20140662 Ver 1_Stormwater Approval_20150129

LETTER OF TRANSMITTAL
To Mrs Cherne Smith
MCADAMS
Date
NC Division of Water Resources
Wetlands and Stormwater Branch
1650 Mail Service Center
Raleigh, North Carolina 27699
Re NTA Yard Expansion
DWQ 401 Submittal
I am sending you the following item(s)
January 27. 2015
REGULAR MAIL
Job No DKE -14000
COPIES
DATE
NO.
DESCRIPTION
1
Digital Copy of Approved Stormwater Management
Plan
These are transmitted as checked below
❑ As requested
❑ For approval
❑ For review and comment
Remarks
Copy to
❑ For your use
® For Review
Signed
George Buchholz, RE PWS
Environmental
Consultant/Project Manager
Raleigh- Durham Charlotte
2905 Meridian Parkway 11301 Carmel Commons Blvd , Suite 111
Durham, North Carolina 27713 Charlotte, North Carolina 28226
(919) 361 -5000 (704) 527 -0800
Designing Tomorrow's Infrastructure & Communities
McAdamsCoxom

The John R McAdams
Company, Inc
Raleigh / Durham, NC
2905 Meridian Parkway
Durham, North Carolina 27713
(919) 361 -5000
Charlotte, NC
11301 Carmel Commons Blvd,
Suite 111
Charlotte North Carolina 28226
(704) 527 -0800
�J McADAMS
January 27, 2015
Mrs. Cheme Smith
NC Division of Water Resources
Wetlands and Stormwater Branch
1650 Mail Service Center
Raleigh, North Carolina 27699
0P @rR 0WLT
JAN 2 9 2015
DENR -WATER RESOURCES
Re: Approval of 401 Water Quality Certification with Additional
Conditions (DWR #14 -0662)
Duke Energy Progress — Garner Mechanical Boulevard Complex —
NTA Yard Expansion
Garner, Wake County, North Carolina
DKE -14000
Dear Mrs. Smith:
Condition Number 2 of the issued Approval of 401 Water Quality
Certification with Additional Conditions (DWR #14 -0662; July 22, 2014),
requires the applicant to provide one copy (hard copy or digital) of the
approved Stormwater Water Management Plan, including plan details on full -
sized plan sheets, with proof of the Town of Garner's approval. Therefore
attached is a digital CD of the approved Stormwater Water Management Plan,
including plan details on full -sized plan sheets, with proof of the Town of
Garner's approval. If you should have any questions or require additional
information, please do not hesitate to contact me at (919) 287 -0890.
Sincerely,
The John R. McAdams Company, Inc.
George Buchholz, REM, PVroject Environmental Consultant/ Manager
Attachments: Listed above
McAdamsCo com Designing Tomorrow's Infrastructure & Communities

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PROPERTY OWNER: DUKE ENERGY PROGRESS, INC.
OWNER ADDRESS: P.O. BOX 1771
RALEIGH, NC 27602
PROPERTY ADDRESS: 1414 MECHANICAL BLVD.
GARNER, NC 27529
EXISTING ZONING: 1 -2 HEAVY INDUSTRIAL
EXISTING USE: INDUSTRIAL SITE /STORAGE
PROPOSED REVISIONS: STORMWATER POND /STORAGE YARD ADDITION IMPROVEMENTS
PIN #S /DEED ACREAGES: 1701982082 (50.96 ACRES)
1711084402 (16.98 ACRES)
TOTAL SITE AREA: 3,010,081 SF (69.10 ACRES)
EXISTING IMPERVIOUS OVERALL SITE: 1,828,270 SF (41.97 ACRES) 60.747.
PROPOSED IMPERVIOUS SURFACE: 152,613 SF (3.50 ACRES)
PROPOSED IMPERVIOUS OVERALL SITE: 1,980,883 SF (45.47 ACRES) 65.81%
SITE AREA = 3,010,081 SF (69.10 ACRES)
TREE COVERAGE REQUIRED: 10% OF SITE AREA = 301,008 SF (6.91 ACRES)
TREE COVERAGE PROVIDED (2012) = 320,537 SF (7.36 ACRES)
TREE COVERAGE REMOVED = 19,491 (0.45 ACRES)
FINAL TREE COVERAGE PROVIDED: 301,046 SF (6.91 ACRES)
DIMENSIONAL STANDARDS 1 -2:
MINIMUM LOT WIDTH: 100 FEET
FRONT /STREET YARD: 50 FEET
CORNER LOT SIDE YARD: 35 FEET
MAXIMUM HEIGHT' NONE
NOTE: REAR AND SIDE YARDS ARE NOT REQUIRED. THE SITE IS ADJACENT TO THE SB AND OTHER 1 -2
ZONING DISTRICTS. SIDE AND REAR YARDS APPLY ONLY WHEN THE LOT IS ADJACENT TO A RESIDENTIAL, NC,
NO OR 01 DISTRICT.
BOUNDARY BUFFERS:
NORTHERN PROPERTY LINE:
WESTERN PROPERTY LINE:
EASTERN PROPERTY LINE:
ALONG ROW:
GENERAL SITE
20 FEET ADJ. TO RALEIGH /25' ADJ. TO 1 -2 COMMERCIAL
20' ADJ. TO VACANT SB /45 FEET ADJACENT TO ONE
SINGLE FAMILY HOME.
25' ADJ. TO A RAILROAD /15' ADJACENT TO 1 -2
(SEE NOTES BELOW)
PLAN NOTES:
STREET TREES WERE REQUIRED AT THE TIME OF THE ORIGINAL APPROVAL ALONG THE ROAD ROW. AT THIS
TIME, NO CHANGES TO THOSE STREET TREES OR THE REQUIREMENTS ARE BEING SOUGHT, A STREET BUFFER
IS NOT REQUIRED, YET A 50 STREET SETBACK/YARD IS REQUIRED AS SHOWN ON THE PLAN.
THE LANDSCAPE AND TREE PROTECTION ORDINANCE (SECTION 7.1 OF THE UDO) IS NOT APPLICABLE TO THE
PROPOSED PHASE 1 AND 2 SITE IMPROVEMENTS. WITHIN AN INDUSTRIAL DISTRICT OR USE, ANY INCREASE IN
THE GROSS FLOOR AREA OF THE BUILDING, DEVELOPED AREA, OR SITE BY 20% OR MORE, OR 5,000 SQUARE
FEET, WHICHEVER IS LESS REQUIRES LANDSCAPE IMPROVEMENTS. SINCE PHASES 1 AND 2 ARE SIMPLY
CONSTRUCTION DRAWING LEVEL IMPROVEMENTS WITHOUT PROPOSING ANY BUILDING IMPROVEMENTS, THIS
SECTION WAS DEEMED NOT APPLICABLE. PHASES 1 AND 2 INCLUDE; STORM DRAINAGE AND GRADING
IMPROVEMENTS; THE CONSTRUCTION OF POND #1; REVISIONS TO PONDS #2 AND #3; AND INTERNAL
TRAFFIC /CIRCULATION IMPROVEMENTS. AT THE TIME OF THE CONSTRUCTION DRAWING PROCESS FOR PHASE 3,
THE LANDSCAPE ORDINANCE WILL BE REVIEWED AGAIN WITH THE PLANNING DIRECTOR TO DETERMINE ITS
APPLICABILITY.
SMOKE, ODORS, SOUND LEVELS, VIBRATION LEVELS AND OTHER STANDARDS, BASED ON UDO SECTION 6.9
NONRESIDENTIAL DISTRICT INDUSTRIAL PERFORMANCE STANDARDS, SHALL APPLY.
PARKING IS NOT CHANGING WITH THIS OVERALL SITE PLAN OR CONSTRUCTION DRAWINGS. PARKING
REQUIREMENT IS BASED ON WAREHOUSE AND FREIGHT MOVEMENT USE:
STORAGE: 1 SPACE FOR EVERY 2 EMPLOYEES ON THE MAX SHIFT NOT LESS THAN 1 PER 5,000 SF
OF AREA DEVOTED TO USE (WHETHER INSIDE OR OUT)
IF PARKING IS REQUIRED FOR PHASE III AND /OR CHANGED, PARKING PROPOSED CALCULATIONS WILL BE
PROVIDED.
VICINTl'Y MAP
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11111,, irj�
D1 N I! i�'01 '1 0 1 a !M I] I o F4OA
91143 [A k`vlvallll
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NORTH CAROLINA ONE -CALL CENTER
CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (1 -800- 632 -4949)
AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION
TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR
OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE CALL ".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
DATE: NOVEMBER 4, 2014
OWNER:
DUKE ENERGY PROGRESS, INC.
P.O. BOX 1771
RALEIGH, NC 27602
S A _
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GENERAL CONDITIONS OF APPROVAL
SPECIAL COMMONS OF APPROVAL
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SHEET MMEX
C -1.1
EXISTING CONDITIONS PLAN
C -1.2
EXISTING CONDITIONS PLAN
C -2
OVERALL. SITE PLAN
C -3
OVERALL GRADING PLAN
C -4
GRADING PLAN (NORM
C -5
GRADING PLAN (SOUT"
C -6
EROSION CONTROL PLAN (NORT"
C -7
EROSION CONTROL PLAN (SOUTT3j
IS-1
LANDSCAPE PLAN
D -1
EROSION CONTROL DETAILS
D -2
EROSION CONTROL DETAILS
D -3
STIR DETAILS
D -4
SMRM DRAINAGE DETAILS
SW-4A
SMRMWATER MANAGEMENT FACIIdf #4 PLAN VIEW
SW-4B
STORMWATER MANAGEMENT FACILITY #4 DETAILS
SW--4C
STORMWATER MANAGEMENT FACIIM #4 DETAILS
SW--4D
STORMWATER MANAGEMENT FACR= #4 DETAILS
SW-4E
STORMWATER MANAGEMENT FACILITY #4 DETAILS
SW-4F
ST`ORMWATER MANAGEMENT FACILITY #4 DETAILS
SW-4G
SMRMWATER MANAGEMENT FACHM #4 DETAILS
SW-4LS
SMRMWATER MANAGEMENT FACILITY #4 LANDSCAPE PLAN
il
THE JOHN R. McADAMS
COMPANY, INC.
2905 Meridian Parkway
Durham, North Carolina 27713
License No.: C -0293
(800) 733 -5646 ■ McAdamsCo.com
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

GENERAL NOTES
1. THIS IS A SURVEY OF AN EXISTING PARCEL(S) OF LAND. THIS IS
A TOPOGRAPHIC SURVEY.
2. BEARINGS FOR THIS SURVEY ARE BASED ON NC GRID NAD 83
USING GPS METHOD.
3. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES.
4. AREA BY COORDINATE GEOMETRY.
5. REFERENCES: BOM 2003, PG 1445
BOM 1974, PG 122
6. U11LITY STATEMENT
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS BY
MCKIMMON \EDWARDS \HITCH ARCHETECTS ENTITLED CAROLINA
POWER AND LIGHT GARNER LOOP ROAD COMPLEX DATED
2 -19 -1982; QTS ENGINEERING P.C. ENTITLED CAROLINA POWER
AND LIGHT COMPANY GARNER TRANSFORMER REPAIR SHOP OIL
TANKS SECONDARY CONTAINMENT & SITE MODS. PRE - EXISTING
SITE PLAN DATED 4 -24 -1998; THE SURVEYOR MAKES NO
GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE
ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT
THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT
LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY
ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION
AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE
UNDERGROUND UTILITIES.
7. NO GRID MONUMENTS FOUND WITHIN 2000' OF SITE
8. ELEVATIONS FOR THIS SURVEY ARE BASED ON NAVD 88
9. TOPO DATED /FROM FIELD SURVEY ON 05 -03 -2010.
10. STORM DRAIN DATED /FROM FIELD SURVEY ON 09 -05 -2013
BYRD, VICTOR: ROGER BRENT
5.14 ACRES
ZONING: SB
20' BUFFER USE: VACANT
t
)F BANK, BOTH SIDES)
15' BUFFER
CLASS 6 ADJACENT TO CLASS 6
STATE OF NORTH CAROLINA
98.77 ACRES
ZONING: RALEIGH —O&I -1
USE: EXEMPT
PIN: 1702806512
LEGEND
AMC
HVAC UNIT
0
YARD INLET
*&
BACK FLOW PREVENTER
0
BOLLARD
®
CALCULATE POINT
I"
CATCH BASIN.
®
WATER METER
©
CLEAN OUT
®
STORM DRAIN MANHOLE
xc
FIRE HYDRANT
®
ELECTRICAL BOX
®
EXISTING CONCRETE MONUMENT
®
ELECTRICAL RECEPTACLE
©
ELECTRICAL TRANSFORMER
I3)
FLARED END SECTION
4
FIRE EXTINQUISER
P
FLAGPOLE
may
GUY WIRE
GAS VALVE
HANDICAP PARKING SPACE
0
JUNCTION BOX
#
LIGHT POLE
O
MAILBOX
A
NAIL
-o-
SIGN
0
SANITARY SEWER MANHOLE
Qb
SERVICE POLE
a
SEWER VALVE
ED
TELEPHONE BOX
Oc
TREE —CEDAR
GOO
TREE —OAK
TREE —PINE
ccb
UTILITY POLE.
0
WATER MANHOLE
A
WATER VALVE
SD
STORM DRAIN PIPE
OU
OVERHEAD UTILITY LINES
W
WATER LINE
SS
SANITARY SEWER LINE
T
TELEPHONE LINE
G
GAS LINE
UE
UNDERGROUND ELECTRIC
UT
UNDERGROUND TELEPHONE
—X
X—
FENCE LINE
WETLAND
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
■
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i
PPF

WETLAND
AV CM {HAD 89}
cADAMS
CHORD
DISTANCE
DELTA
TANGENT
602.52'
26'55'00"
309.77
200.29'
8"12'42"
100.40
380.73'
14'51'20"
191.98
WETLAND
AV CM {HAD 89}
cADAMS
LEGEND
©
HVAC UNIT
❑
YARD INLET
v
BACK FLOW PREVENTER
0
BOLLARD
L
CALCULATE POINT
I"
CATCH BASIN
®
WATER METER
©
CLEAN OUT
®
STORM DRAIN MANHOLE
9
FIRE HYDRANT
©
ELECTRICAL BOX
®
EXISTING CONCRETE MONUMENT
®
ELECTRICAL RECEPTACLE
©
ELECTRICAL TRANSFORMER
m
FLARED END SECTION
4
FIRE EX11NQUISER
P
FLAGPOLE
WY
GUY WIRE
GAS VALVE
E
HANDICAP PARKING SPACE
❑
JUNCTION BOX
LIGHT POLE
10
MAILBOX
®
NAIL
-Q-
SIGN
0
SANITARY SEWER MANHOLE
03
SERVICE POLE
9,
SEWER VALVE
Fil
TELEPHONE BOX
LINE TABLE
(C
TREE -CEDAR
LINE
BEARING
DISTANCE
(DO
L1
S 14'00'38" W
97.92'
TREE -OAK
L2
S 14'28'04" W
125.33'
OP
TREE -PINE
L3
S 12'44'56" W
66.78'
Co-,
UTILITY POLE.
L4
S 57'28'28" W
47.98'
L5
S 58'35'06" W
35.12'
0
WATER MANHOLE
L6
S 56'07'04" W
28.36'
a
WATER VALVE
L7
S 25'06'21" W
19.87'
L8
S 72'38'51" W
29.82'
SD
L9
S 75'10'59" W
72.27'
STORM DRAIN PIPE
L10
S 73'05'05" W
28.52'
_OU_
OVERHEAD UTILITY LINES
L11
N 89'50'45" W
17.43'
L12
N 55'46'38" W
13.84'
W
WATER LINE
L13
S 50'59'11" W
6.41'
SS
SANITARY SEWER LINE
L14
S 19'25'28" W
10.15'
L15
S 71'32'05" W
7.98'
T
TELEPHONE LINE
L16
N 36'27'34" W
16.09'
G
GAS LINE
L17
N 83'17'20" W
32.70'
L18
S 87'30'42" W
27.98'
UE
UNDERGROUND ELECTRIC
L19
N 75'42'00" W
40.03'
UT
UNDERGROUND TELEPHONE
L20
N 84'37'39" W
21.01'
L21
I S 00'01'02" W
50.07'
-X
X-
FENCE LINE
WETLAND
AV CM {HAD 89}
cADAMS

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BYRD, VICTOR: ROGER BRENT
0.86 ACRES /
ZONING: SB
USE: SINGLE FAMILY
RESIDENTIAL /BUSINESS >f
PIN: 1701874686 // r
f�mm _
WET POND ACCESS /MAINTENANCE
EASEMENT (DASHED LINE - TYP.)
P
50' FRONT /STREET
YARD
/ n
/
fi I
?� I
EXISTING
GARNER -TRYON H LLS
�15 KV SUBSTA N
#� I
I I
45' BUFFER
/i CLASS 6 ADJACENT
li TO CLASS 3
EXISTING FIELD =
LOCATED WETLANDS
x =777
m�
GRAVEL / I
Fl
EXISTING 70' M r- I
MILBURNE- METHOD -SELMA 18
115 KV LINE RIGHT -OF -WAY GRAVEL l ,
GRAVEL STORAGE YARD 1 M I
REGRADING AND STORM PIPE
/ `�v NSTALLATION
o
ASPHALT
...
eAl
11La
BYRD, VICTOR: ROGER BRENT
5.14 ACRES
ZONING: SB
USE: VACANT
PIN: 1701884197
20' BUFFER
CLASS 6 ADJACENT
TO SB VACANT
0
1 EXISTING 50' CIT,4 OF
s RALEIGH RAW WAT�RLINE
r EASEMENT
_ _ x BOM 2003, PG 1 1�45
GRAVEL STORAGE
YARD REGRADING CH,iN LINK _
F OCE (SEE
CONCRETE DE AIL SHEET
D -3)
€ ro
F
t t S
t
ASPHALT i
FIELD LOCATED
TOP OF BANK
50' NEUSE RIPARIAN BUFFER
(MEASURED 50' FROM TOP OF
BANK, BOTH SIDES)
CHAIN -LINK FENCE (SEE
DETAIL SHEET D -3)
1 I 8 p i J 7 R
EXISTING 20' TOWN OF s / 4 ; r /
GARNER WATERLINE €fi { PAP
EASEMENT KING 1 t # z z,a, w € Za
l d fF Nf�� f\
° \
Ti
DB 8410, PG 576 / t f s t T 00 \ h
l' S`; Q- qy y "=e.. �i �`• ��p...*I "�` -:1.` \ `, !n°' / \ u .fit
CONCRETE
/ g� y ,, ;€
4� 2 STORY OFFIC\ E /
/ , /
BUILDING
� i \
ASPHALT n CONCRETE
PARKING
zk
MAINTENANCE �OApfH a \ \
GARAGE / j © v� � ,%� v D `
ASPHALT / / " a I r '� /�\ <Oid �\(
0 W PARKING
r
O , . �./ /ASPHALT / ..,�
co s ~' wh f °� 4 M A O / !" PARKING J /2 \ o� WAREHI `�/ / -- 'CONCRETE - 41
ASPHALT STORAGE
YARD ADDITION
� . a / ! • e / / j = 15' BUFFER
ASPHAL C CLASS 6 AD
JACENT 4, �\ ' PARKING �
TO CLASS 6
r ` CANOPY jie
Y
4 \Y
1 1 J t METERINGS
OPERATIONS WAREHOUSE
BUILDING
I
J
2`
f �Ql WAREHOUSE ,
GRAVEL , JI � v
\ l /
- - - m - ° � /POZ ASPHALT DOCK \
ASPHALT / % _7 ..
s
7
GRAVEL
DD
/, PARKING 3 GRAVEL ya COtJCRETsv
50 FRONT /STREET / 1 v L _PINIC� v CoNC
YARD ' ( sFIE(�TER
f \ i
/ ADMIN
i w.R' AfIQN
PARKING, o - PHALT IST
'\
Q,. it
�
L COVER
LOADING
i
s - c - - G -G�" / Q I J \ DOCK 4 TRANSFORMER 1 X
- - --�- - - ff_. ;'U l/ L✓ //� / \ \ \ /RAMP S IN- BUILOI SSING f
/ TRANSFORMER
REPAIR
CONCRETE
L n - — - — - — - — - - J y ASPHALT € €st z FOND Y ` r \ \S°\ f \ \ I J / `If CONCRETE % ASPHALT
1 / I GRAVEL 3
F ? PARKING { a
Hlgi BAY
z !>/ PAINT V L SHOP f '°
SHOP d
1 �M
CONCRETE �
/
EXISTING 30 CITY OF c! SHOP
GRAVEL \ \ ° A 4 -f
F,
PARKING - \ s �S o'O'O 1
-• z RALEIGH WATERLINE
EASEMENT
RLI
a _ - + + I
- — —
r
02 w __w. .M..,_ wK _
F
a.
s
y
JL_ PROPOSED CITY OF "3 � i-- y----- - - - - -- -------------- = - - - -- -------------- - - -,.�
Al RALEIGH SANITARY SEWER EXISTING 10' CITY 15' BUFFER Fi
EASEMENTI
OF RALEIGH CLASS 6 ADJACENT ` `
SANITARY SEWER TO CLASS 6 t ASPHALT
CONCRETE
IL
EASEMENT
DB 2013, PG 948 GRAVEL f�
ASF'NT .( - -0- -01 o- - r o - o - -o- -4
o
NORTHERN /
NEWS &OBSERVER PUBLISHING I a s TRANSMISSION AREA 1
13.27 ACRES
ZONING: 1 -2 FIELD LOCATED I I - J °, I- -
TOP OF BANK I (> �� - -o tr - - ��
USE: WAREHOUSE r_ ") r - I I
PIN: 1711074083
' , I
50' NEUSE RIPARIAN BUFFER xel POND 3 I s I ASPHALT i I CONCRETE GRAVEL
(MEASURED 50' FROM TOP OF
BANK BOTH SIDES)
'
EXISTING 30...,CITY, OF
� i
P i RALEIGH WATERLINE
EASEMENT
- BOM 2008, PG 1494
15' BUFFER _e
J
CLASS 6 ADJACENT \ — — =`_ =+- ° L
GRAVEL
TO CLASS 6
EXISTING NORFOLK &,A ~ C GRAVEL
SOUTHERN RAIL CORRIDOR " "� -
25' BUFFER
--+
CLASS 6 ADJACENT TO -
CLASS 5 RR TRACKS - ►.a ,
PROGRESS ENERGY SITE DATA:
PROPERTY OWNER:
DUKE ENERGY PROGRESS, INC.
OWNER ADDRESS:
P.O. BOX 1771
EXISTING IRON PIPE
RALEIGH, NC 27602
PROPERTY ADDRESS:
1414 MECHANICAL BLVD.
GARNER, NC 27529
EXISTING ZONING:
1 -2 HEAVY INDUSTRIAL
EXISTING USE:
PROJECT ENERGY INDUSTRIAL SITE /STORAGE
PROPOSED REVISIONS:
STORMWATER POND /PARKING LOT ADDITIONS
PIN #S /DEED ACREAGES:
1701982082 (50.96 ACRES)
(C
1711084402 (16.98 ACRES)
TOTAL SITE AREA:
3,010,081 SF (69.10 ACRES)
EXISTING IMPERVIOUS OVERALL SITE:
1,813,615 SF (41.63 ACRES) 60.25%
PROPOSED IMPERVIOUS SURFACE:
152,613 SF (3.50 ACRES)
PROPOSED IMPERVIOUS OVERALL SITE: 1,980,883 SF (45.47ACRES) 65.807.
TREE COVERAGE REQUIRED: 10% OF SITE AREA = 301,008 SF (6.91 AC)
TREE COVERAGE PROVIDED: 301,046 SF (6.91 AC)
DIMENSIONAL STANDARDS 1 -2:
it
MINIMUM LOT WIDTH:
100 FEET
FRONT /STREET YARD:
50 FEET
CORNER LOT SIDE YARD:
35 FEET
MAXIMUM HEIGHT:
NONE
NOTE: REAR AND SIDE YARDS ARE NOT REQUIRED. THE SITE IS ADJACENT TO THE SB AND OTHER 1 -2
ZONING DISTRICTS. SIDE AND REAR YARDS APPLY ONLY WHEN THE LOT IS ADJACENT TO A RESIDENTIAL, NC,
NO OR 01 DISTRICT.
BOUNDARY BUFFERS:
NORTHERN PROPERTY LINE:
20 FEET ADJ. TO RALEIGH /25' ADJ. TO 1 -2 COMMERCIAL
WESTERN PROPERTY LINE:
20' ADJ. TO VACANT SB /45 FEET ADJACENT TO ONE
STO R M DRAINAGE INAGE MANHOLE
SINGLE FAMILY HOME.
EASTERN PROPERTY LINE:
25' ADJ. TO A RAILROAD /15' ADJACENT TO 1 -2
ALONG ROW:
(SEE NOTES BELOW)
STATE OF NORTH CAROLINA
98.77 ACRES
ZONING: RALEIGH -0 &I -1
USE: EXEMPT
PIN: 1702806512
—x
- - , �_-,a,:.
15' BUFFER
CLASS 6 ADJACENT
TO CLASS 6
—x —x x —x x x x'
CHAIN LINK FENCE (SEE
DETAIL SHEET D -3)
X�x ^x\ I
k ,
GRAVEL STORAGE
YARD ADDITION
x
I
CHAIN LINK FENCE
(SEE DETAIL SHEET x
D -3)
x
EXISTING 30' CITY OF
RALEIGH WATERLINE
EASEMENT j
BOM 2008, PG 1494
,
17.5' LANDSCAPE BUFFER
(EXISTING VEGETATION)
GENERAL SITE PLAN NOTES:
STREET TREES WERE REQUIRED AT THE TIME OF THE ORIGINAL APPROVAL ALONG THE ROAD ROW. AT THIS
TIME, NO CHANGES TO THOSE STREET TREES OR THE REQUIREMENTS ARE BEING SOUGHT. A STREET BUFFER
IS NOT REQUIRED, YET A 50 STREET SETBACK/YARD IS REQUIRED AS SHOWN ON THE PLAN.
THE LANDSCAPE AND TREE PROTECTION ORDINANCE (SECTION 7.1 OF THE UDO) IS NOT APPLICABLE TO THE
PROPOSED PHASE 1 AND 2 SITE IMPROVEMENTS. WITHIN AN INDUSTRIAL DISTRICT OR USE, ANY INCREASE IN
THE GROSS FLOOR AREA OF THE BUILDING, DEVELOPED AREA, OR SITE BY 20% OR MORE, OR 5,000 SQUARE
FEET, WHICHEVER IS LESS REQUIRES LANDSCAPE IMPROVEMENTS. SINCE PHASES 1 AND 2 ARE SIMPLY
CONSTRUCTION DRAWING LEVEL IMPROVEMENTS WITHOUT PROPOSING ANY BUILDING IMPROVEMENTS, THIS
SECTION WAS DEEMED NOT APPLICABLE. PHASES 1 AND 2 INCLUDE; STORM DRAINAGE AND GRADING
IMPROVEMENTS; THE CONSTRUCTION OF POND #1; REVISIONS TO PONDS #2 AND #3; AND INTERNAL
TRAFFIC /CIRCULATION IMPROVEMENTS. AT THE TIME OF THE CONSTRUCTION DRAWING PROCESS FOR PHASE 3,
THE LANDSCAPE ORDINANCE WILL BE REVIEWED AGAIN WITH THE PLANNING DIRECTOR TO DETERMINE ITS
APPLICABILITY.
SMOKE, ODORS, SOUND LEVELS, VIBRATION LEVELS AND OTHER STANDARDS, BASED ON UDO SECTION 6.9
NONRESIDENTIAL DISTRICT INDUSTRIAL PERFORMANCE STANDARDS, SHALL APPLY.
PARKING IS NOT CHANGING WITH THIS OVERALL SITE PLAN OR CONSTRUCTION DRAWINGS. PARKING
REQUIREMENT IS BASED ON WAREHOUSE AND FREIGHT MOVEMENT USE:
FT
STORAGE: 1 SPACE FOR EVERY 2 EMPLOYEES ON THE MAX SHIFT NOT LESS THAN 1 PER 5,000 SF
OF AREA DEVOTED TO USE (WHETHER INSIDE OR OUT)
IF PARKING IS REQUIRED FOR PHASE III AND /OR CHANGED, PARKING PROPOSED CALCULATIONS WILL BE
PROVIDED.
15' BUFFER
CLASS 6 ADJACENT
TO 1 -2 VACANT
NO GRtD (MAD 83)
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 ft.
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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DESIGNED BY: M D W
DRAWN BY: M D W
SCALE: 1 " =100'
DATE: 07-25-2014
SHEET NO. C-2
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LEGEND
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3.33 ACRES
ZONING: 1 -2
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USE: OUTDOOR COMMERCIAL /STORAGE
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PIN: 1711092287
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SCALE: 1 " =100'
DATE: 07-25-2014
SHEET NO. C-2
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FILENAME: DKE14000 -OAG1
DESIGNED BY: MDW
DRAWN BY: M D W
SCALE: 1 " =100'
DATE: 07 -25 -2014
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—TP TP TP TREE PROTECTION
LD LD LIMITS OF DISTURBANCE
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252
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--------------- --
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10' CONTOUR
2' CONTOUR
EXISTING 10' CONTOUR
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STATE OF NORTH CAROLINA
98.77 ACRES
ZONING: RALEIGH -O &I -1
USE: EXEMPT
PIN: 1702806512
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CLASS 6 ADJACENT TO
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DI 201
T/G= 360.87
INV OUT= 357.02
STONE MULLINS, LLC
3.33 ACRES
ZONING: 1 -2
USE: OUTDOOR COMMERCIAL /STORAGE
PIN: 1711092287
PROPERTY LINE
'--- VELOCITY DISSIPATOR
23'L X 7.5'W X 18" Thck
NCDOT CLASS 'B' RIP RAP
BMP OUTLET
(SEE SW SHEETS)
NC CRID (NAD 83)
GRADING NOTES
1. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST NORTH CAROLINA DEPARTMENT OF NATURAL RESOURCES
(NCDENR) AND TOWN OF GARNER STANDARDS AND SPECIFICATIONS.
2. ELEVATIONS ARE BASED ON AN FIELD TOPOGRAPHICAL SURVEY PERFORMED BY THE JOHN R. MCADAMS
COMPANY ON 11/09.
3. GRADING AND CONTOURS ARE BASED ON NORTH AMERICAN VERTICAL DATUM 88 (NAVD88).
4. EQUIPMENT AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED PROVIDED APPROVAL HAS BEEN
OBTAINED FROM THE OWNER IN WRITING PRIOR TO ORDERING OR INSTALLATION. THE CONTRACTOR SHALL WAIVE
ANY CLAIM FOR ADDITIONAL COST RELATED TO THE SUBSTITUTION OF ALTERNATE EQUIPMENT.
5. CONTRACTOR SHALL MAINTAIN AN AS- BUILT"' SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF ALL
PIPING PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER UPON COMPLETION OF THE
PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER.
6. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED /RESTORED TO THEIR ORIGINAL
CONDITION OR TO THE SATISFACTION OF THE OWNER BY THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
7. SOIL UNDER BUILDINGS AND PAVED AREAS SHALL BE APPROVED, PLACED AND COMPACTED AS RECOMMENDED
BY A GEOTECHNICAL ENGINEER.
8. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS MAY NOT SHOW EVERY OFFSET, TRANSITION, FITTING, ETC.
THAT MAY BE REQUIRED. THE CONTRACTOR SHALL INSTALL SUCH STANDARD APPURTENANCES AS REQUIRED
TO CLOSELY FOLLOW THE GRADES AND ALIGNMENTS DEPICTED ON THE PLANS
9. CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (1 -800- 632 -4949) AT LEAST 48 HOURS PRIOR TO
BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT
ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE
CALL". REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
10. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH THE APPROPRIATE UTILITY
COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS,
ETC.).
11. EXISTING UTILITIES SHOWN ARE BASED ON PROPOSED CONDITIONS AND THE BEST AVAILABLE RECORDS. THE
CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. ANY DISCREPANCIES BETWEEN
ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
12. PRIOR TO STARTING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL HOLD A PRE - CONSTRUCTION
CONFERENCE WITH A REPRESENTATIVE OF THE OWNER, THE SITE CONTRACTOR, AND NCDENR.
13. PRIOR TO GRADING, THE CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING AND CALL THE TOWN OF
GARNER PLANNING DEPARTMENT FOR AN INSPECTION.
14. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR
TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO
PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION
SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY
ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
15. ALL EXISTING FENCING TO REMAIN THAT IS REMOVED /RELOCATED FOR CONSTRUCTION PURPOSES SHALL BE
REPLACED /REINSTALLED AFTER CONSTRUCTION TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF
THE OWNER BY THE CONTRACTOR.
GRAVEL NOTES
1. SEE DETAIL SHEET D -3 FOR GRAVEL PARKING LOT SECTION.
2. ALL PROPOSED PARKING LOT ADDITIONS SHALL INCLUDE GRAVEL 1' PAST THE PROPOSED FENCE LINE.
GRAPHIC SCALE
40 0 20 40 80
I inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FILENAME: DKE14000 -G1
DESIGNED BY: MDW
DRAWN BY: M D W
SCALE: 1 " =40'
DATE: 07 -25 -2014
SHEET N0.
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INV IN= 358.0' J `\
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INV IN= 360.1'
INV OUT= 357.5'
ADJUST AND CONVERT-
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1. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST NORTH CAROLINA DEPARTMENT OF NATURAL RESOURCES (NCDENR) AND TOWN OF GARNER
STANDARDS AND SPECIFICATIONS.
2. ELEVATIONS ARE BASED ON AN FIELD TOPOGRAPHICAL SURVEY PERFORMED BY THE JOHN R. MCADAMS COMPANY ON 11/09.
3. GRADING AND CONTOURS ARE BASED ON NORTH AMERICAN VERTICAL DATUM 88 (NAVD88).
4. EQUIPMENT AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED PROVIDED APPROVAL HAS BEEN OBTAINED FROM THE OWNER IN
WRITING PRIOR TO ORDERING OR INSTALLATION. THE CONTRACTOR SHALL WAIVE ANY CLAIM FOR ADDITIONAL COST RELATED TO THE
SUBSTITUTION OF ALTERNATE EQUIPMENT.
5. CONTRACTOR SHALL MAINTAIN AN "AS- BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF ALL PIPING PRIOR TO CONCEALMENT.
DRAWINGS SHALL BE GIVEN TO THE OWNER UPON COMPLETION OF THE PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER.
6. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED /RESTORED TO THEIR ORIGINAL CONDITION OR TO THE
SATISFACTION OF THE OWNER BY THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
7. SOIL UNDER BUILDINGS AND PAVED AREAS SHALL BE APPROVED, PLACED AND COMPACTED AS RECOMMENDED BY A GEOTECHNICAL ENGINEER.
8. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS MAY NOT SHOW EVERY OFFSET, TRANSITION, FITTING, ETC. THAT MAY BE REQUIRED. THE
CONTRACTOR SHALL INSTALL SUCH STANDARD APPURTENANCES AS REQUIRED TO CLOSELY FOLLOW THE GRADES AND ALIGNMENTS DEPICTED ON
THE PLANS
9. CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (1- 800 -632 -4949) AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION OR
EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR
SERVICES INDEPENDENT OF "NORTH CAROLINA ONE CALL". REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
10. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH THE APPROPRIATE UTILITY COMPANIES FOR ANY REQUIRED
RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
11. EXISTING UTILITIES SHOWN ARE BASED ON PROPOSED CONDITIONS AND THE BEST AVAILABLE RECORDS. THE CONTRACTOR SHALL VERIFY
CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE REPORTED
TO THE ENGINEER IMMEDIATELY.
12. PRIOR TO STARTING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL HOLD A PRE - CONSTRUCTION CONFERENCE WITH A REPRESENTATIVE OF
THE OWNER, THE SITE CONTRACTOR, AND NCDENR.
13. PRIOR TO GRADING, THE CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING AND CALL THE TOWN OF GARNER PLANNING DEPARTMENT FOR
AN INSPECTION.
14. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR
SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES.
NO EXTRA COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON
THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
15. ALL EXISTING FENCING THAT 1S REMOVED /RELOCATED FOR CONSTRUCTION PURPOSES SHALL BE REPLACED /REINSTALLED AFTER CONSTRUCTION
TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF THE OWNER BY THE CONTRACTOR.
L- ADJUST JUNCTION
BOX TOP
\ ,RIM= 363.25'
REMOVE`
EXISTING FENCE 1
TO HERE
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TREE COVERAGE AREA #1
EXISTING: 185,075 SF
PROPOSED: 165,584 SF
STATE OF NORTH CAROLINA
98.77 ACRES
ZONING: RALEIGH -0 &I -1
USE: EXEMPT
PIN: 1702806512
TREE PROTECTION
FENCE (TYP.)
LINE
GRAVEL NOTES
1. SEE DETAIL SHEET D -3 FOR GRAVEL STORAGE YARD SECTION.
2. ALL PROPOSED STORAGE YARD ADDITIONS SHALL INCLUDE GRAVEL 1' PAST THE PROPOSED FENCE LINE.
ASPHALT NOTES
1. SEE DETAIL SHEET D -3 FOR ASPHALT STORAGE YARD SECTION.
TOTAL DISTURBED AREA = 7.50 AC.
M GRfD (NM 33)
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FILENAME: DKE14000 -G1
DESIGNED BY: M D W
DRAWN BY; M D W
SCALE: 1 1f = 40'
DATE: 07 -25- 2014
SHEET N0.
C -5
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COMBINATION PROTECTION
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC
GROUND AGRICULTURE LIMESTONE AND 750 LB /AC 10 -10 -10
FERTILIZER (FROM AUG 15 - DEC 30, INCREASE 10 -10 -10 FERTILIZER
TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT
AT 0.10 GALLONS PER SQUARE YARD (10 GAL /1,000 SQ FT).
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS
IMMEDIATELY. TOP DRESS WITH 50 LB /AC OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY
COVER BEYOND JUNE 15, OVERSEED WITH
50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS
NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP
OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND
SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL- PULVERIZED, FIRM REASONABLY
UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE.
AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
/
/
TEMPORARY DIVERSION
DITCH (TYP.) LINED WITH
CURLED WOOD MAT
EROSION CONTROL BLANKET
15' BUFFER
CLASS 6 ADJACENT
TO 1 -2 VACANT
12" TEMPORARY
SLOPE DRAIN (TYP.)
STONE MULLINS, LLC
3.33 ACRES
ZONING: 1 -2
USE: OUTDOOR COMMERCIAL /STORAGE
PIN: 1711092287
TREE PROTECTION
FENCE (TYP.)
LINE SLOPE TEMPORARILY WITH
CURLED WOOD MAT EROSION
CONTROL BLANKET
SILT FENCE
(TYP.)
VELOCITY DISSIPATOR
23'L X 7.5'W X 18" Thck
NCDOT CLASS 'B' RIP RAP
.-SILT FENCE
OUTLET (TYP.)
J 1 �
LOCATION OF SILT
BAGS FOR
DEWATERING BASIN
-BMP OUTLET (SEE
SW SHEETS)
EROSION CONTROL NOTES
1. TOTAL DISTURBED AREA = 7.50 AC
2. GRADING AND EROSION CONTROL METHODS SHALL ADHERE TO THE NORTH CAROLINA DEPARTMENT OF NATURAL
RESOURCES DIVISION OF WATER QUAUTY (DWQ) STANDARDS AND SPECIFICATIONS.
3. FAILURE
LURE TO FOLLOW THE A PP RO VED LAN SEQUENCE AND DETAILS COULD SUBJECT THE CONTRACTOR TO
Q
FINES AND PENALTIES ISSUED BY THE DWQ.
A I i A EP SLOPES GREATER THAN 2H:1V WITHIN 7 DAYS 10 DAYS
4. CONTRACTOR SHALL SEED AND ST 8 L ZE ALL STEEP ( )
N IN 14 FOR MODERATE SLOPES 3H:1V OR GREATER AND WITH CALENDAR DAYS EVERYWHERE ELSE (STATE LAW
Zoos -48s).
5. FOR ANY LAND- DISTURBING ACTIVITY WHERE GRADING ACTIVITIES HAVE BEEN COMPLETED, TEMPORARY OR
PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION SHALL. BE PROVIDED AS SOON AS PRACTICAL,
P
BUT IN NO CASE LATER THAN SEVEN 7 DAYS AFTER COMPLETING THE WORK. STABIUZATION IS THE BEST
FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE
DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE
ON THE PLAN.
6. NO DEBRIS SHALL BE TRACKED ONTO PUBLIC RIGHT OF WAY. IF THE SITUATION OCCURS WHERE MUD, ROCK
AND DEBRIS IS TRACKED ONTO PAVEMENT, THE CONTRACTOR SHALL CLEAN THE PAVEMENT AND INSTALL
ADDITIONAL MEASURES TO PREVENT THE FUTURE OCCURANCE.
7. THE EROSION CONTROL INSPECTOR MAY REQUIRE ADDITIONAL FIELD MEASURES AS NECESSARY TO PROVIDE
ADEQUATE PROTECTION FROM RECEIVING WATER COURSES.
8. EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO ANY GRADING ON
SITE. THE CONTRACTOR SHALL CALL FOR AN INSPECTION BY A STATE SEDIMENTATION AND EROSION CONTROL
(SEC) INSPECTOR ONCE INITIAL MEASURES ARE IN PLACE. (SEE CONSTRUCTION SEQUENCE)
9. CONTRACTOR SHALL INSPECT ALL SEDIMENT /EROSION CONTROL DEVICES AFTER EACH STORM EVENT. EACH
DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED ONE HALF THE
CAPACITY OF THE DEVICE.
10. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE JOB SITE AT ALL TIMES.
11. CONSTRUCTION, MAINTENANCE, AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE THE RESPONSIBIUTY OF
THE GRADING CONTRACTOR UNLESS OTHERWISE NOTED.
12. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN iS A VIOLATION OF THE EROSION CONTROL
PERMIT AND IS SUBJECT TO A FINE.
13. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF THE
DWQ AND ARE THE RESPONSIBIUTY OF THE CONTRACTOR.
14. PROTECTION OF EXISTING VEGETATION: AT THE START OF GRADING INVOLVING THE STRIPPING OF TOPSOIL OR
LOWERING OF EXISTING GRADE AROUND A TREE, A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE
EDGE OF THE TREE SAVE AREA AT THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED.
THE TREE PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT FARTHEST AWAY FROM THE
TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS
COMPLETE. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN
THE BOUNDARY OF THE PROTECTED AREA AND SHALL BE POSTED ON THE PROTECTION FENCE. A PROTECTION
FENCE CONSTRUCTED OF MATERIAL RESISTANT TO DEGRADATION BY SUN, WIND, AND MOISTURE FOR THE
DURATION OF THE CONSTRUCTION, SHALL BE INSTALLED AT THE SAME TIME AS THE EROSION CONTROL
MEASURES AND SHALL BE IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE.
15. A CONSTRUCTION SEQUENCE HAS BEEN PROVIDED. INSTALLATION OF ALL PROPOSED SEDIMENTATION & EROSION
CONTROL MEASURES IN THE SEQUENCE(S) PROVIDED AND MAINTENANCE OF THOSE DEVICES IS REQUIRED. THE
CONTRACTOR MAY BE ALLOWED, WITH PRIOR APPROVAL FROM THE OWNER, TO COORDINATE CHANGES TO THE
PLAN WITH THE ON -SITE SEDIMENTATION & EROSION CONTROL INSPECTOR AND THE ENGINEER.
16. PROVIDE INLET PROTECTION AROUND ALL SITE STORM INLETS. PROTECT OPEN PIPES UNDER CONSTRUCTION
WITH EITHER PLYWOOD OR WITH MESH AND GRAVEL WEIRS. RUNOFF SHALL NOT BE ALLOWED IN ANY OPEN
TRENCH.
17. CONTRACTOR WILL FIELD LOCATE SILT FENCE OUTLETS AT LOW POINTS IN SILT FENCE AS REQUIRED TO
PROVIDE REUEF FROM CONCENTRATED FLOWS.
18. TEMPORARY DIVERSIONS SHALL BE MAINTAINED DAILY BY CONTRACTOR SO THAT THEY ARE FUNCTIONAL AT
THE END OF EACH WORKDAY AND WHEN STOPPING WORK FOR RAIN.
GENERAL SEQUENCE
ENFORCEMENT NOTE 1. FAILURE TO FOLLOW THIS CONSTRUCTION SEQUENCE MAY RESULT IN ENFORCEMENT ACTIONS, INCLUDING BUT NOT UMITED TO CIVIL PENALTIES, INJUNCTIVE REUEF,
CRIMINAL PENALTIES, AND PERMIT REVOCATION. ADDITIONALLY, OFF -SITE SEDIMENTATION MAY RESULT IN RESTORATION REQUIREMENTS.
ENFORCEMENT NOTE 2. IF EXCESSIVE SEDIMENT IS LEAVING THE SITE, A REVISED SEDIMENTATION AND EROSION CONTROL PLAN MAY BE REQUIRED, WITH ASSOCIATED REQUIREMENTS FOR
ADDITIONAL S &E MEASURES.
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL AND OTHER APPUCABLE PERMITS.
2. OBTAIN AN APPROVED (STAMPED) S &E CONTROL PLAN AND KEEP IT ON SITE, EITHER IN THE INSPECTION BOX, CONSTRUCTION OFFICE OR WITH THE CONTRACTOR.
3. FLAG THE WORK UMITS AND MARK THE TREE PROTECTION AND BUFFER PROTECTION AREAS IF APPLICABLE.
4. SCHEDULE AND HOLD A PRE - CONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO BEGINNING ANY LAND - DISTURBING ACTIVITIES. THIS CONFERENCE SHOULD BE ATTENDED BY A
REPRESENTATIVE OF THE FINANCIALLY RESPONSIBLE PARTY AND /OR THE GENERAL CONTRACTOR, GRADING SUB - CONTRACTOR, EROSION CONTROL SUB - CONTRACTOR AND THE DISTRICT DWQ
OFFICE. CALL NCDENR AT 919 - 791 -4200 TO SCHEDULE THE PRE - CONSTRUCTION CONFERENCE.
5. INSTALL CONSTRUCTION EGRESS /EXIT, SILT FENCING, SEDIMENT TRAPS /BASINS, DIVERSION DITCHES, CHECK DAMS, AND OTHER INITIAL. EROSION CONTROL MEASURES AS SPECIFIED IN THE
PLAN. REMOVE ONLY TREES AND GROUND COVER NECESSARY TO INSTALL THESE DEVICES.
6. INSTALL SKIMMERS ON EACH POND FACIUTY PER DETAIL PROVIDED. SKIMMER SHALL BE ATTACHED TO RISER OUTLET STRUCTURE.
7. PROVIDE TEMPORARY GROUNDCOVER FOR DIVERSION DITCHES AND SEDIMENT TRAPS /BASINS WITHIN 3 DAYS OF COMPLETION. ALL TEMPORARY DIVERSIONS, PERMANENT SWALES, AND BASIN
SLOPES SHALL HAVE STRAW MATTING INSTALLED TO THE TOP OF SLOPE.
8. BEGIN CLEARING, GRUBBING AND GRADING OF SITE IN ACCORDANCE WITH THE APPROVED S &E CONTROL PLAN.
9. FILL THIS AREA (SEE PLAN VIEW) STARTING EAST OF THE DIVERSION DITCH WHILE MAINTAINING POSITIVE DRAINAGE TOWARDS THE DITCH OR SEDIMENT BASIN.
10. FILL THIS AREA (SEE PLAN VIEW) AT THE EXISTING GRAVEL LOT AND MOVING WEST. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE 3:1 SLOPE. ALL SEDIMENT WILL BE TREATED BY SILT
FENCE AND INLET PROTECTION.
11. FILL THIS AREA (SEE PLAN VIEW) STARTING AT THE EXISTING FENCE AND FILLING WEST. DRAINAGE SHALL FLOW WEST TOWARDS THE INSTALLED SILT FENCE WITH OUTLETS.
12. PROVIDE ALL DISTURBED AREAS WITH GROUND COVER WITHIN 14 CALENDAR DAYS AFTER COMPLETION OF ANY PHASE OF CLEARING, GRUBBING OR GRADING. THE SEEDING, SEEDBED
PREPARATION, MULCH AND /OR ROLLED EROSION CONTROL PRODUCT INSTALLATION MUST BE IN ACCORDANCE WITH THE SEEDING SCHEDULE PROVIDED IN THIS S &E PLAN. NOTE: SLOPES IN
EXCESS OF 3H:1V SHALL BE STABIUZED WITHIN 7 DAYS AND FOR MODERATE SLOPES (SLOPES LESS THAN 3H:1V) SHALL BE STABIUZED WITHIN 10 DAYS.
13. AT THE CONCLUSION OF GRADING AND CONSTRUCTION OR IF LAND- DISTURBING ACTIVITY IS STOPPED FOR MORE THAN 21 CONSECUTIVE CALENDAR DAYS, PERMANENT VEGETATIVE COVER
SHALL BE INSTALLED IN ACCORDANCE WITH THIS S &E PLAN.
14. INSTALL STORM DRAINAGE BEGINNING DOWNSTREAM FIRST AND WORKING UPSTREAM. PIPE INLET PROTECTION SHOULD BE PLACED ON ALL PIPES NOT CONSTRUCTED TO A JUNCTION AT
THE END OF THE WORK DAY. ALL STORM BOXES SHOULD HAVE INLET PROTECTION PLACED UNTIL UPSTREAM TRIBUTARIES ARE STABIUZED.
15. PERMANENTLY STABIUZE ALL GRADED AREAS AND CALL DWQ FOR FINAL INSPECTION. ADEQUATE EROSION AND SEDIMENTATION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL
PERMANENT VEGETATION IS ESTABUSHED.
16. DEWATER SEDIMENT BASIN, REMOVE SEDIMENT, AND GRADE TO PROPOSED GRADES FOR USE AS A PERMANENT BMP.
17. REMOVE ALL EROSION CONTROL MEASURES AFTER THE DWQ INSPECTOR GRANTS APPROVAL OF PERMANENT STABIUZATION.
SEDIMENT BASIN /SKIMMER BASIN DESIGN TABLE
SEDIMENT TRAP ID
RB -1
SEDIMENT BASIN
Drainage Area (AC.)
4.69
Disturbed Area (AC.)
4.45
Flow Q25 (CFS)
22.90
Bottom Elevation (FT)
350.50
Sediment Depth (FT)
3.5
Freeboard (from Sediment Depth)
3.0
Depth to Crest of Riser (FT)
5.0
Depth to Crest of Emergency Spillway (FT)
N/A
Side Slopesl
3.OH:1V
Spillway Length (FT)
N/A
Height of Berm (FT)
7.00
Top of Trap Length (FT)
281
Top of Trap Width (FT)
92
Storage Volume Required (FT)
16,020
Storage Volume ProVd. (FT')
53,160
Sediment Surface Area Req'd (FT =)
9,980
Sediment Surface Area ProV d (FT)
19,742
Number of Skimmers
1
Skimmer Size (IN)
2.50
Skimmer Orifice Size (IN)
2.50
Anti - Flotation Block
SEE SW SHEETS
Riser Diameter (IN)
SEE SW SHEETS
Barrel Diameter (IN)
SEE SW SHEETS
Notes:
1. Side slopes pertain only for the vertical height from the
base to the top of berm, 2H:1V above that.
2. See details on silt fence baffle spacing.
TOTAL DISTURBED AREA = 7.50 AC.
NC CRtD (NdlJ 88)
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. DKE- 14000
FILENAME: DKE14000 -EC1
DESIGNED BY: MDW
DRAWN BY: M D W
SCALE: 1 "= 40'
DATE: 07 -25 -2014
SHEET N0. C-6
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I' `X 1\\\ \ \��_ - -_ /') (( \\ j/ / /% / ( ff kkEr \rEk/ / DITC fBERM�TYP),
� f��y�� /'TH CURLED WOOL
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t
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TEdPC
STORM DRAIN \ a I ERQSIt
MANHOLE COVERED �� \ B> ANK
TEMPORARY INLET s�
PROTECTION (TYP.)._-
368 --__
TOP =3619' I i
i
� a
ROCK PIPE INLET
PROTECTION
(TYP.)
TOP= 362.1' INV OUT= 358.1'
INV IN= 358.0' / \
INV OUT= 357.6'
SEE CONSTRUCTION /
i
SEQUENCE NUMBER 11� i
''- - -� If i
I< �
TEMPORARY -J
i��/ CONSTRUCTION
-36
ENTRANCE /EXIT
/N�
L-T D h I
--�> ' _ STONE CHECK DAM OR
I
� STRAW WATTLE (NP.) 5
I A�' 1 I
L _►r - \\ mil'
>� TOP= 362.3'
I INV IN= 357.2' / - TEMPORARY
�= INV OUT= 357.1'
/- TEMPORARY INLET v
/ PROTECTION (TYP.), V /
TOP= 362.4'
INV IN= 360.1'
INV OUT= 357.5'
3 � 7
EROSION CONTROL NOTES
i DIVERSION \
DITCH /BERM (TYP:)
LINED WITH CURLED
WOOD MAT EROSION
CONTROL BLANKET \
/ ; I > ; \ - - - - - -
i
tF 4 J
%icy \
.n
'TEMPORARY
i CONSTRUCTION
ENTRANCE /EXIT
i
/
1. TOTAL DISTURBED AREA = 7.50 AC
2. GRADING AND EROSION CONTROL METHODS SHALL ADHERE TO THE NORTH CAROLINA DEPARTMENT OF NATURAL RESOURCES DIVISION OF WATER QUALITY (DWQ) STANDARDS AND SPECIFICATIONS.
3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS COULD SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY THE DWQ.
4. CONTRACTOR SHALL SEED AND STABILIZE ALL STEEP SLOPES (GREATER THAN 2H:1 V) WITHIN 7 DAYS, 10 DAYS FOR MODERATE SLOPES (3H:1 V OR GREATER) AND WITHIN 14 CALENDAR DAYS
EVERYWHERE ELSE (STATE LAW 2009 -486).
5. FOR ANY LAND- DISTURBING ACTIVITY WHERE GRADING ACTIVITIES HAVE BEEN COMPLETED, TEMPORARY OR PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION SHALL BE PROVIDED AS
SOON AS PRACTICAL, BUT IN NO CASE LATER THAN SEVEN (7) DAYS AFTER COMPLETING THE WORK. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY
TO ACHIEVE EROSION CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE ON THE PLAN.
6. NO DEBRIS SHALL BE TRACKED ONTO PUBLIC RIGHT OF WAY. IF THE SITUATION OCCURS WHERE MUD, ROCK AND DEBRIS IS TRACKED ONTO PAVEMENT, THE CONTRACTOR SHALL CLEAN THE
PAVEMENT AND INSTALL ADDITIONAL MEASURES TO PREVENT THE FUTURE OCCURANCE.
7. THE EROSION CONTROL INSPECTOR MAY REQUIRE ADDITIONAL FIELD MEASURES AS NECESSARY TO PROVIDE ADEQUATE PROTECTION FROM RECEIVING WATER COURSES.
8. EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO ANY GRADING ON SITE. THE CONTRACTOR SHALL CALL FOR AN INSPECTION BY A STATE SEDIMENTATION
AND EROSION CONTROL (SEC) INSPECTOR ONCE INITIAL MEASURES ARE IN PLACE. (SEE CONSTRUCTION SEQUENCE)
9. CONTRACTOR SHALL INSPECT ALL SEDIMENT /EROSION CONTROL DEVICES AFTER EACH STORM EVENT. EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED
ONE HALF THE CAPACITY OF THE DEVICE.
10. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT THE JOB SITE AT ALL TIMES.
11. CONSTRUCTION, MAINTENANCE, AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF THE GRADING CONTRACTOR UNLESS OTHERWISE NOTED.
12. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE EROSION CONTROL PERMIT AND IS SUBJECT TO A FINE.
13. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF THE DWQ AND ARE THE RESPONSIBILITY OF THE CONTRACTOR.
14. PROTECTION OF EXISTING VEGETATION: AT THE START OF GRADING INVOLVING THE STRIPPING OF TOPSOIL OR LOWERING OF EXISTING GRADE AROUND A TREE, A CLEAN, SHARP, VERTICAL CUT
SHALL BE MADE AT THE EDGE OF THE TREE SAVE AREA AT THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION FENCING SHALL BE INSTALLED ON THE
SIDE OF THE CUT FARTHEST AWAY FROM THE TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE. NO STORAGE OF MATERIALS, FILL,
OR EQUIPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROTECTED AREA AND SHALL BE POSTED ON THE PROTECTION FENCE. A PROTECTION FENCE
CONSTRUCTED OF MATERIAL RESISTANT TO DEGRADATION BY SUN, WIND, AND MOISTURE FOR THE DURATION OF THE CONSTRUCTION, SHALL BE INSTALLED AT THE SAME TIME AS THE EROSION
CONTROL MEASURES AND SHALL BE IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE.
15. A CONSTRUCTION SEQUENCE HAS BEEN PROVIDED. INSTALLATION OF ALL PROPOSED SEDIMENTATION & EROSION CONTROL MEASURES IN THE SEQUENCE(S) PROVIDED AND MAINTENANCE OF THOSE
DEVICES IS REQUIRED. THE CONTRACTOR MAY BE ALLOWED, WITH PRIOR APPROVAL FROM THE OWNER, TO COORDINATE CHANGES TO THE PLAN WITH THE ON -SITE SEDIMENTATION & EROSION
CONTROL INSPECTOR AND THE ENGINEER.
16. PROVIDE INLET PROTEC11ON AROUND ALL SITE STORM INLETS. PROTECT OPEN PIPES UNDER CONSTRUCTION WITH EITHER PLYWOOD OR WITH MESH AND GRAVEL WEIRS. RUNOFF SHALL NOT BE
ALLOWED IN ANY OPEN TRENCH.
17. CONTRACTOR WILL FIELD LOCATE SILT FENCE OUTLETS AT LOW POINTS IN SILT FENCE AS REQUIRED TO PROVIDE RELIEF FROM CONCENTRATED FLOWS.
18. TEMPORARY DIVERSIONS SHALL BE MAINTAINED DAILY BY CONTRACTOR SO THAT THEY ARE FUNCTIONAL AT THE END OF EACH WORKDAY AND WHEN STOPPING WORK FOR RAIN.
WOOD MAT ;' 0 I _ _-
CONTROL B�\
SILT FENCE
(TYP.) _ _ LIMITS OF
�3- - - \ \ DISTURBANCE (TYP.)
SEE CONSTRUCTION
SEQUENCE NUMBER 10
GENERAL SEQUENCE
ENFORCEMENT NOTE 1. FAILURE TO FOLLOW THIS CONSTRUCTION SEQUENCE MAY RESULT IN ENFORCEMENT ACTIONS, INCLUDING BUT NOT LIMITED TO CIVIL
PENALTIES, INJUNCTIVE RELIEF, CRIMINAL PENALTIES, AND PERMIT REVOCATION. ADDITIONALLY, OFF -SITE SEDIMENTATION MAY RESULT IN RESTORATION
REQUIREMENTS.
ENFORCEMENT NOTE 2. IF EXCESSIVE SEDIMENT IS LEAVING THE SITE, A REVISED SEDIMENTATION AND EROSION CONTROL PLAN MAY BE REQUIRED, WITH
ASSOCIATED REQUIREMENTS FOR ADDITIONAL S &E MEASURES.
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2. OBTAIN AN APPROVED (STAMPED) S &E CONTROL PLAN AND KEEP IT ON SITE, EITHER IN THE INSPECTION BOX, CONSTRUCTION OFFICE OR WiTH THE
CONTRACTOR.
3. FLAG THE WORK LIMITS AND MARK THE TREE PROTECTION AND BUFFER PROTECTION AREAS IF APPLICABLE.
4. SCHEDULE AND HOLD A PRE - CONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO BEGINNING ANY LAND- DISTURBING ACTIVITIES. THIS CONFERENCE
SHOULD BE ATTENDED BY A REPRESENTATIVE OF THE FINANCIALLY RESPONSIBLE PARTY AND /OR THE GENERAL CONTRACTOR, GRADING SUB - CONTRACTOR,
EROSION CONTROL SUB - CONTRACTOR AND THE DISTRICT DWQ OFFICE. CALL NCDENR AT 919- 791 -4200 TO SCHEDULE THE PRE - CONSTRUCTION
CONFERENCE.
5. INSTALL CONSTRUCTION EGRESS /EXIT, SILT FENCING, SEDIMENT TRAPS /BASINS, DIVERSION DITCHES, CHECK DAMS, AND OTHER INITIAL EROSION CONTROL
MEASURES AS SPECIFIED IN THE PLAN. REMOVE ONLY TREES AND GROUND COVER NECESSARY TO INSTALL THESE DEVICES.
6. INSTALL SKIMMERS ON EACH POND FACILITY PER DETAIL PROVIDED. SKIMMER SHALL BE ATTACHED TO RISER OUTLET STRUCTURE.
7. PROVIDE TEMPORARY GROUNDCOVER FOR DIVERSION DITCHES AND SEDIMENT TRAPS /BASINS WITHIN 3 DAYS OF COMPLETION. ALL TEMPORARY DIVERSIONS,
PERMANENT SWALES, AND BASIN SLOPES SHALL HAVE STRAW MATTING INSTALLED TO THE TOP OF SLOPE.
8. BEGIN CLEARING, GRUBBING AND GRADING OF SITE IN ACCORDANCE WITH THE APPROVED S&E CONTROL PLAN.
9. FILL THIS AREA (SEE PLAN VIEW) STARTING EAST OF THE DIVERSION DITCH WHILE MAINTAINING POSITIVE DRAINAGE TOWARDS THE DITCH OR SEDIMENT BASIN.
10. FILL THIS AREA (SEE PLAN VIEW) AT THE EXISTING GRAVEL LOT AND MOVING WEST. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE 3:1 SLOPE. ALL SEDIMENT
WILL BE TREATED BY SILT FENCE AND INLET PROTECTION.
11. FILL THIS AREA (SEE PLAN VIEW) STARTING AT THE EXISTING FENCE AND FILLING WEST. DRAINAGE SHALL FLOW WEST TOWARDS THE INSTALLED SILT FENCE
WITH OUTLETS.
12. PROVIDE ALL DISTURBED AREAS WITH GROUND COVER WITHIN 14 CALENDAR DAYS AFTER COMPLETION OF ANY PHASE OF CLEARING, GRUBBING OR GRADING.
THE SEEDING, SEEDBED PREPARATION, MULCH AND /OR ROLLED EROSION CONTROL PRODUCT INSTALLATION MUST BE IN ACCORDANCE WITH THE SEEDING
SCHEDULE PROVIDED IN THIS S &E PLAN. NOTE: SLOPES IN EXCESS OF 3H:1V SHALL BE STABILIZED WITHIN 7 DAYS AND FOR MODERATE SLOPES (SLOPES
LESS THAN 3H:1V) SHALL BE STABILIZED WITHIN 10 DAYS.
13. AT THE CONCLUSION OF GRADING AND CONSTRUCTION OR IF LAND- DISTURBING ACTIVITY IS STOPPED FOR MORE THAN 21 CONSECUTIVE CALENDAR DAYS,
PERMANENT VEGETATIVE COVER SHALL BE INSTALLED IN ACCORDANCE WITH THIS S &E PLAN.
14. INSTALL STORM DRAINAGE BEGINNING DOWNSTREAM FIRST AND WORKING UPSTREAM. PIPE INLET PROTECTION SHOULD BE PLACED ON ALL PIPES NOT
CONSTRUCTED TO A JUNCTION AT THE END OF THE WORK DAY. ALL STORM BOXES SHOULD HAVE INLET PROTECTION PLACED UNTIL UPSTREAM TRIBUTARIES
ARE STABILIZED.
15. PERMANENTLY STABILIZE ALL GRADED AREAS AND CALL DWQ FOR FINAL INSPECTION. ADEQUATE EROSION AND SEDIMENTATION CONTROL MEASURES SHALL
REMAIN IN PLACE UNTIL PERMANENT VEGETATION IS ESTABLISHED.
16. DEWATER SEDIMENT BASIN, REMOVE SEDIMENT, AND GRADE TO PROPOSED GRADES FOR USE AS A PERMANENT BMP.
17. REMOVE ALL EROSION CONTROL MEASURES AFTER THE DWQ INSPECTOR GRANTS APPROVAL OF PERMANENT STABILIZATION.
i
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND 750
LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 - DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT AT 0.10 GALLONS PER SQUARE YARD
(10 GAL /1,000 SQ FT).
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
SEEDING SCHEDULE.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH
AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND
MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL- PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4
TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TREE COVERAGE AREA #1B
EXISTING: 185,075 SF
PROPOSED: 165,584 SF
STATE OF NORTH CAROLINA
98.77 ACRES
ZONING: RALEIGH -O &I -1
USE: EXEMPT
PIN: 1702806512
PROPERTY LINE
EROSION CONTROL LEGEND
WOODED AREA
DIVERSION DITCH
CONSTRUCTION ENTRANCE /EXIT
TEMPORARY LINER (CURLED WOOD MAT)
NOTE: SILT FENCE AND TREE PROTECTION FENCE UNETYPE "SF/TP"
DESIGNATES TWO SEPARATE FENCES PLACED NEXT TO EACH OTHER AND NOT
A COMBINATION SILT FENCE/TREE PROTECTION FENCE.
TOTAL DISTURBED AREA = 7.50 AC.
.vc crun (xin as)
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO DKE -14000
FUMAME: DKE14000 -EC1
DESIGNED BY: M D W
DRAWN BY: M D W
SCALE: 1 "= 40'
DATE' 07 -25 -.2014
SHEET N0.
C -7
�JI MCADAMS
SILT FENCE OUTLET
INLET PROTECTION
ROCK PIPE INLET PROTECTION
CHECK DAM
-SF SF SF -
SILT FENCE
LD LD
LIMITS OF DISTURBANCE
WOODED AREA
DIVERSION DITCH
CONSTRUCTION ENTRANCE /EXIT
TEMPORARY LINER (CURLED WOOD MAT)
NOTE: SILT FENCE AND TREE PROTECTION FENCE UNETYPE "SF/TP"
DESIGNATES TWO SEPARATE FENCES PLACED NEXT TO EACH OTHER AND NOT
A COMBINATION SILT FENCE/TREE PROTECTION FENCE.
TOTAL DISTURBED AREA = 7.50 AC.
.vc crun (xin as)
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO DKE -14000
FUMAME: DKE14000 -EC1
DESIGNED BY: M D W
DRAWN BY: M D W
SCALE: 1 "= 40'
DATE' 07 -25 -.2014
SHEET N0.
C -7
�JI MCADAMS

TREE COVERAGE -�
AREA #6
(35,033 SF) 1
50' FRONT /STREET j1
YARD l \
1 /
Iz;
i
/ ,
TREE COVERAGE /
m AREA #7
(28,633 SF)
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BIRD, VICTOR: ROGER BRENT
ZONING: SB
USE: SINGLE FAMILY
• •,•••yw•�•�•�•�y�yyy�y`,�y • - • • • •
TREE COVERAGE OPINION ";
AREA #2
r '. of 000i!o" ►ooy.!�o�o.!o °i!��•��i. - _�
u.'►o��000y�o.�e!�ou�o�'��.� ®°� ®o� ®- o'oC�o �.. •
.o...
�'�� � -' • �tiyiyio► o00oo�yy® �yyyoOy ® ® °�y ®.����o��ygo ®•a ° ®���� t.
�;,�,. • • •. �. ' O! y���►! ��y ®o�yy °Oyyo ®y ®o�y ®��°d: °°® ®oyo ®®rte �= `w ®�iyo�! ®y ®e ® ?•'0�.a`v,...
`�.P,fyyo�� ®���g ® ®� ®�yCy� ®���° goy ® ®� y ®o�.:®C9�yye®���.�do4�`u °.•:. • - • { { { - t • •
EXIS1
ING 'V►oy ®o ®o��o� ®�`o ®.!�.o ®yo ®���� ov °oo�"�eyu ®yy�����
GARNER-TR 15 KV • • :��� ±� SPA° a®®.'°.►. ww.® ��.. y.®. d'' hG: p�: s�- y® �w9�av ° ®'��..��'"rl����y��� ®°°e��"r° ...:�',.+^ { • - { ` • t • : • { • •
_ ��� �� yam$ � ®• ®�� ®��4�+b �'M.iR°� �� �-`' `M� w �6.9.b s - { t - - • { - • • • - t - • i •
x 11,yy 14 R ®yf �i _ yy�f ®� ®yyyy� ®°�O�•y °�'s� ®d °`yam® °ems ®`���vy`��® yy�yy 4
_ 11, 14 i ' yyyyfyyyyy�C�y� .o�y ®3�o^y ®.e. ®�yyy�° ® ® ®�yy�y< °may ° ®��ye�yQ - t • • - • • • - •
��y� ®� Ii �y►�$9���y��®�� ® ®� ��. ®how ®o ®�� ®�����!$ ®�.`�oi���'P�
'Fg !4 ow,00���oy'v ® ®�o` ®��yo ®yam ®��d ®yt
• { • • •' •{ •- •'
• ' FRONT/STREET 3 �e�o�°� ►io�'•oo•
► � !- • Oiis oyyyr�oy�:= ® 0:oyy.�yoOo�ip�OyoOy yoory 0��iyyf�yiO0
ti'►►yoyOyiio��i0yyy�'iyOoo!i G Qy ►J y�t� �
- • • { { : {
wig e �Oj� ..�yyyoy,y��yoyo��►�O��i�yA)►� _ •
\ \1 l\ — 1 II \ �\ —' )J / ll 1I�' / - kALEIG-M,.RAW WATER41NE�
_ _ _% `� /l / BOA 2003, _PG 1445\ \
J \ \
GRAVEL
GRAVEL STORAf�€ � �" �•� \� ur�nli
-YARD REGRADING
.f
EXISTING 70' '
\ \ MILBURNE— METHOD —SELMA
TREE COVERAGE < \ t 15 KV LINE RIGHT —OF —WAY ~ J GRAVEL
\ \ # _` I + CONCRETE
wa
AREA #3 / � � � ;� ,.� \ \ � tl ..- -' �\
(10,801 SF)
\�1 = GRAVEL STORAGE YARD \ �< fir- \�\ TREE COVERAGE AREA #1 +O
`- I �I,I II11I
l \ %� / I I \� �\ Il J) EXISTING: 185,075 SF
REGRADING AND 1 � 1 \ \ \`��
1 jJ T #ATIO I /�/ J l PROPOSED: 165,584 SF
100'
Ihy�y'
!. tYlidlt
��I>Ilfll��
s `�llYl
ilex o aco
i
You on Holly
Ilex vomitoria
8 H t.
Eastem Red Cedar
f
8' nt4t.
Southern Ma nolia
Magnolia grandiflora
?!
r r% 70
_mow
AL N I _ - \\ 1 \ \ \\ \� Ill (�Ir / / //l EVERGREEN TREES REQUIRED: 1/200 SF = 7.5 TREES /100 LF
--� - v I 1 \ ° \� t / l I
EVERGREEN SHRUBS REQUIRED: 1/50 SF = 30 SHRUBS /100 LF
— 1 \ \ \\�\\ fir/ i r r r BUFFERS A & B TYPICAL PLANTING DETAIL
TREE COVERAGE 1 / ° / \ \ \ -_,�
ASPHALT STORAGE
SCALE: 1 " =20'
AREA #4 /_. .r' / 4/ "- �' \ \ L 1 YARD ADDITION
,� .•.�
8,917 SF /� �� s . � 3 s.;� ,� �.,:,�,csr� •r,'•,e' / ASPHALT ' � � � � / / � �
4
° K f
EXISTING 20' TOWN OF ASPHA
GARNER WATERLINE KING r \
EASEMENT
P
DB 8410, PG 576
\A
.• / / ! / v -� VI
y
Al
" l ��
Ir
/ // —� t� ��\ ' •`'� `' CONCRETE
l+ • ~ 4
!�' /� / .. I ! \ /►. h \ % 1 ( II EVERGREEN TREES REQUIRED: 1/200 SF = 8.75 TREES /100 LF
TREE COVERAGE Wit/
/ Y `' / \\ 'AREA 5
/ z� - / I - _ _ \ _ 1 (I EVERGREEN SHRUBS REQUIRED: 1/50 SF = 35 SHRUBS /100 LF
STo RY y / • — t lI
/rAL (�7ss�
-SF) �II
//,,� // / t BLitLntr G . ' / ` • - - BUFFER V - TYPICAL PLANTING DETAIL
/ CONCRETE! I — ASPHALT,
SCALE: 1"=20'
�? 1 /�f�• \\ / j / l / \ .r �PRKItfG��,�'
r` / E
Co /I / , /I \ \� `p ' / MAIN iENANCE : / / J ! \ — 4°x 1 f 06ry I'I
1 /1/� \ / / / / GARAGE / / / S/I / \ �j ��� to /
Qr" /P �1 i
ASPHALT \ �/ / L ,�° \\\� J,/,n BUFFER PLANT SCHEDULE
/ PARKING
4,` TREES
CID
\
r' \
• \ .. / � META. �u ��/
t,
-
•� PARK t4G ° � �;
I �/.. 'w. CONCRETE I I
� o YVAREHtxiS� I
—
f
Y <'
5
f
\ „_.
� t, � � I 5 BUFFER
��
�1 � c• `�e / CLASS 6 ADJACENT
.w
/PA 1
C)L TO CLASS 6
f
COMMON NAME
BOTANICAL NAME
SIZE
American Holly
ilex o aco
8' H t.
You on Holly
Ilex vomitoria
8 H t.
Eastem Red Cedar
Juni eris vir iniano
8' nt4t.
Southern Ma nolia
Magnolia grandiflora
8' H t.
Carolina Cherryfourel
Prunus caroliniona
8' H t.
NOTE: THE MAXIMUM QUANTITY
OF ANY ONE TREE SPECIES SHALL NOT EXCEED
iii �s� �♦
�OOo'00000000� ' • r��n�o�� OF • QUANTITY OF
SHRUBS
98.77 ACRES
��0000�0000000�0000� ,. Ili8v►"uii
.y ♦0000000
Aso ♦u000000< � �•�I�e
OoOiJO000DOioOp , 2 ►off
�yy..yyloyyy♦ �r c��'lNi�� ►ys
•�oyoytjyyyy!t1y!yyyyy!I �. �• �,iy�r ►U� ►y� • • - • - •
1yo�y ✓oy�yoyo�yoyoV�� p i1Yf! �►yly�
tlyy4�0!o!Oyy!yy��yyy�;► a i �l? +I o�
'.y`,yyy.`,yyyyyyyyyyyyy �i• n�i►u♦
r�bNwt ►y� ZONING: •
►�oD�0000`000000�' I ��� EXEMPT
PIN: 00000000000 :> �� •y ooi. • : • .
•yy� ►yfgyyyy�fyyytJyyy�. .-1 � r ►,u.Y;t�y��yt
�eo�roo�i000� lisl, q,a�♦
COMMON NAME
BOTANICAL NAME
SIZE
:Inkberry
Ilex glabro
36" H t
Dwarf Burford Holly
ilex cornuto 'Dwarf Burford'
36" H t.
Fragrant Tea Olive
Osmanthus Fro raps
36" H t.
Chindo Sweet Viburnum
Viburnum awabuki 'Chindo'
36" H t.
OTE: THE MAXIMUM QUANTITY OF ANY ONE SHRUB SPECIES SHALL NOT
XCEED 25q OF THE TOTAL QUANTITY OF SHRUBS.
PA ING G VEL < C19tCRE�F — �,.. ;. 1
\\I( ��� - -°� -J� 1 // �/ - \\ '�IC�\ . -` �_ CONC \ i
_ _�
I.
PD
ADMINISTRA N BUFFER NOTES y
RAVEL / / / /� y1 �/ / / L I / gk / g� 1. PER TOWN OF GARNER REQUIREMENTS, A BUFFER PLANTING PLAN HAS BEEN
} \ \dam'` • ��� / �`� ; / l s\:. - i y7.:
/ / P 0 A DEN D AS UFFER AREAS A B AND C. THIS
REPARED F R REAS QTE B
f � _. - I . �•• �`� � s r /�,;\ � , :� t / : PLANTING PLAN IS BASED ON THE ASSUMPTION THAT THE EXISTING TREES
Al L -.- �`• ��-- -� \ �- . 1 � �; •- C0�?Ef2, � I,,.. --' � WITHIN THESE AREAS WILL NOT PROVIDE ADEQUATE SCREENING TO MEET TOWN
L0, IN / i /
\ .�-r , � •.._ �-- �_-• - - �� �...- �: ��-� -��.a �° ; /� -, � SCREENING REQUIREMENTS. HOWEVER, EXISTING VEGETATION WITHIN THESE
- - - - - - - - ��, c �'{ !/ f TRANSFORMER AREAS 1S ALLOWED TO COUNT TOWARDS THE SCREENING REQUIREMENT AND
�/ \ \ l r �J f ?`�ST �IN-FROCESSING J' / I SHALL NOT BE DISTURBED AS PART OF THE PROPOSED PROJECT. THE BUFFER
YR _ — / may: /
— _ _ ! _ — \� \ Y // % / >,> •. •, , BUILDING /
- / > . ((� ;; PLANTING PLAN IS INTENDED TO SUPPLEMENT THE EXISTING VEGETATION AND IS
- -- N . E
��- �i 1) Y/) fRAtLStlRMFR _ �+cc %? /
f 1 I // /I / / l g.,•:- I =a+ �F. THEREFORE THE THEORETICAL MAXIMUM NUMBER OF PLANTINGS THAT WOULD BE
.,�...MI / -�.,� —7• C NCRETE I \� / . / / l /// � � > -:, ' REPAIR �> / ,.,:,: �'::.: , `�"� I I
\ �, - --
/ -- / - -- - - - \ ASPHALjf ✓/ / / J / .' i f:; , =` CoNCR E REQUIRED IF THE EXISTING VEGETATION PROVIDED NO SCREENING WHATSOEVER.
�A �\\ \ ASPHA T AT THE END OF THE SITE CLEARING, THE SITE CONTRACTOR SHALL REQUEST AN
1 I
/ PAi�K•t 1 \�\ \�\ //j // ,� 1 J ��j J / INSPECTION OF THESE BUFFER AREAS BY THE TOWN OF GARNER PLANNING
/1 V) DEPARTMENT. AT THAT TIME, TOWN STAFF WILL PROVIDE GUIDANCE REGARDING
:1F
\CONCf�ETE THE AMOUNT AND LOCATION OF THE REQUIRED SUPPLEMENTAL PLANTINGS TO
15 BUFFER TREE COVERAGE
( MEET TOWN SCREENING REQUIREMENTS.
A�� / /(� fir. I / A, =. «--1 CLASS 6 ADJACENT AREA #10
\ \ GRAVEL / e I(
\ �� I I b ` ��. ; sl►of±,. I 12,188 SF
PARKING t' /— " j ` I \ 1,III \ _ o / / �� / TO CLASS 6 ( )
— ;3--�— — _— —ate —
_ m _
589 60'
/ 4 — —
— — STONE MULLINS LLC
�--- - - - - -- ------------= "= 7 =,.`� =—=- �"" = - - -- - -- -- 11 ,� ..— i i 3.33 ACRES
_ - �` ., /
/ — — — — ( II \ ZONING: 1 -2
J
EXISTING 10 CITY 15 BUFFER ^, f% a � � � - - �
11 �\ -- " ,962 SF ' �' �' / USE: OUTDOOR - COMMERCIAL /STORAGE
,
OF RALEIGH CLASS 6 ADJACENT:
l� ./ �-- /"` �«,. /�' � ? � EXISTING. -30�TY OF /� /� � I �II(� \ \ /
SANITARY SEWER TO CLASS 6 ! 1f / / - / \ II } \ \ �` �.— 30 T EES �' PIN:. 1711092287
/:I I / \ \ � I RAI£fGH WATERLINE ( / CONCE ETE \ ( -S /
EASEMENT --- ^ EASEMENT ASPHALT L19 SHRUBS
DB 2013, PG 948 �( 1"I <„ ' 111 � ! ��I :I -,�`) Y �`" "� �..�. -�.. � .,.,. / I t\ GRAVEL} \ \ \ � /
TREE COVERAGE 1 i�\ i -� -� �+--- r, a-- r i �i Z , BUFF
AREA 8 # / } A IL I1� �, -�/ /
s� _ J PAR ,
# I i \ - ,`# ; ` \\ i I J 1 I f 1 \ / 6,226 SF
(3,920 SF) 3 III (/ I // # 1 }
\ � #. II / I ' / 51 THE
AVEL- RAGE ' 125 S2uB / /
/
1 / NORiFtERN,` # I{ ( YARD ADDITION- /
TREE COVERAGE i ;: / / I I
NEWS &OBSERVER PUBLISHING ,= 1 / \\� � 1 �, � TRANSMISSION AREA
1
13.27 ACRES AREA #9
ZONING: 1 -2 14,421 SF
USE: WAREHOUSE \ \ 1 \
PIN. 1711074083
FIELD LOCATED
TOP OF BANK \\ 1 \\ \ \ \ \X\\ 15' BUFFER
\\ \ \ I \ 1 1 1 I �, 111(1 /ii wow0 / / / // / / /� // CLASS 6 ADJACENT
\ \\ \ \ ; 1 ) ONCRETE I ' 1 I / / / / / // —
50' NEUSE RIPARIAN BUFFER \\ \ \ \ \\ \ \\ OND \ \ \ \ \ \ \\ \ - •, ASPHALT \ i Ilgl II �' TO 1 2 VACANT
\\ \ \�\ \\ \ \ ) ))} )1111 \ �� 1 /
(MEASURED 50 FROM TOP OF \ \ \ \ \ \�\ /ll( Cc� \
BANK, BOTH SIDES)
u
z-
��� \QII
' � 1
15' BUFFER �\ 1• \ \ \\ 1 I I _ _ - ( / / / 1 /
CLASS 6 ADJACENT �:,'- _ 1 ,\ \ , 1 GRAVEL
- - = ;
._
TO CLASS 6 \ \ \ \ \`4\ r - c -- -'..., y
— \ EXISTING 30 CITY O,F�
f _`— --; _ALEIGH WATERLIN
° \�A \ VAV� _. •"- n _.�. .- �._�"_ =� �. �., EASEMENT I 111 / — I •-
OM 2008, PG/ 1494 I I GRAVE 7,331 _SF-
C `37- TREES V /�
-447 SHRUkS
EXISTING NORFOLK _
SOUTHERN RAIL CORRIDOR ��� `\...a I I / i l �/ ( / / <. • )�. �.+
25' BUFFER "= , - f �w�, �,,.,.�,.�.�.� 17.5 REDUCED BUFFER
--__ � -••.�� . �-� � � � �'r,,...� =� CLASS 6 ADJACENT TO
CLASS 6 ADJACENT TO �"� ""� - CLASS 5 RR TRACKS
CLASS 5 RR TRACKS
Nq GStA (NAD 88)
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
M p
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PROJECT NO- DKE -14000
FILENAME: DKE14000 -LS1
DESIGNED BY: —
DRAWN BY; MDW
SCAM: 1 " =100'
DATE: 07 -25- 2014
SHEEfi N0.
LS-1
M" MCADAMS

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100' NOTES:
1. PUT SILT FENCE -0R TREE 8' -0" MAXIMUM
PROTECTION FENCE UP TO
ENSURE CONSTRUCTION
K = ENTRANCE IS USED.
EXISTING 2. IF CONSTRUCTION ON THE MINIMUM 10
"ROADWAY 2" 3" STONE TO BE USED ; ^ 20' SITES ARE SUCH THAT THE MUD GAUGE LINE
IS NOT REMOVED BY THE
` VEHICLE TRAVELING OVER THE
STONE, THEN THE TIRES OF THE
VEHICLES MUST BE WASHED
BEFORE ENTERING THE PUBLIC
ROAD.
PLAN VIEW
FRONT VIEW
NEW CONSTRUCTIO STEEL POST
85' MIN. 15' MIN. NOTE: WOVEN WIRE FABRIC
EXISTING ROADWAY
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA SILT FENCE FABRIC
± DOES NOT EXCEED 1/4 ACRE AND NEVER IN — _
12" MIN. AREAS OF CONCENTRATED FLOW.
T:
6" MIN. r ` 3' 0"
2. REMOVE SEDIMENT DEPOSITED AS NEEDED TO FILL SLOPE
PROVIDE STORAGE VOLUME FOR THE NEXT RAIN 26" Z
�x AND TO REMOVE PRESSURE ON THE SILT
FABRIC UNDER STONE FENCE. w
µ GRADE
CROSS SECTION »
6 MINIMUM COVER
2' -0 "� OVER SKIRT
ANCHOR SKIRT AS DIRECTED
BY ENGINEER
SIDE VIEW
STANDARD CONSTRUCTION ENTRANCE STANDARD TEMPORARY SILT FENCE
EMERGENCY SPILLWAY CONSTRUCTED
OVER UNDISTURBED GROUND AND
Z 7,
Figure 6.54a Rock doughnut inlet
protection plan View and cross- section
View.
ROCK DOUGHNUT INLET PROTECTION
"TANDARD METAL POSTS
' -0" IN GROUND
'ALVANIZED HARDWARE WIRE
:XTENDS TO TOP OF BOX
NOTES:
1. TO BE USED AROUND YARD INLETS
---
7r �NCED TO A HEIGHT OF
12 " -18" MINIMUMvABOVE TOP OF BOX
HARDWARE CLOTH & GRAVEL INLET PROTECTION
OUTLET END CONNECTION
TO OUTLET PIPE OR RISER
Elan View
IMUM 12 -1/2 GAUGE
RMEDIATE WIRES
GRADE
CONCRETE BMP RISER.
SEE DETAIL SHEET FOR PLAN VIEW
DIMENSIONS.
MINIMUM
WATER LEVEL SKIMME FR; TOP OF DAM
DURING STORM i EMERGENCY SPILLWAY
`•` SEDIMEN ELEVATION
i� STORAGE Q MINIMUM SLOPES
EA" " EARTH DAM`T� 2 -1/2 1
�-�
ORIFICE i? { ,. , .
ANTI— FLOATATION ! DISSIPATER PAD
DEVICE RIP RAP
ANTI —SEEP COLLAR 1
RCP OUTLETI
PIPE
CROSS SECTION
SKIMMER DETAIL
om
AT
DRAWING NOT TO SCALE
STANDARD RISER- BARREL SEDIMENT BASIN
nrnu,r♦r
mol
11:0
PERSPECTIVE VIEW
,2
CONSTRUCTION SPECIFICATION
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED AT A MAXIMUM OF 4
FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC
SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD
BE 2 INCHES LOWER THAN THE TOP OF THE BERM.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO
PREVENT SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A SAWHORSE OR THE TOP
WIRE. HAMMER REBAR INTO THE SAWHORSE LEGS FOR ANCHORING. THE FABRIC SHOULD HAVE
FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND A SUPPORT
STRUCTURE WITH SIP TIES, WIRE, OR STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR PINNED WITH 8
INCH EROSION CONTROL MATTING STAPLES.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
POROUS BAFFLE INSTALLATION DETAIL
TOP OF SILT FENCE
MUST BE AT LEAST 1'
ABOVE THE TOP OF
THE WASHED STONE
STEEP CUT OR FILL
4' MIN.
FRONT VIEW
NOTE:
SILT FENCE OUTLETS TO BE
INSTALLED EVERY 100 LF ALONG STEEL FENCE POST
SILT FENCE WHEN SLOPES ARE
DRAINING TOWARDS THE FENCE. SET MAX 2' APART
MIN. 18" INTO SOLID
GROUND
STEEL FENCE POST
WIRE FENCE \
HARDWARE CLOTH
FILTER OF #57
WASHED STONE Win=
3' FILTER FABRIC
ON GROUND
T FENCE
BURY WIRE FENCE,
FILTER FABRIC,
AND HARDWARE
CLOTH IN TRENCH
BURY WIRE FENCE AND HARDWARE CLOT R OF
BURY 6 OF UPPER EDGE
FILTER FABRIC IN TRENCH
SECTION VIEW
STANDARD SILT FENCE OUTLET
2' MIN. 3' MIN. BOT WIDTH
UPSLOPE
CROSS SECTION
STABILIZE DIVERSION DITCH
IMMEDIATELY WITH TEMPORARY SEEDING
COVER. INSTALL EROSION CONTROL
MAT WHERE SHOWN ON PLANS.
2' MINIMUM
SIDE SLOPE
2 1 (MAXIMUM)
STEEP CUT OR FILL SLOPE
L
PLAN VIEW
STANDARD DIVERSION DITCH
k
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6" (inches).
3. IN A WELL— DEFINED CHANNEL EXTEND THE APRON
UP THE CHANNEL BANKS TO AN ELEVATION OF 6"
:hes) ABOVE THE MAXIMUM TAILWATER DEPTH OR TO
TOP OF THE BANK, WHICHEVER IS LESS.
A FILTER BLANKET OR FILTER FABRIC SHOULD BE
PALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
`- FILTER
SECTION 'A —A'
FABRIC
PIPE OUTLET TO WELL- DEFINED CHANNEL
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. DKE -14000
FnxNAmE: DKE14000 -D1
DESIGNED BY: M D W
DRAWN BY: M D W
SCALE: AS SHOWN
DATE: 07 -25 -2014
SHEET NO. D-1
IM WADAMS

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PROVIDE HIGH STRENGTH EWN IN SPOUT
DOUBLE STITCHED J TYPE
SEAMS
HIGH STRENGTH STRAPPING
FOR HOLDING HOSE IN
PLACE
15' HEAVY DUTY
DIRTBAG 55
OR EQUAL
15'
-� WATER FLOW
FROM PUMP
OPENING TO ACCOMMODATE
UP TO 4" DISCHARGE HOSE
AGGREGATE UNDERLAYMENT
(3" THICK NCDOT NO. 57
STONE)
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NON —WOVEN GEOTEXTILE WITH A MIN. SURFACE AREA
OF 225 SQUARE FEET PER SIDE.
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE STITCH USING A DOUBLE NEEDLE
MACHINE WITH HIGH STRENGTH THREAD.
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LB /IN USING ASTM D -4884 TEST METHOD.
4. THE GEOTEXTILE FABRIC SHALL BE 10 OZ NON —WOVEN FABRIC
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED SUCH THAT PRE — DISTURBANCE
HYDROLOGY IS NOT CHANGED.
DIRT BAG DETAIL
A. Bury the top end of the mot strips
in a trench 4 inches or more in
depth.
v
B. Tamp the trench full of soil.
Secure with row of staples, 10 inch
E. overfall place staples 11/2 to 6 spacing, 4 inches down from the
feet apart as required to keep the trench.
mat firmly pressed into the soil.
y
C. Overlap- -Bury upper end of lowerb
strip as in 'A' and 'B'. Overlap 1 1 "1 i ,
end of top strip 4 inches and
staple.
D. Erosion stop - -Fold of mot buried
in slit trench and tamped, double
row or staples.
=v
A
^x
W
ZX
�.
J
av W ro TYPICAL STAPLES
r I' S GAUGE WIRE
' . 2 STAPLES PER SQ. YD.
° SEE STAPLE PATTERN
F. Press ends of mat 4 inches into
the soil around structures and
staple securely.
TYPICAL CURLED WOOD MAT DETAIL
3.4 STAPLES PER SQ. YD. PATTERN
ROLLED EROSION CONTROL PRODUCT MAINTENANCE
INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY.
GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR
BENEATH THE RECP.
ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND
SHALL BE REPAIRED AND STAPLED.
IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED
AND THE ERODED AREA PROTECTED.
MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
SILT FENCE MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2 —INCH STONE.
AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT
AS NECESSARY..
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO
PUBLIC ROADWAYS.
Self Inspection and Reporting Requirements
Minimum self- inspection and reporting requirements are as follows unless otherwise approved in writing by the Division of
Water Quality.
a) A rain gauge shall be maintained in good working order on the site unless another rain - monitoring device has been
approved by the Division of Water Quality.
b A written r ecord of the daily ra i nfall amounts shall be retained a n d a ll records shall be mad e
available to Division of
Water Quality or authorized agent upon request. If no daily rain gauge observations are made during weekend or holiday
periods, and no individual -day rainfall information is available, the cumulative rain measurement for those un- attended
days will determine if a site inspection is needed. (Note: if no rainfall occurred, the permittee must record "zero ")
c) Erosion and sedimentation control measures shall be inspected to ensure that they are operating correctly. Inspection
records must be maintained for each inspection event and for each measure. At a minimum, inspection of measures must
occur at the frequency indicated below:
i) All erosion and sedimentation control measures must be inspected by or under the direction of the permittee at least
once every seven calendar days, and
ii) All erosion and sediment control measures must be inspected by or under the direction of the permittee within 24
hours after any storm event or greater than 0.50 inches of rain per 24 hour period.
d) Once land disturbance has begun on the site, stormwater runoff discharge outfails shall be inspected by observation for
erosion, sedimentation and other stormwater discharge characteristics such as clarity, floating solids and oil sheens.
I n spect i ons of the out f l Is shall be at least o n ce every ry sev n calendar d a ys a nd within 24 hours after any storm event
of greater than 0.50 inches of rain per 24 hour period.
e In s p ections are only required to be made de during normal business hours. When adverse weather conditions would cause
the safety of the inspection personnel to be i n jeopardy, the ins p ec tion can be delayed until 1 tis deemed safe to perform
these duties. (Times when inspection were delayed because of safety issues should be noted in the Inspection Record). If
the inspection cannot be done on that day, it must be completed on the following business day.
f) Twenty -four House Reporting for visible sediment deposition
i) The permittee shall report to the Division of Water Quality central office or the appropriate regional office any visible
sediment being deposited in any stream or wetland or any noncompliance which may endanger health or the
environment. (See Section VIII of this permit for contract information.) Any Information shall be provided orally or
electronically within 24 hours from the time the permittee became aware of the circumstances.
ii) A written submission shall be provided to the appropriate regional office of the Division of Water Quality within 5 days
of the time the permittee becomes aware of the circumstances. The written submission shall contain a description of
the sediment deposition and actions taken to address the cause of the deposition. The Division of Water Quality staff
may waive the requirement for a written report on a case -by -case basis.
g) Records of inspections made during the previous 30 days shall remain on the site and available for agency inspectors at all
times during normal working hours, unless the Division of Water Quality provides a site - specific exemption based on unique
site conditions that make this requirement not practical. Older records must be maintained for a period of three years after
project completion and made available upon request. The records must provide the details of each inspection including
observations, and actions taken in accordance with this permit. The permittee shall record the required rainfall and
monitoring observations on the Inspection Record form provided by the Division or a similar inspection form that is inclusive
of all of the elements contained in the Division's form. Use of electronically - available records, in lieu of the required paper
copies for inspection will be allowed if shown to provide equal access and ut8ility as the hard -copy records.
h) Inspection records must include, at a minimum, the following:
i) Control Measure Inspections: Inspection records must include at a minimum: 1) identification of the measures
inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) indication of
whether the measures were operating properly, 5) description of maintenance needs for the measure, 6) corrective
actions taken (7) date of actions taken, as well as the date and amounts of rainfall received.
ii) Stormwater Discharge Inspections: Inspection records must include at a minimum: 1) identification of the discharge
outfall inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) evidence of
indicators of stormwater pollution such as oil sheen, floating or suspended solids or discoloration, 5) indication of
visible sediment leaving the site 6) actions taken to correct/prevent sedimentation and 7) date of actions taken.
iii) Visible Sedimentation Found Outside the Site Limits: Inspection records must include: 1) an explanation as to the
actions taken to control future releases, 2) actions taken to clean up or stabilize the sediment that has left the site
limits and 3) the date of actions taken.
iv) Visible Sedimentation Found in Streams or Wetlands: All inspection should include evalu7ation of streams or wetlands
onsite or offsite (where accessible) to determine if visible sedimentation has occurred.
i) Visible Stream Turbidity - if the discharge form a site results in an increase in visible str4eam turbidity, inspection records
must record that evidence and actions taken to reduce sediment contribution. Sites discharging to streams named on the
state's 303(d) list as impaired for sediment - related causes may be required to perform additional monitoring, inspections or
application of more - stringent management practices if it is determined that the additional requirements are needed to assure
compliance with the federal or state impaired- waters conditions. If a discharge covered by this permit enters a stream
segment that is listed on the Impaired Stream List for sediment - related causes, and a Total Maximum Daily Load (TMDL) has
been prepared for those pollutants, the permittee must implement measures to ensure that the discharge of pollutants from
the site is consistent with the assumptions and meets the requirements of the approved TMDL. The Division of Water Quality
303(d) list can be found at: http: / /h2o.enr. state .nc.us /tmdl /General__303d.htm%
SILT FENCE OUTLET MAINTENANCE
REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
STAPLES
STRAW BALE BINDER WIRE
(2 PER BALE)
0 mil PLASTIC LINING
n o
ATIVE AL
o
(OPTIONAL)
w
ti
SECTION B -B
NOT TO SCALE
WOOD OR
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
METAL STAKES
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
(2 PER BALE)
w
0' MINIMUM
fl
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
{ FILL (ISLAND)
OF THE WORK AND DISPOSED OF OR RECYCLED.
I I
I
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
0.5' min
4' min `//
'I
2.
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
DIVERSION
STABILIZED TO PREVENT EROSION.
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STANDARD TREE
PROTECTION DETAIL
NOT TO SCALE
PROVIDE HIGH STRENGTH EWN IN SPOUT
DOUBLE STITCHED J TYPE
SEAMS
HIGH STRENGTH STRAPPING
FOR HOLDING HOSE IN
PLACE
15' HEAVY DUTY
DIRTBAG 55
OR EQUAL
15'
-� WATER FLOW
FROM PUMP
OPENING TO ACCOMMODATE
UP TO 4" DISCHARGE HOSE
AGGREGATE UNDERLAYMENT
(3" THICK NCDOT NO. 57
STONE)
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NON —WOVEN GEOTEXTILE WITH A MIN. SURFACE AREA
OF 225 SQUARE FEET PER SIDE.
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE STITCH USING A DOUBLE NEEDLE
MACHINE WITH HIGH STRENGTH THREAD.
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LB /IN USING ASTM D -4884 TEST METHOD.
4. THE GEOTEXTILE FABRIC SHALL BE 10 OZ NON —WOVEN FABRIC
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED SUCH THAT PRE — DISTURBANCE
HYDROLOGY IS NOT CHANGED.
DIRT BAG DETAIL
A. Bury the top end of the mot strips
in a trench 4 inches or more in
depth.
v
B. Tamp the trench full of soil.
Secure with row of staples, 10 inch
E. overfall place staples 11/2 to 6 spacing, 4 inches down from the
feet apart as required to keep the trench.
mat firmly pressed into the soil.
y
C. Overlap- -Bury upper end of lowerb
strip as in 'A' and 'B'. Overlap 1 1 "1 i ,
end of top strip 4 inches and
staple.
D. Erosion stop - -Fold of mot buried
in slit trench and tamped, double
row or staples.
=v
A
^x
W
ZX
�.
J
av W ro TYPICAL STAPLES
r I' S GAUGE WIRE
' . 2 STAPLES PER SQ. YD.
° SEE STAPLE PATTERN
F. Press ends of mat 4 inches into
the soil around structures and
staple securely.
TYPICAL CURLED WOOD MAT DETAIL
3.4 STAPLES PER SQ. YD. PATTERN
ROLLED EROSION CONTROL PRODUCT MAINTENANCE
INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY.
GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR
BENEATH THE RECP.
ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND
SHALL BE REPAIRED AND STAPLED.
IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED
AND THE ERODED AREA PROTECTED.
MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
SILT FENCE MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2 —INCH STONE.
AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT
AS NECESSARY..
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO
PUBLIC ROADWAYS.
Self Inspection and Reporting Requirements
Minimum self- inspection and reporting requirements are as follows unless otherwise approved in writing by the Division of
Water Quality.
a) A rain gauge shall be maintained in good working order on the site unless another rain - monitoring device has been
approved by the Division of Water Quality.
b A written r ecord of the daily ra i nfall amounts shall be retained a n d a ll records shall be mad e
available to Division of
Water Quality or authorized agent upon request. If no daily rain gauge observations are made during weekend or holiday
periods, and no individual -day rainfall information is available, the cumulative rain measurement for those un- attended
days will determine if a site inspection is needed. (Note: if no rainfall occurred, the permittee must record "zero ")
c) Erosion and sedimentation control measures shall be inspected to ensure that they are operating correctly. Inspection
records must be maintained for each inspection event and for each measure. At a minimum, inspection of measures must
occur at the frequency indicated below:
i) All erosion and sedimentation control measures must be inspected by or under the direction of the permittee at least
once every seven calendar days, and
ii) All erosion and sediment control measures must be inspected by or under the direction of the permittee within 24
hours after any storm event or greater than 0.50 inches of rain per 24 hour period.
d) Once land disturbance has begun on the site, stormwater runoff discharge outfails shall be inspected by observation for
erosion, sedimentation and other stormwater discharge characteristics such as clarity, floating solids and oil sheens.
I n spect i ons of the out f l Is shall be at least o n ce every ry sev n calendar d a ys a nd within 24 hours after any storm event
of greater than 0.50 inches of rain per 24 hour period.
e In s p ections are only required to be made de during normal business hours. When adverse weather conditions would cause
the safety of the inspection personnel to be i n jeopardy, the ins p ec tion can be delayed until 1 tis deemed safe to perform
these duties. (Times when inspection were delayed because of safety issues should be noted in the Inspection Record). If
the inspection cannot be done on that day, it must be completed on the following business day.
f) Twenty -four House Reporting for visible sediment deposition
i) The permittee shall report to the Division of Water Quality central office or the appropriate regional office any visible
sediment being deposited in any stream or wetland or any noncompliance which may endanger health or the
environment. (See Section VIII of this permit for contract information.) Any Information shall be provided orally or
electronically within 24 hours from the time the permittee became aware of the circumstances.
ii) A written submission shall be provided to the appropriate regional office of the Division of Water Quality within 5 days
of the time the permittee becomes aware of the circumstances. The written submission shall contain a description of
the sediment deposition and actions taken to address the cause of the deposition. The Division of Water Quality staff
may waive the requirement for a written report on a case -by -case basis.
g) Records of inspections made during the previous 30 days shall remain on the site and available for agency inspectors at all
times during normal working hours, unless the Division of Water Quality provides a site - specific exemption based on unique
site conditions that make this requirement not practical. Older records must be maintained for a period of three years after
project completion and made available upon request. The records must provide the details of each inspection including
observations, and actions taken in accordance with this permit. The permittee shall record the required rainfall and
monitoring observations on the Inspection Record form provided by the Division or a similar inspection form that is inclusive
of all of the elements contained in the Division's form. Use of electronically - available records, in lieu of the required paper
copies for inspection will be allowed if shown to provide equal access and ut8ility as the hard -copy records.
h) Inspection records must include, at a minimum, the following:
i) Control Measure Inspections: Inspection records must include at a minimum: 1) identification of the measures
inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) indication of
whether the measures were operating properly, 5) description of maintenance needs for the measure, 6) corrective
actions taken (7) date of actions taken, as well as the date and amounts of rainfall received.
ii) Stormwater Discharge Inspections: Inspection records must include at a minimum: 1) identification of the discharge
outfall inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) evidence of
indicators of stormwater pollution such as oil sheen, floating or suspended solids or discoloration, 5) indication of
visible sediment leaving the site 6) actions taken to correct/prevent sedimentation and 7) date of actions taken.
iii) Visible Sedimentation Found Outside the Site Limits: Inspection records must include: 1) an explanation as to the
actions taken to control future releases, 2) actions taken to clean up or stabilize the sediment that has left the site
limits and 3) the date of actions taken.
iv) Visible Sedimentation Found in Streams or Wetlands: All inspection should include evalu7ation of streams or wetlands
onsite or offsite (where accessible) to determine if visible sedimentation has occurred.
i) Visible Stream Turbidity - if the discharge form a site results in an increase in visible str4eam turbidity, inspection records
must record that evidence and actions taken to reduce sediment contribution. Sites discharging to streams named on the
state's 303(d) list as impaired for sediment - related causes may be required to perform additional monitoring, inspections or
application of more - stringent management practices if it is determined that the additional requirements are needed to assure
compliance with the federal or state impaired- waters conditions. If a discharge covered by this permit enters a stream
segment that is listed on the Impaired Stream List for sediment - related causes, and a Total Maximum Daily Load (TMDL) has
been prepared for those pollutants, the permittee must implement measures to ensure that the discharge of pollutants from
the site is consistent with the assumptions and meets the requirements of the approved TMDL. The Division of Water Quality
303(d) list can be found at: http: / /h2o.enr. state .nc.us /tmdl /General__303d.htm%
SILT FENCE OUTLET MAINTENANCE
REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
STAPLES
STRAW BALE BINDER WIRE
(2 PER BALE)
0 mil PLASTIC LINING
n o
ATIVE AL
o
(OPTIONAL)
TYPE
SECTION B -B
NOT TO SCALE
WOOD OR
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
METAL STAKES
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
(2 PER BALE)
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
0' MINIMUM
B
VARIES
PLYWOOD
48 °X24"
PAINTED WHITE
CONCRETE
-� WASHOUT
36"
36
BCONCRETE WASHOUT
1 SIGN DETAIL
(OR EQUIVALENT)
LAG SCREWS
WOOD POST
3.5 "X3.5 "X8'
�2"
STEEL WI
STEEL WRE
STAPLE
10 mil PLASTIC LININ
a
n o
a
o
c
TYPE
�
NOTES
II
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
TOP OF
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
FACILITY.
fl
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
{ FILL (ISLAND)
OF THE WORK AND DISPOSED OF OR RECYCLED.
I I
I
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
0.5' min
4' min `//
'I
2.
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
DIVERSION
STABILIZED TO PREVENT EROSION.
1�
r71
1, 1
11
�
t
PLYWOOD
48 °X24"
PAINTED WHITE
CONCRETE
-� WASHOUT
36"
36
BCONCRETE WASHOUT
1 SIGN DETAIL
(OR EQUIVALENT)
LAG SCREWS
WOOD POST
3.5 "X3.5 "X8'
�2"
STEEL WI
STEEL WRE
LATH AND
FLAGGING ON
3 SIDES
VARIES
10 mil PLASTIC
SANDBA
10 mil PLASTIC LININ
SECTION A -A
NOT TO SCALE
iii BERM
\ "0' MINIMUM"
A
0 mil PLASTIC LINING
WOOD FRAME SECURELY
FASTENED AROUND SECTION B -B
ENTIRE PERIMETER NOT TO SCALE
WITH TWO STAKES
MINIMU
ism o
B
VARIES
A
0� PLAN
NOT TO SCALE
TYPE "BELOW GRADE"
TWO- STACKED
2X12 ROUGH
WOOD FRAME
STAKE
TYP
PLAN TYPE "ABOVE GROUND"
10 mil PLASTIC LININ NOT TO SCALE WITH WOOD PLANKS
CONCRETE WASHOUT
SEDIMENT BASIN MAINTENANCE
INSPECT TEMPORARY SEDIMENT BASIN AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO
ONE —HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT
CONTROLS.
CHECK THE EMBANKMENT, SPILLWAY, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY.
REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREAS.
BAFFLES MAINTENANCE
INSPECT BAFFLES AT LEAST WEEKLY AND AFTER EACH RAINFALL EVENT. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO
AVOID DAMAGING THE BAFFLES DURING CLEANOUT. 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.
TEMPORARY DIVERSION MAINTENANCE
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.
NT
WHEN THE AREA PROTECTED. IS PERMANENTLY STABILIZED REMOVE THE RIDGE AND THE
CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
BLOCK AND GRAVEL INLET PROTECTION MAINTENANCE
INSPECT THE BARRIER AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY.
BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT.
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
ROCK DOUGHNUT INLET PROTECTION MAINTENANCE
INSPECT ROCK DOUGHNUT INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
TO PROVIDE SATISFACTORY INLET PROTECTION EFFICIENCY, REMOVE SEDIMENT FROM THE
SEDIMENT POOL AREA WHEN THE VOLUME IS DECREASED BY HALF. THIS WILL HELP PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN. STABILIZE EXCAVATED MATERIAL
APPROPRIATELY.
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE STRUCTURE DURING SEDIMENT REMOVAL.
REMOVE DEBRIS FROM THE INLET AND REPLACE STONE AS NEEDED. IF THE INLET WAS
COVERED WITH WIRE MESH THE MESH SHOULD BE CLEANED OF DEBRIS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND DISPOSE OF SEDIMENT PROPERLY. BRING THE DISTURBED AREA TO THE GRADE
OF THE DROP INLET. SMOOTH AND COMPACT AS NEEDED.
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET WITH GROUND COVER.
HARDWARE CLOTH & GRAVEL INLET PROTECTION MAINTENANCE
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT.
CLEAR WIRE MESH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS.
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
REPLACE STONE AS NEEDED.
DIVERSION DIKE
HOLA -DOWN STAKES
i
10' SPACING
4' MIN ; ISLAND OVER INLET
11
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WN
}�,�
'�
STAPLE
10 mil PLASTIC LININ
STRAW BALE DETAIL
PLAN
O
CORRUGATED
PIPE
NOT TO SCALE
TYPE
"ABOVE GRADE" WITH STRAW BALES
NOTES
II
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
TOP OF
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
FACILITY.
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
{ FILL (ISLAND)
OF THE WORK AND DISPOSED OF OR RECYCLED.
I I
I
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
0.5' min
4' min `//
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
DIVERSION
STABILIZED TO PREVENT EROSION.
LATH AND
FLAGGING ON
3 SIDES
VARIES
10 mil PLASTIC
SANDBA
10 mil PLASTIC LININ
SECTION A -A
NOT TO SCALE
iii BERM
\ "0' MINIMUM"
A
0 mil PLASTIC LINING
WOOD FRAME SECURELY
FASTENED AROUND SECTION B -B
ENTIRE PERIMETER NOT TO SCALE
WITH TWO STAKES
MINIMU
ism o
B
VARIES
A
0� PLAN
NOT TO SCALE
TYPE "BELOW GRADE"
TWO- STACKED
2X12 ROUGH
WOOD FRAME
STAKE
TYP
PLAN TYPE "ABOVE GROUND"
10 mil PLASTIC LININ NOT TO SCALE WITH WOOD PLANKS
CONCRETE WASHOUT
SEDIMENT BASIN MAINTENANCE
INSPECT TEMPORARY SEDIMENT BASIN AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO
ONE —HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT
CONTROLS.
CHECK THE EMBANKMENT, SPILLWAY, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY.
REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREAS.
BAFFLES MAINTENANCE
INSPECT BAFFLES AT LEAST WEEKLY AND AFTER EACH RAINFALL EVENT. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO
AVOID DAMAGING THE BAFFLES DURING CLEANOUT. 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.
TEMPORARY DIVERSION MAINTENANCE
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.
NT
WHEN THE AREA PROTECTED. IS PERMANENTLY STABILIZED REMOVE THE RIDGE AND THE
CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
BLOCK AND GRAVEL INLET PROTECTION MAINTENANCE
INSPECT THE BARRIER AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY.
BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT.
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
ROCK DOUGHNUT INLET PROTECTION MAINTENANCE
INSPECT ROCK DOUGHNUT INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
TO PROVIDE SATISFACTORY INLET PROTECTION EFFICIENCY, REMOVE SEDIMENT FROM THE
SEDIMENT POOL AREA WHEN THE VOLUME IS DECREASED BY HALF. THIS WILL HELP PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN. STABILIZE EXCAVATED MATERIAL
APPROPRIATELY.
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE STRUCTURE DURING SEDIMENT REMOVAL.
REMOVE DEBRIS FROM THE INLET AND REPLACE STONE AS NEEDED. IF THE INLET WAS
COVERED WITH WIRE MESH THE MESH SHOULD BE CLEANED OF DEBRIS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND DISPOSE OF SEDIMENT PROPERLY. BRING THE DISTURBED AREA TO THE GRADE
OF THE DROP INLET. SMOOTH AND COMPACT AS NEEDED.
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET WITH GROUND COVER.
HARDWARE CLOTH & GRAVEL INLET PROTECTION MAINTENANCE
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT.
CLEAR WIRE MESH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS.
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
REPLACE STONE AS NEEDED.
DIVERSION DIKE
HOLA -DOWN STAKES
i
10' SPACING
4' MIN ; ISLAND OVER INLET
11
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WN
}�,�
'�
Cross section of temporary slope drain
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJECT No, DKE -14000
FILENAME: DKE14000 -D1
DESIGNED BY: M D W
DRAWN BY: M D W
scAIE: AS SHOWN
DATE: 07 -25 -2014
sJ3EET No.
�J MCADAMS
PLAS(IC
CORRUGATED
PIPE
.I
II
TOP OF
..
///''' t"D- COMPACTED
{ FILL (ISLAND)
r�
OUTLET E
OUTLET
I''
I I
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TOP OF
0.5' min
4' min `//
I
DIVERSION
9
I
NATURAL GROUND
.° L5 MIN e• 3:7
MIN.
4' MIN _ 1
DIVERSION CHANNEL
IM
LEVEL. sECncx� L
Cross section of temporary slope drain
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJECT No, DKE -14000
FILENAME: DKE14000 -D1
DESIGNED BY: M D W
DRAWN BY: M D W
scAIE: AS SHOWN
DATE: 07 -25 -2014
sJ3EET No.
�J MCADAMS

NOTES
NOTES
1. REFER TO GRAVEL PAVEMENT THICKNESS RECOMMENDATIONS BY MOSHER ENGINEERING DATED APRIL 25, 2014 FOR
1. REFER TO ASPHALT PAVEMENT RECOMMENDATIONS BY MOSHER ENGINEERING DATED JULY 31, 2014 FOR DETAILED
DETAILED SUBGRADE REQUIREMENTS.
SUBGRADE AND ASPHALT PAVEMENT THICKNESS REQUIREMENTS.
2. REFER TO GRAVEL PAVEMENT RECOMMENDATIONS BY MOSHER ENGINEERING DATED JULY 31, 2014 FOR DETAILED
SUBGRADE REQUIREMENTS.
2" ASPHALT SURFACE COURSE
14" ABC STONE BASE
24" ABC STONE BASE
2" ASPHALT INTERMEDIATE COURSE
10" ABC STONE BASE
12" CABC STONE BASE
COMPACTED SUBGRADE
COMPACTED SUBGRADE
COMPACTED SUBGRADE
12" COMPACTED SUBGRADE (100% STANDARD MDD)
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
WOVEN GEOTEXIILE
WOVEN GEOTEXIILE
WOVEN GEOTEX11LE
WOVEN GEOTEXTILE
11 -1 11 -1 11 -11 1 IThI 11 -1 I H i ITT I ICI I -1 11 -1 I f_
IT_I =T i! I =1 I I I III I� -I 11 =1 I I-
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1I- III -{I1- 111 -tit �1- 1�1_1�1- t�I- I�I.;,II_I'I-
GRAVEL DRIVES LANES & STORAGE LOT
GRAVEL ENTRANCES AND LOADING DOCK
PAVEMENT DETAIL
PAVEMENT DETAIL
ON -SITE ASPHALT LOT ( "AREA 1 ")
ON -SITE GRAVEL LOT ( "AREA 2 ")
PAVEMENT DETAIL
PAVEMENT DETAIL
Fes. DETAIL
"WIREWALU FENCING TO BE 7' WITH AN ADDITIONAL 1' OF (3) STRANDS OF BARBED WIRE MOUNTED ON 45 DEGREE PRESSED
STEEL BARB ARMS.
GATE POSTS FOR SLIDE GATES AND DOUBLE SWING GATE = 4" OD GALVANIZED SCH40 TERMINAL,
END AND CORNER POSTS = 3" OD SCH40 GALVANIZED
LINE POST = 2 X" OD GALVANIZED SPACED AT 7'OC
TOP AND BOTTOM RAIL = 1 5j$" SCH40 GALVANIZED. (MIDDLE RAIL IS NOT NEEDED FOR 7' FENCE HEIGHT)
WIRE WALL FENCE PANELS = X" X 3" X 10.5 GA GALVANIZED
ATTACH WIRE WALL TO TOP AND BOTTOM RAILS WITH STEEL MACHINE TYPE PRISON TIES AT 12" OC
ATTACH WIRE WALL TO TERMINAL POST WITH STEEL BANDS AT 12" OC
ATTACH WIRE WALL TO LINE POSTS WITH C -CLAMP BANDS AT 12" OC
ALL SLIDE GATES ARE SINGLE TRACK ALUMINUM CANTILEVER GATES WITH "WIREWALL" AND BARBED WIRE (DUKE ENERGY
INTERNAL VENDOR WILL PROVIDE THE VEHICLE GATES. WE HAVE NOTIFIED THEM OF THE CHANGE IN FENCE SKIN TO WIREWALL.)
ALL OPERATORS AND ACCESS CONTROL ITEMS TO BE BY DUKE ENERGY
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PROJECT No. DKE -14000
FILENAME: DKE140-00 -D1
DESIGNED BY: M D W
DRAWN BY M D W
SCALE: AS SHOWN
DATE' 07 -25 -2014
SHEET NO.
D -3
°= McADAMs

v m BACK OF CU NOTE8: MORTAR JOINTS Y2" +/- )'g" TNICK. Q O C7 O Cn p
1-1-0 X SE 3TD.N 840.03 USE CLASS "B" CONCRETE THROUGHOUT. E••1 } r'"1 ..i `S� EXPANSION JOINT i- H -4 „ ,
-( TOP ELEVATION h < f- Q < 43" NOTE: USE TYPE E' , "F" AND "G" GRATE Q Q
< , USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB. Q Q 1-i z Q M•1• z Q }..+.
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m -{ A PROVIDE ALL CATCH BASINS OVER 3' -6" IN DEPTH WITH STEPS 12" a. Z m Z Z -'1 #4 BAflS "V" STD. 64 .03 FRAME, O O CL = Z m Z S fpp� _ = O O S
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TI Z D USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS f U O Ur Z w I CL C3 z � 21/8" [ � ( 2/g Q M
"_ OF SECTION 840 OF THE STANDARD SPECIFICATIONS _)-. z H S cn O O F= 1.- Z N = U O o i"-- {" = h Z W
MIN: YIN. IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB to h O J z F i O r'ri / / to h LL O J Z rr p r _ _ _ N N o h LL o J ai (} Z
AS SHOWN ON STO. NO. 840.00. LL = Z in m in rn _ O to = - Q p
C7 = Z D FOR B' -0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8' -D" IN HEIGHT, USE O ° N Q :� O O'"{ Q n O ~ - - SECTION - LL SECTION - MM w O M < )♦
• -1 D MIN. 12" WALL TO W -O" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING Z gm � A R V R j v Z ►'+ D \
, . •• .' ;a{ W -0 ". GUANTITES TO BE ADJUSTED ACCORDINGLY. ).. N -AC -i - i - nQ. PLAN h H -� -) A �� o A ALIGN FRAME WITH INSIDE 1 8" h H Isp�i SW'2 8�
PLAN CONSTRUCT WITH PIPE CROWNS MATCHING. Cl p fA'"` m m LLA m mLL �- cn'"' ° �� EDGE OF WALL TO ALLOW _ a C3 C3i
to o X ...•••{{{ y
Z ° ¢ ¢ CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES C3 -
SECTION X -X CHAMFER ALL EXPOSED CORNERS 7 ". '�- m¢ m p Z
TOP ELEVATION - - - DRAWING NOT TO SCALE. , L1J . _ w _ w Is
w ° FOR VERTICAL ADJUSTMENT .•;o. ^� c
io m To c, EXPANSION JOINT -7 � S-T'
v �b ., TOP ELEVATION � WALL SECTION T T
USE ON FIAT GRADES 21X AND UNDER - SECTION - BB !{�'�!! N
A RA Np 7i7T- TOP ELEVATION SECT 0 - PP SECTION - NEE S D.NO. 840 0STEPS - STD. NO. 840.68 3' -0" $' -0" DEPRESSED GUTTER LINE ll��fM'lllFF a „ EPS STD. N0. 840.88 `S EXPANSION JOINT m m B PLAN -4-.•{ h- _ z Cp
MIN. _ o TOP ELEVATION ' - PLAN OF TOP SLAB SECTION S -S O .-�1 J 44 "'1 CI 1-1
s qE
6" n O Z ELEVATION 0 70 � Z FRAME,GRATE, 8 HOOD ASS'Y N �1n -'fir' N o Or
o 0)
0 i o T E I LL - NORMAL CURB AND GUTTER ON LIGHT GRADES LL c ' (''- Om z w z CA }.� , 1 8" P ::" ;.o : ;. n ; • P :: > Cn z t"4 ITT O 1-4 _ G _ t-1 ei = TOP ELEVATION NORMAL. GUTTER LINE ca
SECTION Y -Y g„ . YIN. ., Qc m 0_ N ;. 8 ` E #8 „Wa BAflS #4 BAFi EXPANSION JOINT ¢ m Ll U T _ n v TA 3 Q W z 3 0 _ N. MIN, 0- -{ " " 6" USE ON GRADES OVER 2R 0 D m 0 Cn C7 RISER HT. d V 1(J O C] V Z --1 D L - O) CC n ar
D VARIES D D=
D _ - - F- c -i T 10" MAx " t- v RI Q CC w p
0 8 "YIN. • > r .•';a.. aT • '.o.. o : • -'.v.• = U7 = EXPANSION JOINT 2 Q = top SECTION Ap -
A `
_ -,Z •. o -• Z = v #4 BARS "U" - 6' t' 0 `DEPRESSED GUTTER LINE Z y O -
v Ba � SECTION J -J 6" MIN.'.'. °'. °ra,...A.:..4:! °'.: •: Q � C7 71'2" � Q t-
WHERE30'T038"PIPEISUSED h = "O ELEVATION h = n 'D
17 wW E SECTION M - 3a SEE NOTE (n Y. N U D to Y• N A L Y L M ui� Cn
m WHEltE4TT054 °PIPE IS USED C± m SECTION R -R DOWEL NORMAL CURB AND GUTTER ON STEEP GRADES (� r z .� N ct Z
N S N N S M n O .1 FRAME PLAN SECTION - JJ S n O
M Z RI ER H WHERE 30'7036 "PIPEISUSED O �. 11 Z p �• mc Z M Ul
O ' E 0 MINIMUM DIMENSIONS AND QUANTITIES FOR BRICK CATCH RASIN BASED ON MIX. HB16HT N WITH NO RISER)* 7 5§' n
z VARIES :� J m z J m x '� 3,_0/$" .I O
DIYENSIONS OF BOX AND PIPE TOP SLAB W.YDS. CONC. IN BOX BRICK MASONRY DEDUCTION$ p " r
'77 - ,- _ •- - r • ' CD '71 PIPE SPAN WZOTH WIDTH SPAN MIN. HEIGHT DIM BARS -U BARS -V BARS -W ONE PIPE JY
M Ali Z O TOTAL TOP BOTTOY TOTAL BRICK A+D Z d O _ -►1 1 t•'- R 3n R YL r z BRICK
t - - W :0 D A B C O H E F NO. LENGTH NO• LENGTH N0. LENGTH LES. SLAB SLAB CONC. IM 10118 < E C.M. R.C. W H 4' 77 � _ - Y w (L-
1 �•, A 12" 3'_0" 2' -2^ __ -. 2'•8" _. .. -. .. .. ._ .. .. 0.281 0.281 0.883 1.184 0.020 0.042 V } 'a
75" W -0" V -2" 3' -O" 0.281 0.281 0.963 1.244 0.037 0.047 Z -(- „ 2' -0" 6° -
78" 3' -0" V -2" W -3" 0.281 0.281 1.043 1.324 0.044 0.065 T 6° 6" �-1L 1
1 m 24" 3' -0" 2' -2" 3' -9" 0.281 0.281 1.204 1.485 0.078 0.121 31'2 3` -0" 31'2" u„ ,0 „ „
i 1 -
Sol, 3' -0" 2' -2" 3' -4" 4' -3" 7' -2" 4' -4" 4 1' -6" 3 4' -7" 3 4' -1" 45 0.147 0.374 0.527 7.808 2.217 0.122 0.184
38" 3' -0" 2' -2" 3' -10" 4 -8 V -8" 4' -4" 4 2' -O" 4 4' -1" 3 4' -1" 48 0.187. 0.415 0.602 1.814 2.618 0.178 0.281 r 7%i8 `t� `, CA �I
WHERE 427064 "PIPE IS USED 42" 3' -0" 2' -2" 4` -6" 5 -3 1' -5" 3' -8" 4 1' -9" -3-7-3 3 3'-3" 38 0.135 0.373 0.508 2.152 2.880 0.240 0.371 SECTION - KK �2 -11Y2" ;,�� R
48" 3' -0" 2' -2" 5' -0" 6 -8' 2' -0" 3' -8" 4 2' -8" a 3' -3" -3-3 -3' 41 0.173 0.410 0.583 2.415 2.088 0.313 0.477
SHEET 1 OF 2 DETAIL SHOWING METHOD SHEET 1 OF 2 SHEET 2 OF 22 54" 3' -0" 2' -2" 5' -7" 6' -3" 2'a" 3' -6" 4 3' -0" 6 3 -3' 3 3 -3' 47 0.271 0.4x8. 0.859 2.808 3.485 0.398 0.595 SHEET 2 OF 2 SHEET 1 OF 2 R SHEET 1 OF 2 .......
S ��
OF RISER CONSTRUCTION PLAN PLAN $40.01 - RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT $40.0• 840.03 HOOD ELEVATION $ECTIOH - RR 840.03
840.01 08-40-JO-1-1
SEAL
_ 0 6772 .
D Ip27 _ O O C7 m GENERAL NOTES: O O C7.m - °,.., Cn s ��
H 2 " F } C -�•1. Y MORTAR :JOINTS 1'2 ". +1- 1/8„ THICK. (k"1. < <---I )_ Q -1 ' j',(�
1<-1• z DETAIL SHOWING TYPES OF GRATES 2' -11$4" „ Q'QQ 7"'+ z.. �� - usE cuss ^IS" CONCRETE THROUGHOUT. Q<Q 11 Z Q� : ,I� '!' •• +....• -•
�o o USE ACCORDING TO WATER FLOW. 11 Z,-,,- y� o zi s �p� ° z D .
O � U 7tr w G ap USE FOAMS FOR CONSTRUCTION OF THE BOTTOM SLAB. 1-1 pG O U �,y O ap NOTES: H �.C'� U ��I ",film
m o ri -�1 B -� LL-3 00'0-1 z (i O � �{ ' USE as BAR DOWELS AT 12" CENTERS. tL J 7-/ z m O - (� HORIZONTAL AND VERTICAL DIMENSIONS MAY 8E ADJUSTED AS THE LL 1 d ~ Z
1�Z -i =D OOOS ,..,Z. -{ =y.. �Qt4= 1- 4Z-a =A FIELD CONDITIONS AND /OR ALTERNATE DESIGN REQUIRE. pccccO=
a .( X X DEDUCT FOR PIPE(S)FROY TOTAL CU. YDS. OF BRICK MASONRY.
mom w o m TYPE "G" TYPE "Ell TYPE "F" A A tIT „ w ¢ � LL 3 2 b n m i PROVIDE ALL CATCH BASINS OVER 3' -6" IN DEPTH WITH STEPS 12" Q _ _ 0 D m -MAXIMUM HEIGHT FOR THIS STRUCTURE IS 14' -0". IW- U Q O Z
21 z _ 1 ( 9%g ~ U tc ° C4 z ON CENTER. USE STEPS WHICH COMPLY WITH $TO. DRAWING $40.66. ¢ C3 m MAKE ALL ADJUSTMENTS AS DIRECTED BY THE ENGINEER. o
Cn O Q F- 1-1 - Z'O° I < '"r y 2�0° - ANCHOR STEEL FRAME AND GRATES IN ACCORDANCE WITH DETAILS SHOWN. )< - = ~Z`~
Z1=- 1-U��7 ___- __ -- ' F_ =w Zp.1 �1--Ti _ -.- -- - -(- -- - USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS W - Z -W Zp..1- O:i -'i) .E °.w
O p r-1 T t-4 O 11 ( OF. SECTION -. 640 OF THE STANDARD SPECIFICATIONS. t- LL O J 0,..1 -NO BRICK RISERS ARE PERMITTED ON ANY PART OF THIS DRAINAGE co STRUCTURE. LL.
C7 S z T 7 n O Q CA Q :� _ -�jZ. 1 IF REINFOflCED CONCRETE FIPE. I$ SET ZN BOTTOM SLAB OF BOX, ADO TO SLAB O ° CA Q Z -�j'� O ° U
D D D ►- WATER FLOW --► SAG WATER FLOW - - (9/8 As SHOWN ON STD. No. 840.00. z y > r z CC
..� -'1 h ty -G ,,.1 FOA 8' -0" IN HEIGHT OR LESS, USE 8" WALL. OVER $` -0" IN HEIGHT, USE h 7-1 -G 1-,, fl ~
1-1 r - - - - - - - - - - CL Cn p ' 12" WALL 706' -0" -FROM TOP OF WALL AND 8" WALL THEREMAINING 0- p Cn p ' , w d '
Cn z B 1 y2,r ' p Z: W -0 ". QUANTITIES TO BE ADJUSTED ACCORDINGLY. ' wp z d
�G 1 " y ' CONSTRUCT WITH PIPE CROWNS MATCHING.
P LAN SEE STANDARD DRAWING 840.26 FOR ATTACHMENT OF FRAMES AND GRATES. 2' -4" 4' -0"
- - - - - - - - - - - - - - - - - - - - - - -
DO NOT 1 SECTION B -B CHAMFER ALL EXPOSED CORNERS 1 ". O -- L FRAME AND GRATES _1 W
'
'ell 8
" TRAFFIC. USE BRICK MASONRY DROP INLET IN LOCATIONS SUBJECT TO m v m v STEEL w cc
WITH COPING REMOVED DRAWING NOT TO SCALE. � � D STEEL FRAME AND GRATES �- ..�_ ^_- •• Z
-n -_-_-- -_--•------
O 1 rr 21/ " z m ° Ii CO
�p z ->• WATER FLOW --- SAG WATER FLOW w ~ m BRICK COPING (INCIDENTAL) 1"1 2' D" 0 e
O :� Q z TOP ELEVATION Q r �i i z 2" a 2" 2" O(L 06 Q
O LL O m G7 sm. e4o.t6 L� O B" y.
m SECTION A -A z = _ j " FRAME AND GRATE " z !- OA O 0 F" BARS m z" t2 crs. ®t2 Gis. z G w 0 VAR
"Fly "Ell ,l rl • • • r •• N
z v TYPE F TYPE E TYPE G TYPE - E 3 z Q N M= A 81, __� J H o E., s 0 ® CC 00 IS,
fii 9 d 4 O e" B 6" cc 1.4 a V N 2 „gtz i. tz' 4" Q W LL C�
;A RAISED FLOW ARROW „ p D a^ W 1.4
> P 16 HIGH 23-�.I ° N ©p = d Q- v v D 7z CTS. 0 4a p d
z RAISED FLOW ARROW -2-". Q A ► I p Q D" eAR tr
Li! v -'•1� t� D o I� Q Q 'ii o SEE NOTE . n C: ac p p Z
yMx %" HIGH I 1 O - `��z t,�C�D I `txo cm�v p .� =q v o�p �s
0 a h r »• LLi
O v O c n F O N H Y, m _ 2" • 2" "" 2 "• 1Q- z.. n
D a O 1 „ I 1 �/2 Cn O z "10 Z Y CD (J -f1 m ?+ 2 T• a t2 T. ' F-1 co
�m {
ii�� � i7 1. 4•_D" � I 5 g. �.
-`) Q t-1 YG 1 u " =m S n O m 1" e`S-1 io 3" ruK. PIPE THIS sloe - rs, iD.l r' S M C4 a•t = i r= =T �[ O
n z /B FH Z w O-. �'.' Z MAX. PIPE DIAMETER IS 18" R.C.P. MAX. PIPE DIAMETER IS 36" A.C.P.
o Q a yBr' r3 `�', w w -r SECTION X -X SECTION Y -Y 11 pp m 0
CO T O = 1g /„ _ 6. o -n SECTION X -X SECTION Y -Y 7�4
D o O P •I�11 112 n Z O DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H).. z '� O Z. y �(
cf) 1 " 1,, I I s'C 1y2 R y n W U. DIMENSIONSOF BO X& PIPE C(/BIC _YARDS CUBIC YARDS DEWCTIONS FOR DOWEL W p (i W �Wj
Z 2' -1 1�4 rr 4 I �- r 2r 11 n B lL PIPE SPAN WIDTH MIN. HEIGHT CONCRETE BRICK MASONRY ONE PIPE
. BOTTOM WALL PER -TOTAL sa1CK 77 z. V- co '
1y2tt 1.1�„ /8rr 1y2n D A. B H SLAB FOOT HT. N�xxalaRH G.$. R.G. TRAFFIC BEARING DROP INLET a a U) N
LIF YCC 211 � 12" 3' -0" 2' -0" 2' -0" 0.268 9.313 4:522 0.020 0.032 m „m„� )O
1 y 15" 21.311 0.268 0.313 0.600 0.031 0.047 (n W �"'•( n/1
1�" SECTION A-A 7 /B" is" 2 -6a 0.268 0.313 0.678 0.044 0.065 mil/
24" - 3'-0' 0.266 0.313 0.835 0.078 0.113
SHEET 2 OF 2 TYPE - F SECTION A -A SHEET 2 OF 2 EFT 1 OF 1 30" 3' -0" 2' -0" 3, -6" 0.268 0.313 0.991 0.122 0.170 SHEET 1 OF 1 HEET Y OF P SHEET 1 OF 2
TYPE G �
840.03 840.03 840.15 840.15 840.35 840.36 O �-(
o FRAME AND COVER z m SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
p vmD. �/ °1-i O. o m SPRING LINE STD. N0. 840.54 °tn -° IF SPECIFIED. r-1 } W
,~<1 Z /� a" BILL OF MATERIALS QQa <�{ GENERAL NOTES: ~a <.iZ STATE USE OF SYSTEM ON COVER <Q v TT�
FINISHED GRADE h Q �y �../
to ° SEE SECTIONY- YFORDMENSION Zh Z MORTAR JOINTS L2" t 1/g" THICK. ELEVATION QQ3 7°cD O (I.E.: SEWER STORM DRAIN, ELECTRICAL) ZC_ W © H
h1 °aD „ COMMON CONCRETE iy°CCnc? allo° I H��c> (r -o ° -4cn LL i °;D� W a w
I j ° m'•1 -0.1 slzE LENGT aN I Ez Hr LL. _J oQ.. {-+z. r p'n _q O CONCAVE TOOL ALL EXPOSED JOINTS. LL J p,--1 m 2 D_ Z
1- 1z-)zD A 6-a B 0043= Hz.Im USE CLASS "B" CONCRETE THROUGHOUT. z OO�xz 1-4 > �' TOP OF COVER °�z= Z
00 #5 - 9 # 3 -3 76- WQQLL G�Q7Dn -i 12 12° STEP STD. wQZLL.= =-OI'Ix'Dm o WcQ.�gO�c .. W
n Z y- Q 2'-8 a h v o o s ,1 z y m USE FORMS TO CONSTRUCT THE BASE SLAB. _ _ h N0. 840.66 h U p cs Z �D Q ac
Q.o- D #5 8' -O 4 F:ShZH 070° , CO Pi O - Q A A B B
O L..� E #5 s -o 20LU x o JUMBO BRICK WILL BE PERMITTED. CONCRETE OR 4' h= z z t-1� r T Cl) - O w w
r)r-'' co O zHvr n a 1 w Q u a
O p,-1 V � F #s a -B 2Q 7.3 � I2 @ � � O Z SOLID CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK. ac N 1 O � u O a n 0 m'"' � � � l
-rDi i
WEIGHT L 327.2 zQ,O,4 n �-iy IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, > Z° f-4 - DD * z I-A M�
asi 1-f�; D'> ADD TO BASE AS SHOWN IN STD. NO. 840.00. - - - -- --- I-- --- --- �-� h} t
,r ir_91, 1,_91, hH H , L-- ----- - - - - -- - --I L- - -J d~ iC,'•' M ^./
tn0 FRAME a "o GRATES >< ETE.TTaL BI:FYaR 1.48 , wd. III) F-4 WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT 6 . 8" Wp OO , ELI
z z THE TOP OF THE MANHOLE FLUSH WITH THE GROUND, AT OTHER X 3'- 6" X p Z d W
L_J CONC. CUBZG YARDS IN WALL FAT OF HEIC#T 0.35 + +�± 112 LOCATIONS CONSTRUCT A MINIMUM OF 9 ABOVE THE GROUND.' R.
OF PEI F. STEEL I WALL W-1 G .94.9
PROVIDE MANHOLES OVER 3' -6" IN DEPTH WTH STEPS 12" ON D BOTTOM OF COVER 112"
9 •-� 1-- CENTERS IN ACCORDANCE WITH STD. NO. 840.66. I 1" R.
W h 4„ 41,
O '11 " " VERTI AL s z' S = :: .:.::::.::: • •1' °:` °i i ' °i i PLAN OF COYER
-i ." E' s aF HoRIZDNra� BARS H t9 SEE NOTE - 3
Im-' Cl.m }( STRAIGHT BARS. O CL ¢ G u D N D 2 s 5 _6 2 s a �. PLAN OF FRAME ° LU
ib o r- PLAN s o er u, � SECTION ON Q O G N 1' -11 L2" cry 0
°° j cn z � z
�i. z
O S S E SECTION -Y FOR " S. A M Q N i. _ Y-�•I M w d i S 1y
SPACING AND .TAUNT" rr aqa. & „D„ BASE BARS - . 6'y 9' RAD E O -S' W. N (n 0 5r_Err Q _j a m O 2r _ 11� r, _ z
z _ W 1 0 S, V- 113/x(" 3,4 � � G1 Q cc
�. -"1 � '�' Z •Z ZO 7 N _ d w
v v - 12" a" at c 7n o i O 1' -10 /B'
Q o 2,, RaolDS Q is c PART SECTION Y -Y `r' _
3g v D7o z ��
BASE BARS CORNER BARS z o A z v d`/ i
m m�"v m ¢Z =v I ¢v= CC av t' / TYPE #1 QLL
c -� h i� ao h F- aD \ 1 iz" 0
_n m - f.4 0 -o o y v H z n �- / \ 1 334 "--� -
o x r H 1 x N„ �- --i 44 _j
_
cn m 111 z MINIMUM DIMEN IONS AND QUANTITIES FOR MANHOLE I 0 m +- 47 z =N o 0
Z
M = O GENERAL NOTES. ' { 0o O TOTAL BRICK CU. YDS. BRICK DEDUCTIONS _ 1 r + o O
x J m ,- PIPE CU. YDS. , J n
E 0 -n � -USE CLASS 'AA' CONCRETE FOR CAST IN PLACE BOX. MASONRY MASONRY FOR ONE
z C'.S 'n DIM. CONCRETE '? 1 C'S C 'ri \ / ALTERNATE CD z
-p O �a CHAMFER ALL EXPOSED CONCRETE CORNERS 1' ". z (� J O CU. YDS. PER FT. HT. PIPE CU.YD. � 1 1 z 111 w ��- / \ SECTION B -B z Lu
0 m hn -USE FORMS TO CONSTRUCT THE BOTTOM SLAB. M W D BASE A13 VE -L BELOW -L .M. R. C. w _ �� i- \
O N -IF PIPES ARE SET IN THE BASE FOLLOW CONSTRUCTION U. F- 12" 0.560 0.530 0.323 0.020 0.032 I �N 4 2' -OY2 "� / \ MINIMUM WEIGHTS - LBS.
i z PROCEDURES SHOWN BY STD. DWG. 840.00. LL co 15" 0.560 0.530 0.323 0.031 0.047 1 2, 91 /r,� 'Y � FRAME -180 a
D r _ INCLUDE REINFORCING STEEL COST IN THE BID 18" 0.56 .530 0.323 0.044 Q.065
"� 0 0 /
Q m 171 ( ( PRICE FOR "MASONRY DRAINAGE STRUCTURE ". 0 24" 0.560 0.530 2. 0.078 0.113 I ' COVER 120 /"\
D cn - PROVIDE GRATED DROP INLETS OVER W -6' DEEP WITH STEPS %'" L4 30" 0.560 0.530 0.323 0.122 0.170 SECTION A -A TOTAL - 300 1z
SPACED 12" ON CENTER AS DIRECTED BY STD. ONIG. 640.66'. 361, 0.560 0.530 0.323 0.176 0.238
'( PLAN OF BASE -FRAME AND GRATES ARE SEPARATE CONTRACT ITEMS. ' \ / ti✓
HEET 2 OF 2
-" SHEET 2 OF 2 SHEET 1 OF 1 Y., SHEET 1 OF i SHEET 1 OF 1 � � - �. � SHEET t Of t
a $40.36 840.36 840.51 SECTION X -X 840.51 840.54 TYPE #2 840.54
DO
00 V
O Z
O Z
orn <� 2 "_31, SURFACERCOURSE 11" BASEOCOORSE25 C �'cn �� INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL. aO r
<• STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q Q N A
X1-7 cn_0 THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. WW
0,0707°0 NOc r90 D,,-w ,ZyaO<?
E trTiZms� - EXISTING EXISTING LL. Nz _j =D I OO�xz
o ?°n Dm 1'-O,r 2,_0„ X 2r_Orr 1,_01/ HUQLLG� =- >m ) 7rr m HUaO=
z14 N-o Or-n NSCC ~CCZtj z ='MOO° 7r1 �L v, _ ~ =h•ZW v V
w o cAF -LL0-1 C)0r C/3 F- o
c7 DD W 0 to og 4> m z °Mz uj
xtl
a z D , o z {� d }711
0 1�� �
® PAVEMENT REPAIRS ON ROADS TO BE RESURFACED PLAN SIDE PLAN ELEVATION
t D X W ELEVATION
,r (PIPE IS PLACED UNDER EXISTING PAVEMENT) ° N
12 V-4" 7'-4"
0^
z 15" 11-7" 7'-7" o x m 0 d.
ui
c 'n 0 18" 1'-10„ 7r 10" (I.. co 1A1 (O- _ 74L21 I oLL 1-
o > c 24" 2' -6" 8' -6" z a c'''n ��� t _D. CAST IRON r z to
p c
cl) < O 30 3 -1 9 -1 2" SURFACE COURSE ~ Q 171 O CAST IRON Q cc
„ , I , M F- O = ELEVATION ELEVATION � w
o rn 3' --) 36" 3' 8° 9' -8" � IL " D o O
7L _ - 7D i1i z " , " , rr i t" 825.06 OR 825.00 G W 2 N Z �'-
+' z p 42 41-511 10'-S" BASE COURSE p CC v d t3
D - "'I 9 - - - - cc w > #6 BAR OR Q PROJECT NO 0 m 48" 5' -Olt 11' -0" - - - - Q I- 'a C _ 11/4" #8 BAR o DKE -14000
my EXISTING EXISTING Q 0 1 64 1/ 11 GALV'D. Q
o X.0 „ h rz w c - 4 )_ FILENAME: DKE14000 -D1
y 1' 2' -0' x 2' -0 1 0 w 7) x n cn w
Ow Z W 0 Q to 171 z c/f Q DESIGNED BY- M D W
(DTI N OS !-1 d- O 'O POLYPROPYLENE ~ '�
co m 0 -4 -n Yz„ PLAN SIDE PLASTIC SIDE o Q DRAWN BY: MDW
j m w y �---` ELEVATION PLAN ELEVATION w CC A L�
Y N COMPOSITE :� SCALE: AS SHOWN
O t 2" 1/
m NOTE; REINFORCING STEEL DATE' 07-25-2014
ELEVATION SHEET N0. a
PAVEMENT REPAIRS ON ROADS NOT TO BE RESURFACED #3 DEFORMED 12" I DO NOT USE IN 4
STEEL ROD SANITARY SEWER MANHOLES.
HEET 1 OF 1 (PIPE IS TO BE PLACED UNDER EXISTING PAVEMENT) SHEET 1 OF 1 SHEET 1 OF t SHEET 1 OF 1
SECTION A -A ELEVATION
i 554.0'1 654.01 840.56 840.65 �j
x FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

i
/
FOREBAY WEIR SPILLWAY 3
CREST = 15 LF Sw-
TOP OF RIP RAP (CREST) = 350.00
LINER = NCDOT CLASS "B" RIPRAP
15" MIN. DEPTH (d50 = 8 ")
NOTE: A FILTER BLANKET IS TO BE
INSTALLED BETWEEN THE RIP RAP AND
SOIL FOUNDATION. THE FILTER
BLANKET WILL CONSIST OF A MINIMUM
4" THICK LAYER OF STONE ( #57) /
UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT HEADWALL 100 �-
- INV= 350.50 /
42 LF 24" RCP
0 4.44%
4'x4' CONCF ETE
PAD AROUND/
JUNCTION BOX /
(TYP.)
r /
DI 10
T /G= 559.36
INV 0 = 352.43 (DI 102)
INV 0 JT= 352.33
278 LF 24" 0 -RING
RCP 0 1.00%
FOREBAY GERM (TYP.)
TOP WID = 5 -FT
TOP ELEVATION = 350
x
WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. 12. THE OUTLET PIPES FOR THE TOE DRAINS SHALL BE 4 -INCH GRIFFIN MECHANICAL JOINT DUCILE IRON PIPE (OR /
10. IN ORDER TO HELP MAINTAIN A PERMANENT POOL, IF THE INFILTRATION RATE AT THE BOTTOM OF THE FACILITY IS APPROVED EQUIVALENT). CONTRACTOR SHALL ENSURE A WATER -TIGHT CONNECTION BETWEEN THE PERFORATED / x
GREATER THAN 0.01 IN /HR, THEN THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT SCHEDULE 80 PVC AND DUCTILE IRON PIPE AT THE CONNECTION SHOWN AND ENSURE POSITIVE DRAINAGE OUT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR 18- INCHES BELOW THE BOTTOM OF THE TOE DRAIN SYSTEM. /
ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS GREATER). IF A GEOSYNTHETIC LINER IS
CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. CONSTRUCTION SEQUENCE
THE INFILTRATION RATE SHALL BE DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION OF
THE INTERIOR POND GRADING SHOWN ON THIS SHEET. IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER �>
THAT A LINER IS NOT NEEDED, THEN A LETTER TO THE ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE 1. THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT" /
PROVIDED, WHICH WILL BE USED DURING THE AS -BUILT CERTIFICATION PROCESS- FROM THE TOWN OF GARNER, NC DAM SAFETY AND ALL OTHER APPLICABLE AGENCIES PRIOR TO �
CONSTRUCTION. /
11. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. THE CONTRACTOR IS TO EXERCISE CARE IN FOLLOWING
THE SOIL BED PREPARATION REQUIREMENTS ON THE LANDSCAPING PLAN (SEE SHEET SW -4LS) FOR THE LITORAL 2• INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION PROPOSED,CHAIN
SHELF PRIOR TO THE PLANTING OF THE WETLAND VEGETATION. IF THE SOIL BED PREPARA11ON IS DETERMINED TO BE CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL LINK"FENCE
UNSUITABLE, BY A LANDSCAPE PROFESSIONAL, FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL MEASURES THROUGHOUT THE EN11RE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL / 4
PREPARE AND /OR AMEND THE WETLAND SOIL BED AS DIRECTED BY THE ON -SITE LANDSCAPE PROFESSIONAL. FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. /
12. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO EN11RE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE
SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM
TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2 " -3" OF THE BERM SECTION TO PROMOTE EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS /
BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL BE A MINIMUM OF 3" ON THE DAM DIRECTS SCARIFIED BY THE
TO -SITE GEOTECHNICAL
BONDING OF THE NEW EMBANKMENT FILL I RESIDUAL OIL EMBANKMENT L ENTI LPLACEMUST SHALL BE
SMR11l WATER WET POND CONSIRUCnON SPECIFICATIONS
TOP
PLACED FOR THE DAM UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GENERAL NOTES OUTLET STRUCTURE MATERIAL SPECIFICATIONS
13. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR
TOP OF
SAND
1. IF ANY DISCREPANCIES ARE NOTED IN THE PLANS AND /OR NOTES OR BETWEEN THE PLANS AND /OR NOTES AND THE 1. THE 24 "0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
356.00
REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WET POND SITE. IT IS ANTICIPATED THAT PUMPING
PROJECT SPECIFICATIONS, THE MORE STRINGENT NOTE OR SPECIFICATION SHALL GOVERN UNLESS OTHERWISE DIRECTED REQUIREMENTS OF ASTM C76- LATEST. THE PIPE SHALL HAVE CONFINED 0 -RING RUBBER GASKET JOINTS
354.00
352.00
BY THE DESIGN ENGINEER. ANY DISCREPANCIES SHOULD BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION MEETING ASTM C- 443 - LATEST. THE PIPE JOINTS SHALL BE TYPE R -4. THE PIPE SHALL BE MANUFACTURED WITH
4.
EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE
IMMEDIATELY. NO LIFT HOLES.
OF FILL WITHIN THE DAM (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL
352.00
2. THE SPECIFICATION MANUAL PREPARED FOR THIS FACILITY ENTITLED, "NORTH CAROLINA DAM SAFETY PROJECT 2. GEOTEX11LE FABRIC FOR THE 24 "0 OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED
356.00
BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE
SPECIFICATION MANUAL," SHALL TAKE PRECEDENCE OVER THE SPECIFICATIONS PROVIDED ON THE PLANS. EQUAL (NON -WOVEN FABRIC)
BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A
352.00
3. THE DAM EMBANKMENT SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER, 3. THE STRUCTURAL DESIGN FOR THE 4'x4' CONCRETE (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE
356.00
MINIMUM OF 1:1.5 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN
WHO IS REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE ENGINEER
354.00
352.00
ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND WITH SHOP DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR REVIEW.
352.00
14. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN AN "APPROVAL TO CONSTRUCT" FROM NC DAM SAFETY. NO
SCOPE COVERED BY THESE STANDARDS AND GUIDELINES.
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE
349.50
4. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE
352.00
DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER
4. THE GEOTECHNICAL ENGINEER, AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF CONSTRUCTION OF THE DAM PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66.
_
349.50
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF THE PLEASE REFER TO SHEET SW -4B FOR LOCATION OF THE RISER STEPS.
354
INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND TESTING MUST
GARNER.
(UNDERLAIN WITH FILTER FABRIC)
BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL OPINION, THAT THE SPECIFIC 5. THE 8'Lx8'Wx2O" THICK CONCRETE ANTI - FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED BASE OF THE
5.
BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
ITEMS OBSERVED AND TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS
SPECIFICATIONS. THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE,
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS
THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO
KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
5. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE PROPOSED CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER
BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT. FOR REVIEW DENOTING THE FOLLOWING:
STUMPS, WOOD, STONES GREATER THAN 2 ", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE
6.
6. EXISTING DAM EMBANKMENT MATERIAL PROPOSED TO BE REUSED IN THE DAM WILL NEED TO BE DRIED BEFORE BEING A. STEEL REINFORCEMENT
FOLLOWING SOIL TYPES (BY USGS DESIGNATION) ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
REUSED IN THE DAM. IT IS ANTICIPATED THAT SOILS REMOVED FROM AROUND THE EXISTING SPILLWAY PIPE MAY BE B. THE CONNECTION MECHANISM TO JOIN THE ANTI - FLOTATION BLOCK WITH THE RISER SECTION
ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE
o
UNSUITABLE DUE TO HIGH MOISTURE CONTENTS. THE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE
SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE
USE OF SUCH EXCAVATED SOILS. 5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C -478. THE JOINTS SHALL BE MANUFACTURED AND
-
INSTALLED WITH A FLEXIBLE WATERTIGHT JOINT AND RUBBER GASKET PER ASTM C443 (LATEST) AND A CONSEAL
y
BE SUITABLE BY THE ON -SITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED FOR FUTURE
7. PRIOR TO THE PLACEMENT OF ANY FILL IN THE DAM, AND AFTER PROPER CLEANING STRIPPING, GRUBBING, CS102 BUM RUBBER SEALANT ON THE OUTSIDE OF THE JOINT, OR ENGINEER- APPROVED EQUAL, EACH RISER
UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
0
EXCAVATION, PLACEMENT OF SPILLWAY PIPES, OR PAVEMENT CONSTRUCTION, THE EXPOSED SUBGRADE SOILS SHALL SECTION SHALL PER THE DETAILS PROVIDED ON SHEET SW -4B. IT IS THE RESPONSIBILITY OF THE CONTRACTOR
CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOIECHNICAL ENGINEER.
BE EVALUATED BY THE GEOTECHNICAL ENGINEER TO IDENTIFY LOCALIZED UNSTABLE OR OTHERWISE UNSUITABLE TO CONSTRUCT THE RISER STRUCTURE WATER -TIGHT AND SECURELY FASTEN THE RISER SECTIONS TOGETHER.
NEED TO BE DRIED BEFORE BEING REUSED IN THE DAM. IT IS ANTICIPATED THAT SOILS REMOVED FROM
AROUND THE EXISTING SPILLWAY PIPE MAY BE UNSUITABLE DUE TO HIGH MOISTURE CONTENTS THE
7,
MATERIALS. PROOF- ROLLING, USING A SMALL DRUM VIBRATORY ROLLER, HAVING AN AXLE WEIGHT OF AT LEAST TEN
TONS, IS SUGGESTED TO BE USED TO AID IN IDENTIFYING LOCALIZED SOFT OR UNSUITABLE MATERIAL WHICH SHOULD 6. IF THE ANTI - FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER
BE REMOVED. ANY SOFT OR UNSUITABLE MATERIALS IDENTIFIED DURING PROOFROLLING OPERATIONS SHOULD BE BOX STRUCTURE SHALL HAVE 'A SHIPPING WEIGHT OF 21,114 LBS. THE STRUCTURE WEIGHT SHALL BE THE
EITHER REPAIRED IN -PLACE BY SCARIFYING AND RECOMPACTING OR REMOVED AND REPLACED WITH AN APPROVED SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM
BACKFILL PLACED AND COMPACTED IN ACCORDANCE WITH THE "BERM AND SOIL COMPACTION SPECIFICATIONS" AND THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO
ANY RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK, THE
CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED
8. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN /SCHEDULE. PLEASE ABOVE.
NOTE THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR
9. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WET POND MAY BE USED AS A SEDIMENT BASIN FOR EROSION REVIEW. A MINIMUM 2' X 3' ACCESS HATCH OPENING IS REQUIRED. CONTRACTOR SHALL ENSURE THAT AN
CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW: ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE
A. USING THE PERMANENT 8" PLUG VALVE, DRAIN THE POND AT A RATE OF NO MORE THAN ONE -FOOT PER DAY ACCESS HATCH.
OF VERTICAL DROP IN THE NORMAL POOL WATER SURFACE. 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
B. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (TRENCH EXCAVATION, PERMANENT SPILLWAY
REPLACEMENT, ETC.). 9. GEOTEXTILE FABRIC FOR THE 24 "0 OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED
C. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT 8 "0 DIP DRAIN PIPE.
EQUAL NON -WOVEN FABRIC).
D. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE ( )
REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAWDOWN RISER AND
CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (LE. - PLACED IN A 10, STORMWATER POND EMERGENCY DRAWDOWN IS VIA AN 8 "4 PLUG VALVE. THE VALVE SHALL BEAM &H STYLE
LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED. 820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504 SEC. 5.5, AND
N
E. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET SW -4B). THE
N
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF
F. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN AS -BUILT THE 8 "0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE
SURVEY PRIOR TO INSTALLA11ON OF THE WETLAND PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED TRASH RACK
VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING /
RE- PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S EXPENSE. 11. PVC PIPE WITHIN THE TOE DRAINS & SPILLWAY FILTER SHALL BE PERFORATED SCHEDULE 80 PVC PIPE WITH
G. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT THE PROPOSED 1/4" HOLES DRILLED AT 6- INCHES ON CENTER.
i
/
FOREBAY WEIR SPILLWAY 3
CREST = 15 LF Sw-
TOP OF RIP RAP (CREST) = 350.00
LINER = NCDOT CLASS "B" RIPRAP
15" MIN. DEPTH (d50 = 8 ")
NOTE: A FILTER BLANKET IS TO BE
INSTALLED BETWEEN THE RIP RAP AND
SOIL FOUNDATION. THE FILTER
BLANKET WILL CONSIST OF A MINIMUM
4" THICK LAYER OF STONE ( #57) /
UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT HEADWALL 100 �-
- INV= 350.50 /
42 LF 24" RCP
0 4.44%
4'x4' CONCF ETE
PAD AROUND/
JUNCTION BOX /
(TYP.)
r /
DI 10
T /G= 559.36
INV 0 = 352.43 (DI 102)
INV 0 JT= 352.33
278 LF 24" 0 -RING
RCP 0 1.00%
FOREBAY GERM (TYP.)
TOP WID = 5 -FT
TOP ELEVATION = 350
x
WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. 12. THE OUTLET PIPES FOR THE TOE DRAINS SHALL BE 4 -INCH GRIFFIN MECHANICAL JOINT DUCILE IRON PIPE (OR /
10. IN ORDER TO HELP MAINTAIN A PERMANENT POOL, IF THE INFILTRATION RATE AT THE BOTTOM OF THE FACILITY IS APPROVED EQUIVALENT). CONTRACTOR SHALL ENSURE A WATER -TIGHT CONNECTION BETWEEN THE PERFORATED / x
GREATER THAN 0.01 IN /HR, THEN THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT SCHEDULE 80 PVC AND DUCTILE IRON PIPE AT THE CONNECTION SHOWN AND ENSURE POSITIVE DRAINAGE OUT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR 18- INCHES BELOW THE BOTTOM OF THE TOE DRAIN SYSTEM. /
ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS GREATER). IF A GEOSYNTHETIC LINER IS
CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. CONSTRUCTION SEQUENCE
THE INFILTRATION RATE SHALL BE DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION OF
THE INTERIOR POND GRADING SHOWN ON THIS SHEET. IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER �>
THAT A LINER IS NOT NEEDED, THEN A LETTER TO THE ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE 1. THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT" /
PROVIDED, WHICH WILL BE USED DURING THE AS -BUILT CERTIFICATION PROCESS- FROM THE TOWN OF GARNER, NC DAM SAFETY AND ALL OTHER APPLICABLE AGENCIES PRIOR TO �
CONSTRUCTION. /
11. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. THE CONTRACTOR IS TO EXERCISE CARE IN FOLLOWING
THE SOIL BED PREPARATION REQUIREMENTS ON THE LANDSCAPING PLAN (SEE SHEET SW -4LS) FOR THE LITORAL 2• INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION PROPOSED,CHAIN
SHELF PRIOR TO THE PLANTING OF THE WETLAND VEGETATION. IF THE SOIL BED PREPARA11ON IS DETERMINED TO BE CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL LINK"FENCE
UNSUITABLE, BY A LANDSCAPE PROFESSIONAL, FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL MEASURES THROUGHOUT THE EN11RE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL / 4
PREPARE AND /OR AMEND THE WETLAND SOIL BED AS DIRECTED BY THE ON -SITE LANDSCAPE PROFESSIONAL. FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. /
12. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO EN11RE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE
SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM
TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2 " -3" OF THE BERM SECTION TO PROMOTE EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS /
BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL BE A MINIMUM OF 3" ON THE DAM DIRECTS SCARIFIED BY THE
TO -SITE GEOTECHNICAL
BONDING OF THE NEW EMBANKMENT FILL I RESIDUAL OIL EMBANKMENT L ENTI LPLACEMUST SHALL BE
PIEZOMETER TABLE
No.
TOP
PLACED FOR THE DAM UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
TOP OF
GROUT
13. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR
TOP OF
SAND
GEOTECHNICAL ENGINEER.
356.00
REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WET POND SITE. IT IS ANTICIPATED THAT PUMPING
355.75
354.00
352.00
WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - TRENCH FOR SPILLWAY REPLACEMENT). DURING PLACEMENT
4.
EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE
355.75
OF FILL WITHIN THE DAM (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL
352.00
TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 24 "0 OUTLET
356.00
BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE
355.75
BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A
352.00
EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE.
356.00
MINIMUM OF 1:1.5 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN
355.75
354.00
352.00
ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE
352.00
14. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN AN "APPROVAL TO CONSTRUCT" FROM NC DAM SAFETY. NO
351.75
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE
349.50
CONSTRUCTION SHALL TAKE PLACE WITHIN THE FOOTPRINT OF THE PROPOSED DAM EMBANKMENT PRIOR TO THIS
352.00
DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER
351.75
APPROVAL BEING ISSUED.
349.50
SHALL RETAIN DOCUMENTA11ON OF ANY VARIATION FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF
354
f
GARNER.
(UNDERLAIN WITH FILTER FABRIC)
BERM AND SOIL COMPACTION SPECIFICATIONS
5.
BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS
KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS,
STUMPS, WOOD, STONES GREATER THAN 2 ", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE
6.
PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE
FOLLOWING SOIL TYPES (BY USGS DESIGNATION) ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE
o
EMBANKMENT: CLOSURE SECTION (MIDDLE Y2 OF DAM): CL, ML, SC, SM; DOWNSTREAM EMBANKMENT SLOPE:
SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE
SP, SM; UPSTREAM EMBANKMENT SLOPE: SP, SM, CL, CL /CH. IF OTHER SOIL TYPES ARE DETERMINED TO
ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE
6
BE SUITABLE BY THE ON -SITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED FOR FUTURE
UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
0
AS -BUILT SUBMITTALS. EXISTING DAM EMBANKMENT MATERIAL PROPOSED TO BE REUSED IN THE DAM WILL
CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOIECHNICAL ENGINEER.
m
NEED TO BE DRIED BEFORE BEING REUSED IN THE DAM. IT IS ANTICIPATED THAT SOILS REMOVED FROM
AROUND THE EXISTING SPILLWAY PIPE MAY BE UNSUITABLE DUE TO HIGH MOISTURE CONTENTS THE
7,
IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION DUE TO EXPOSURE, RAINFALL,
PIEZOMETER TABLE
No.
TOP
BOTTOM
TOP OF
GROUT
TOP OF
BENTONITE
TOP OF
SAND
1
356.00
346.00
355.75
354.00
352.00
2
356.00
346.00
355.75
354.00
352.00
3
356.00
346.00
355.75
354.00
352.00
4
356.00
346.00
355.75
354.00
352.00
5
352.00
346.00
351.75
350.50
349.50
6
352.00
346.00
351.75
350.50
349.50
*NOTE: P -5 & P -6 EXTEND SAND 6" ABOVE SCREEN, AND
GROUT FROM TOP OF BENTONITE TO SURFACE. SEE DETAIL FOR
ADDITIONAL INFORMATION.
a GEOTECHNINCAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE USE OF SUCH SOILS. SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE PLACED, IT IS STRONGLY RECOMMENDED THAT A 3"
h TO 4" THICK CONCRETE MUD MAT BE PLACED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE 3
di 2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM STANDARD GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY PRECAST RISER OUTLET STRUCTURE
9 PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE PLACED. THE METHOD OF BLOCK SUPPORT FOR SHAPE = SQUARE
COMPAC11ON CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO McADAMS FOR REVIEW. INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 355.50 /
3 FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 6" LIFT (UNCOMPACTED) EACH 8. BEGIN CONSTRUC11ON OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE FREE OF ORGANICS, DEBRIS, AND SIPHON = 350.50
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LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR OTHER DELETERIOUS MATERIALS. THE MAXIMUM ALLOWABLE PARTICLE SIZE FOR THE FILL SHALL BE 2 ". FILL (3) 6" ORIFICES = 353.00 -� ,/�
THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED SHALL BE PLACED IN MAXIMUM 6" THICK LIFTS (3" THICK LIFTS IN THE VICINITY OF THE RISER BOX AND THE INVERT OUT (24 "0 0 -RING RCP) = 350.50 "4�
FOR FILL PLACEMENT. FILL MATERIAL WITHIN 3' OF EITHER SIDE OF ALL SPILLWAY AND DRAINAGE 24.0 OUTLET BARREL) PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL / / 3S) ,y_tK I
STRUCTURES TO A DEPTH OF 2' OVER THE STRUCTURE, SHALL BE PLACED IN 3 -INCH (UNCOMPACTED) LIFTS ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE EN11RE LENGTH OF FILL. IF IT IS NECESSARY, THE
AND COMPACTED, USING WALK- BEHIND COMPACTION EQUIPMENT, TO THE SAME COMPACTION AND MOISTURE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN
REQUIREMENTS AS THE ENTIRE EMBANKMENT. ORDER TO ACHIEVE PROPER COMPACTION.
°0 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO AT 9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE SPILLWAY
d PIPE CRADLE. THE CRADLE IS TO BE CONSTRUCTED PER DETAILS SHOWN ON SW -4D AND SW -4E.
w LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE
o
COMPACTED AT A MOISTURE CONTENT WITHIN 0 TO + 3 PERCENTAGE POINTS OF ITS OPTIMUM MOISTURE - X /
,-10. INSTALL SPILLWAY FILTER FROM PER DETAIL SHOWN ON SW -4C.
� CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING /
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED THE FILL SHOULD BE
0
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SW -4D
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W/ CONCRETE CRADLE
i
(JOINTS WRAPPED IN GEOTEXTILE
FABRIC)
/
INV.
S�
HEADWALL 200
INV =350.50
52 LF 15" 0 -RING
RCP 0 12.62%
/
PROVIDED WITH A VARMINT GUARD
/
X
X
TYPE OR ENGINEER APPROVED
359
\
�-
358
i
sw -4C
24 "0 RCP SPILLWAY FILTER
357
5
OUTLET PROTECTION
/
356
NCDOT CLASS 'B' RIPRAP
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LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR OTHER DELETERIOUS MATERIALS. THE MAXIMUM ALLOWABLE PARTICLE SIZE FOR THE FILL SHALL BE 2 ". FILL (3) 6" ORIFICES = 353.00 -� ,/�
THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED SHALL BE PLACED IN MAXIMUM 6" THICK LIFTS (3" THICK LIFTS IN THE VICINITY OF THE RISER BOX AND THE INVERT OUT (24 "0 0 -RING RCP) = 350.50 "4�
FOR FILL PLACEMENT. FILL MATERIAL WITHIN 3' OF EITHER SIDE OF ALL SPILLWAY AND DRAINAGE 24.0 OUTLET BARREL) PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL / / 3S) ,y_tK I
STRUCTURES TO A DEPTH OF 2' OVER THE STRUCTURE, SHALL BE PLACED IN 3 -INCH (UNCOMPACTED) LIFTS ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE EN11RE LENGTH OF FILL. IF IT IS NECESSARY, THE
AND COMPACTED, USING WALK- BEHIND COMPACTION EQUIPMENT, TO THE SAME COMPACTION AND MOISTURE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN
REQUIREMENTS AS THE ENTIRE EMBANKMENT. ORDER TO ACHIEVE PROPER COMPACTION.
°0 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO AT 9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE SPILLWAY
d PIPE CRADLE. THE CRADLE IS TO BE CONSTRUCTED PER DETAILS SHOWN ON SW -4D AND SW -4E.
w LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE
o
COMPACTED AT A MOISTURE CONTENT WITHIN 0 TO + 3 PERCENTAGE POINTS OF ITS OPTIMUM MOISTURE - X /
,-10. INSTALL SPILLWAY FILTER FROM PER DETAIL SHOWN ON SW -4C.
� CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING /
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED THE FILL SHOULD BE
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/
(JOINTS WRAPPED IN GEOTEXTILE
FABRIC)
/
INV.
S�
DI 201
T/G= 360.87
INV OUT= 357.02
10' GATE
ACCESS PATH
TREE CONSERVATION AREA
EARTHEN FOREBAY BERM (TO
BE COMPACTED TO THE SAME
SPECIFICATIONS AS THE DAM
EMBANKMENT) PLEASE REFER
TO ITEM 3 UNDER "BERM AND
SOIL COMPACTION
SPECIFICATIONS" FOR
ADDITIONAL INFORMATION.
4
UPSTREAM SIDE OF TOE DRAIN
sW -4D TO BE PROVIDED WITH A SOLID
END CAP (TYP.)
10 FT AQUATIC SHELF
FROM EL. 350.00 TO
EL 351.00 SLOPED AT
10:1 (H: V)
- PROPERTY LINE
4
SW_4D 133 LF 4 "0 TOE
DRAIN ® 1.0% MIN.
/ 4
Sw -4C DRAIN OUTLET PIPE TO BE
PROVIDED WITH A VARMINT GUARD
(HAVILAND BRAND STEEL FINGER
TYPE OR ENGINEER APPROVED
EQUIVALENT) (TYP.)
` 11. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION \ i��� ►� / �- 12 LF 4 "0 DIP
COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO /
o COMPACTION EQUIPMENT SMALL CROSS ANY PIPE UNTIL A MINIMUM COVER OF 2 FT IS ESTABLISHED ALONG SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF / INV. OUT = 350.00
THE PIPE. THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION 100 q '
m
SPECIFICATIONS-, INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER / / / 44 LF 4 "0 TOE
5. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES, AT MOISTURE CONTENTS COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO / ''' ,�� / / / -� DRAIN ®1.0% MIN.
i OUTSIDE THE SPECIFIED RANGES, OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE PROPER FINAL GRADE. ANY HAND COMPAC11ON ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL
REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS. BE CONDUCTED IN 3 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS A�
9 AS THE ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS i �/ 'J > 4
2 6. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TMED "BERM AND SOIL '' UPSTREAM SIDE OF TOE DRAIN
o " -�""�� / SW -4D TO BE PROVIDED WITH A SOLID
EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. COMPACTION SPECIFICATIONS". ,�-� / (TYP.)
7. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF / 30' CITY OF RALEIGH END CAP IYP.
2 12. UPON COMPLETION OF DAM EMBANKMENT, INSTALL 3' LAYER OF TOPSOIL AND PROMPTLY STABILIZE AND -� WATERLINE EASEMENT
2 COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR SEED DAM EMBANKMENT PER SEEDING SCHEDULE. � /
c EVERY 2,000 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY THE ON -SITE
0 GEOTECHNICAL ENGINEER. 13. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT / �t
€ INSPEC11ON SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED.
0 8. TESTING WILL BE REQUIRED ALONG THE 24"0 O -RING OUTLET BARREL AT A FREQUENCY OF ONE TEST PER ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF •p�'Fp
25 LF OF PIPE PER LIFT OF FILL MATERIAL WITH AT LEAST TWO TESTS PERFORMED FOR EACH LIFT OF FILL THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM DAM
MATERIAL, OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. SAFETY AND THE TOWN OF GARNER, CLOSE THE 8 "0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN
g IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM
w 9. TEST OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A DAM SAFETY AND THE TOWN OF GARNER.
Y PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE DAM. _
TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF COMPACTED FILL AND THE
CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM SO THAT TESTING CAN BE COMPLETED.
i SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN
OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. STATEMENT OF RESPONSIBILITY.
ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
O
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF
X THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
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SETBACK TTY, .1
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GRAPHIC SCALE
20 0 10 20 40
6m --j 6mmmiJ 1
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT N0. DKE -34000
FH.ENAME: DKE14000 -SW
DESIGNED BY: JAA
DRAWN BY: JCG
SCALE: l„=20$
DATE' 07 -25 -2014
SHEET NOSW-4A
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SW -4D
50 LF 24 "0 0 -RING RCP ® 1.00%
W/ CONCRETE CRADLE
(JOINTS WRAPPED IN GEOTEXTILE
FABRIC)
12LF4 "0 DIP
INV.
OUT = 350.00
4
Sw -4C
DRAIN OUTLET PIPE TO BE
PROVIDED WITH A VARMINT GUARD
(HAVILAND BRAND STEEL FINGER
TYPE OR ENGINEER APPROVED
EQUIVALENT) (TYP.)
6
i
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24 "0 RCP SPILLWAY FILTER
5
OUTLET PROTECTION
NCDOT CLASS 'B' RIPRAP
121 X 6'W X 22" THICK
(UNDERLAIN WITH FILTER FABRIC)
/ 4
Sw -4C DRAIN OUTLET PIPE TO BE
PROVIDED WITH A VARMINT GUARD
(HAVILAND BRAND STEEL FINGER
TYPE OR ENGINEER APPROVED
EQUIVALENT) (TYP.)
` 11. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION \ i��� ►� / �- 12 LF 4 "0 DIP
COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO /
o COMPACTION EQUIPMENT SMALL CROSS ANY PIPE UNTIL A MINIMUM COVER OF 2 FT IS ESTABLISHED ALONG SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF / INV. OUT = 350.00
THE PIPE. THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION 100 q '
m
SPECIFICATIONS-, INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER / / / 44 LF 4 "0 TOE
5. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES, AT MOISTURE CONTENTS COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO / ''' ,�� / / / -� DRAIN ®1.0% MIN.
i OUTSIDE THE SPECIFIED RANGES, OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE PROPER FINAL GRADE. ANY HAND COMPAC11ON ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL
REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS. BE CONDUCTED IN 3 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS A�
9 AS THE ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS i �/ 'J > 4
2 6. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TMED "BERM AND SOIL '' UPSTREAM SIDE OF TOE DRAIN
o " -�""�� / SW -4D TO BE PROVIDED WITH A SOLID
EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. COMPACTION SPECIFICATIONS". ,�-� / (TYP.)
7. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF / 30' CITY OF RALEIGH END CAP IYP.
2 12. UPON COMPLETION OF DAM EMBANKMENT, INSTALL 3' LAYER OF TOPSOIL AND PROMPTLY STABILIZE AND -� WATERLINE EASEMENT
2 COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR SEED DAM EMBANKMENT PER SEEDING SCHEDULE. � /
c EVERY 2,000 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY THE ON -SITE
0 GEOTECHNICAL ENGINEER. 13. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT / �t
€ INSPEC11ON SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED.
0 8. TESTING WILL BE REQUIRED ALONG THE 24"0 O -RING OUTLET BARREL AT A FREQUENCY OF ONE TEST PER ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF •p�'Fp
25 LF OF PIPE PER LIFT OF FILL MATERIAL WITH AT LEAST TWO TESTS PERFORMED FOR EACH LIFT OF FILL THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM DAM
MATERIAL, OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. SAFETY AND THE TOWN OF GARNER, CLOSE THE 8 "0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN
g IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM
w 9. TEST OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A DAM SAFETY AND THE TOWN OF GARNER.
Y PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE DAM. _
TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF COMPACTED FILL AND THE
CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM SO THAT TESTING CAN BE COMPLETED.
i SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN
OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. STATEMENT OF RESPONSIBILITY.
ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
O
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF
X THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
I
SETBACK TTY, .1
•' �' '• 11
i
GRAPHIC SCALE
20 0 10 20 40
6m --j 6mmmiJ 1
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FH.ENAME: DKE14000 -SW
DESIGNED BY: JAA
DRAWN BY: JCG
SCALE: l„=20$
DATE' 07 -25 -2014
SHEET NOSW-4A
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INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
NON -WOVEN GEOTEXTILE FABRIC
M
"
SPILLWAY - INVERTS OF 4 0 WEEPHOLES TO
STEPS DIFFERING IN DIMENSIONS,
CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
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THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
d s
�0
GALVANIZED HARDWARE CLOTH ON
OVERLAP TO BE A MINIMUM 2'
UPSTREAM END
PERFORATED THROUGH. THE SPILLWAY FILTER
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
IN THE DOWNSTREAM DIRECTION.
AND SOLID OUTSIDE THE SPILLWAY FILTER.
INV. OUT = 350.17
= -n>> l
R
MIN. SLOPE = 0.50%
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NOTE:
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SECTION A -A
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ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF i
SHEET 1 OF 1
§4{).66
1840.6611
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ENDWALL PER
NCDOT STD. 838.80
24 "0 O -RING RCP
AL
NCDOT CLASS "B" RIPRAP
121 x 6'W x 22" THICK
�w I
24 "0 0 -RING RCP
2
SW -4D ENDWALL PER
NCDOT STD. 838.80
I
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I IIIIIIIIII . � ' f4�ef �
INi
A'^4Gtl ! ISllr vrrwc VR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -804 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
LL
2 LF 8 "0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
HAVILAND DRAINAGE PRODUCTS
4" ALUMINUM ANIMAL GUARD
ITEM NUMBER 40160420
(OR ENGINEER APPROVED EQUIVALENT) CONTRACTOR SHALL PROVIDE STEEL CLAM
INSURE A WATERTIGHT SEAL BETWEEN
SPILLWAY FILTER NON -WOVEN FILTER FA
AND 24 "0 O- RING RCP OUTLET BA
AND STAINLESS STEEL HARDWARE
T 22" LAYER OF CLASS
"B" RIP -RAP
T FILTER BLANKET
4' -0"
NO. 67 WASHED STONE ENCASED IN
4 "0 WEEPHOLES ON EACH SIDE OF
NON -WOVEN GEOTEXTILE FABRIC
"
SPILLWAY - INVERTS OF 4 0 WEEPHOLES TO
NOTE: 4" WEEPHOLES TO BE PROVIDED WITH
SEMON Aj A (MIRAFI 180N OR EQUIVALENT).
4 "0 PERFORATED
BE PLACER 2" ABOVE INVERT OF 24" RCP.
VARMINT GUARD ON DOWNSTREAM SIDE AND
NON -WOVEN GEOTEXTILE FABRIC
PVC Wf CAP ON
4 "0 WEEPHOLE PIPES SHALL BE
GALVANIZED HARDWARE CLOTH ON
OVERLAP TO BE A MINIMUM 2'
UPSTREAM END
PERFORATED THROUGH. THE SPILLWAY FILTER
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
IN THE DOWNSTREAM DIRECTION.
AND SOLID OUTSIDE THE SPILLWAY FILTER.
INV. OUT = 350.17
MIN. SLOPE = 0.50%
('6 ti RCP
yam
SHED STONE
I NON —WOVEN
FABRIC (MIRAFI
QUIVALENT)
4.5' MIN.
i •
SPILLWAY— INVERTS OF ! !
BE • LACED 2" ABOVE INVERT OF
WEEPHOLE PIPES
PERFORATED . THROUGH
} SOLID OUTSIDE
OUT i
SLOPE 0.50%
SW -4C N.T.S.
FINAL DRAWING -- NOT RELEASED FOR CONSTRUCTION

ENDWALL DIMENSIONS
FT. MINIMUM MIN. /MAX. MIDI. /MAX. MIN, /MAX. MIN. /MAX. MIN. /MAX.
PIPE DIA. BAR SIZE H1(FT.) H2(FT.) D (FT.) W1 W2
1.0 #5 @ 8" 1.25/2.00 2.00/3.75 1.25/1.75 3.00/3.75 5.50/8.00
1.25 #5 0 8" 1.25/2.00 3.00/3.75 1.25/2.00 3.50/3.75 6.50/6.75
1.50 #5 @ 8" '1.25/2.00 3.00/4.25 1.54/2.50 3.50/3.75 6.50/6.75
2.0 #5 @ 8" 1.50/2.50 4.0014.75 1.75/2.50 4.00/4.25 7.50/8.25
2.5 #5 @ 8" 2.50/3.50 4.00/6.00 2.00/3.40 4.50/5.50 10.00/11.50
3.0 #5 @ 8" 3.00/3.50 5.0016.04 2.75/3.50 5.25/5.75 11.50/11.75
3.5 #5 @ 8" 3.25/4.50 6.00/6.75 3.25/3.50 6.00/6.75 12.00/13.25
4.0 #5 @ 8" 3.50/4.50 6.5017.00 3.25/3.50 6.50/6.75 13.00/13.25
4.5 #5 @ 8" F4.00/5.00 6.50/8.50 3.2514.00 7.40/9.25 13.50/15.75
5.0 #5 @ 8" 4.50/5.00 7.00/8.50 3.25/4.00 7.25/9.25 13.75/15.75
5.5 #5 @ 8" 4.50/5.00 7.50/8.50 3.25/4.00 7.25/9.25 14.00/15.75
6.0 #5 @ 8" 4.50/5.00 7.50/8.50 3.25/4.00 7.75/9.25 14.75/16.75

DAM CENTERLINE
50 LF 24 "0 O -RING RCP 0 1.00%
6
Wj CONCRETE CRADLE
(JOINTS WRAPPED IN GEOTEXTILE
FABRIC, SEE DETAIL SHEET SW -413)
UPSTREAM SIDE OF 4 "0
4
S-
PERFORATED SCH. 80 PVC
PIPE TO BE PROVIDED NTH A
SOLID END CAP (TYP.)
44 LF 4 "0 TOE
4
SW -4D
DRAIN 0 1.0% MIN.
12 LF
INV. OUT =
m
2 +00
3 +00
4+004+10.99
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION CTION
A
■

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DAM SECTIONS AT 25* .
$W-6-4G 1" = 10' H, 1" _ 5' V
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ACCESS PATH
iERVATION AREA
SHELF
t0 TO
'ED AT
'ERN LINE
QTY.
SYM. SCIENTIFIC NAME COMMON NAME HATCH
TYPE
MIN. SPACING
33182
/litt
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IV IRIS VIRGINICA BLUE FLAG IRIS
4" CONTAINER
17" ON CENTER
w
158
PC PONTEDERIA CORDATA PICKERELWEED
4" CONTAINER
17" ON CENTER
z
a
228
SL SAGITTARIA LATIFOLIA BROADLEAF ARROWHEAD
4" CONTAINER
17" ON CENTER
a
0
299
Al ASCLEPIAS INCARNATA SWAMP MILKWEED L L_ L
-l_LL'
4" CONTAINER
17" ON CENTER
a
232
ST SCHOENOPLECTUS SOFT -STEM BULRUSH
4" CONTAINER
17" ON CENTER
TABERNAEMONTANI
+ rt
167
JE JUNCUS EFFUSUS SOFT RUSH + +
4" CONTAINER
17" ON CENTER
SEEDBED PREPARATION
TEMPORARY SEEDING SCHEDULE
1.
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
SEF I_D NG DATE SEEDING MIXTURE APPLICATION MIE
CONDITIONS, IF AVAILABLE.
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS /AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS /AC
2.
RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS /AG
3.
REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
.REASONABLY SMOOTH AND UNIFORM.
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
4.
PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
750 LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 — DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
UNIFORMLY AND MIX WITH SOIL.
5.
CONTINUE TILLAGE UNTIL A WELL— PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED
IS
MUCH
PREPARED 4 TO 6 INCHES DEEP.
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
6.
SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7.
MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
8.
INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
9.
CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
PLANTING INSTRUCTIONS
OR EARLY MARCH.
b[QIE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
APB NTING TECHNIQUES
SEEDING SCHEDULE.
A.
INSURE THAT ROOTS, ONCE REMOVED - FROM POT, ARE STRAIGHTENED AND FACE
DOWNWARD.
B.
CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
D.
PLACE PLANTS SOIL AROU 3NDNSPLANTGAND PROCEED TO NEXT PLANTING LOCATION.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
E.
NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE
ESTABLISHMENT OF NEW ROOTS.
SEEDING DATE SEEDING hdlXTURE APPLICATION RATE
F.
ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED
AUG 25 — OCT (BEST) TALL FESCUE 200 LBS jAC
ROOTS HALL BE CUT OFF CLEANLY.
G.
THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST
FEB -- APR 15 ( POSSIBLE)
THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
SOIL AMENDMENTS
H.
SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1.
MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND
1000 LB/AC 10 -10 -10 FERTILIZER,
WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE
MULCH
PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING FINAL LAYER
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
OF BACKFILL.
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
J.
BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING
AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF MORE THAN
FIFTY PERCENT (507.) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL
MAINTENANCE
REPLACE THE PLANT.
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
NT
A.
-AVER STOCK / BARE ROOT
STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL TOGETHER ONCE
REMOVED FROM THE CONTAINER.
B.
CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY
CONDITIONS UNTIL PLANTING OCCURS.
C.
BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D.
IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
J,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY
A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE) AND WATERED
REGULARLY SO AS TO NOT DRY OUT.
�°
PLANT
LOCATIONS
A.
NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE
CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
°
B.
NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER
cam,,
OR THE OWNER'S REPRESENTATIVE.
0
C.
ADDITIONAL INFORMATION IF NEEDED CAN BE FOUND IN THE NCDENR STORMWATER
r�S
BMP DESIGN MANUAL.
o
ti
WAS
A.
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT
4
LIFE.
ACCESS PATH
iERVATION AREA
SHELF
t0 TO
'ED AT
'ERN LINE
30' CITY OF RALEIGH
WATERLINE EASEMENT
�l�tifii dill t {!!
AR� J'�jy+f'FF
a
o's F'f
33182
/litt
0
w
z
a
a
0
a
Q
ri
30' CITY OF RALEIGH
WATERLINE EASEMENT