/ acre per 100 feet offence. This
is the maximum drainage area when the slope is less than 2 percent. Where
all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope length of 25 feet. For a 100-foot length of sediment fence,
the drainage area would be 25ft X 100111 = 2500sq.ft., or 0.06 acres.
Table 6.62a Maximum Slope Slope Length (ft) Maximum Area (ft')
Slope Length and Slope for <2% 100 10,000
which Sediment Fence is 2 to 5% 75 7,500
Applicable 5 to 10% 50 5,000
10 to 20 % 25 2,500
>20% 15 1,500
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point
along the fence.
If non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a rira splash ad or other outlet protection device for an point
riprap P P P Y
where flow may overtop the sediment fence, such as natural depressions or
swales. Ensure that the maximum height of the fence at a protected, reinforced
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life of a synthetic sediment fence should be 6 months.
Construction MATERIALS
Specifications I. Use a synthetic filter fabric of at least 95 % by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet my inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120- F.
6.62.2
Rev. 5113
I
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C1.2 EROSION CONTROL DETAILS.DWG 11 /27/2019
Practice Standards and Specifications
2. Ensure that posts for sediment fences are 1.25 I1,11hr ar ft minimum
steel with a minimum length of 5 feet. Make sure that steel posts have
projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material Property Requirements
Supported'
Unsupported'
Type of
Test Material Units Sift Fence
Sill Fence
Value
Grab Strength
ASTM D 4632 N (Ibis)
Machine Direction
400
550
MARV
(90)
(90)
X-Machine Direction
400
450
MARV
(90)
(90)
Permittivity'
ASTM D 4491 sec-1 0.05
0.05
MARV
Apparent Opening Size
ASTM D 4751 ram 0.60
0.60
Max. ARVs
(US Sieve#) (30)
(30)
Ultraviolet StabilityASTM
% 70%after
D 4355 Retained
70%after
Typical
YP
500h of exposure
Strength P
500h of ex sure
f"
' SIR Fence support shall consist of 14 gage steel wire with a mesh sparing of 150 mid (6 Inches), or prefabricated poylmer mesh of
equivalent strength.
z These default values are
based on empirical evidence with a variety of sediment. For environmentally
sensitive areas, a review of
previous experience and/or site or regionally specific gent nctile tests in accordance with Test Method D 5141 should be performed
by the agency to confirm suitability of these requirements.
s As measured in accordance with Test Method D 4632.
Rev. 5113
CONSTRUCTION
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 Pe o u slside of
P
the fence post. Wire or plastic zip ties should have minimum 50 pound tensile
Po P P
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.
6.62.3
6.62.4
I
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.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation I. The base of both end posts should be at least one foot higher than the
Specifications 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 with the nipples facing away from the silt fabric.
P PP g Y
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 forany 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.
Re, 5113
Rev. 5113
Practice Standards and Specifications
rmax
'd strength fabric with wire fence
rength fabric without wire fence
Steel
post
plastic or
.. wire tieWire8-24"
WirI
8" down &long 4"
forward al
24- the trench
Filter
I fabric
Cross -Section
View
Filter
Steel fabric BackfIl trench Natural
post and compact ground
thoroughly
•••m••• upslopis
in
8"
24" min
Figure 6.62a Installation detail of a sediment fence.
Natural
gro
ground
6.62.5
I
The Slicing Method
Pori height POST SPACING:
men. 24• 6,' max. on open run6
4' max . on coding crew
Ana�h node to
u,, o- cede of Poi
FLOW -
Dr w raw esi rde or sla PnCT r1FPTH
fence 2 to 4 times with Z Peet
deice -ring 60 P.s.l. or
greater
compadei son compacred son
No more than 24" ofa 36" fabric
is allowed above ground.
------------ ......--------------- Top of Fabric
Bell
op 8"
wagonal afracnmenr
tloublesslrergih..
ATIACHMENT DETAILS:
• Sather Wtide or Pools, ft nestled.
• 0111ae three Iles per post, all wlihin top 9' of fabric.
• Posfilen each Ile diagonally, puncturing holes vedlcally
a minimum of Veered.
• Hang each Ye ens pawl ripple and lighten securely.
Use cable 11. (501bs1 or soft wire.
Roll of silt fence
Post
Installed
after
compadlon
Fabric
above Silt Fence
ground
G \\ r ri r
GpG • ,� � , AAVAp;� p��pV
Gl'l
Horizontal chisel point Sllcina blade
3' width 0.7^
Completed Installation
Vibratory plow is not acceptable because of horizontal compaction
Figure 6.62b Schematics for using the slicing method to install a sediment fence. Adapted from Silt Fence that Works
6.62.6
Rev. 5113
Practice Standards and Specifications
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 min and to reduce pressure on the fence. Take care to avoid
undermining the fence during element.
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.
References ASTMD 6461 - 99. "Standard Specification for Silt Fence Materials" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astin.org, or comactASTM Customer Service at we [e-mail]. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
ASTM D 6462 - 03. "Standard Practice for Silt Fence Installation" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.aslm.org, or contact ASTM Customer Service at [e-mail]. For
Annual Book of ASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
C. Joel Sprague, PE, Silt Fence Performance Limits and Installation
Requirements. Sprague and Sprague Consulting Engineers and TRI/
Environmental, Inc.
Carpenter Erosion Control. http://wwwtommy-sfm.com/
Kentucky Erosion Prevention and Sediment Control Field Manual, 2004.
Runcf'Canmol Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Appendix
8.03, Estimating Runoff
Re, 5113 6.62.7
North Carolina One -Gall Center
M IF. NesAir n• B.& Illift W
2 N
GALL I-800-632-4949
UNDERGROUND LOCATORS
CONTRACTOR SMALL COWACr
TIME UNDEROROIIND LD cl
EVERY 10 DAYS FOR AN LiiiA E
To uTlllY ltX.h` noN4.
Gall BEFORE you 0161
"It's The Law"
Practice Standards and Specifications
6.20
Practice Standards and Specifications
downhill side with the spoil than to build diversions by other methods. Whem
Channel design- shape: parabolic, trapezoidal, or V-shaped
' ' ■
space is limited, it may be necessary to build the ridge by hauling in diking
side slope: 2:1 orflatter
T D
material, or using a silt fence to divert the flow. Use gravel to form the
3:1 or flatter where vehicles cross
diversion dike when vehicles must cross frequently (Figure 6.20b).
Grades- Either a uniform or a gradually increasing grade is preferred.
Definition A temporary ridge or excavated channel or combination ridge and channel
Sudden decreases in grade accumulate sediment and should be expected to
constructed across sloping land on a predetermined grade.
cause overtopping. A large increase in grade may erode.
Coarse aggregate \
Purpose To protect work areas from upslope runoff, and to divert sediment -laden water
y 3: t max
Outlet Design the outlet to accept flow from the diversion plus any other
contributing areas. Divert sediment -laden nmoff and release through a
to appropriate traps or stable outlets.
18" min ctaW
sediment -trapping device (Practice 6.60, Temporary Sediment Trap and
Practice 6.61, Sediment Basin). Flow from undisturbed areas can be dispersed
Conditions Where This practice applies to construction areas where runoff can be diverted and
disposed flood damage.
_ m I _ -
I I = I -
by a level spreader (Practice 6.40, Level Spreader).
of properly to control erosion, sedimentation, or
Practice Applies
PP Specific locations and conditions include:
-
I - II 1- I IIII
II -"" II = I -�- -_u=fi j�
jjTL�''j.
Small diversions Where the diversion channel grade is between 0.2 and
3%, a vegetative cover is required. A channel and ridge
1ILf= < 9' typical -0 ,r t"" (y((
permanent parabolic
• above disturbed existing slopes, and above cut or fill slopes to prevent
IIII�I� "" I I - E
1.5 feet deep and 12 feet wide may be used for diversions with flows up to 5
runoff over the slope;
cfs. This depth does not include freeboard or settlement. Side slopes should
• across unprotected slopes, as slope breaks, to reduce sloe length;
P P P P gt
Figure 6.20b Temporary ravel diversion dike for vehicle crossing modified from Va SWCC .
g Po �'9 g( )
be 3:1 or flatter, and the top of the dike must be at least 2 feet wide.
• below slopes to divert excess runoff to stabilized outlets;
• where needed to divert sediment -laden water to sediment traps;
Plan temporary diversions to function I year or more, or they may be
Construction I• Remove and properly dispose of all trees, brush, stamps, and other
• near the perimeter of the construction area to keep sediment from
constructed anew at the end of each day's grading operation to protect new fill.
Specifications objectionable material.
le2.
leaving the site; and
Diversions that are to serve longer than 30 working days should be seeded and
Ensure that the minimum constructed cross section meets all design
mulched as soon as they are constructed to preserve dike height and reduce
requirements.
• above disturbed areas before stabilization to prevent erosion, and maintain
maintenance,
acceptable working conditions.
3. Ensure that the top of the dike is not lower at any point than the design
• Temporary diversions may also serve as sediment traps when the site has
Where design velocities exceed 2 ft/sec, a channel liner is usually necessary to
elevation plus the specified settlement.
been overexcavated on a flat grade; they may also be used in conjunction
prevent erosion (Table 8.05a, Appendix 8.05).
with a sediment fence.
Temporary diversions may serve as in -place sediment traps if overexcavated !
4. Provide sufficient room around diversions to permit machine regrading and
to 2 feet and placed on a nearly flat grade. The dike serves to divert water as
cleanout.
It is important that diversions aredesigned, constructed and
Planning Po properly gn
the stage increases. A combination silt fence and channel in which fill from
5. Vegetate the ride immediate) after construction, unless it will remain in
B g Y
maintained since they concentrate water flow and increase erosion potential
the channel is used to stabilize the fence can trap sediment and divert runoff
place less than 30 working days.
Considerations (Figure 6.20a). Particular care must be taken in planning diversion grades.
simultaneously.
Too much slope can result in erosive velocity in the diversion channel or at the
Wherever feasible, build and stabilize diversions and outlets before initiating
Maintenance Inspecttemporaryromtheflversions o aweek andafther everyminridI.Carefully
outlet.A change of slope from steeper grade to flatter may cause deposition to
other land -disturbing activities.
areaade
remove sediment from the flow area and repair the diversion ridge. Carefully
occur. The deposition reduces carrying capacity, and may cause overtopping
check outlets and make timely repairs as needed. When the area protected is
and failure. Frequent inspection and timely maintenance are essential to the
penna¢endy stabilized, remove the ridge and the channel to blend with the
proper functioning of diversions.
Design Criteria Drainage area-5 acres or less.
g
natural ground level and appropriately stabilize it.
Sufficient area must be available to construct and properly maintain diversions.
Capacity -peak runoff from I0-year storm.
It is usually less costly to excavate a channel and form a ridge or dike on the
References Surface Stabilization
Velocity -See Table 8.05a, Permissible Velocities for Erosion Protection,
Appendix 8.05.
6. 10, Temporary Seeding
Compacted soil 2'
6.11, Permanent Seeding
Ridge design- side slope: 2:1 or flatter
6.14, Mulching
� min ►
I
3:1 or flatter at points where cross
'�
top width: 2 ft minimum
Outlet Protection
;'•: •'j'i'r"- . `�•1•t4 Flow
••'
'''`"'•_ 18"
freeboard: 0.3 ft minimum
6.40,LevelSpreader
'. min
•� •''' ' ��
- I =11111•II•.I�I�III •III��III + I
settlement: top/ of total fill height minimum
6.41, Outlet Stabilization Structure
=II I IIIIII_ II- IIF- I-! - III=1111-
E 6' typical -►
Figure 6.20a Temporary earthen diversion dike.
6.20.1
6.20.2
6.20.3
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
PL
DESIGN
BG
DRAWN
KB
CHKD
SCALE
1" = 20'
JOB No. 120003-01-045
DATE
FI LE C1.3 - EROSION CONTROL DETAILS
SHEET
C1.3

Practice Standards and Specifications
6.65
... g
11111
Definition
Porous barriers installed inside a temporary sediment trap, skimmer basin, or
sediment basin to reduce the velocity and turbulence of the water flowing
through the measure, and to facilitate the settling of sediment from the water
before discharge.
Purpose
Sediment traps and basins are designed to temporarily pool runoff water to
allow sediment to settle before the water is discharged. Unfortunately, they
are usually not very efficient due to high turbulence and "short-circuiting"
flows which take runoff quickly to the outlet with little interaction with most
of the basin. Porous baffles improve the rate of sediment retention by distributing
the flow and reducing turbulence. This process can improve sediment retention.
Conditions Where
This practice should be used in any temporary sediment trap, skimmer basin,
Practice Applies
or temporary sediment basin.
Planning
Porous baffles effectively spread the flow across the entire width of a sediment
Considerations
basin or trap. Water flows through the baffle material, but is slowed sufficiently
to back up the flow, causing it to spread across the entire width of the baffle
(Figure 6.65a).
Spreading the flow in this manner utilizes the full cross section of the basin,
which in turn reduces flow rates or velocity as much as possible. In addition,
the turbulence is also greatly reduced. This combination increases sediment
deposition and retention and also decreases the particle size of sediment captured.
The installation should be similar to a sediment fence (Figure 6.65b). The fabric
should be 700 g/mz coir erosion blanket (Figure 6.65c) or equal. A support wire
across the top will help prevent excessive sagging if the material is attached to it
with appropriate ties.
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Practice Standards and Specifications
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Practice Standards and Specifications
Baffles need to be installed correctly in order to fully provide their benefits.
Refer to Figure 6.65b and the following key points:
- The baffle material needs to be secured at the bottom and sides using
staples.
• Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Drape baffle material over wire strand and
secure with plastic ties at posts and on wire every 12'
9Gauge MirtHigh ____±3'
Tension Wire StrandShallBeSecured
To PostTo SuPPSBaffle Material
BafFle Material
Extend 9 gauge wire to basin side a installT-post to anchor
baffle to side of basin and secure to vertical post
-1 / ". \
Variable Depth
V..I
bottom of baffle to ground with
staples at 12' maximum spacing.
\
X Baffle: Material
.-,it,"""""
- If the temporary sediment basin will be
11 Gauge
converted to a permanent stormwater basin
Landscaping Staple
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
11 ,
Note: Install three (3) coir fiber baffles in basins
`Steel Post
at drainage outlets with a spacing oft/4the
i 2'-ODepth
basin length. Two (2) coir fiber baffles can be
' 1
installed in the basins less than 20 ft in length
Baffle Material should be secured to the bottom
basin 12' landscape
with a spacing of 1 /3 the basin length.
and sides of using staples
11
Figure 6.65b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
Re.. sn3 6.65.1 1 6.65.2 Re, 5/13 I Rev. 5/13 6.65.3
Practice Standards and Specifications
6.60
,o.,
I 14
":M.
Definition A small, temporary ponding basin formed by an embankment or excavation
to capture sediment.
Purpose To detain sediment -laden runoff and trap the sediment to protect receiving
streams, lakes, drainage systems, and protect adjacent property.
Conditions Where Specific criteria for installation of a temporary sediment trap are as follows:
Practice Applies - At the outlets of diversions, channels, slope drains, or other runoff
conveyances that discharge sediment -laden water.
- Below areas that are draining 5 acres or less.
• Where access can be maintained for sediment removal and proper
disposal.
- In the approach to a stormwater inlet located below a disturbed area as
par of an inlet protection system.
- Structure life limited to 2 years.
A temporary sediment trap should not be located in an intermittent or
Perennial stream.
Select locations for sediment traps during site evaluation. Note natural
Planning
drainage divides and select trap sites so that ru
noff frompo
tential sediment -
Considerations
producing areas can easily be diverted into the [saps. Ensure the drainage
areas for each trapdoes not exceed 5 acres. Install temporary sediment traps
P ry
before land disturbing takes place within the drainage area.
Make traps readily accessible for periodic sediment removal and other
necessary maintenance. Plan locations for sediment disposal as part of trap
site selection. Clearly designate all disposal areas on the plans.
In preparing plans for sediment traps, it is important to consider provisions to
protect the embankment from failure from storm mnoffthat exceeds the design
capacity. Locate bypass outlets so that flow will not damage the embankment.
YP g
Direct emergency bypasses to undisturbed natural, stable areas. If a bypass is
not possible and failure would have severe consequences, consider alternative
sites.
Sediment trapping is achieved primarily by settling within a pool formed by
an embankment. The sediment pool may also be forted by excavation, or by
a combination of excavation and embankment. Sediment -trapping efficiency
is a function of surface area and inflow rate Practice 6.61 Sediment Basin).
. )
Therefore, maximize the surface area in the design. Because porous baffles
improve flow distribution across the basin, high length to width ratios are not
necessary to reduce short-circuiting and to optimize efficiency.
Because well planned sediment traps are key measures to preventing off -
site sedimentation, they should be installed in the first stages of project
development.
R- 6/06 6.60.1
0
Design Criteria Summary: Temporary Sediment Trap
Primary Spillway: Stone Spillway
Maximum Drainage Area: 5 acres
Minimum Volume: 3600 cubic feet per acre of disturbed area
Minimum Surface Area: 435 square feet per cfs of Q1, peak inflow
Minimum L/W Ratio: 2:1
Minimum Depth: 3.5 feet, 1.5 feet excavated below grade
Maximum Height: Weir elevation 3.5 feet above grade
Dewatering Mechanism: Stone Spillway
Minimum Dewatering Time: N/A
Baffles Required: 3
Storage capacity -Provide a minimum volume of 3600 fts/acre of disturbed
area draining into the basin. Required storage volume may also be determined
by modeling the soil loss with the Revised Universal Soil Loss Equation or
other acceptable methods. Measure volume to the crest elevation of the stone
spillway outlet.
Trap cleanout-Remove sediment from the trap, and restore the capacity
to original trap dimensions when sediment has accumulated to one-half the
design depth.
Trap efficiency The following design elements must be provided for
adequate trapping efficiency:
- Provide a surface area of 0.01 acres (435 square feet) per cfs based on the
10- ear storm;
Y ,
- Convey runoff into the basin through stable diversions or temporary slope
drains;
• Locate sediment inflow to the basin away from the dam to prevent short
circuits from inlets to the outlet;
- Provide porous baffles (Practice 6.65, Porous Baffles);
- Excavate 1.5 feet of the depth of the basin below grade, and provide
minimum storage depth of 2 feet above grade.
Embankment -Ensure that embankments for temporary sediment traps do
not exceed 5 feet in height. Measure from the center line of the original ground
surface to the top of the embankment. Keep the crest of the spillway outlet
a minimum of 1.5 feet below the settled top of the embankment. Freeboard
may be added to the embankment height to allow flow through a designated
bypass location. Construct embankments with a minimum top width of 5 feet
and side slopes of 2:1 or flatter. Machine compact embankments.
ExcavationWheresediment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Outlet section -Construct the sediment trap outlet using a stone section of
the embankment located at the low point in the basin. The stone section serves
two purposes: (1) the top section serves as a non -erosive spillway outlet for
flood flows; and (2) the bottom section provides a means of dewatering the
basin between runoff events.
Stone size -Construct the outlet using well -graded stones with a dso size of 9
inches (Class B erosion control stone is recommended,) and a maximum stone
6.60.2 Rev. 6/06
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this Ian sheet will result in the construction
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activitybeing considered compliant with the Ground Stabilization and Materials Handling
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sections of the NCG01 Construction General Permit Sections E and F respectively). ( P Y). The
Permittee shall comply with the Erosion and Sediment Control plan approved b 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.
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HOW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slo es 3:1 to 4:1
14
ditches perimeter slopes and HOW
W p Q
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes swales
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
round stabilization shall be converted to permanent round stabilization as soon as
g P g
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the round sufficient) so that rain will not dislodge the soil. Use one of the
g Y g
techniques in the table below:
Tinarstmorystimiludicin
I per awastwamo n.
- Temporary grass seed covered with straw or
- Permanent grass seed covered with straw or
other mulches and tacki iers
other mulches and tackifien
- Hydroseedl ng.
- Geotextlle fabrics such as pefma rent soil
a ROIMd erosion control products with or
reinforcement matting
without temporary gran seed
- Hydroseeding
- Appr.pn.t[ lyapplied straw or other mulch
- shrubs or other permanent plantings coveted
- Plastic sheeting
with mulch
- tl oitnrm and evenly distributed ground carer
suBNierit to restrain erosion
- structural methods web as concrete, asphalt or
retaining walls
- • Rolled elision contrul products with grass seed
POLYACRYLAMIDES (PAMSI AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction selectingfrom the NC DWR List o A roved PAMSFlocculants.
/ PP
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 an ans under stored equipment.
V
3. Identifyleaks and repair as soon as feasible or remove leaking equipment from the
p 8
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leakingvehicles 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.
S. 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 u and dispose of waste in designated waste containers.
Y, P P g
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 laced appropriately for the needs of site.
P
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level round at least 50 feet awe from storm drains
P g Y
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 s. ravel ad and surround with sand bags.
g P g
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.
Practice Standards and Specifications
size of 14 inches. The entire upstream face of the rock structure should be
covered with fine gravel (NCDOT #57 or 45 wash stone) a minimum of 1 foot
thick to reduce the drainage rate.
Side slopes Keep the side slopes of the spillway section at 2:1 or flatter.
To protect the embankment, keep the sides of the spillway at least 21 inches
thick.
DepthThebasin should be excavated 1.5 feet below grade.
Stone spillway height -The sediment storage depth should be a minimum of
2 feet and a maximum of 3.5 feet above grade.
Protection from -Place filter cloth on the foundation below the ri ra
piping P P
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth Keep the spillway weir at least 4 feet long and sized
to pass the peak discharge of the 10-year storm (Figure 6.60a). A maximum
flow depth of six inches, a minimum freeboard of 1 foot, and maximum side
slopes of 2A are recommended. Weir length may be selected from Table 6.60a
shown for most site locations in North Carolina.
Cross -Section 12" min, of NCDOT#5 �m,n�
or #57 washed stone --- -- -- ------- I ------
",-A-
3600 ----
` 1-�' t 1.5' min.
- � --I ------
3600 cu ft/acre
tit ! v - 5,
I
m ax
-t�f
ti� m5 filter
fabric
Design settled 2� Overfill 6" for
top ­� Mot^' , pion View r settlement
"_ Emergency by-
4'
'o ass beta
----- 5 -- ;1� min. tilt' ti y\ o+ P 6 w
---- - max r T: F settled top of
----T--- fill .'t•Ft i' a� dam
2' to 3.5' s a,
___-�---------- • 's-g000+
- Natural
3, Ground
filter
fabric min.
Figure 6.60a Plan view and cross-section view of a temporary sediment trap.
Rev. 6/06 6.60.3
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
�� T
_ s /�
i4.:
a -
o
u
r .I1.P iccum_ci4 e
�_-w.-w�.a.rW_ ucrmae-a a .,,. �.,-, .,..w.
17P :fit,.-. l��T.,m eliWjW_ TTT err , a L n..,� 7Y .� ,.E.
flat nee
an OW GRAI& 40MUT STRUCTURE GRAD& 4 _anUT sTRUCTI
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slur from the site.
g slurry
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 lace the mixer and associated materials on impervious barrier and within
P P
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
P ry P 9 PP
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 tar sand bags or other temporary structural
p p, H P ry
components when no longer functional. When utilizing alternative or proprietary
P g g P P Y
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.
11.
ZARDOUSANDTOXICWASTE
. Create designated hazardous waste collection areas on -site.
. Place hazardous waste containers under cover or in seconds containment.
;; ,n Do not store hazardous chemicals drums or ba ed materials direct) on the round.
6 t t.NORTH CAROLINAbagged v g
Environmental Qualify
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING IEFFECTIVE: 04/01/19
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.
Practice Standards and Specifications
Figure 6.65d Close-up of porous baffle.
9 P a
Figure 6.65c Example of porous baffles made of
700 g/m2 coir erosion blanket as viewed from the
outlet.
Design Criteria Tbetemporarysedimenttraportemporarysedimentbasin should be sized
using the appropriate design criteria.
The percent of surface area for each section of the baffle is as follows:
-inlet zone: 25%
- first cell: 25%
- second cell: 25%
-outlet zone: 25%
Baffle spacing in future permanent stormwater basins is beyond forebay.
Be sure to construct baffles up the sides of the trap or basin banks so water does
not flow around the structures. Most of the sediment will be captured in the inlet
zone. Smaller particle size sediments are captured in the latter cells. Be sure to
maintain access to the trap for maintenance and sediment removal.
The design life of the fabric is 6-12 months, but may need to be replaced more
often if damaged or clogged.
6.65.4 Rev. 5113
a
Table 6.60a Drainage Area Weir Length'
Design of Spillways (acres) (ft)
1 4.0
2 6.0
3 8.0
4 10.0
5 12.0
' Dimensions shown are minimum.
Construction 1. Clear, grub, and strip the area under the embankment of all vegetation and
Specifications root mat. Remove all surface soil containing high amounts of organic matter,
Slid stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts 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 filter fabric or a keyway
cutofftrench between the riprap structure and soil.
• Place the filter fabric between the rira and the soil. Extend the fabric
P P
across the spillway foundation and sides to the to of the dam; or
P y p ,
• Excavate a keyway trench along the center line of the spillway foundation
extending up the sides to the height of the data. 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
facilitate sediment cleanout.
S. All cut and fill 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 L 1 that extend
to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown
on the land with 2:1 side slopes extending to the to of the over filled
P P g P
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 Lisa 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).
6.60.4 Rey. 6/06
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
are Self -inspections required during normal business hours in accordance with thetable
A q 8
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
,eater than 1.0 inch occurs outside of normal business hours the self -inspection ection shall be P
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
ll,aqln-"
�n,.acl
(daring -.at
rnspecuw r.cwo wMdute:
WNnes. horn)
Oailr mieullamoute,.
Ill Ran ksup
Gaily
reaMurnea n
If no dolly min gavae cose,,mrmls are made dudna ,wetend m
goodwOrkFq
holiday p.n.d, Ord no indmdutil loy aloud isMrmubn is
cad..
Oy lbw", d flr umulatlw- in ntra ,room f _ thaso sal
attended ns this will determine d a we a n Is
days fa spa€ti
needed). Wvs on which n. rainfall .ecavrred shalir be rectmed as
• The rn mee may use another rain-momtarai deWe
' Pe y e
.oproued by the civiti n.
(2) E&se
At, -,I wrco par
1, ad.ntifkadan of the measure inspected,
Wast.r.s
7calendar days
2. Oatt, and dime of the lnslrc€tl.n,
and warhio 24
1. llama of the person wrmrmina ,be infpeeeion,
ho," at a min
A. IndKa1-en of whether the mea.res were epenauna
r a 1.0 torn In
pops)),,
24 here
S. OeuriP tion atmimenanne needs ror the measam
b Orari afore, natli and d.teM mH€Yehe a[ewm uhtn
(3)storrnwaer
At Man once per
1. identdfcation of the drscharae ouefaei lmoeoed.
d.d,arg.
7ellend.r they.
2. oete and time of the impection,
modallTlSDCs)
am within 24
3. ftame at The person pHtorinng it-speaian,
his,,el.mat
C E,Adenee olindiumnetimren a polloom 1.0 aseil
event s 1 o t nil, rn
_
sheen. war art sa k1s dr deraoraswn Floating
ddtl
29 haws
5. IndKaUdd MsAdbli getlllmenLlNWng iht tile,
a wit
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NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
Practice Standards and Specifications
Construction
MATERIALS
Specifications
1. Use matting made of 100% coconut fiber (coir) twine woven into high
strength matrix with the properties shown in Table 6.65a.
2. Staples should be made of 0.125 inch diameter new steel wire formed into a
`U' shape not less than 12 inches in length with a throat of 1 inch in width. The
staples anchor the porous baffles into the sides and bottom of the basin.
3. Ensure that steel posts for porous baffles are of a sufficient height to support
baffles at desired height. Posts should be approximately 1-3/8" wide measured
parallel to the fence, and have a minimum weight of 1.25 IbAinear ft. The posts
must be equipped with an anchor plate having a minimum area of 14.0 square
inches and be of the self -fastener angle steel type to have a means of retaining
wire and coir fiber mat in the desired position without displacement.
4. Use 9-gauge high tension wire for support wire.
Table 6.65a Specifications
for Porous Baffle Material
Rev. 5/13
Coir Fiber Baffle Material Property Requirements
Thickness
0.30 in. minimum
Tensile Strength (Wet)
900 x 680 lb/ft minimum
Elongation Wet
69% x 34% maximum
Flow Velocity
10-12 ft/sec
Weight
20 oz/SY 680 /m minimum
Minimum Width
6.5feet
Open Area
50% maximum
CONSTRUCTION
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 be driven to a depth of 24 inches and spaced a maximum of
4 feet apart. The top of the fabric should be 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 wire 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.
6.65.5
Practice Standards and Specifications
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. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References:
Surface Stabilization).
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 in Practice 6.65, Porous Baffles.
Maintenance Inspect temporary sediment traps at least weekly and after each significant(V
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 orpiping. Periodical) check the
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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
slightly 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 stabilize properly (References: Surface Stabilization).
References
Outlet Protection
6.41, Outlet Stabilization Structure
Runoff Control Measures
6.20, Temporary Diversions
6.21 Permanent Diversions
6.22, Diversion Dike (Perimeter Protection)
6.23 Right-of-way, Diversion Water Bars
, gh Y ( )
Surface Stabilization
6.10, Temporary Seeding
6. 11, Permanent Seeding
6.15, Riprap
Sediment Traps and Barriers
6.61, Sediment Basins
6.64, Skimmer Basins
6.65, Porous Baffles
North Carolina Department of Transportation
Standard Specifications for Roads and Structures
Rev. 6/06 6.60.5
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC Ian as well as an approved deviation shall be kept on the site. The
PP P V PP P
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
he*Td to Cvaenm erR bet-entatlpn Reapdremenes
[a) Each E&SC measure has been installed
Initial and date each E&SC measure an a copy
and does not signi0ca ally deviate from the
of the approved E&SC plan or weer Plete, date
locations, dime nstom and Telmive elevations
and sign an Inspection report t hat lists each
shown on the approved E&SC plan.
E&SC measure shown on the a oproved E&SC
plan. This documentation is required upon the
inn i m ullaton M the Ells nersinares or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading his been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an Inspection
report to indicate wmplaWn of the
cordtruction phase.
(c) Ground cover Is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&sc
plan or complete, date and sign an inspection
plan.
repartta indicate wmpllance with approved
ground cover specdkaliuns.
(d) The maintenance and repair
Complete,, date and sign a n inspection report..
requirements for all E&SC measures
have been performed
le) Cotecisve actions have been taken
Initial and date a copy of the approved E&SC
to E&Sc measures.
plan or complete, date and sign an inspection
report to Indicate the completion of the
corrective xtion.
2. Additional Documentation to be Kept on Site
In addition to [he E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours unless the
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Division provides a site -specific exemption based on unique site conditions that make
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this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
b Records of inspections made during the previous twelve months. The ermittee shall
O P 8 P P
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
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electronicall -available records in lieu of the required paper copies will be allowed if
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shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-N01 and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.411
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC Ian authority has approved these items
P ty PP
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
e Velocity dissipation devices such as check dams sediment traps, and riprap are provided at the discharge points of all dewaterin devices and
() Y P P, P P P 8 p g
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
- They are 25 gallons or more,
- They are less than 25 gallons but cannot be cleaned up within 24 hours,
- They cause sheen on surface waters (regardless of volume), or
- They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a ermittee becomes aware of an occurrence that must be reported, he shall contact
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the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at 900
858-0368.
occurrence ! Reporting Timeffanfes lAfter Oimovery) and Other Requirements
(ai Visi hie sediment ' • wi[hIn 24 hours, an v.al or e', ecaronlc nntihcntion.
aepgs itior, in a - vwrhln 7 calendar days, a report that conains a description of the
stream or wetland sediment and actions taken to address the cause of the deposition,
oivlslon staff may waive the requhemeen lot a wnrters report an a
case -by -case basis-
- If the stream Is named on the NC 30ANI list as impaired for sediment•
related causes, the permittee nay be required to perform additional
monitoring,h [Ions 1 more stringent ra Ices f
Pe PP Y ng p M Ifstaff
determine That addilis,e t needed in assure compliance
q item re n p
with the federal or state impaived-waters conditions.
ib) Oil spills and . WU,WO24houn. an ],af M e,reuramc nntdicatian Thenottlicarion
release of shall im lude information about the date, time, nature, volume and
hazardous Iola lion of the spill or release,
substances per item
1[b)-(cl strove
IclAnti ciputed . Areppr[wtfensttendaysbeforeMrdaleo}dit,h"pra,ijplasslbfe.
bypasses 140 eFR The report shall include an evaluation ofthe anticipated qualtyand
122AII. .1)] effe ,I of the bypass
Id) Unanticipated - within 24 hours, an ]cal or erectronic ratification.
bypasses 140 Cf R - Wif era 7 €Mend., dogs, -port that includes an evaluation of the
122.411m1(3)] quality and effect afthe bypass.
to) Norl[ompliance - wit6en24neun, an Seal of esenranit notification.
with the mndltlnns . Wfaryer 7 urfendu, days, a report that contains a description of the
of this permit that amplonce,and ids causes; the period of nonwmplMnce,
may endanger including exact dates and times, and if the noncomplsance has not
health or the been corrected, the anticipated time noncompliance is expected to
C-Oranmen0o continue; and steps taken at planned to reduce, eliminate, and
CFR 122.411111711 prevent reoccurrence of the noncompliance- 140 CFR 12I.41(11(6).
- Division staff may waive the requirement for a written report an a
case -by -case basis.
NCG01 SELF -INSPECTION, RECORDKEEPING AND REPORTING
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EFFECTIVE: 04/01/19
Practice Standards and Specifications
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 6.65b.
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,
P ,
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.
References Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basins
6.62, Sediment Fence
6.64, Skimmer Sediment Basin
McLaughlin, Richard, "Soil Facts: Baffles to Improve Sediment Basins"
N.C. State University Cooperative Extension Service Fact Sheet AGW-
439-59,2005.
North Carolina Department of Transportation Erosion and Sedimentation
Control Special Provisions
Sullivan, Brian. City of High Point Erosion Control Specifications.
Thaxton, C. S., J. Calantoni, and R. A. McLaughlin. 2004.
Hydrodynamic assessment of various types of baffles in a sediment detention
pond. Transactions of the ASAE. Vol. 47(3): 741-749.
6.65.6 Rev. 5113
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
PL
DESIGN
BG
DRAWN
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CHKD
SCALE
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JOB No. 120003-01-045
DATE
FI LE C1.4 - EROSION CONTROL DETAILS
SHEET
C1.4
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C1.2 EROSION CONTROL DETAILS.DWG 11 /27/2017

Practice Standards and Specifications
6.11
PERMANENT SEEDING
PS
controlling runofff and erosion on disturbed areas b establishing perennial
O S Y SDefinition
vegetative cover with seed.
Purpose To reduce erosion and decrease sediment yield from disturbed areas, to
permanently stabilize such areas in a manner that is economical, adapts to site
conditions, and allows selection of the most appropriate plant materials.
Conditions Where Fine -graded areas on which permanent, long-lived vegetative cover is the
Practice Applies most practical or most effective method of stabilizing the soil. Permanent
pp seeding may also be used on rough -graded areas that will not be brought to
final grade for a year or more.
Areas to be stabilized with permanent vegetation must be seeded or planted
within 15 working days or 90 calendar days after final grade is reached, unless
temporary stabilization is applied.
Introduction During the initial phaseofall landdisturbing projects, theprotective layer, either
natural or man-made, is removed from the earth's surface. As the protective
layer is removed, the resulting bare areas are exposed to the natural forces
of rainfall, freezing, thawing, and wind. The result is soil erosion that leads
to sediment pollution of North Carolina streams, rivers, lakes, and estuaries.
This design manual presents many alternative strategies for preventing erosion
and reducing sediment loss during the construction process. Establishment
of protective vegetative cover during the construction project, however, is
the crucial step in achieving soil stabilization, controlling soil erosion, and
preventing sedimentation ofwaterways. Without a sufficient amount ofroot mat
and leafcover to protect and hold the soil in lace large volumes ofsoil will be
p place, arg
lost and waterways will be degraded long after projects are considered complete.
Sections of this practice standard address many of these various situations
and set forth selection criteria for the appropriate cover based on purpose and
adaptability. Some sediment and erosion control practices recommended in
earlier editions ofthe manual may no longer be applicable. Forexample,many
popular and commonly used seed and plant varieties have been identified as
invasive. Invasive plants are defined as species that aggressively compete
with, and displace, locally adapted native plant communities. In select cases
where no practical alternative is available, these plants may be considered on
a limited basis for soil stabilization, understanding that the goal is to eliminate
the use of all invasive plants in favor of non-invasive native and/or introduced
species that will provide an equally acceptable vegetative cover. Wherethereis
no alternative to the use of invasive species, measures need to be incorporated
in the installation and maintenance of these plants to limit their impacts.
Rev. 5/08 6.11.1
Itis imperativethatdisturbedsoilsbetotallyprotectedfrom emsionandsedimmt
loss duringconstruction and before a project is considered complete and
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acceptable. Imtallingappropriatevegetationinmi=ediatemdtimelyfmhion
is the optimal means of achieving this stabilization. Vegetative specifications
P g g P
for most exposed soil conditions across North Carolina are provided in this
section of the manual. It should be noted however, that no two sites in the State
are exactly alike; therefore the protective vegetative cover for individual sites
should be carefully selected. Each requires its own investigation, analysis,
design and vegetative prescription as set forth in this section of the manual.
This practice standard describes three stages of vegetative cover; immediate,
primary and long term. Effective and acceptable stabilization can be provided
only when the optimum combination of immediate, primary, and long term
vegetative practices are applied.
The vegetative measures presented in this chapter include application of seed,
sod and sprigs. Use of field and container grown plants are not addressed
in this manual. Planting of these types of vegetation is typically at spacing
and intervals that will not provide the required protective cover. However,
the design professional is encouraged to utilize these larger plants to
compliment the required protective cover, particularly where these types of
plants will provide seed for continued long term cover and wildlife habitat.
PLANNING CONSIDERATIONS
SOILS
Test and analyze the type(s) and quality of the existing soils on a site, their pH
ranges, and their nutrient levels. Taking soil samples from the different are
as
of the project site and having them tested at a state or independent lab will
provide a baseline for determining the pH modifiers and additional nutrients
required for the selected plant varieties.
Disturbed conditions on a site may produce a variety of soil communities.
Nutrient and H levels in deeply cut soils will be quite different from those
P eP Y
soils found on the original surface. When sites are highly disturbed through
mechanical means such as grading, the soils become mixed together in many
different ratios. These areas should be identified and tested.
Results from soil tests will usually include recommended application rates of
soil modifiers such as lime and fertilizer for the selected plant species in the
articular soils. Application rates will be itemized in the report.
P PP
The texture of the soil on a site, which is the proportion of sand, silt, and clay
in the soil, is an important physical indicator of the site's ability to support
vegetation, In heavy clay soils amendments may be necessary to provide an
adequately drained planting medium. Conversely, in extremely sandy soils,
amendments may be required to provide for moisture and nutrient retention.
6.11.2 Rev. 5108
Practice Standards and Specifications
Soil tests will indicate the texture of the given soil but will not
provide recommendations for amendments that will improve the soil
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texture. General) the addition of organic materials will improve the
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porosity of hen, clay soils and improve the water holding capacity of
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extremely sandy soils. On sites where these different soil conditions
exist, it is recommended that a design professional with experience in
soil modification be employed to recommend the proper amendments.
For more information visit the NCDA Agronomic Services Soil Testing web
page http://www.agr.state.nc.us/agronomic/sthome.htm
SOIL PREPARATION
Proper soil preparation is necessary for successful seed germination and root
establishment. It is also necessary for establishment of rooted sprigs, sod and
woody plants. Heavily compacted soils prevent au, nutrients and moisture
from reaching roots thereby retarding or preventing plant growth. The success
of site stabilization and reduction of future maintenance are dependent on an
adequately prepared soil bed. Following are the requirements for preparation
of areas to be vegetated by grassing, sprigging, sodding, and/or planting of
woody plants:
General Requirements:
• Preparation for primary/permanent stabilization shall not begin until all
construction and utility work within the preparation area is complete.
However, it may be necessary to prepare for nurse crops prior to
completion of construction and installation of utilities.
• A North Carolina Department of Agriculture Soils Test (or equal) shall
be obtained for all areas to be seeded, sprigged, sodded or planted.
Recommended fertilizer and pH adjusting products shall be incorporated
into the prepared areas and backfill material per the test.
• Allareas to be seededorplanted shallbe tilled orrippedto adepth specified
on the approved plans, construction sequence and/or construction bid
list. Ripping consists of creating fissures in a criss-cross pattern over
the entire surface area, utilizing an implement that will not glaze the side
walls of the fissures. Site preparation that does not comply with these
documents shall not be acceptable. The depth of soil preparation may
be established as a range based on the approval of the reviewing state or
local agency. Once tilled or ripped according to the approved plan, all
areas are to be returned to the approved final grade. pH modifiers and/or
other soil amendments specified in the soil tests can be added during the
soil preparation procedure or as described below.
• All stones larger than three (3) inches on any side, sticks, roots, and other
extraneous materials that surface during the bed preparation shall be
removed.
Rev. 5/08 6.11.3
Provisions for soils test during and/or after initial grading is complete shall
be included on the approved plan, in the approved construction sequence, and
on the bid item list utilized for the project. If you did not obtain a soil test:
Follow these recommendations for all grasses except centipedegruss.
1. Apply 75 pounds of ground limestone per 1,000 sq. ft.
2. Apply a starter type fertilizer (one that is high in phosphoms) based on the
type of grass and planting method. Fertilizer bags have a three -number system
indicating the primary nutrients, such as 8-8-8 or 5-10-10. These numbers
denote the N-P-K ratio the percentage of each nutrient in a fertilizer. The
percentages are always noted in the following order:
N Nitrogen for green color and growth.
P,O, Phosphorus for good establishment and rooting.
K,O Potassium to enhance pest and environmental stress tolerance.
Some common examples of starter type fertilizers required for a 1,000 sq.
ft. area include 40 pounds of 5-10-10, 20 pounds of 10-20-20, or 16 pounds
of 18-24-6. For sandy soils, typical to coastal plain and sandhills of North
Carolina, fertilizer rates should be increased by 20 percent.
Where available, it is recommended that the design professional specify
organic compounds that meet the fertilization requirements, pH and other
element requirements. Initial studies have indicated that these compounds
have a more positive effect on the environment than some of the synthetic
compounds used to manufacture inorganic fertilizers. These materials are
readily available in the commercial trade as well as found in recycled yard
waste debris, sewerage sludge, lime -stabilized sludge and animal manures.
Materials proposed for use must be industry certified and/or privately tested
and certified to be acceptable for proposed areas of use and application prior
to approval.
MULCHES AND TACKING AGENTS
Mulches and tacking agents may be required or necessary to protect a seedbed's
disturbed surface until the seed can germinate and provide the required
protection from erosion. Selection of the materials used in this application
should be based on their ability to hold moisture in the soil, as well as protect
exposed soil from rainfall, storm water runoff, and wind. The availability of
the selected material and the means to apply it are critical factors to consider
when planning for the stabilization of any disturbed area. The mulch must
cover a minimum of eighty (80) percent of the soil surface and must be secured
by a tacking agent, crimping, or protective biodegradable netting. Netting that
incorporates plastic mesh and/or plastic twine should not be used in wetlands,
riparian buffers or floodplains due to the potential of small animal mortality.
See Section 6.14 for detailed specifications and product applications.
SOIL BLANKETS
Soil blankets can be an acceptable and effective method of temporary sediment
and erosion control in lieu of nurse crops. See Section 6.17 of the manual for
descriptions of this product and how it can be used in conjunction with this
section. In absence of mulches and tracking agents other means of protection
may be necessary and required.
Areas to be Seeded:
• Till or disc the prepared areas to be seeded to a minimum depth of four
(4) inches. Remove stones larger than three (3) inches on any side, sticks,
roots and other extraneous materials that surface. If not incorporated
during the soil preparation process, add pH modifier and fertilizers at the
rate specified in the soil test report.
• Re -compact the area utilizing a cultipacker roller. The finished grade shall
be a smooth even soil surface with a loose, uniformly fine texture. All
ridges and depressions shall be removed and filled to provide the approved
surface drainage. Seeding of graded areas is to be done immediately after
finished grades are obtained and seedbed preparation is completed.
Areas to be Sprigged, Sodded, and/or Planted:
• At the time of planting till or disc the prepared areas to a depth of four (4)
to six (6) inches below the approved finished grade. Remove all stones
larger than three (3) inches on any side, sticks, roots and other extraneous
materials that surface. Hoof incorporated in the ripping process, add pH
modifier, fertilizer, and other recommended soil amendments.
• Re -compact the area utilizing a cultipacker roller and prepare final grades
as described above. Install sprigs, sod and plants as directed immediately
after fine grading is complete. Mulch, mat and/or tack as specified.
VEGETATION
Availability of seed and plant materials is an important consideration of
an construction stabilization effort. Throughout North Carolina, climate y g C a,
economics, construction schedule delays and accelerations, and other factors
present difficult challenges in specifying the different vegetation needed for
site stabilization. To help resolve this issue, vegetative stabilization requires
consideration in three categories:
■ Immediate Stabilization —nurse crop varieties (Note: temporary Ymulchin8
may be utilized for immediate stabilization if outlined on the approved
plan and construction sequence.)
■ Primary Stabilization — plant varieties providing cover up to 3 years with
a specified maintenance program
■ Long Term Stabilization —plant varieties providing protective cover with
maintenance levels selected by the owner
An adequate job in one of these areas does not guarantee success in the later
phases. Horticultural maintenance must be included in the plans.
Immediate vegetative cover will always require additional fertilization, soil
amendments, soil tests, overseeding and/or other horticultural maintenance
until primary vegetative cover is established.
6.11.4 Rev. 5108
Permanent native seed species within the seed mixture should be selected
based on natural occurrence of each species in the project site area. Climate,
soils, topography, and aspect are major factors affecting the suitability of plants
for a particular site and these factors vary widely across North Carolina, with
the most significant contrasts occurring among the three major physiographic
region of the state — Mountain, Piedmont, and Coastal Plain. Sub -region
of the state should also be considered. For example, the Triassic Basin in the
Piedmont region may have characteristics that call for special soil treatment,
limited plant selection, and special maintenance. Even within the riparian
area, there may be need for different species depending on site condition
(i.e., dry sandy alluvial floodplains with wet pockets). Therefore, thoughtful
planning is required when selecting species for individual sites in order to
maximize successful vegetation establishment.
Native seed and plant species are included on the plant list in Appendix 8.02
of this manual.
The design professional should note that regardless of the benefits and
advantages of native seeds and plants, there are potential issues if proper
plandnmg, installation and maintenance do not occur. These may include:
• Potential for erosion or washout during the establishment stage;
• Seasonal limitation on suitable seeding dates and availability of seed and
plants;
• Adaptability of species at specific sites;
• Availability of water and appropriate temperatures during germination
and early growth; and
• Lack of maintenance to control invasive plants and undesirable
competition.
PLANTING
• Seed — Prepare the seed bed as described above in soil preparation. APPIY
seed at rates specified on the plans, and/or as recommended in Tables
6.1la-c of this manual, with a cyclone seeder, prop type spreader, drill,
or hydroseeder on and/or into the prepared bed. Incorporate the seed
into the seed bed as specified. Provide finished grades as specified on
the approved plan and carefully culti-pack the seedbed as terrain allows.
If terrain does not allow for the use of a cultipacker, the approved plans
and construction sequence must provide an alternative method of lightly
compacting the soil. Mulch immediately.
• Sprigs and Sod — Install onto the prepared seed bed per the most current
guidance in Carolina Lawns, NCSU Extension Bulletin AG-69, or Practice
6.12 Sodding.
6.11.6 Rev. 5108 1 6.11.10 Rev. 5/08
HERBACEOUS PLANTS -Seeding recommendations for immediate stabilization/nurse crops Table 6.11.a
(2 to 5 weeks for development; effectiveness goal: 6 months to 1 year stabilization)
NURSE CROP SPECIES
Optimal Planting Dates
Common Name
Botanical Name
Native /
Introduced
seeding Rates
Ibs/acre
Fertilization/
limestone
Ibs/acre
Mountains
Piedmont
coastal
Plains
Sun/Shade
tolerant
Wetlands
Riparian
Buffers
Invasive
Yes or No
Installation / Maintenance
Considerations
Other information, commentary
Rye Grain
Secale cereale
1
40 lbs
By soil test
1111 - 4130
8/15 - 4/15
8/15 - 4/15
Sun
Yes
Yes
No
Must be mown to reduce
competitiveness with
permanent or long term
Ivegetation
Wheat
Triticum aestivum
1
30 lbs
By soil test
11/1 - 4/30
8/15 - 5/15
8/15 - 4/15
Sun
Yes
Yes
No
Must be mown to reduce
Not water tolerant. Maybe used
competitiveness with
in wetlands that are not
permanent or long term
continuously saturated.
vegetation
German Millet
Setaria italica
1
10 lbs
By soil test
5/11 - 9/30
5/15 - 8115
4/15 - 8/15
Sun
Yes
Yes
No
Crop should be cut / disc
Not water tolerant. May be used
.prior to planting rims or
in wetlands that are not
on term vegetation
continuously saturated.
Browntop Millet
Urochloa ramose
1
10 lbs
By soil test
5/11 - 9/30
5/15 - 8115
4/15 - 8/15
Sun
Yes
Yes
No
Crop should be cut / disc
Not water tolerant. May be used
prior to planting primary or
in wetlands that are not
long term vegetation
continuously saturated.
Sudangrass (hybrids)
Sorghum saccharatum
1
15 lbs
By soil test
NR
NR
4/15-8/15
Sun
No
No
Yes
Crop should be cut / disc
Use only where plants and seed
S. bicolorssp.Drummondi
prior to planting primary or
can be contained and controlled.
long term vegetation
Kobe Lespedeza
Kummerowia striate v. kobe
1
10 lbs
By soil test
5/1-9/1
5/1-9/1
5/1-9/1
Sun
No
No
No
Consult qualified
Use in Coastal Plain
horticulturalist or extension
agent or over-seedin
with primary cover
Korean Lespedeza
Kummerowia stipulacea
1
10 lbs
By soil test
5/1 - 9/1
5/1-9/1
5/1 - 9/1
Sun
No
No
No
Consult qualified
Use in Piedmont and
horticulturalist or extension
Mountains. May become
agent for over -seeding
invasive
with primary cover
NOTES:
1. Seeding rates are for hulled seed unless otherwise noted.
2. Fertilizer & Limestone - rates to be applied in absense of soils tests. Recommended application rate assumes significantly disturbed site soils with little or no residual value.
3. NR means Species not recommended for this region or application area.
4. Invasive designation as determined by the N.C. Exotic Pest Pant Council and N.C. Native Plant Society .
5. Sprigging is not recommended for immediate stabilization unless terrain is flat heavy mulch is applied and no other immediate stabilization method is practical.
0
Practice Standards and Specifications
Where provisions are made for regular maintenance, primary vegetative
cover may be the end result. An example of rim vegetative cover being
Y P primary g g
acceptable as an end use would be lawns in residential and commercial
developments that are established monitored and complimented with regular
P , P
and approved horticultural maintenance practices. (See Example 6.1 La.)
In projects where continual maintenance will not be provided or scheduled
following the primary stabilization of a project, long-term stabilization will
be necessary. Maintenance of initial and long-term stabilization can cease
only after the long -tern cover has established and hardened to local climatic
conditions. Maintenance of long-term vegetation must be included in the
project construction sequence and on the approved plans. Examples of
areas suitable for long term vegetation include roadsides, reforestation areas,
restored flood plains, restored riparian areas, phased closing of landfills, and
mining reclamation.
Complete stabilization requires using at least two, and most times, all three
vegetativephases. The design professional must clearly communicatethis point
in their specifications, construction sequence, and in direct communications
to owners and installers. The charts in tables 6.1 La through 6.1 Ld provide
information to assist the design professional in this task. The tables are not
inclusive and are presented only as alternatives. The professional is expected
and required to provide design and specifications that combine the information
in the manual with knowledge of the particular sites and their constraints.
pH AND NUTRIENT AMENDMENTS
Determining the nutrients that enable seed and container plants to grow,
flourish and become established after planting are critical elements of the
P g
design and stabilization process. The soils tests previously described will
provide a recipe for amendments based on particular plants and particular
soils. The test results will recommend the amounts ofbase elements (nitrogen,
phosphorous, potassium), pH modifiers and other trace elements that should to
be added to the soil for selected species of seeds and plants.
The acid/base characteristic of the soil is a primary component of soil fertility.
If the soil acidity is not in the proper range, other nutrients will be ineffective,
resulting in less productive plant growth. Most plants grow best in a pH range
of 6.5 — 7.0 (slightly acidic to neutral). The soil tests will recommend the
specific amendments and application rates required to achieve this range.
These amendments must be incorporated into the soil not applied on the
tP ( PP
surface) to be effective. (See the General Requirements for soil preparation
specification and timing for incorporation of soil amendments.)
The base elements are easily found in bulk quantities. Lime can also be
obtained in large quantities. They all must be thoroughly incorporated into
the soil through appropriate mechanical means. Ground surface applications
without proper soil mixing will result in poor results.
In addition to the base fertilizers, other trace elements are needed to produce
healthy and vigorous growth. These include but may not be limited to sulfur,
manganese, zinc, boron, chlorine and molybdenum. If not already included
with bulk mixes of the base elements, they can be obtained from commercial
suppliers.
Fit— 5/08 6.11.5
Practice Standards and Specifications
Seed Mixes for Native Species (Ibs/ac)
When Mixed with 3, 4, or 5 Other Native Species
(See Table 6.11.a for nurse crop species to be added to these mixes)
3 Other
total 4 species)
4 Other
(total 5 species)
5 Other
total 6 species
Switch Grasses (A)
3.5 lbs.
3.0 lbs.
2.5 lbs.
Indian Grasses B
7.0lbs.
6.0 lbs.
5.0 lbs.
Deertongue (C)
6.0lbs.
5.0lbs.
4.0lbs-
Big Bluestein D
7.0lbs.
6.0lbs.
5.0lbs.
Little Bluestem (E)
7.0lbs.
6.0lbs.
5.0lbs-
Sweet Woodreed F
2.5lbs.
2.0lbs.
1.5lbs.
Rice Cutgrass G
6.0lbs.
5.0lbs.
4.0lbs.
Indian Woodoats H
2.5lbs.
2.0lbs.
1.5lbs.
Virginia Wild Rye
6.0lbs.
5.0lbs.
4.0lbs.
Eastern Bottlebrush Grass J
2.5lbs.
2.0lbs.
1.5lbs.
Soft Rush K
2.5lbs.
2.0lbs.
1.5lbs.
Sedges (L)
2.5lbs.
2.0lbs.
1.5lbs.
NOTE:
With the native varieties, the seed mix should be in the range of 15 pounds per acre.
Depending on availability of native seeds adaptable to North Carolina, the percentage
of a particular variety used may be reduced or increased accordingly. Although
diversity is desirable, it is imperative that the primary crop develop and become an
effective protective cover. In addition to the native species mix, additional nurse crop
species must be included to provide immediate stabilization and an adequate ground cover.
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LICENSE NO. 043463
1 PLAN STATUS 1
DATE DESCRIPTION
PL BG I KB
DESIGN DRAWN CHKD
SCALE 1" = 20'
JOB No. 120003-01-045
DATE
FI LE C1.5 - EROSION CONTROL DETAILS
CAD file name: V:\120003 — Circle K\120003-01-045 (ENG) — Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C1.2 EROSION CONTROL DETAILS.DWG 11
Z
SHEET C1.5

\ ♦ \ `\\ \ `\ 1. ALL DIMENSIONS ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. U
2. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL LOCAL REGULATIONS AND O.S.H.A. STANDARDS. Z
\\ any \ 3. CONTRACTOR SHALL REFER TO ARCHITECT PLANS FOR EXACT BUILDING LOCATION AND DIMENSIONS AND UTILITY ENTRANCE LOCATIONS. m
/ \ 4. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND GEOTECHNICAL REPORT DETAILS FOR PAVING DESIGN AND PROPER MATERIALS. o
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE SITE UNTIL WORK IS ACCEPTED BY THE OWNER. N
♦♦ / \ \ `\ \ 6. ALL SIGNS SHALL BE PER THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT. L
7. CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND MAINTAINING ADEQUATE TRAFFIC CONTROL THROUGHOUT THE PROJECT, INCLUDING PROPER TRAFFIC CONTROL DEVICES AND/OR
\ PERSONNEL AS REQUIRED. THIS INCLUDES BOTH VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH M.U.T.C.D. AND THE NORTH CAROLINA Q
/ 21 \ \ \\ `\ DEPARTMENT OF TRANSPORTATION (NCDOT) STANDARDS.
/ \ \ 8. ANY ROADWAY PAVEMENT MARKINGS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED AT COMPLETION OF PROJECT BY CONTRACTOR. o
\ 9. CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL APPLICABLE AND CURRENT NCDOT AND CDOT (CHARLOTTE DEPARTMENT OF TRANSPORTATION) DRAWINGS INCLUDING, BUT NOT 2
♦♦ R3' ` \ \ 1 CU
LIMITED TO THE DRAWINGS INCLUDED IN THESE PLANS AND THE APPROVED PERMIT PACKAGE.
S \ \\ 10. SIDEWALK AND CURB AND GUTTER TO BE REMOVED AND REPLACED FROM JOINT TO JOINT.
L
00, 14 \ \ \ \ U
18 26 17 °b Z
601
22
♦♦ / \�' ,� 17 \ \ \\ R30' \ \ 18 `\
\ 25 \ LEGEND EXISTING O SITE KEY NOTES 0
/ � O
\ \ \ `\ -
EDGE OF PAVEMENT 1. FUELING CANOPY
♦♦ / / 10 \ 8 // \ \ \ CURB AND GUTTER 2. UNDERGROUND STORAGE TANKS
/ 5.00' \ \ 7Q (a-`\ \ PROPERTY LINE 3. DUMPSTER ENCLOSURE (PER ARCH PLANS CCU
16
15 \ , •O, \ 15 \ UTILITY POLE 4. AIR AND VACUUM MACHINE
D.
♦♦ / e d % D D 06 \ \` \\ SIGN 5. FUELING VENT PIPES
/ 25 3 ° D D / \ \\ © ELECTRIC BOX 6. PROPANE STORAGE WITH 12' X 6' CONCRETE PAD
22 \\ J Q
/ 19 \ \® O CURB DRAIN INLET (CDI)/DRAIN INLET (DI) 7. BICYCLE PARKING
° p R15' 25 4 \ \ 0- \ STORM DRAIN MANHOLE (SDMH) 8. SITE SIGNAGE o � 0 0
24 ♦ / 10 \\ \ �S SANITARY SEWER MANHOLE (SMH) 9. BOLLARD, PER DETAIL SHEET C2.2 CO o M
M
/ R10 / \ 21 10 R30 �� STREET LIGHT/LAMP 10. 36" X 36" STOP SIGN, PER NCDOT STANDARD INDEX AND MUTCD STANDARD R1.1 - N 0 w
17 }
`gyp ♦ 28 \cfb ` 11. ADA SIGN, PER DETAIL SHEET C2.2 0 �° 0 U
♦ / \ \ \� P R POSED LEGEND 12. ADA PARKING STRIPING, PER DETAIL SHEET C2.2 U O ca N CU
c
��R / CAR WASH 10 18 \ 1 25 `��/� \\ / - 13. DOUBLE SOLID YELLOW LANE STRIPE E .2 o E
Or)O FFE 851.25' Q��� / \ �\ \�\t �/� - - PROPERTY LINE 14. 4" WHITE PARKING LOT STRIPING o rn O
22 X, * 22 2-O 10 R15' \ 10 41* �-,v� \N INTEG L CURB 15. 24" WIDE STOP BAR. EPDXY ON CONCRETE PAVEMENT AND THERMOPLASTIC ON ASPHALT m "
22 5 0' 25 \\ \ `\ \ XX PARKIINNG 16. HEAVY DUTY CONCRETE PAVEMENT, PER DETAIL SHEET C2.2
5.0 \ \ 15 `�\ \ \ O \ 17. STANDARD DUTY CONCRETE PAVEMENT, PER DETAIL SHEET C2.2
25 24 25 \
-�� ?S• 19 / ` \ �\ �T �li \ G 18. STANDARD DUTY ASPHALT PAVEMENT, PER DETAIL SHEET C2.2
\ Q�Q�♦♦ 0 1g R3 �
\ ��\�2/�\ \ O �Q-y's %\ 19. CONCRETE SIDEWALK, PER DETAIL SHEET C2.2
\ QQ`O QQi�c` 20 J� ycS��\�� �i A�• \�� \ 20. TRANSFORMER WITH 6' X 6' CONCRETE PAD O
O F b ` LL
O��G �J 7� 37 %, j �A \ 21. 18" CURB AND GUTTER, PER DETAIL SHEET C2.2
OQ ♦ QQ' O' 7 NX \ S \ Q A G O \ 22. INTEGRAL CURB, PER DETAIL SHEET C2.2
Q� ♦ O�GP PROPOSED 17 w p �� \ ��° \ cS� G� j �� j '9 \ 23. PATIO
�Pr\ �OPG STORE 6 22 ��, 2� ���\ C� \ Q L
/ 5,471 SQFT \G�\ u' \ 2 \ °b \ 24. PEDESTRIAN RAMP, PER DETAIL SHEET C2.3
\ \ ♦ '�O G5Q' FIFE 851.50' �� \\ 25. LANDSCAPE AREA, PER LANDSCAPE PLANS f=
♦ �� 7.0' 19.0' 30.0' : Q 26. RAISED CONCRETE MEDIAN, PER DETAIL SHEET C2.2 U
J\� 25 \ \ ,� ' \ \
\ \ \ \ � \ 27. SIDEWALK FLUME WITH PLATE, PER DETAIL SHEET C2.2 O
28. RIGHT TURN ONLY SIGN, PER NCDOT STANDARD INDEX AND MUTCD R3-5 U
♦ 22 / b1 w \ \ \ J 0 °b \ U
\ O 14 : \ \ ^ Z
24 R30' 7 STO MWATER \ `\ Q }
/ 24 p ° - 11 DETTION \ \ \ \ Z
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♦ / a .b p / 23 \ \ \ \ \ \ Q U � Q �
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\ ♦ \ / 12.0' 19 9 12 2� R30' \ • \ �� \ \ W W ♦ / o 0 o O \ \ > 0 10 20 40 O
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\LO\NSe TBAGK� -��' ���� Al
KAI BURK
------ - �� .�_ R20 22 _ _ _ __
� n - -=- -R20 - - _ _ _ _ _ _ _PROPOSED UTILITY EASEMENT \
LICENSE NO 043463
15' LANDSCAPE BUFFER - ___ �- �� NCU" ��' N PLAN STATUS
8 25 25 - --�-OME�T AS SHOWN w - / // F''z`'RE + 6�' N 15° 23 \
40.0'
± 316' RADIUS 2958.59' CHORD LENGTH + `i1 rF-In--r-Q �ARINGN - - - - �i�8'
do-10 0 lg p� 20.00
. --- % 0' 'MELTAANdtE 6° 06' 4 TANGENT 157.98' - - � _ _ �- � � g1 N
28 EX. 20' UTILITY EASEMENT
--------_--- - 16 \ / --------------------------------QD - EXISTING NCDOTR/W
/ ------ ±478' _
\\ /-------------------------•--------- ---- / I
ar � -
0 18
j
\ \ \\ \ \\ MATCH LINE (SEE SHEET C1.1)MR V
\ ` Z
\ \
SITE SUMMARY \ \ \\\ GENERAL SITE NOTES M
� \ \ \
ZONING
B-N, B-G, ELDD
FUTURE LAND USE
CONVENIENCE STORE/ GAS STATION
ZONING REQUIREMENTS PROVIDED
PROJECT AREA
102,238 SF (100%) (2.35AC)
TOTAL IMPERVIOUS AREA
PAVING / SIDEWALK AREA
BUILDING AREA (INCLUDING
CANOPY AREA)
64,741 SF (63.3%) (1.49 AC)
54,038 SF (83.5%) (1.24 AC)
10,703 SF (16.5%) (0.25 AC)
TOTAL PERVIOUS AREA (GREEN
SPACE)
37,497 SF (36.7%) (0.86 AC)
BUILDING
SIZE
5,471 SF
HEIGHT
22'
VEHICLE PARKING
REQUIRED*
16*
PROPOSED REG SPACES
28 (9' X 19')
HANDICAP SPACES
2 (8' x 19')
TOTALSPACES
30
*1 PER 350 GROSS FLOOR AREA
SETBACKS & BUFFERS
SETBACKS
REQ'D
CIRCLE-K
CANOPY
LANDSCAPE
FRONT YARD (W)
30'
158'
62'
15'
SIDE STREET YARD (S)
30'
87'
78'
10,
SIDE YARD (N)
10'
147'
104'
20'
REAR YARD (E)
25'
33'
103'
10,
----------------
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0 IGINAL D - •- -
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26 EE ►NE - �- -------------------------�
_-----------
_-�_ 4 / I I I
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(VARIABLE PUB - I
\ I I _
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C2.0 SITE PLAN.DWG 11 /27/2019
a
DATE DESCRIPTION
PL BG KB
'•` DESIGN DRAWN CHKD
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JOB No. 120003-01-045
�of DATE
FILE C2.0 - SITE PLAN
SHEET
C2.0

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SETBACKS & BUFFERS
SETBACKS
REQ'D
CIRCLE-K
CANOPY
LANDSCAPE
FRONT YARD (W)
30'
158'
62'
15'
SIDE STREET YARD (S)
30'
87'
78'
10,
SIDE YARD (N)
10,
147'
104'
20'
REAR YARD (E)
25'
33'
103'
10'
SITE SUMMARY
ZONING
B-N, B-G, ELDD
FUTURE LAND USE
CONVENIENCE STORE/ GAS STATION
ZONING REQUIREMENTS PROVIDED
PROJECT AREA
102,238 SF (100%) (2.35AC)
TOTAL IMPERVIOUS AREA
PAVING / SIDEWALK AREA
BUILDING AREA (INCLUDING
CANOPY AREA)
64,741 SF (63.3%) (1.49 AC)
54,038 SF (83.5%) (1.24 AC)
10,703 SF (16.5%) (0.25 AC)
TOTAL PERVIOUS AREA (GREEN
SPACE)
37,497 SF (36.7%) (0.86 AC)
BUILDING
SIZE
5,471 SF
HEIGHT
22'
VEHICLE PARKING
REQUIRED
16*
PROPOSED REG SPACES
28 (9' X 19')
HANDICAP SPACES
2 (8' x 19')
TOTALSPACES
30
"1 PER 350 GROSS FLOOR AREA
GENERAL SITE NOTES
1. ALL DIMENSIONS ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED.
2. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL LOCAL REGULATIONS AND O.S.H.A. STANDARDS.
3. CONTRACTOR SHALL REFER TO ARCHITECT PLANS FOR EXACT BUILDING LOCATION AND DIMENSIONS AND UTILITY ENTRANCE LOCATIONS.
4. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND GEOTECHNICAL REPORT DETAILS FOR PAVING DESIGN AND PROPER MATERIALS.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE SITE UNTIL WORK IS ACCEPTED BY THE OWNER.
6. ALL SIGNS SHALL BE PER THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT.
7. CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND MAINTAINING ADEQUATE TRAFFIC CONTROL THROUGHOUT THE PROJECT, INCLUDING PROPER TRAFFIC CONTROL DEVICES AND/OR
PERSONNEL AS REQUIRED. THIS INCLUDES BOTH VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH M.U.T.C.D. AND THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION (NCDOT) STANDARDS.
8. ANY ROADWAY PAVEMENT MARKINGS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED AT COMPLETION OF PROJECT BY CONTRACTOR.
9. CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL APPLICABLE AND CURRENT NCDOT AND CDOT (CHARLOTTE DEPARTMENT OF TRANSPORTATION) DRAWINGS INCLUDING, BUT NOT
LIMITED TO THE DRAWINGS INCLUDED IN THESE PLANS AND THE APPROVED PERMIT PACKAGE.
10. SIDEWALK AND CURB AND GUTTER TO BE REMOVED AND REPLACED FROM JOINT TO JOINT.
LEGEND - EXISTING
EDGE OF PAVEMENT
CURB AND GUTTER
PROPERTY LINE
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UTILITY POLE
SIGN
©
ELECTRIC BOX
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CURB DRAIN INLET (CDI)/DRAIN INLET (DI)
STORM DRAIN MANHOLE (SDMH)
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SANITARY SEWER MANHOLE (SMH)
STREET LIGHT/LAMP
PROPOSED LEGEND
PROPERTY LINE
INTEGRAL CURB
OPARKING COUNT
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O SITE KEY NOTES
1.
FUELING CANOPY
2.
UNDERGROUND STORAGE TANKS
3.
DUMPSTER ENCLOSURE (PER ARCH PLANS
4.
AIR AND VACUUM MACHINE
5.
FUELING VENT PIPES
6.
PROPANE STORAGE WITH 12' X F CONCRETE PAD
7.
BICYCLE PARKING
8.
SITE SIGNAGE
9.
BOLLARD, PER DETAIL SHEET C2.2
10.
36" X 36" STOP SIGN, PER NCDOT STANDARD INDEX AND MUTCD STANDARD R1.1
11.
ADA SIGN, PER DETAIL SHEET C2.2
12.
ADA PARKING STRIPING, PER DETAIL SHEET C2.2
13.
DOUBLE SOLID YELLOW LANE STRIPE
14.
4" WHITE PARKING LOT STRIPING
15.
24" WIDE STOP BAR. EPDXY ON CONCRETE PAVEMENT AND THERMOPLASTIC ON ASPHALT
16.
HEAVY DUTY CONCRETE PAVEMENT, PER DETAIL SHEET C2.2
17.
STANDARD DUTY CONCRETE PAVEMENT, PER DETAIL SHEET C2.2
18.
STANDARD DUTY ASPHALT PAVEMENT, PER DETAIL SHEET C2.2
19.
CONCRETE SIDEWALK, PER DETAIL SHEET C2.2
20.
TRANSFORMER WITH F X F CONCRETE PAD
21.
18" CURB AND GUTTER, PER DETAIL SHEET C2.2
22.
INTEGRAL CURB, PER DETAIL SHEET C2.2
23.
PATIO
24.
NOT USED
25.
LANDSCAPE AREA, PER LANDSCAPE PLANS
MATCH LINE (SEE SHEET C1.0)
GRAPHIC SCALE
0 10' 20' 40'
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North Carolina One -Gall Center
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
PL
DESIGNI
BG
DRAWN
KB
CHKD
SCALE
1" = 20'
JOB No. 120003-01-045
DATE
FILE C2.1 - SITE PLAN
il
SHEET C2.1
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C2.0 SITE PLAN.DWG 11 /27/2019

PCC JOINT DETAIL BLOW-UP
NOTE:
1. CONTRACTION JOINT SPACING TO BE 15' O.C. MAXIMUM.
CONTRACTION JOINT
SAWCUT FULL DEPTH OF SLAB A DISTANCE
BACK FROM EXISTING EDGE TO ENSURE A
STRAIGHT EDGE ALONG ENTIRE LENGTH OF
PAVEMENT. OBTAIN OWNER'S REPRESENTATIVE
APPROVAL PRIOR TO SAWCUTTING.
A
-1/4" WIDE BY 1" DEEP
SAW CUT. FILL WITH
PAVEMENT SEALANT.
MAKE SAW CUT
IMMEDIATELY PRIOR
TO INSTALLING PAVEMENT
SEALANT.
- PCC JOINT DETAIL BLOW-UP
6" MIN. I
DOWEL CLIP
BY PNA
DOWEL WITH NON -SHRINK GROUT
3/4" SQUARE DOWEL
FOR 6" THICK PAVEMENTS.
APPLY CURING COMPOUND
1/2" SQUARE DOWEL FOR
TO SLAB FACE AT A
4" TO 5" THICK PAVEMENTS.
ENSURE GROUT IS FLUSH WITH COVERAGE RATE OF 300 SF
SPACE DOWELS AT 18" O.C.
FACE OF EXISTING SLAB MAX PER GALLON TO ACT AS
DO NOT GREASE DOWEL.
A BOND BREAKER AT LEAST
48 HOURS PRIOR TO PLACING
NEW SLAB.
CONSTRUCTION JOINT TO EXISTING PAVEMENT
1/4" WIDE BY 1" DEEP
SAW CUT. FILL WITH
PAVEMENT SEALANT.
MAKE SAW CUT
PCC JOINT DETAIL BLOW-UP
IMMEDIATELY PRIOR
TO INSTALLING PAVEMENT
SEALANT.
(FIRST PLACEMENT)
(SECOND PLACEMENT)
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AND 1/2" DIAMETER DOWEL FOR 4" OR 5" THICK TO SLAB FACE AT A
PAVEMENTS. DOWELS TO BE 10" LONG CENTERED COVERAGE RATE OF 300 SF
WITH JOINT SPACED AT 18" ON CENTER. MAX PER GALLON TO ACT AS
DOWEL TO BE INSTALLED IN FORM WITH A BOND BREAKER AT LEAST
AN APPROVED DOWEL BASKET. 48 HOURS PRIOR TO PLACING
LIGHTLY OIL FULL LENGTH OF DOWEL. NEW SLAB.
NOTE:
1. PLACE CONSTRUCTION JOINTS AT END OF PLACEMENTS AND AT
LOCATIONS WHERE PLACEMENT OPERATIONS ARE STOPPED FOR
PERIOD OF MORE THAN 1/2 HOUR.
CONSTRUCTION JOINT
CONCRETE JOINT DETAILS
/ 6" PORTLAND CEMENT 8" PORTLAND CEMENT
CONCRETE MIN. 4000 PSI CONCRETE MIN. 4000 PSI
COMPACTED STRENGTH COMPACTED STRENGTH
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WAIT AS LONG AS FEASIBLE TO SEAL
JOINTS TO ALLOW CONCRETE
SHRINKAGE TO OCCUR. IF REQUIRED,
RE -SAW JOINT IMMEDIATELY PRIOR
TO INSTALLING SEALANT TO
ACHIEVE A 1/4 " JOINT WIDTH.
T ENSURE JOINT IS CLEAN, DRY AND
TOP OF SIDES PREPARED PER MANUFACTURER'S
PAVEMENT RECOMMENDATIONS.
t „
T/2 BUT NOT
LESS THAN 1/4"
J\-PAVEMENT SEALANT
CLOSED CELL BACKER
ROD. TYPICALLY 1/8" TO
1/4" LARGER THAN JOINT
WIDTH.
1/8" FIRST
SAWCUT
1/4" SECOND SAWCUT
(IF REQUIRED)
NOTES:
1. ENSURE JOINTS ARE CLEAN AND DRY PRIOR TO THE APPLICATION OF
THE JOINT SEALANT.
2. INSTALL CLOSED CELL BACKER ROD AFTER JOINTS HAVE BEEN
CLEANED AND DRIED IN ACCORDANCE WITH SEALANT
MANUFACTURER'S REQUIREMENTS.
3. INSTALL BACKER TOD AT CONSISTENT AND UNIFORM DEPTH.
4. JOINT SEALANT APPLICATION SHALL BE IN STRICT COMPLIANCE WITH
SEALANT MANUFACTURER'S REQUIREMENTS.
PCC JOINT DETAIL BLOW-UP (TYP.)
TYPE S9.5C
2.5" ASPHALT CONCRETE INTERMEDIATE COURSE
TYPE 119.00
8" ASPHALT CONCRETE BASE COURSE
TYPE B25.00, IN EACH OF TWO LIFTS,
FIRST LIFT EXTENDING 6" BEHIND CURB,
SECOND LIFT EXTENDING 3" BEHIND CURB
STANDARD DUTY CONCRETE HEAVY DUTY CONCRETE ASPHALT (FLEXIBLE) PAVEMENT - NCDOT R/W
SCALE: NONE SCALE: NONE SCALE: NONE
PAVEMENT SECTIONS
SCALE: NONE
0! 1 I non RAnI INITCn OI�NI
3E OF PAVEMENT
TROWELED, ROUNDED
CONCRETE
6" 0 STEEL PIPE
(SCHEDULE 80) FILLED
WITH CONCRETE
INTED BLUE
E TYP.
3S AISLE AND ANCHOR STEEL PIPE IN CONCRETE FOOTING,
NG STALLS TO HAVE
)RE THAN 2G/D SLOPE 2'-O" DIAMETER x 2'-6" DEPTH
' DIRECTION
ASPHALT PAVEMENT
APPLICATIONS
ACCESSIBLE PARKING SYMBOL
LOCATE AT EDGE OF PARKING SPACE UNLESS
ACCOMPANIED BY "VAN" LETTERING
8'
8'
NOTE:
STRIPING SHALL CONFORM TO ALL APPLICABLE
FEDERAL, STATE AND COUNTY CODES AND
SPECIFICATIONS
VAN ACCESSIBLE
HANDICAP PARKING SPACE DETAIL
SCALE: NONE
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C2.2 SITE DETAILS.DWG 11 /27/2019
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24" 0
SIGN MOUNTING DETAIL WITH
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CONCRETE PAVEMENT/
SLAB APPLICATIONS
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SCALE: NONE
BACKI
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6" VARIES - SEE PLAN 6"
NOTES: 1. PROVIDE 1/2" EXPANSION
JOINT BETWEEN SIDEWALK
AND ALL FIXED OBJECTS
A 2. CONCRETE SHALL BE 3000 PSI.
1" DEEP SAWED JOINT (TYP.)
SEE SITE PLA
1/4" THICKNESS PREMOLDED EXPANSION JOINT FILLER SPACED @ 35' O.C. MAX.2 SLOPE 1/4" /FT.
EXTEND JOINT FILLER FULL DEPTH OF SIDEWALK (TY ) 2 MAX.
5.0' 5.0' 5.0' 5.0' 5.0' 5.0' 5.0' (TYP) 1/2"R
(TYP)
<Q
NOTE: 4" �` PC CONCRETE
3,000 PSI CONCRETE. (TYP) (TYP)TYP
SECTION A -A 4" AGGREGATE BASE SECTION B-B
6TT
COURSE COMPACTED TO
90% STD. PROCTOR (TYP)
CONCRETE SIDEWALK
SCALE: NONE
NOTE- SIDEWALK INSIDE NCDOT RIGHT-OF-WAY, REFER TO STANDARD DRAWING 848.01
3" RAD.
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PAVEMENT SECTIONS, SUBBASE,
SUBGRADE AND COMPACTION
REQUIREMENTS.
INTEGRAL CURB DETAIL
SCALE: NONE
0.5' 3.0' 0.5' 3.0' 0.5'
NOTES:
1. CONCRETE TO BE CITY OF MIDLAND CLASS
"C", 3600 PSI. USE FIBER REINFORCED
A Q Q Q Q Q Q Q Q Q Q 4 Q Aj CONCRETE PAVEMENT THROUGHOUT.
O% O % O O O O O O D 2. STEEL PLATE MUST BE FIXED UTILIZING ONE
5.01 ° 01 OF THE OPTIONS IN THIS DETAIL,
Q Q Q Q Q Q o% Q Q Q Q a 3. SEAL ALL CONCRETE JOINTS.
4. MATERIAL AND CONSTRUCTION METHODS
TO CONFORM TO THE CITY OF MIDLAND
STANDARDS AND SPECIFICATIONS.
3/8" DIAMOND 5. CONSTRUCT AS SHOWN UNLESS
CURB FACE STEEL PLATE SIDEWALK OTHERWISE APPROVED IN WRITING BY THE
PAVEMENT EDGE CITY ENGINEER.
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EXPANSION JOINT EXPANSION JOINT
SECTION A -A
AANCHOR
ONC. COUNTERSUNK BOLT WELDED STUD
JRB O 3/6" DIAMOND 3 318" DIAMOND
STEEL PLATE STEEL PLATE
"x 2 1/2" x 112"
ANGLE3/8" DIAMOND 1 1/2" x 1 1/2" x 112" 1 1/2" x 1 1/2" x 112"
STEEL PLATE ANGLE ANGLE
CONCRETE ANCHOR CONCRETE ANCHOR
CONC.
ANCHOR r 1" -- - 3" 1 3"
SIDEWALK FLUME CROSSING DETAIL
EXISTING GRATE INLET X.0
RIM ELEV. 597.83'
L 4"
-„
COMPACTED GRAVEL MINIMUM DEPTH OF 4" THICK
TOE PROTECTION
SECTION B-B
CONCRETE FLUME DETAIL
SCALE: NONE
6" MIN
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UNDERGROUND LOCATORS.
CONTRACTOR SMALL CONTACT
TIME UNDERGROUND LOCATORS
EVERY 10 DAYS FOR AN UPDATE
TO UTILITY LOCALONS.
Call BEFORE you D161
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112" VARIABLE
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RADIUS 40d SPIKE y.� }
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SHOWING EXPANSION JOINT U) ALL oN J
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148" RADIUS ON ASPHALT CONCRETE PAVEMENT H H
j (USE ON ISLAND 4' WIDE OR GREATER) W O
VARIABLE
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SEE TYPICAL SECTIONS N
JOINT SEALER FOKEYR PIN ON THEAVEMENT DEPTH.
LAST LAYER OF 7
SHOWING GROOVED JOINT PAVEMENT SURFACE T-
000RSE SURFACE COURSE 2" RADIUS
PARTIAL LONGITUDINAL SECTIONS BASE COURSE BINDER COURSE 13/4" RADIUS 00
OR EXISTING PAVEMENT ILL.
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ON ASPHALT CONCRETE PAVEMENT z
NOTE:
WHEN MONOLITHIC CONCRETE ISLAND IS ON TOP OF SURFACE (USE ON ISLAND LESS THAN 4' WIDE)
VARIABLE J
COURSE, DRIVE 40d SPIKES INTO SURFACE UNDER MONOLITHIC O 1/2" x 6" LONG DIA. DEFORM N
CONCRETE ISLAND. STAGGER SPIKES ON 2' CENTERS EACH WAY. BARS ON 24" C STAGGERED 9"
0.02 SLOPE N Q W
IN THE CONCRETE PAVEMENT (ISLAND) AND CONCRETE ISLAND :. z W
(MONOLITHIC) PLACE 1/2" EXPANSION JOINTS AT 30' INTERVALS la -
AND GROOVED JOINTS 1" DEEP AT 10' INTERVALS BETWEEN tt13/4" RADIUS. 2"s RADIUS V
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EXPANSION JOINTS. 5" MONOLITHIC CONCRETE ISLAND < v
(SURFACE MOUNTED) ON CONCRETE PAVEMENT 0
LINE UP THE JOINTS IN THE CONCRETE PAVEMENT (ISLAND) VARIABLE p
WITH THE JOINTS IN THE CURB OR CURB AND GUTTER. JOINT SEALER Cr
FILL AND SEAL THE TOP 1/2" OF THE EXPANSION JOINTS AND JOINT FILLER
CURB AND GUTTER 4" CONC. COVER
THE ENTIRE DEPTH OF GROOVED JOINTS WITH JOINT SEALER. AS CALLED FOR ON 0.02 SLOPE
PLANS.
FOR JOINTS IN THE CURB AND/OR CURB AND GUTTER, SEE SURFACING ash.;.=�0::4:,=oc;q. s s.'Q.°oalq;=oa:oe=ri'•.•":°
BASE COURSE,:,,
STANDARD NO. 846.01
_ SHEET 1 OF 1
-- PAVED CONCRETE ISLAND $52.01
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
PL
DESIGN
BIG
DRAWN
KB
CHKD
SCALE
1" = 20'
JOB No. 120003-01-045
DATE
FILE C2.2 - SITE DETAILS
SHEET
C2.2

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GRADING KEY NOTES
1. AUA NAKKINU AKEA
2. BIORETENTION AREA, SEE DETAIL SHEET C3.3 GRADING AND DRAINAGE DETAILS
3. SEDIMENT CHAMBER, SEE DETAIL SHEET C3.3 GRADING AND DRAINAGE DETAILS
4. SAND FILTER, SEE DETAIL SHEET C3.3 GRADING AND DRAINAGE DETAILS
5. DRAINAGE MAINTENANCE EASEMENT
6. 6" PVC CLEANOUT
7. 6" PERFORATED PVC UNDERDRAIN SYSTEM; PERFORATIONS $" DIAMETER SPACED 6" O.C.
DRAINAGE STRUCTURE TABLE
STRUCTURE
STRUCTURE
PIPE
PIPE
RIM ELEV.
ID
TYPE
INVERTS
INFORMATION
OUT (SE) = 844.31
31 LF, 18" PIPE @ 1.00%
A.0-MH
48" MANHOLE
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IN (E) = 844.41
100 LF, 18" PIPE @ 0.44%
IN (SW) = 844.41
50 LF, 18" PIPE @ 0.25%
OUT (W) = 844.85
100 LF, 18" PIPE @ 0.44%
A.1-HCI
HOODED CURB INLET
RIM = 849.49
IN (NE) = 844.85
97 LF, 18" PIPE @ 0.55%
OUT (SW) = 845.39
97 LF, 18" PIPE @ 0.55%
A.2-HCI
HOODED CURB INLET
RIM = 849.67
IN (NW) = 845.64
91 LF, 15" PIPE @ 1.00%
OUT (SE) = 846.55
91 LF, 15" PIPE @ 1.00%
A.3-YI
YARD INLET
RIM = 849.62
IN (W) = 846.80
31 LF, 12" PIPE @ 1.50%
OUT (E) = 847.27
31 LF, 12" PIPE @ 1.50%
A4.HC1
HOODED CURB INLET
RIM = 850.30
IN (W) = 847.27
30 LF, 12" PIPE @ 3.64%
OUT (NE) = 844.53
50 LF, 18" PIPE @ 0.25%
B.0-MH
48" MANHOLE
RIM = 849.03
IN (W) = 844.78
64 LF, 15" PIPE @ 0.25%
IN (N) = 844.53
211 LF, 18" PIPE @ 0.28%
OUT (S) = 845.12
211 LF, 18" PIPE @ 0.028%
B.1-MH
48" MANHOLE
RIM = 849.65
IN (W) = 845.12
18 LF, 8" PIPE @ 2.80 /D
C.0-HCI
HOODED CURB INLET
RIM = 847.75
OUT (E) = 844.94
64 LF, 15" PIPE @ 0.25%
D.0-FES
18" FES
RIM = 841.40
OUT (S) = 839.75
23 LF, 18" PIPE @ 0.50%
D.1-FES
18" FLARED END SECTION
RIM = 843.10
IN (N) = 841.45
78 LF, 18" PIPE @ 1.85%
D.2- FES
18" FLARED END SECTION
RIM = 844.54
OUT (S) = 842.89
78 LF, 18" PIPE @ 1.85%
D.3-FES
18" FLARED END SECTION
RIM = 844.90
IN (E) = 843.25
146 LF, 18" PIPE @ 0.48%
D.4-YI
YARD INLET
RIM = 849.17
OUT (W) = 843.95
146 LF, 18" PIPE @ 0.48%
IN (N) = 839.63
23 LF, 18" PIPE @ 0.50%
P.0-MH
48" SDMH
RIM = 843.20
IN (NE) = 839.63
88 LF, 18" PIPE @ 2.13%
OUT (SW) = 839.63
76 LF, 18" PIPE @ 0.69%
P.1-CS
OUTLET CONTROL STRUCTURE
RIM = 843.99
OUT (SW) = 841.50
88 LF, 18" PIPE @ 2.13%
P.2-FES
18" FLARED END SECTION
RIM = 845.65
BIDIRECTIONAL (NE) = 844.00
66 LF, 18" PIPE @ 0.00%
P.3
18" PEROFRATED DETENTION STANDPIPE
RIM = 845.64
BIDIRECTIONAL (SW) = 844.00
66 LF, 18" PIPE @ 0.00%
PA-FES
18" FLARED END SECTION
RIM = 845.65
IN (NW) = 844.00
31 LF, 18" PIPE @ 1.00%
P.5-FES
15" FLARED END SECTION
RIM = 844.67
IN (E) = 843.28
30 LF, 15" PIPE @ 0.73%
P.6-CS
OUTLET CONTROL STRUCTURE
RIM = 844.99
OUT (W) = 843.50
30 LF, 15" PIPE @ 0.73%
F-x-.o-CB
EXISTING STRUCTURE
RIM = 841.93
IN (NE) = 839.11
76 LF, 18" PIPE @ 0.69%
PIPE ANALYSIS
\
\
\
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\
ID FLOWRATE
SIZE
LENGTH
INVERT UP
INVERT DOWN
SLOPE
HGL UP
HGL DOWN
(Cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
A.0-P.4
4.08
18
30.74
844.00
844.31
1.01
845.14
845.08
A.1-A.0
3.66
18
100.33
844.41
844.85
0.44
845.15
845.59
A.2-A.1
2.52
18
97.03
844.85
845.39
0.56
845.87
845.99
A.3-A.21
1.23
15
92.87
845.64
846.55
1.00
845.99
846.99
A.4-A.3
1.09
12
31.17
846.80
847.27
1.51
847.13
847.71
R.0-A.4
0.79
12
29.59
847.27
848.35
3.65
847.71
848.72
13.0-A.0
1.09
18
49.67
844.41
844.53
0.24
845.08
845.10
6.1-113.0
0.79
18
211.1
844.53
845.12
0.28
845.15
845.47
C.0-13.0
1 0.69
15
64.05
844.78
844.94
0.25
845.16
845.32
P.3-P.2
0.12
18
66.49
844.00
844.00
0.00
844.81
844.81
D.4-D.3
0.32
18
146.13
843.25
843.95
0.48
844.10
844.16
P.6-P.5
0.17
15
29.68
843.28
843.50
0.74
843.98
843.66
P.0-X.0
0.83
18
76.18
839.11
839.63
0.68
840.03
839.97
P.1-P.0
0.32
18
87.88
839.63
841.50
2.13
839.97
841.71
D.2-D.1
0.44
18
77.87
841.45
842.89
1 1.85
1 842.32
843.13
D.0-P.0
0.58
18
23.5
839.63
839.75
1 0.51
1 839.97
840.03
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LEGEND - EXISTING
- - 350-'-
INDEX CONTOUR
- - - 352-
INTERMEDIATE CONTOUR
EDGE OF PAVEMENT
CURB AND GUTTER
PROPERTY LINE
VIA
WATER LINE
S
SANITARY SEWER
STORM SEWER
OHE
OVERHEAD ELECTRIC
C
COMMUNICATION SERVICE
HANDICAP SYMBOL
SIGN
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ELECTRIC BOX
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CURB DRAIN INLET (CDI)/DRAIN INLET (DI)
SD
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�S
SANITARY SEWER MANHOLE (SDMH)
CONCRETE
FLARED END SECTION
PROPOSED LEGEND
- -
PROPERTY LINE
350 1\
INDEX CONTOUR
352
INTERMEDIATE CONTOUR
CURB AND GUTTER
PROPOSED SD (STORM DRAIN)
RIPRAP OUTLET PROTECTION
GRAVEL PRETREATMENT AREA
XXX.XX' PROPOSED SPOT ELEVATION
ME: XXX.XX' MATCH EXISTING SPOT ELEVATION
GRAPHIC SCALE
0 10' 20' 40'
MEN
( IN FEET )
SCALE: 1" = 20'
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JOB No. 120003-01-045
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FI LE C3.1- GRADING AND DRAINAGE PLAN
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VERTICAL SCALE: 1 "=2'
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VERTICAL SCALE: 1"=2'
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VERTICAL SCALE: 1 "=2'
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HORIZONTAL SCALE: 1"=20'
VERTICAL SCALE: 1 "=2'
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SCALE: NONE
EMBANKMENT
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PEAK ATTENUATION WATER SURFACE
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DESIGN VOLUME WATER SURFACE
1 E 846.00'
CAPPED CLEANOUT (AT LEAST
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BOTTOM OF POND TEMPORARY POND
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PIPES: MIN 1% SLOPE, gHOLES SPACED 6" O.C.
GRAVEL: CLEAN AGGREGATE, MAX DIA 3.5", MIN DIA 1.5",
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18" DIA HALF ROUND PERFORAI
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SCALE: NONE
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PLANTING MEDIA MIX:
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8-10% FINES (SILT AND CLAY)
5-10% ORGANIC MATTER (SUCH AS PINE BARK FINES)
STRUCTURE P.6-CS
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SCALE: NONE
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DATE
1 A LE C3.3 - GRADING AND DRAINAGE DETAIL]
SHEET C3.3
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SCALE 1" _
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GENERAL UTILITY NOTES
1. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES AND IS RESPONSIBLE TO REPAIR ANY DAMAGE TO
EXISTING UTILITIES DURING CONSTRUCTION AT NO COST TO THE OWNER.
2. ALL UTILITIES ARE SHOWN FROM INFORMATION GATHERED AND SHOULD NOT BE USED AS EXACT.
CONTRACTOR SHALL VERIFY EXACT DEPTHS AND LOCATIONS PRIOR TO UTILITY INSTALLATION.
3. CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY COMPANY FOR INSTALLATION AND SPECIFICATION
\ REQUIREMENTS.
4. ALL PIPE MATERIALS SHALL COMPLY WITH LOCAL REGULATIONS.
EXISTING 8" ER MAIN 5. ALL TRENCHING AND BEDDING SHALL BE PER THE UTILITY TRENCH AND BEDDING DETAIL.
PER LINCOLN W ER SYSTEM IMPROVEMENTS 6. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR ALL BUILDING UTILITY TIE INS.
DRAWING #12 9/30 003 7. ALL CERTIFICATES AND SHOP DRAWINGS MUST BE SUBMITTED, REVIEWED, AND APPROVED PRIOR TO
STARTING CONSTRUCTION.
8. THE CONTRACTOR WILL COORDINATE THE WORK WITH THE UTILITY COMPANIES AND WILL VERIFY ALL
\ EXISTING PIPE INVERTS AND EXISTING ROAD ELEVATIONS PRIOR TO CONSTRUCTION.
EXISTING 15" SANITAR SEWER \ 9. PROPOSED ELECTRIC UTILITY IMPROVEMENTS TO BE UNDERGROUND
\ PER LINCOLN WATER S TEM IMPRO MENTS
AWING #12 9/30/2003
\ UTILITY KEY NOTES
ELECTRIC
\
\
`\ `\ 1. ELECTRIC TRANSFORMER
\\ \ 2. PROPOSED UNDERGROUND ELECTRIC LINE TO TRANSFORMER (BY OTHERS).
SEE ELECTRICAL PLAN FOR EXACT BUILDING CONNECTION LOCATION.
INSET" 'THIS SHEE \ WATER
\ \ 100. PROPOSED 8" x 2" TAPPING SLEEVE AND VALVE
101. PROPOSED 2" LINE
3 102. PROPOSED 2" x 2" x 2" TEE
20 \ 103. PROPOSED 2" VALVE
\ 104. PROPOSED 2" METER (BY LINCOLN COUNTY PUBLIC WORKS)
\ \ \\ 105. PROPOSED 2" RPZ FOR COMMERCIAL SERVICE
\ \ 106. PROPOSED 2" 135' BEND
107. PROPOSED 8" X 3/4" TAPPING SLEEVE
\J� 108. PROPOSED 3/4" LINE FOR IRRIGATION SERVICE
201 \�� `\ 109. PROPOSED 3/4" VALVE FOR IRRIGATION SERVICE
110. PROPOSED 3/4" METER FOR IRRIGATION SERVICE (BY LINCOLN COUNTY PUBLIC WORKS)
111. PROPOSED 3/4" RPZ FOR IRRIGATION SERVICE
100 \/� `\ / \ 112. PROPOSED 2" 90' BEND
113. PROPOSED 2" WATER SERVICE BUILDING CONNECTION. SEE PLUMBING PLANS FOR EXACT LOCATION
107 \� .
101 \ \\\ SEWER
6 108 /$• \ \ \ 200. 6" SANITARY SEWER BUILDING CONNECTION WITH CLEANOUT @ 845.50'. SEE PLUMBING PLANS
�\ ,y /� FOR EXACT LOCATION.
/ / v 112 3 \ \ st• "J`/\ 1,C� ��\\ _ r// ^� \ 201. 6" PVC PIPE @MIN 1.00°/D
�/ /L /� \` -9 \ QS ( \ 202. 6" CLEANOUT
203. 1000 GAL GREASE INTERCEPTOR, SEE ARCHITECTURAL PLANS
�� 204. OIL AND GRIT SEPARATOR, SEE ARCHITECTURAL PLANS A
/ PROPOSED - 2 p��\ \ O�� •���j
STORE 200
2 \ \ Q \ O \
WASTEWATER CAPACITY (NCAC 02T .0114)
CONVENIENCE STORE, WITH FOOD PREPARATION: 60 GAL/100 SF 3,283 GAL (5,471 SF BLDG)
CAR WASH FACILITIES: 1,200 GADBAY 1,200 (1 BAY)
TOTAL 4,483 GAL
FIFE 851.50' / 203 00, 5 \ \ \ � O \
DAILY WATER FLOW (NCAC 18C .0409)
/ \ \ BUSINESS, WITHOUT SHOWERS: 25 GAL/PERSON/SHIFT 2,275 GAL (7 EMPLOYEES
\ / Q
202
\ / 201
\\ 17�, ' \ \ \ `\\ `\ GRAPHIC SCALE
SD
IN FEET )
0\ SCALE: 1" = 20'
North Carolina One -Call (enter
^\`\
2W T. WY•Mn Wd. 9" 2R
• •\ - • \ `` \ \ 2 DM B61Y[ DI06N0 N
•• \ \ \ \ \
GNORIN GW„
/ \ ALL I-SOO-632-4949
\/ \ ONRACTO °ND LOCATORS
(all BEFORE you 0161
\ \ \ "It's The Law"
r` - ♦ ` G
\ •• � O a0 O 0= _ _ = O O O O � •. \ \ MATCH LINE
(SEE INSET"B"
/
___--- --- --- --_-_ w ♦ // \ `\ �� \ SHEETC4.1)
94
\ HSS=844.3 \
-------------------------------- --- -- _----_-_
°° -��_--_--_ _PROPOSED UTILITY EASEMENT I
` IE-835.80
10 0N-9T--S-S-H--
�.
I 1 5„
OIP pp Mp dP pp pp OIP OIP �� BII'- _ pP w
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--- -- --- - ---- EX. 20' UTILITY EASEMENT S / F,n %
EXISTING NCDOT / y
----------------- MHSS=8Z 43 ------ _
-------------------
Y
EXISTING 18"
SANITARY SEWER
PER LINCOLN
WATER SYSTEM
V
------ _ I
ar- �- MHSS=84
�----------------------------------------- mar - IE-835.90' A)
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CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C4.0 UTILITY PLAN.DWG 11 /27/2019
'RDVEMENTS
DRAWING #12
9/30/2003
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
Y \ DATE DESCRIPTION
PL BG KB
'~ DESIGN DRAWN CHKD
•. SCALE 1" = 20'
JOB No. 120003-01-045
�of DATE
FILE C4.0 - UTILITY PLAN
C4.0
- SHEET

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COMPACTED GRANULAR BEDDING
LOAD FACTOR 1.9
2' MINIMUM NATIVE BACKFILL
_ ONLY IF MATERIAL IS SUITABLE _
COMPACTED TO 95%
STANDARD PROCTOR DENSITY
12" MIN.
i
CAREFULLY COMPACTED
_ SELECT BACKFILL 95% _
STANDARD PROCTOR DENSITY
(COMPACTED IN 6" LIFTS) /\\\
/
SPRING LINE
HAUNCHING # 57 WASHED STONE
- COMPACTED GRANULAR MATERIAL
95% STANDARD PROCTOR DENSITY
1/4 D (4" MINIMUM)
NOTES:
1. STAINLESS TAPPING SADDLES ARE NOT
PERMITTED FOR SIZE -ON -SIZE TAPS. UNLESS
APPROVED IN WRITING BY LCPW.
2. USE MUELLER OR EQULIVENT DUCTILE IRON
OR 316 STAINLESS STEEL TAPPING SLEEVES
FOR TAP SIZES 3" - 24".
3. USE THRUST BLOCKING FOR WET TAPS
UNLESS OTHERWISE APPROVED BY LCPW.
4. DEPTH FROM GROUND SURFACE TO TOP OF
BLOCKING SHALL BE GREATER THAN
HEIGHT OF BLOCKING.
5. THE END OF THE TAPPING SLEEVE SHALL BE
NO CLOSER THAN 5 FEET TO A JOINT.
6. ALL PRESSURE TESTING SHALL BE WATER
TESTING ONLY. NO AIR TESTING PERMITTED.
TEST DURATION WILL BE 2HRS AT 1.5
TIMES STATIC PRESSURE OF THE LINE
BEING TAPPED (200 PSI MINIMUM) .
CLASS C (TYPICAL FORCEMAIN
SHAPED BOTTOM
LOAD FACTOR 1.5
VIEW
M.J. WITH LCPW APPROVED
RESTRAINING GLAND
CONCRETE SUPPORT BLOCKING UNDER VALVE
TAPPING VALVE MUELLER
T-2360-16 OR EQUHIVENT
FLANGE JOINT
M.J. TAPPING SLEEVE
MINIMUM CONCRETE STRENGTH C D
3000 PSI.
TYPICAL TAPPING SLEEVE
PROPERTY
LINE
4" THREADED CLEAN OUT
PVC PLUG
4
NOTES:
1. WHEN A SADDLE IS USED, THE HOLE
SHALL BE INSTALLED BY CORING
FINISHEDJOGRADEg
2. THE FULL LENGTH OF THE SERVICE
DITCH SHALL BE COMPACTED IN 6"
LAYERS WITH MECHANICAL TAMP.
\/�\/,'• t
GUARD STAKE REQUIRED
� \ AT CLEAN OUT LOCATION
\\/\\/�\/. UNTIL LANDSCAPING IS '.;
„ .Y
COMPLETED
•\/\/\/\/
\�\
4" PVC
34
SDR36 OR
4'-0" 4" Cl SOIL PIPE
PLUG UNTIL HOUSE
s
BARREL OF PIPE TO
SERVICE CONNECTION
IS MADE
REST ON UNDISTURBED SOIL
CONCRETE 1/4" PER FT. MIN.
CORE & NEOPRENE \
-� 181,--�
BOOT BY DEVELOPER COMBINATION LONG
ON NEW MH TURN PATTERN Y
_
- x
AND 1/8 BEND
N
\\\\\\\\\\\\\\/ PROPERTY OWNER'S
RESPONSIBILITY FROM
M.H. OR MAIN TO
1/8 BEND STRUCTURE
TAPPING SADDLE
OR
TEE .'
LINCOLN COUNTY PUBLIC WORKS
45°
V 115 W. MAIN STREET
' . . .. " . '
LINCOLNTON, NC 28092
Phone [phone] Fax [phone]
EXISTING
•. MAIN (SEE TAP SPECIFICATIONS)
LATERAL CONNECTION TO EXISTING SEWER
• ' ..
APPROVED: MCN 12/31/2013 DRAWN BY: JDH
SCALE: N.T.S. FIGURE: SS-05
TAP D�IB=
SIZE W H D
3" & 4" 1.6 12 1.0
6" 2.0 IA 1.0
S. 3.5 2.0 1.4
10" 4.0 2.5 1.8
12" 5.0 3.0 2.5
THREE INCH "W" TO BE
STAMPED OR SAW -CUT IN
CURB AT SERVICE LOCATION
PAVEMENT CURB
TAPPING SADDLE WITH CC HREAD 11" MINIMUM
AND HINGED BRASS BODY FOR 3/4 "AND 1" I
FORD #S-90 FOR C-900 PIPE SIZES UP TO 12"
FORD STYLE 202BS➢ FOR OTHER MATERIAL OR
PIPE DIAMETER ABOVE l2" TO 24" OR APPROVED
EQUAL
CORPORATION STOP
Mueller #H-15008 or equal COPPER (TYPE K)
(TO MATCH SERVICE SIZE)
TAPPING SADDLE WITH B'S THREAD AND
STAINLESS STEEL BODY FOR 2" FORD STYLE
202BSD FOR PIPE DIAMETER ABOVE 12" TO 24"
OR APPROVED EQUAL.
2" RESILIENT WEDGE 2" COPPER OR BRASS MAY BE USED.
GATE VALVE (SEE WS-07)
SEE TABLE FOR SETTER INFORMATION
NO. 4 REBAR
BLUE STAKE W/CAP
FINISHED GRADE
18" MIN.
I
Mueller # H-15451 IGRAVEL FORDRAINE
Straight Coupling ANTI STABILIZATION
B P S PROPERTY OR
R/W LINE
NOTES:
1. CONTRACTOR WILL PROVIDE ALL MATERIAL SHOWN OR
INDICATED AND INSTALL SERVICES UNDER LCPW
SUPERVISION.
2. ALL TAPS WILL BE MADE IN ACCORDANCE WITH LCPW
SPECIFICATIONS AND AW WA GUIDELINES
3. LCPW SHALL INSTALL ALL 34 , 1, AND 2" METERS
4. ALL IRRIGATION SERVICES ALSO REQUIRE A RPZ
ASSEMBLY (SEE WL-7)
SERVICE SPECIFICATIONS
SERVICE
SIZE
MUELLER SETTER MODEL
MUELLER LID AND FRAME
%4
203-IS-15-18-F-S-A-N-N
282920 or790007-TR2
1
330-RS-18-24-F-S-A-N-N
282921 or790018-TR2
2
550-VB-27-30-F-B-A-N
7900981 and 282921 or 790018-TR2
NOTES:
1, COPPER, DI, OR BRONZE INLET AND OUTLET
REQUIRED
2, CONCRETE SLAB AND STABILIZER
SUPPORTS BETWEEN BACKFLOW AND
GROUND TO BE SIZED ACCORDINGLY OR BY
MANUFACTURERS' RECOMMENDATIONS.
3. RPZ ASSEMBLY MUST BE CERTIFIED AND
TESTED PRIOR TO ACTIVATION.
CERTIFICATION AND TEST RESULTS SHALL
BE SUBMITTED TO LCPW
4. APPROPRIATE THRUST RESTRAINT AND
SUPPORT MEASURES ARE TO BE
DETERMINED BY OWNER/INSTALLER.
5. LCPW RECOMMENDS THE INSTALLATION OF
A HEATED PROTECTIVE ENCLOSURE
AROUND ALL RPZs.
n: u,�,r w a r nlvuruel� ua r e1rL eirvu �ray.lr ri,r� r r�ry ���vr �
FINISH
VALVE BOX SHALL BE
SOUTHERN METER VALVE
BOX 562-S OR EQUAL
BRICK
GATE VALVE W/2"x2"IX
/
OPERATING NUT
COMPACTED EARTH
J
WATER MAIN
unIAIL3\L�rw wa-v/.Vwv
SEWER
CAST IRON LID
WATER
\
PRECAST VALVE BOX PROTECTOR
WITH REINFORCING BARS
27" DIAMETER
BRICK
/= SUPPORT BLOCK
i
North Carolina One -Gall Center
i0M If. N YA Mn eer4 Mft W
ft-b m N & C.Wb VW
x Dos IErD1c DiccxD x
AOL IIORaI CNil M
GALL I-WO-632-4949
UNDERGROUND LL CONTACT
CONTRACTOR MNL OCAM
iNE UNDERGROUND now- S
EVERY 10 DAYS FOR AN IIPDAIE
1w tG unm LorwnoNs.
Call BEFORE you 0161
"It's The Law"
NOTES
1. ALL POTABLE WATER VALVES SHALL BE
RESILIENT SEAT GATE VALVES
CONFORMING TO AW WA C509-01 OR
CURRENT
2. ALL SEWER FORCE MAIN VALVES SHALL
BE ECCENTRIC PLUG VALVES UNLESS
APPROVED IN WRITING BY LCPW
3. ANY VALVE WITH AN OPERATING NUT
DEEPER THAN C BELOW GRADE SHALL
BE EQUIPED WITH A RISER STEM TO
WITHIN 12" OF GRADE
4. SUPPORT BLOCK SHALL BE SIZED TO
EVENLY DISTRIBUTE THE WEIGHT OF
THE VALVE,VALVE BOX ASSEMBLY, AND
ANY OTHER APPLICABLE LOADS AS
DETERMINED BY THE DESIGN ENGINEER
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KAI BURK
LICENSE NO. 043463
PLAN STATUS
DATE
DESCRIPTION
PL
DESIGN
BG
DRAWN
KB
CHKD
SCALE
1" = 20'
JOB No. 120003-01-045
DATE
FILE C4.2 - UTILITY DETAILS
SHEET C4.2
CAD file name: V:\120003 - Circle K\120003-01-045 (ENG) - Denver (Unity Church Rd), NC\Engineering\Engineering Plans\C4.2 UTILITY DETAILS.DWG 11 /27/2019

LANDSCAPE REQUIREMENTS
A. FOUNDATION PLANTINGS
REQUIRED 1. Min. 5' wide planting area along building walls facing public roads.
PROVIDED 1. Planting provided along west and south side of the building facing public roads.
B. BUFFERS
0 20 40 FT / ) / \ \ \ \ a REQUIRED 1. North: 20' wide Class A buffer with 1 canopy, 2 understory and 8 shrubs per 100 LF
° \ \ � � 135 LF / 100- 1.35 - 1 canopy, 3 understory, 11 shrubs
2. East: 10' wide Class A buffer with 2 canopy, 2 understory and 12 shrubs per 100 LF.
285 LF / 100= 2.85 = 6 canopy, 6 understory, 34 shrubs
3. NC16: 15' wide Class A buffer with 2 canopy, 1 understory, 10 shrubs per 100 LF
404 LF / 100= 4.04 = 8 canopy, 4 understory, 40 shrubs
4. Unity Church: 10' wide Class A buffer with 2 canopy, 2 understory, 12 shrubs per 100 LF
/ 380 LF / 100= 3.8 = 8 canopy, 8 understory, 46 shrubs
3-Shumard Oak 5. Parking buffer: perimter of all parking areas with frontage shall be screened.
° ° I 1 18-Dwarf Bamford H/9ky Screening shall be a min. 18" Hgt; reach 36" Hgt @ 3 years
PROVIDED 1. North: 1 Oak, 3 NRS Holly, 13 Dwf Burford Holly = 1 canopy, 3 understory, 13 shrubs
2. East: 6 Pistache, 6 NRS Holly, 38 Dwf Burford Holly = 6 canopy, 6 understory, 38 shrubs
/ 20-Dwarf Burford Holly ° I \ 1 3. NC16: 6 Bald Cypress, 2 Pistache, 4 Crepe Myrtle, 48 Dwf Burford Holly = 8 canopy, 4 understory, 48 shrubs
/ 3-Chinese Pistache / / ° I F\ \ 4. Unity Church: 6 Oak, 2 Pistache, 8 NRS Holly, 48 Dwf Burford Holly = 8 canopy, 8 understory, 48 shrubs
x \ l \ \ 0 \ C. PARKING 5. Perimeter of parking areas is screened with Burford Holly and Loropetalum installed at 18" Hgt.
/ � \ � \\ \
o
REQUIRED 1. Perimeter of all parking areas with frontage shall be screened.
2. Screening shrubs shall be a min. 18 Hgt at install and reach 36 Hgt after 3 years.
/ ° ° o i \ PROVIDED 1. Perimeter of all parking area along the frontage(s) is screened by Dwf Burford Holly and Loropetalum.
/ o \ \ \\ \ \ 2. Screening shrubs are a min. 18" Hgt; see plant list. These shrubs are also being used to meet buffer shrub req.
d 7-Ruby Loropeta \ \
1-Emerald Green Arb ' ae
5-Cinnamon Girl Distyliu \ \
/ 5-Heavy Metal Switch Gi \ \ \ \
J CAR WASH
-Adagio r ss\
FFE 851.25' y�
Sod
o o hod
6-Nellie Stevens Holly r
17-Dwarf Burford Holly / \
i uby Loropetalu
\ / / F// A -Big Blue Liriope \ \ \
PROPOSED — -Heavy Metal Switc Gra
STARE / 8-Sunshine Ligustrum
o /
Od 5,471 SQFT
FIFE 851.50' / 0 \ \ \
5-Heavy Metal Switch Grass
PLANT
LIST
Qty
Botanical Name
Common Name
Scheduled Size
Remarks
Trees
17
Ilex x'Nellie R. Stevens'
Nellie Stevens Holly
Min. 4' Hgt.
Full to ground
4
Lagerstroemia indica'Muskogee'
Muskogee Crepe Myrtle
Min. 6' Hgt.
Multi -stem; min. 3 canes
10
Pistacia chinensis
Chinese Pistache
Min. 1.5" Cal; 6' Hgt.
Full well branched
7
Quercus shumardii
Shumard Oak
Min. 1.5" Cal; 6' Hgt.
Single straight leader
6
Taxodium distichum
Common Bald Cypress
Min. 1.5" Cal; 6' Hgt.
Single straight leader
Shrubs
15
Distylium'PIIDIST-V'
Cinnamon Girl Distylium
3 Gal.
Full well branched
146
Ilex cornuta'Dwarf Burford'
Dwarf Burford Holly
Min. 18" Hgt.
Full well branched
20
Juniperus squamata expansa 'Parson i i'
Parson's Juniper
3 Gal.
25
Ligustrum sinense'Sunshine'
Sunshine Ligustrum
3 Gal.
Full well branched
48
Loropetalum chinense'Ruby'
Ruby Loropetalum
Min. 18" Hgt.
Full well branched
14
Miscanthus sinensis'Adagio'
Adagio Grass
3 Gal.
13
Panicum virgatum 'Heavy Metal'
Heavy Metal Switch Grass
3 Gal.
3
Thuja occidentalis'Smaragd'
Emerald Green Arborvitae
6' Hgt.
Full to ground; full well branched
Groundcovers
65
Liriope muscari'Big Blue'
Big Blue Liriope
1 Gal.
Plant 18" O.C.
Other
x / / / 29-Big Blue Liriope / p / \ \
10-Sunshine Ligustrum ,� ° \ \ 18-DwarfrBur olyd \ Holly 0 1-Emerald Green Arborvitae / / ° \ y
�5-�nnamon Girl Distylium \ \ 5-Nellie Steven's
\v Seed
/ o o o o
\\\
0 7-S nshin Ligust um
23 Big Blu Liriop Sod
Sod _ 14meral rbor i e
�d - innam n Girl i iu s Sod \ \ \ \
/ 0 i
\ 3-Chinese Pistache So
\
-Adagio Grass S \
\
\\ 1-S and Oak / 2-Chinese Pistache
\ Sod / ° 12-Dwarf Burford Holly
\ / / s s ° x 3-Nellie Stevens Holly
1-Common Bald Cypress
\ _ _
o o 1 \ 9 Ruby Loropetalum 0 0 0 0 0 0 0
/ \ / 8-Dwarf Burford Holly II \I
- NeWie Stevens Holly / S d \ / \
5-Dwarf Burford Holly
/ / \
20-Parsorf s Juniper -gand I Medi
Sod 4-Muskogee Crepe Myrtle _ — — 17-Ruby Loropetalum / \
\ 2-C h nese-R — 3-CommonBTd'Cypress od
— 2B- arf Bur or Holly
�—
/
0 0 0 0 0 0 0
a
L AND D E S I G N
Landscape Architecture
770.442.8171 tel
770.442.1123 fax
Manley Land Design, Inc.
51 Old Canton Street
Alpharetta, Georgia 30009
manleylanddesign.com
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REVISION SCHEDULE
NO. DATE DESCRIPTION
MLD PROJECT # 2019119
DRAWN BY ADN
CHECKED BY SLM
DATE 10.31.19
Landscape Plan
Lml nO

Varies L Varies
As shown on L-100
Native soils subgrade)
"V" Trench Bed Edge _
Mulch depth as defined in the
Landscape Notes; mulch type as
defined in the Landscape Notes
or on the Landscape Plan
Planting pit to be twice the -
width of the rootball
SHRUB BED PLANTING DETAIL
SCALE: NTS
A = Row Spacing
B = On Center Spacing
Space plants in a triangular pattern as shown,
spaced equally from each other at spacing
indicated on the plant list
PLANT SPACING U X ROW SPACING'A' PLANTS/10SF
8" O.C.
6.9"
26
12" O.C.
10.4"
12
151, O.C.
13.0"
7
181, O.C.
15.7"
5
Mulch depth as define,
Landscape Notes; mul
defined in the Landsce
on the Landscape Plai
Topsoil as defined in tl
Landscape Notes
Native soils subgrade
NOTE
1. Space groundcover plants in accordance with indicated spacing listed on the plant list, or as shown on
the landscape plan.
2. Adjust spacing as necessary to evenly fill planting bed with indicated quantity of plants.
3. Plant to within 24" of the trunks of trees and shrubs within planting bed and to within 18" of edge of bed.
GROUNDCOVER PLANTING DETAIL
SCALE: NTS
Topsoil as defined In the
Landscape Notes
Backfill planting pits with topsoil
and native excavated soil
Shrubs; type and size as
defined on the plant list
TURF SIDE PLANTING BED SIDE
Mulch as defined in the Landscape Notes.
Hold Mulch 4" from tree trunk and shrub
stems
Shovel Cut Bed Edge at 45 degree
angle, 6" deep
Finished grade at bedline
1IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII IIII IW IIII III
Topsoil as defined in the Landscape
Notes.
Native soils subgrade
"V" TRENCH BED EDGING
SCALE: NTS
Guy above first branch with woven
Set top of rootball so that trunk flar(
is visible and above finished grade
Place rootball on unexcavated
subgrade
Tamp soil around rootball, and wat(
in 6" layers to remove air pockets
Topsoil and planting mix as defined
the Landscape Notes
Remove all twine, rope, burlap and cut
vire basket from top 1/3 of rootball
i" Hgt. earth saucer beyond edge of
'oot ball for water retention. Outer
Age of saucer to be 6' diameter
lardwood stakes 3 stakes,
P x 2", driven firmly into subgrade prior
o backfilling
Mulch depth as defined in the Landscape
gotes; mulch type as defined in the
-andscape Notes or on the Landscape Plan.
Bold mulch 4" from tree trunk.
NOTE
1. Hole to be twice the width of the rootball.
2. Do not heavily prune tree at planting. Prune only crossover limbs, broken or dead branches; Do not remove the terminal buds of
branches that extend to the edge of the crown.
3. Each tree must be planted such that the trunk flare is visible at the top of the rootball. Trees where the trunk flare is not visible shall
be rejected. Do not cover the top of the rootball with soil. Mulch to be held back 4" away from trunk.
4. Remove Guy Wires and Staking when warranty period has expired (after one year).
TREE PLANTING & STAKING
SCALE: NTS
Mound islands 6"-8" height above
island curbing.
Mulch depth as defined in the
Landscape Notes; mulch type as
defined in the Landscape Notes or on
the Landscape Plan Width Varies
=IIII ( IIII IIII E
LL
6"-8" Hgt
dl ll l l /
24" Depth
Pavement T
Yp
Curb & Gutter T
Yp
Compacted Subgrade
p g
Uncompact subgrade to a minimum
depth of 24" from top of curb
Topsoil as defined in the Landscape
Notes; minimum 4" depth
NOTE
1. Clean construction debris from within landscape island areas (ie. concrete, rocks, rubble, building
materials, ect), prior to installing topsoil and plant material.
2. Island plant material as per the Landscape Plan.
3. Install plant material as per tree, shrub and ground cover planting details, and as defined in the
Landsacpe Notes.
4. Install mulch or sod as specified on the Landscape Plan, and as defined in the Landscape Notes.
5. Fracture/loosen existing subgrade to a minimum 24" depth. Remove and replace any subgrade
unsuitable for planting. Once subgrade is clean of debris and loosened, add topsoil to a minimum
bermed 6"-8" height above island curbing.
PARKING ISLAND DETAIL
SCALE: NTS
LANDSCAPE NOTES
1. Prior to installation, the Landscape Contractor shall inspect the sub grade, general site conditions, verify elevations, utility
locations, irrigation, approve topsoil provided by General Contractor and observe the site conditions under which the work is
to be done. Notify General Contractor of any unsatisfactory conditions. Work shall not proceed until such conditions have
been corrected and are acceptable to the Landscape Contractor and/or Construction Manager.
2. Landscape Contractor shall locate and protect all underground utilities, prior to installation.
3. General and Landscape Contractor are responsible for protecting existing trees from damage during construction. General
Contractor to install tree protection fencing prior to any site work as directed on the landscape plans.
4. All shrubs and groundcover beds (existing and new) to be mulched with a minimum 4 inches of mulch. Mulch type to be
double shredded hardwood mulch.
5. All annual and perennial beds to be tilled to a minimum depth of 18 inches and amended with 4 inches of organic material.
Mulch planted beds with 3 inch depth of pine bark mini nuggets.
6. Planting holes to be dug a minimum of twice the width of the root ball of both shrubs and tree. Amend backfill with topsoil
mix. Backfill and tamp bottom of hole prior to planting so top of root ball does not settle below surrounding grade.
7. Topsoil Mix to be 4 parts screened topsoil and 1 part organic material (i.e. Nature's Helper or Pro Mix).
8. Existing grass in proposed planting areas is to be removed and area to be hand raked to remove all rocks and debris larger
than 1 inch in diameter prior to planting shrubs.
9. Soil to be tested to determine fertilizer and lime requirements. Lime and fertilizer to be distributed prior to laying sod.
10. Sod to be delivered fresh (Cut less than 24 hours prior to arriving on site), laid immediately, rolled and watered thoroughly
within one hour of installation.
11. All changes to design and/or plant substitutions are to be authorized by the Landscape Architect at Manley Land Design -
770.442.8171
12. All parking islands to be bermed 6" - 10" with clean friable topsoil prior to planting.
13. All landscaping shall be installed in conformance with ANSI Z60.1 the "American Standard for Nursery Stock", and the latest
accepted standards of the American Association of Nurserymen.
14. Site to be 100% irrigated by an automatic underground irrigation system.
15. The Landscape Contractor shall guarantee all plants installed for one full year from date of acceptance by the owner. All
plants shall be alive and at a vigorous rate of growth at the end of the guarantee period. The Landscape Contractor shall not
be responsible for acts of God or vandalism.
16. Any plant that is determined dead, in an unhealthy or unsightly condition, lost its shape due to dead branches or other
symptoms of poor, non -vigorous growth shall be replaced by the Landscape Contractor with the cost of the replacement
included in the bid or proposal price.
17. Stake all evergreen and deciduous trees.
18. Remove all stakes and guying from all trees after one year from planting.
19. Water thoroughly twice in the first 24 hours and apply mulch immediately.
20. The plant quantities are for the contractor's convenience, all numbers must be verified.
, 4111111111W
manie
L__ ---'
Landscape Architecture
770.442.8171 tel
770.442.1123 fax
Manley Land Design, Inc.
51 Old Canton Street
Alpharetta, Georgia 30009
manleylanddesign.com
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REVISION SCHEDULE
NO. DATE DESCRIPTION
MILD PROJECT # 2019119
DRAWN BY ADN
CHECKED BY SLIM
DATE 10.31.19
Landscape Details
Lml 01