SW3170606_APPROVED PLANS_20170927

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW Y/ 4&4/ 7
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

DA � RA / _ i- - .- A m+ I GDING LEGEND
0 20 Ac. �"
vaOPEary unE
r l r / ; ,/: - _1 I .PROP F) °a �• ) 1 I
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0.26 A �s 1 me=NTz r — — — cGxEau weuc unurr FABFMENT
' Oi: •%i.'/% / e • / m� � ': I EYIS'IING MINOR CWROUR
m 4G nnwa CONTOUR
nz vaawsEO MINOR mMaua
GO- l t � ,. na vaavasEn rwoR cavrouR
,i ICY Vv -1 `�'ri�_ \ / 11\eGazz-1.. / Mu NG STORM MOPE
I
E%LSIING GTCX 0451N
I \1 -
ell, vawosen 5'.. MAN OU
Dal e \ `<. , 5 Dii �I-1G3 08 Ae. Y 0 35 AC_. mRO PIPE ulD wwNae
�' 1 \\ ' _� P0.oW5E➢R.C. P.
b i
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a `,__ � PROPO I DA CI 14i1g) \\ Y PaorosED $LpRM rnxoDwx
rs�it s1�cn \ r .. aza m
X, CI-11 0;65 Ac PRovosED s.oav ORaNacE MANHOIt
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PRORSDDUCH INI (or)
Y \_
Y
��! gXistin€ 1Yl \ �6 01fi ..,v.. _ 18 wa• _
I DA CI 10 ! � r o e�^ w PROPOSED RAREo wosErnw+
;d(II I T a tl ep' h @�vq , ITrP. \h�._ PROPOSED RIPPAP MORON
SF 1.z6AE_, I4 ;,�1m �,; 11�,'` _ - a e .~�aeJ ,-a_- '9'I 1 � � � N �'�y� .1m) �I \. � TtLPC5E0 PERMANENT SWPlE
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE MTH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES. P.A.
----------------
I GRAPHIC SCALE
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Cell before you dig.
Approvetl: Dale of laaue:

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m _ CREEK _
/• / / / / / / _ \�\ \ \\ "'`f ')//P ��. - \\ N m+ni. ft GRADING LEGEND
DENIAL DETML
\ \ N' SYMBOL DFSCRIRION
NtOF40.tt LINE
,'/'/' / .�,�, \IFI
RIGNT#WRY LINE
/' E%ISIING WasIINE
./ ii •/ ,�'•$'i,:/•, - .\ „(1-_- \`` _ ',1`�£/ //i :: f/ = \\`.�`.'\�` \ \� _ GENEML NBIICMLfTY F/SEMENT
/ii;'/ii://ii:/i' '�:'' '% �� - Y,: �� \� \�\ `:\l`` 1\ _ .�(f ,•/i i/i �'�/� � '/•� \\ �\`::\�\.� _� / _ FISTING MINgi CONROUR
/y,/.i.::1L1�%�� / _ 1. ,\,� \\`,` \ ` ...5/G_ / / f j / 1 \.\,.\•1 ` 'l
E%ISTING MAbR CONTOUR
.\ 722 Po PROSED MINOR CONTOUR
l'A''•-720 PRWRDSFD MAICQ CQYiW
fi, DTSTNG STORM PIPE
11 41I
i U . 2 9 _
1 �"/' L / 1 M : - 1- ••.. �.— 8 •:.' \ \l P5 -'.� • PRPoE 6INC
OS' YNTTMY
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A0.FA DA 6 \ ,� 1 . '.. PaosRP.
�.a i � DRAINAGE e \ ` \ / \ 1 : •awn
},- Ages) t /
_"_ �\ �y"'! (3090 C — ' eU
\; s�ine,r¢xMn OY PROPoSEO STORM TPAD OWVN
TROMORD STORM DMI.GE MFNILOL
�¢ 2=. L_. w, v / 'l,a PRwosED wits INET (a)
\\ \\i {/.S rs• PROPOSED PuaeD[ T(Do
aL / \\ \\\ \ \ \\. U 11
Existing 1 )
t r til 1 m
�r
_ I �11 1 -t i 1 ID9 ? 3 8 el 11 -..i�a 1 a_+' .1 PROPOSED RlP.RnPnvaoN
_ Flpj85B 8] �.• -•1 1 Existing 1 11 ..`, I It 1\ _h _ .- \ ' PROFOSEDRBIENNENT$WKE
_ 1 Building 1 1 1 11 ��� ' c, _ `�� \\,
125335E 1 \ 1, _�� u
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ilding
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� GRAPHIC SGdLE
Rl`N µ (APP�ox. 6
— r erstate Road
w
- , I-40 In
Know what's b010W.
Cal I before you dig.
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner: Approved: Dole of leaue:

--_-
- Existing 1� I
s 1 1
j
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w
j ExistingSF
1 1
S \ 1 1
PUBLICATION OR REUSE OF THESE DRAWINGS OR
O —
\
1 IDt \MI � F.ay,�J
1 Existing 1 \
l Building
11.531 a M
1 1
35E �.
1 F'FEBs6f) II�M -� I
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ONEI � �
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GRADING LEGEND
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GENERPL PDBUC MLIIY EASEMENT
..
- WSTING MINOR CONTOUR
6
ESISrIVG MA]OR COMOIIR
I�
C111 ' \ 1 /
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PRONSFD MINOR COMWR
WW
9 r
RD
PROPo DMAIORWNTWR
E%6TI4G STORM PIPE
EATEN BASIN
'
1 �`
BssPROPOSED
•
/
i
SEWERPIff PND MPNnOI£
RAGE AREA DA 1 e gORAGE
i \
PROPOSED R c.P
35F
j-` -a 99 Acres) kexa�N15 \'— !'1#\ ♦.
Y
PROPOSED STORM YARD qWx
PRGY(iED STORM DPAINnGE MN11glf
�S
PRCPogf D NRB IN(a)
S es
o t
PRUtlSED DRCH IMfT (DI)
616 u
PROPOSED FLARED END SETnON
OF N �
^916
/ fa
MIN'
PROPOSED RIPRPP ANON
A b
m % �'
_
J B,1
PROPOSED PERMANENT S.P
JB3n
10
IIIIIIII ,., I
039
939
-�
1
ST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN
a
I
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P.A. Owner:
GRAPHIC SCALE
Know w, is below.
Call before you dig.
Dote of I..ue:

vA jvo� Ahon
C"AL= VdIr" OcXL E7"v
,oHP
1Fta' ) APPROX. RIS I �Rok FRISK / / f
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U77LMES CONTACTS
POWER: STATESVILLE ELECTRIC UTILITIES
WATER: CITY OF STATESVILLE PUBLIC WORKS
GAS: PSNC ENERGY
ROCKY MARTIN
704-878-3564
PUBLIC WORKS DEPARTMENT
301 SOUTH CENTER STREET
P.O. BOX 100256
COLUMBIA, SC 29202
STATESVILLE, NC 28216
1 [phone]
TELEPHONE: AT & T
Mr. DEREK SLOCUM
Utilities Protection: NORTH CAROLINA ONE Call
1 [phone]
[phone]
811 OR [phone]
':J
`> SEWER: CITY OF STATESVILLE PUBLIC WORKS IF YOU DIG NORTH CAROLINA...
PUBLIC WORKS DEPARTMENT CALL US FIRST!
a�C `tom 301 SOUTH CENTER STREET 811 or 1-800-632-4949
STATESVILLE, NC 28216
ti
Mr. DEREK SLOCUM
[phone]
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES P.A_
Know what's below.
Call before you dig.
Owner:
,ws�gx�
.. : SITE
a N '
ITE
eo TS
fiai
QQ
:9tauat,3 tt � ....riT°r-5
VICINITY MAP
NO SCALE
.� 171MXAr.�&ym/mli*M
C-1 EXISTING CONDITIONS AND DEMOLITION PLAN
C-2.0 SITE PLAN
C-2.1 SITE DETAILS
C-3.0 GRADING AND STORM PLAN
C-3.1 EXISTING RAW WATER LINE PLAN AND PROFILE
C-3.2 - C-3.3 GRADING & STORM DETAILS
C-3.4 - C-3.5 BMP DETAILS & SPECIFICATIONS
C-4.0 PHASE 1 EROSION CONTROL PLAN
C-4.1 PHASE 2 EROSION CONTROL PLAN
C-4.2 - C-4.3 EROSION CONTROL DETAILS
C-4.4 EROSION CONTROL & GRADING SPECIFICATIONS
C-5.0 ONSITE INLET DRAINAGE PLAN
C-5.1 EXISTING DRAINAGE PLAN
C-5.2 PROPOSED DRAINAGE PLAN
C-6.0 LANDSCAPING/PLANTING PLAN
C-6.1 LANDSCAPE DETAILS
Pt�EPARED BY:
ENTGINEER:
PIEDMONT DESIGN ASSOCIATES, P.A.
Eiv GINEERING/SURVEYING/PLANNING
SUITE 101, WESTFIELD CENTER 125 EAST
PLAZA DRIVE MOORESVILLE, NORTH
CAROLINA 28115 [phone]
SURVEYORS:
PIEDMONT DESIGN ASSOCIATES, P.A.
ENGINEERING/SURVEYING/PLANNING
SUITE 101, WESTFIELD CENTER 125 EAST
PLAZA DRIVE MOORESVILLE, NORTH
CAROLINA 28115 [phone]
PREPARED FOR:
OWNER:
RANDY MARION CHEVROLET OF STATESVILLE
MR. ERIC BROACH
1011 FOLGER DRIVE
STATESVILLE, NC 28625 ofld, of �F2
[phone] ONP" DEVELOPER/CONTRACTOR: %1C
A
G.L. WILSON BUILDING COMPANY \0,;�k�",
MR. JEFF KERLEY�'_'''
109 WILSON PARK ROAD
( 7 27
STATESVILLE, NC 28625
[phone] ,'pti ,�.
/''10 `\
Approved:
Date of Issue:

'._' � �_.! ,�_ 6•�.t � :�.: :.:,. ., ,.I:'. _'. •_ _. _.. _ ... It _. _r1`L Flu.. ._._.�- _ _—.___- ,
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
Approved:
`k
Site
40
VICINITY MAP
NO SCALE
EXISTING LEGEND
PROPERTY LINE
- - RIGHT-OF-WAY LINE
EXISTING CURB LINE
GENERAL PUBLIC UTILITY EASEMENT
- - - - EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING WATER LINE
EXISTING FIRE HYDRANT
EXISTING GATE VALVE
EXISTING WATER METER
—ss ssm — EXISTING SANITARY SEWER PIPE
EXISTING SANITARY SEWER MANHOLE
EXISTING STORM PIPE
EXISTING CATCH BASIN
GRAPHIC SCALE
100 0 50 100 200
IN FEET )
1 inch = 100 It,
Know what's below.
Call before you dig.
Date of Issue:
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REVISIONS
BY
Date: 7/21 / 16
Scale: 1" = 100,
Drawn: JCW
Necked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C-1.0
of
Sheet

NO CURB
THIS SIDE
R62.0'
NEW V-6" CONC.
CURB & GUTTER
—_�PP�-�P j s6s 59 PI(DB 10801752) 2
OH v 4; : l
IP�OHP 0 I 0 _ _ _ E Cityof Statesville
jL N _ ?
_ z I P.O. Box 1111, /
APP I APPE) \ , Statesville, NC 28677 ,E
_ RO `p F _ \ Zoned: O+I-2 X. FRIS 1
�_orlP�� FAO � � I X RISC ' � _
— =-- _OHP _ �OWA 1 MpRRI _ 581°03'16'E I' /
SON C / m i
/ omP�oFIP \ /��' R ^��1
W qP
PROPin # 4745149307 V-6" CONC.
UTTCURB & \ \
DB 2459-1127 I GER (TYP. \ \ \
Dawn Properties, LLC 1 \ /
220 W. Plaza Dr. R151.5 40 1 ) /
(Boc)' /
Statesville, NC 28117 / Zoned: B-4 i
R10.0'
ii
VD L.U1CL333 237 9,
'
(Boc)
30.4'
y
214,1' Dawn Properties, LLC
SAWCUT
1
m
R
P.O. BOX 1559
Statesville, INC 28115
PVMT.
EXIST.
,
Zoned: 6-PAVED
,0j so►
1
AREA
24.6'
►
- -
� �
,
ATHIS N1.5CONC.
►
_
� go 00
4
-
SIDE CURB & UTT R
GUTTER
�
.
Exfisting ►
►
•
Buildin
_
,
►
_
►01 EX-CI-12
NEW PAVING
SHADE (TYP.)
39,752�
;
E iSU116 ; I
B ilding ; I
912 SF ►
=862.92 �.
Pin # 4745247566
DB 96E-493
Phillis W. Edmiston, eta[
2549 Amity Hill Rd.
Statesville, NC 28677
Zoned: B-5
Pin # 4745247240
DB 2404-528
J.P. Hospitality, LLC
703 Gaither Road
Statesville, NC 28677
Zoned: B-4
► rcau"�i, -„
EXISTING PA11115111 MATCH PVMT. ~— P
I GRADE AT TIE-IN ow
EXISTING CONC. 22,-�-
EXISTING TREE I . SIDEWALK -�
WALLS (TYP.) N7 '2 °E 70'
R/W
0.
-15.IT __29530.00 —►wW 0. - —�
EXISTING ✓43' I _ - I
FIRE HYDRANT r -
Roa
EXISTING I %� d
1 t ej '
I
SIGN _ __-_-
�pa16'34 _ _r —
60.0'
300.00--
_
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
4pproved:
P
N
Site
e
y
-,�.*' w crm+r�i GAISNER 1-40
�M
w�
VICINITY MAP
NO SCALE
SITE DATA:
RANDY MARION FORD
PROPERTY AREA = 33.99 +/- ACRES
PROJECT AREA = 8.79 ACRES
PROPERTY ZONED B-4 (BUSINESS)
TAX PARCEL ID#4745243304, 4745149307 & 4745142541
DEED BOOK: BOOK 2312, PAGE 2353 (8/11/2014)
BOOK 2052, PAGE 56 (3/01/2010)
FUTURE BUILDING TYPE: COMMERCIAL
FUTURE 1 STORY BUILDING: NONE PROPOSED
FUTURE BUILDING AREA = 0 SF
FUTURE BUILDING EXPANSION AREA = 0 SF
TOTAL FUTURE BUILDING AREA = 0 SF
PARKING CALCULATIONS:
EXISTING PARKING SPACES: 281
REQUIRED PARKING SPACES:
TOTAL PARKING SPACES REQUIRED: 80 SPCS.
(2 PER 1000 SF BUILDING)
(EXIST.: 39,664 SF)
NEW PARKING SPACES:
TOTAL NEW PARKING SPACES: 31 (PAVED)
TOTAL PARKING SPACES PROVIDED: 312 (PAVED)
TOTAL PROP. PRODUCT STORAGE SPACES: 0
STORMWATER:
STORM WATER DETENTION: WET POND (2 & 10 YR STORMS)
WATER QUALITY: WET POND (1 INCH)
EMERGENCY SPILLWAY 25 & 100 YEAR STORMS
POST CONSTRUCTION DISTRICT: N/A
STREAM CLASSIFICATION: MORRISON CREEK (CLASS C)
STREAM BUFFER: 25' (CITY)(EA SIDE OF PERENNIAL STREAM)
WATER SUPPLY WATERSHED: N/A (NOT IN A WATERSHED)
FLOOD: A PORTION OF SITE IS WITHIN A FEMA FLOOD
HAZARD ZONE
(Map #3710474500J) (03-18-2008)
MAINTENANCE: BY OWNER
STORAGE PAVING MATERIAL: GRAVEL (w/sealant)
NO RETAINING WALLS WITH THIS PLAN (Future Only)
**PAVEMENT SHALL BE CAPABLE
OF CARRYING FIRE TRUCK
LOADS OF 80,000 POUNDS
SITE LEGEND
DETAIL
DETAIL
SYMBOL
DESCRIPTION
PROPERTY LINE
- -
RIGHT-OF-WAY LINE
- ==---
EXISTING CURB LINE
GENERAL PUBLIC UTILITY EASEMENT
PROPOSED FUTURE BUILDING
PROPOSED CONCRETE SIDEWALK
1)a,,
PROPOSED HEAVY-DUTY ASPHALT PVMT.
PROPOSED LIGHT -DUTY ASPHALT PVMT.
'
GRAPHIC SCALE
40 0 20 40 60
It
( IN FEET )
1 inch = 40 It
Know what's below.
Call before you dig.
Date of Issue:
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REVISIONS
BY
REVISED PER
NEW BLDGS
JCW
9/14/16
REVISED PER STORM
& GRADING CHANGES
JCw
10/7/16
REVISED PER OWNER
NO BLDGS.-NO WALLS
JCW
02/24/17
Date: 7/21 / 16
Scale: 1 " = 40'
Drawn: JCW
Checked: DLM
Project: 2015- 66-03
Job: 2015-06-03
Sheet
C-2.0
of Sheetsl

1 "-61" 24'-0 " 1' -6"
(PA VED HOULDE
VARIES
A D
C
SLOP- - 2 09 f
VARIES
24.0' MIN.
18'-0'
2�1 SLOPE
(DRIVE LANE)
(PARKING)
(COMPACTED)
DITCH A"
k 7
B DISTANCE VARIES
2'-0'"
27'-0" B C TO BIC
VARIES
1 "-6" VARIES VARIES
EXIST.
(EXIST PVML)
2' 0" 13'-6'" 13'-6" 2'-0"
SHOULDER
STORM I I'� '- STORM DISCHARGE
1 -6"
SHOULDER
1'-6' 12'-0" 12"-0" 1'-6"
SHOULDER
BLDG.
STRUCTURE I PT. 17A
2
�1
SEED
(SEED)
CI-16
A
- CP P/PE �`
D - C
D
SLOPE 1� AFT
3 3
EXISTING
SLOPE 2.0%t
WET
�1 1r
SURFACE
A
COMPACTED SUBGRADE --„
-, ,,�1
�'
C
(95% STD. PROCTOR) >n
POND 1
N
�I
B
I
COMPACTED SUBGRADE-/ B
COMPACTED SUBGRADE
(95% STD. PROCTOR)
I I 6"•
(95% STD. PROCTOR)
6"
—�
COMPACTED SUBGRADE
B 6"
AO 2.0" S9.5 B SURFACE COURSE
I I (957. STD. PROCTOR)
© 6" OF ABC STONE
RCP PIPE
AQ 1.5" OF S9.SA
NORTH AMERICAN GREEN
AEXISTING PAVEMENT
©l'-6"" STANDARD CURB & GUTTER
YSTORM
6" OF ABC STONE
P300 PERMANENT MAT
6" OF ABC STONE
OD 2.0'" OF WASHED STONE
C 1'-6" STANDARD CURB & GUTTER
OMANUFACTURER
(INSTALLED PER
SPECS)
© l'-6" STANDARD CURB &
GUTTER
@ 1"-6" "SPILL'" TYPE CURB & GUTTER
(OR EQUIVALENT)
STRUCTURE
CI-2
STORAGE AREA SECTION I
REAR DRIVE SECTION 2
UPPER
LEVEL IMPROVEMENTS SECTION 3
N.T.S.
N.T.S.
N.T.S.
`�
%%uNOTES:
OF 24" E TO OF
W.
III
TRENCHNIMUM
MUST BE ALLOWED FORTSIDE COMPACTIONEOFOFI L MATERIAL.
BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
FINISH 2" SURFACE COURSE
GRADE TYPES 9.5B
III-
P
THE PIPE IS LAID. THE FILL AROUND THE PIPE SHALL BE PLACED IN
Z",
LAYERS NOT TO EXCEED 6". UNDER NO CIRCUMSTANCES SHALL WATER BE
PERMITTED TO RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS
.i
_
_
BEEN PLACED. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE
2•
III I
III
USE OF MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL
II
III
SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED INTO PLACE.
y xa�,a - �....._ �.-_ .�
OUTSIDE DIAMETER
III-
JIB
8"
-III
III-
2. ALL BACKFILL MATERIAL SHALL BE CLEAN SUITABLE MATERIAL AND
=L
SHALL HAVE AN IN PLACE MINIMUM 98% STANDARD PROCTOR
COMPACTION.
2,
III
3. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100% COMPACTION.
8" BASE
6" COURSE ABC
-I ir, VARIES
(15" MIN)
II
4. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
COMPACTED
24 4
5. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL
SUBGRADE
MATERIAL.
CARRY BASE COURSE 6" NOTES
PIPE SHALL BE PLACED
BEYOND SURFACE COURSE
T APPLY DUAL BINDER COURSE IF ASPHALT BASE
ON SUITABLE MATERIAL
AT LOCATIONS WITHOUT
CURB AND GUTTER LAYER WILL SIT OVER WINTER PRIOR r0
FINAL SURFACE COURSE.
LIGHT DUTY ASPHALT PAVING
TRENCH DETAIL
FOR
STORM DRAIN PIPES
N.T.S.
N.T.S.
FINISH 3" INTERMEDIATE 2" SURFACE COURSE
GRADE BINDER COURSE TYPE TYPE S 9.58
—19.08
-� }
v
10" BASE
6" COURSE ABC
COMPACTED
SUBGRADE NO
CARRY BASE COURSE 6" 1. SEE SPECIFICATIONS FOR OTHER
BEYOND SURFACE COURSE REQUIREMENTS.
AT LOCATIONS WITHOUT 2. APPLY DUAL BINDER COURSE IF ASPHALT BASE
CURB AND GUTTER LAYER WILL SIT OVER WINTER PRIOR TO
FINAL SURFACE COURSE.
HEAVY DUTY ASPHALT PAVING
N.T.S.
'/z Rwlus 1. TE
CON
6" 1'-0" 1. CONTRACTION JOINTS SHALL BE SPACED AT 10-FOOT
INTERVALS. FOR VALLEY GUTTER, A 15-FOOT SPACING MAY
3- RADIUS BE USED WHEN A MACHINE IS USED. JOINT SPACING MAY
BE ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED
CRACKING.
1/8" RADIUS
2. CONTRACTION JOINTS MAY BE INSTALLED THE USE OF
V
iv OR FORMED BY OTHER APPROVED METHODS
F.P..
WHERE SUCH JOINTS ARE NOT FORMED H'I TEMPUTES, A
WHERE U
m MINIMUM DEPTH OF 1 1/2- SHALL BE OBTAINED.
3. ALL EXPANSION JOINTS SHALL BE SPACED AT 90 FOOT
INTERVALS, AND ADJACENT TO ALL RIGID OBJECTS. JOINTS
STANDARD CURB AND GUTTER SHALL MATCH LOCATIONS WITH JOINTS IN ABUTTING
SIDEWALK.
JOINT SEALER- 4. TOP 6. OF SUBGRADE BENEATH THE CURB AND GUTTER
RECESSED 1/8" TYP. SHALL BE COMPACTED TO 100% STANDARD PROCTOR
DENSITY.
SURFACE OF GUTTER
1/8'R TYP 5. CURB SHALL BE DEPRESSED AT INTERSECTIONS TO PROVIDE
FOR FUTURE ACCESSIBLE RAMPS.
r
6. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3600 P.S.I. IN
"....� ...,. •.,.
28 DAYS.
JOINT FILLER
t1/2"
TRANSVERSE EXPANSION JOINT
1'-6" CONCRETE CURB DETAIL
N.T.S.
Location: PUBLICATION OR REUSE OF THESE DRAWINGS
OR ANY DETAILS WITHIN
MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN
ASSOCIATES, P.A. Owner:
Approved:
Date of Issue:
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REVISIONS
BY
Date: 07/21 / 16
Scale: AS NOTED
Drawn: JCW
hecked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-2.1
Of Sheet
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APPROX. F T wAY ( APpROX. ` `' \ , TEMP. TREE PROTECTION 7as
RIS F I I FR \ FENCING (ORANGE) / , 7�
LIMITS OF CLEARING/ GO �� C ' \ 7sz
DISTURBED AREA OHP�� - OO�^ �QR _ 3
oHP�etL � ry y ' RISOIV - _ _ EMERGENCY 794 1 '
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TEMP. DOUBLE
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PROP. V-6" CONC. CURB
AND GUTTER
PROP. V-6" -
CURB & GUTTER
1
TEMP. TIRE & CONC.
WASH PAD AREA
I 791
Sob �. 792
a0s o_g15 t ? O 1 j 793
GaBz-\ O �, PROP. 1' 6" CONIC. CURB o FES Pl l 80
82 a13 AND GUTTER
Bib '2.3"/0 `.: S �. 796
BIH, �- ^B� 8I \ 7s7 G epz
82s-r - I \ \ BIS ° \ ' 79e ,- ll o PEOL
3.4 -1STRUCTUR \ 62O\ J' �7sa o E
1
�•� 62
az3.o0 2 eo
z
SHELf 806 ." I eo°i
� \ - titi• ' so3 ' rQ LIT 808p4A� CS-P1
824 ;DI-7 \n, r g0.. - s00.50 TEMP. 3" SKIMMER
8.._. 8 82? STORM STORM \ 805 _ DIMENT� 1 DRAWDOWN INV. =800.4
6:6 "NETWORK'A' NETWORK 'A' , , _ •TEMP• S (CONNECT TO PERM. STRUCTUI
P 1 (SEE SHT. C-4.2) RM
B2 TEMP. BLOCK ANDGRAVEL INLkj,
PROTECTIONtWP.) '
\ S e FIE -1 802=803'804�805�806
PROF`. V-6" CONC. CURB !j _
sza.o �w� AND GUTTERS M SHELF . 807 1
EXIST. POWER POLE zz.90 ORAL. -808-
(') (TO BE RELOCATED) \ 1
81 z o ^ pj 810 809 (ApINTENAN PAN 1
811-
824:60
(O. DiTCH IN) e°' 813 \
NEW PERM. DITCH a,9e9
(USE PERM. MAT) m� , "' CI-15
(20' WIDE -NAG SC-250) v °�� a 15 Rtp i
r > :`�• PROP. GRND. 821.18
N $25 EXIST. GRND.=811.94
825.E ' vQ 1a" RCP 1
30" STORM INV. 81168
.68 � a
8" DIP WATER TOP=803.76 24" RCP CI-13 STORM - ,y
a2 BIB CI-2 NETWORK 'A' PROP. 1-6
00 ${� • I \ 822 PROP. 1' 6
1PRORCURB
822� \ CI-3 m STORM 1ND C CURB &GUTTER
titi 830 6 e{8 ' i TOPO`FPIPE=EL.808.85 m NLET(TYP.) NETWORK'A' N m O 1
$35 2S EX. DEPTH = -6.24 FT. r
e{9 PROP. DEPTH = -13.30 FT.
O m
m
s a45 ryo e3 �'t&PH 2
sti ' 8Z3' BIB N� Bz3PROF
Bso F I o> es ° I �_ n n TOTAL DISTURBED
t • 8 S TIE INTO EXIST. 18" e� 82F EXIST. 30" WATER MAINN m 5ToRA A _ 8.79 AC. 1
o
d' 66 g FO MANHOLE MH-19 g23' L W/30' UTILITY EASEMENT m ��� � jA4 � DISTURBEDJAREA
'La o.o' asx SS ez4 .STORM ` • - �s 824---�- (REMOVE ANY REMAINING �N
- g5 (Boc) EXIST. STORM O 824 B ' TREES AND SHRUBERY NOT
w� 8S� 863 PIPING (REMAINS) �� NETWORKC' 82z PREVIOUSLY REMOVED)
848.00 ♦ 8
(CL DITCH'A') g5A '•... �. N STORM -' ZS\ , '' ' 820
6°1
- LIMITS OF CLEARING/
DISTURBED AREA
809
TEMP.
SILT FENCE
an
821
B22
■ TE MATCH EXIST. MATCH GRADES AT �,�? NETW 825 PE TEPRIP-RAP
r _ woop CONSTRUCTIO GRADE EXIST. BACK OF CURB ti PERM. RIP -RAP ' �' 824 STORMRIPE DISCHARGE
PT. 17A s?2 1
ENTRANCE s
' I - 6 ei 625 TOP OF PIPE=EL 8Fr.18
854 85 '.- 1 926 ' EX. P. PTHDEPTH
= -6.-7 Fi. - -16 823
Existing 1 � _woop 1 9. # 826 1 ?& PROP. DEPTH = -7.67 FT. c 3
• � \ - 826 H ,L .1
Building 1 1 10 EX-CI-12 s 879 e
8?a
-----------626
39,752
I pg:858.87 1 1 Existing 1 a32 879
� . eta
1 Bu lding 1 833 827 PROP. V-6"
WOW s5s i e $ 834 1 STORM CURB & GUTTER
_ SF I Z 835 r4 NETWORK'B' OP. 1'-6" CONIC. CURB woo _ WOOD1 12,533 37 1 ? .0; �> 836 lkl SS _ AND GUTTER
esl 1 856 D ca a37 0 628 STORM
38 1 NETWORK 'B'
�, aza
asa 1 1 852 41 � w �N 839
840-1
3p 82s
snow .4 859 1 1 ° I' 92e g41� o /a 535 N NCDOT PARCEL V
eQ I
_
1 861 1 CO830_. 1 -
•. -4.6:1
moom
xisting 1 1 2.0:1 I
862 � MONO woo_
B99ds g 1 o -8S 845
0 02 s �s
FFE-862.9� 1 m m TOP OF PIPE -EL. I 831.06 m EX. DEPTH = -5.85 FT. �` 39 1 PROP. DEPTH = -13.16 FT.
(/
EXIST. PAVED AREA MATCH EXIST. (REMAINS) GRADE E,
Oslo
Sfix .-
0 _
o L_1570y0 -w1hl
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NO RETAINING WALLS TO BE INSTALLED WITH THESE PLANS
SEE SHEET C3.2 FOR 30" WATER MAIN PROFILE
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
nfNnd
STORM STRUCTURE TABLE
STR. NAME:
DETAILS:
PIPES OUT
NETWORK
RIM = 821.09
CI-2
INV IN = 809.50
78' OF 36" RCP @ 10.30%
Storm Network A
INV IN = 814.60
INV OUT = 805.00
RIM = 821.21
CI-3
INV IN = 810.80
70' OF 30" RCP @ 1.57%
Storm Network A
INV OUT = 810.60
RIM = 820.52
CIA
INV IN = 811.50
48' OF 30" RCP @ 1.05%
Storm Network A
INV OUT = 811.30
RIM = 821.79
CI-5
INV IN = 812.95
144' OF 30" RCP @ 0.52%
Storm Network A
INV OUT = 812.25
CI 9
RIM = 827.74
39' OF 18" RCP @ 11.84%
Storm Network A
INV OUT = 1322.80
RIM = 821.06
CI-13
INV IN = 815.30
89' OF 24" RCP @ 0.56%
Storm Network A
INV OUT = 815.10
RIM = 821.06
CI-14
INV IN = 816.00
88' OF 18" RCP @ 0.57%
Storm Network A
INV OUT = 815.80
CI 15
RIM = 821.06
„
OF 15 RCP @ 0.59%
Storm Network A
INV OUT = 816.50
RIM = 820.34
DI-6
INV IN = 814.00
16T OF 24" RCP @ 0.51%
Storm Network A
INV OUT = 813.80
RIM = 821.20
DI-7
INV IN = 816.50
126' OF 24" RCP @ 1.59%
Storm Network A
INV OUT = 816.00
RIM = 823.00
DI-8
INV IN = 818.20
94' OF 18" RCP @ 1.59%
Storm Network A
INV OUT = 818.00
FES 1
RIM = 802.00
Storm Network A
INV IN = 797.00
STORM STRUCTURE TABLE
STIR. NAME:
DETAILS:RIM
PIPES OUT
NETWORK
CI-16
=8 '19
64 OF 18 RCP @ 6.24%
Storm Network B
INV OUT = 32.00
RIM = 832.82
CI-17
INV IN = 828.00
40' OF 18" RCP @ 0.99%
Storm Network B
INV OUT = 826.40
FES-18
RIM = 827.71
Storm Network B
INV IN = 826.00
STORM STRUCTURE TABLE
STIR. NAME:
DETAILS:
PIPES OUT
NETWORK
FES-20
RIM = 825.30
Storm Network C
INV IN = 828.00
MH-19
RIM = 827.34
25' OF 18" RCP @ 0.98%
Storm Network C
INV OUT = 828.25
GRADING LEGEND
DETAIL DETAIL
SYMBOL DESCRIPTION
PROPERTY LINE
- -
RIGHT-OF-WAY LINE
- - -
EXISTING CURB LINE
- -
GENERAL PUBLIC UTILITY EASEMENT
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
722
PROPOSED MINOR CONTOUR
720
PROPOSED MAJOR CONTOUR
4°r ut
EXISTING STORM PIPE
EXISTING CATCH BASIN
-�
PROPOSED 6" PVC SANITARY
SEWER PIPE AND MANHOLE
-
PROPOSED R.C.P.
YO
PROPOSED STORM YARD DRAIN
OD
PROPOSED STORM DRAINAGE MANHOLE
PROPOSED CURB INLET (Q)
PROPOSED DITCH INLET (DI)
®
PROPOSED FLARED END SECTION
®
PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
GRAPHIC SCALE
40 0 20 40 80
( IN FEEI' ) Know what's below.
I „z�h = 40 It. Call before you dig.
Approved: Date of Issue:
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REVISIONS
BY
REVISED PER
NEW BLDGS
9/14/16
JCW
REVISED PER STORM
& GRADING CHANGES
10/7/16
JCW
REVISED PER OWNER
NO BLDGS.-NO WALLS
02/24/17
JCw
Date: 7/21 /16
Scale: 1' = 40'
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C-3.0
of
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Sheet
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Date: 07/21 /16
Scale: AS NOTED
Drawn: JCW
Necked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-3.3
of
Sheet
4

TOP VIEW
TRASH RA
TOP OF I
CAST IRON VALVE BOX AND SLEEVE To BE LOCATED IN FOREBAY BERM.
SEE PLAN OF WET POND FOR LOCATION
POND MAINTENANCE INFORMATION
MUST BE POSTED AT SITE. FIELD
CONFIRM LOCATION OF SIGN WITH
OWNER. INFORMATION FROM DETAIL 3
SHALL BE REPRODUCED ON 18"X12"
ALUMINUM (0.08) SIGN MOUNTED ON
6' METAL U-CHANNEL POST
1 SEDIMENT 1�
FOREBAY
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ELEV.=805.25
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Location:
6" 2'-O" 6"
OE. .
\L SOLID PRECAST
CONCRETE STRUCTURE
SIDE SECTION
TRASH RACK (ONLY)
HAND WHEEL TO BE
INSTALLED ABOVE THE GRATE
AND PROVIDED WITH CHAIN
AND LOCK FOR SECURITY
WATER QUALITY ORIFICE -MAINTAIN 6"
CLEARANCE BETWEEN PIPE AND SLOPE
2'X2'X4" CONCRETE PAD CENTERED
BENEATH INTAKE OF ORIFICE
1. DRAIN INV.=801.5
-
SEDIMENT STORAGE ELEV.=801.5
4" THICK CONC. SLAB (4'X4'X4") J
AROUND PERM. DRAIN PIPE
6" PVC POND DRAIN
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IOTTOM EL. T802.0
STORM HGL ELEVATIONS
POND
2 YEAR
10 YEAR
25 YEAR
100 YEAR
1
808.41
809.05
809.41
810.04
Q (CFS)*
10.72
39.61
42.00
37.35
TOTAL Q
10.72
39.61
42.00
44.24
* - DISCHARGE Q FROM CONTROL STRUCTURE ONLY
r-FOREBAY BERM - SEE
DETAIL ON THIS SHEET
10' WIDTH LITTORAL SHELF
BOTTOM OF SHELF EL. = 806.00
NORMAL POOL EL. = 806.50
TOP OF SHELF EL. = 807.00
CONTROL STRUCTURE CS-P1
SEE DETAIL THIS PAGE
WATER QUALITY
ORIFICE
TEMP. POOL 807.61
PERM. POOL EL.=806.50
z -
P.P. DEPTH MAIN POOL
- - - -
- - - - - - - - - - - - - - - -
- SED. STORAGE EL_=802.0
BOTTOM EL. 801.0
SEDIMENT
REMOVAL
ELEV.=804.25
TOP OF DAM = 837.0
TRASH RACK
(SEE DETAIL ON SLIT. C4.3)
3' X 4' (EXTERIOR)
PRE CAST CONCRETE
STRUCTURE WITH 6"
THICK SOLID WALLS.
CONCRETE SHALL BE
4,000 PSI MINIMUM.
WALL REINFORCEMENT
800.40 TIED TO SLAB (PER
MANUFACTURER)
OUTLET PIPE
(REAR WALL) 4.0' X CONC. SLAB
(14" THICK)
CONTROL STRUCTURE ELEVATION DETAIL
STRUCTURE NOTES:
1. STRUCTURE HOLES SHOWN FOR VISUAL CLARITY ONLY. HOLES
& WEIR TO BE INSTALLED OPPOSITE OF DISCHARGE PIPE.
2. PRE -CAST CONCRETE STRUCTURE TO BE TIED TO CONCRETE
ANCHOR WITH REBAR.
3. THE RISER/BARREL SHALL BE DESIGNED TO CARRY THE
25-YEAR STORM.
4. SEE GENERAL NOTES UNDER SKIMMER BASIN DETAIL.
5. ANTI SEEP COLLAR TO BE PROVIDED ON OUTLET PIPE
(BARREL) OF POND.
6. ONCE SITE STABILIZATION IS ACHIEVED, THEN ALL SEDIMENT
TO BE REMOVED AND TEMPORARY SEDIMENT BASIN TO BE
EPDXY COATED, CONVERTED TO WQ/PERMANENT DETENTION BASIN.
NON -SLIP STEPS CAST
INTO STRUCTURE AT
14" 0/C.
79 LF- 24" RCP (CLASS III) W/
0-RING GASKETS AT 0. 51%
1 24" INV. OUT=800.40
ANTI -FLOATATION BLOCK
(4'X5'X14")(1.5 SAFETY FACTOR)
1
$ TOP OF POND
UNWASHED #57 STONE WALKWAY
TO STRUCTURE FROM SLOPE.
WALKWAY SHALL BE 5' WIDE MIN.
SEE PLAN FOR LENGTH OF
WALKWAY
CONTROL STRUCTURE CS-P I DETAIL
N.T.S.
DISCHARGE PIPE I I
FLOW \
RCP PIPE WITH '0'
RING GASKETS
(ASTM C-443)
ANTI -SEEP COLLARS
SIZE, CITY. AND SPACING VARIES
(PROVIDE ANTI -SEEP COLLARS (THROUGH
BERM ONLY) LOCATED A MINIMUM OF 3 FEET
AWAY FROM EACH PIPE JOINT WITHIN THE BERM)
10' MIN.
r__�l
CLASS 1 RIP -RAP. HEIGHT OF
5, RIP -RAP ON BERM SHALL NOT
EXCEED EL. 833.60. CONTRACTOR
LEVEL SHALL PROVIDE WEIR IN RIP -RAP
PER PLAN ON THIS SHEET.
0 PERMANENT PDOL -
2 RIP -RAP SHALL
FOREBAY
�1 MAIN POOL. EXTEND TO BOTTOM
EMERGENCY SPILLWAY OF MAIN POND BAY
(10' WIDE © ELEV. 809.50)�
INV.=802.0 4" FOREBAY DRAIN
EMBANKMENT PLACED IN 0.5% SLOPE MINIMUM
LIFTS AND COMPACTED INV.=801.50
TO STANDARD PROCTOR.
ANTI -SEEP COLLARS
=BARREL DIAMETER
PLUS 3'
18" RCP _
WET DETENTION POND I SECTION
N.T.S.
VEGETATED SHELF MAINTENANCE SCHEDULE:
SOIL
DESCRIPTION
METHOD
FREQUENCY
TIME OF YEAR
INSPECT AND REPAIR EROSION
VISUAL
MONTHLY
MONTHLY
ORGANIC LAYER
REMULCH ANY VOID AREA
BY HAND
WHENEVER NEEDED
WHENEVER NEEDED
REMOVE PREVIOUS MULCH
LAYER BEFORE APPLYING NEW
BY HAND
ONCE EVERY TWO OR
LAYER (OPTIONAL)
THREE YEARS
SPRING
ANY ADDITIONAL MULCH
ADDED
BY HAND
ONCE A YEAR
SPRING
PLANTS
REMOVE AND REPLACEMENT OF
ALL DEAD AND DISEASED
SEE PLANTING
3/15 TO 4/30
VEGETATION CONSIDERED
SPECIFICATIONS
TWICE A YEAR
AND
BEYOND TREATMENT
10/1 TO 11 /30
TREAT ALL DISEASED TREES
MECHANICAL OR.
N/A
VARIES, BUT WILL
AND SHRUBS
BY HAND
DEPEND ON INSECT OR
DISEASE INFESTATION
WATERING PLANT MATERIAL
SHALL TAKE PLACE AT THE
END OF EACH DAY FOR
BY HAND
IMMEDIATELY AFTER
N/A
FOURTEEN CONSECUTIVE DAYS
COMPLETION OF PROJECT
AND AFTER PLANTING HAS
BEEN COMPLETED
REPLACEMENT OF SUPPORT
STAKES
BY HAND
ONCE A YEAR
VE KES
ON IN T THLY E SPRING
REPLACE ANY DEFICIENT
STAKES AND WIRES
BY HAND
WHENEVER NEEDED
WHENEVER NEEDED
SUITABLE STRUCTURAL
SOIL COMPACTED TO 95%
STANDARD PROCTOR;
STRUCTURAL FILL SHALL
BE APPROVED, PLACED
AND COMPACTED UNDER
THE DIRECT SUPERVISION
OF A GEOTECHNICAL
ENGINEER
MAW'IENAWE NOTES
THE FOLLOWING ITEMS SHALL BE INSPECTED/MAINTAINED BY THE CONTRACTOR UNTIL THE PROJECT IS FULLY COMPLETE AND
THEN WILL BE INPSECTED/MAINTAINED BY THE OWNER.
A. VEGETATION
A.1. GOOD GRASS COVER SHALL BE MAINTAINED AROUND THE POND PERIMETER TO PREVENT EXCESSIVE SEDIMENT FROM
ENTERING THE POND. THE POND PERIMETER SHALL BE MOWED ON A QUARTERLY BASIS. (DO NOT MOW WETLAND
PLANTS)
A.2. TO PRESERVE THE HYDRAULIC CAPACITY OF THE POND SYSTEM AND TO PREVENT RUNOFF FROM BACKING UP, INLET
AND OUTLET AREAS SHALL BE KEPT CLEAR OF HEAVY VEGETATION.
B. EROSION PROBLEMS
THE ENTIRE POND AREA SHALL BE INSPECTED QUARTERLY FOR SIGNS OF EROSION, PAYING SPECIAL ATTENTION
TO THE FOLLOWING AREAS:
1. RILL EROSION OF THE POND EMBANKMENT SHALL BE REPAIRED BY FILLING THE SMALL CHANNELS WITH
SUITABLE SOIL, COMPACTING, AND SEEDING. INSPECT FOR, AND IMMEDIATELY REPAIR, ANY EROSION ON THE
DAM EMBANKMENTS.
2. ERODED AREAS AT PIPE INLET OR OUTLET AREAS SHALL BE FILLED NTH GOOD COMPACTABLE SOIL AND
COVERED WITH GEOTEXTILE AND RIP -RAP
3. OPEN CHANNELS WITH ERODED AREAS SHALL BE SEEDED/SODDED AND PROTECTED WITH TEMPORARY
VELOCITY DISSIPATION (SUCH AS EXCELSIOR MATTING, STRAW BALES, ETC.).
C. BLOCKAGE OF OUTLETS
THE WET DETENTION POND'S ORIFICE(S), PRINCIPAL SPILLWAY, AND THE EMERGENCY SPILLWAY SHALL BE
INSPECTED FOR BLOCKAGE THAT WOULD IMPAIR THE PONDS WATER QUALITY AND HYDRAULIC FUNCTIONALITY.
1. THE LOW FLOW ORIFICE SHALL BE INSPECTED FOR BLOCKAGE TWICE A MONTH AND AFTER LARGE STORMS.
2. TO ENSURE THE HYDRAULIC CAPACITY OF THE SPILLWAYS, SPILLWAY SHALL BE INSPECTED FOR BLOCKAGE
ONCE A MONTH AND AFTER LARGE STORMS. VEGETATIVE GROWTH IN THE RISER SHALL BE REMOVED
PROMPTLY SO THAT THE DESIGN CAPACITY OF THE SPILLWAY IS MAINTAINED. THE OUTLET PIPE SHALL BE
CLEAR OF TREE LIMBS, SEDIMENT ACCUMULATION, ETC.
D. SEDIMENT ACCUMULATION
THE FOREBAY MUST BE DREDGED WHEN SEDIMENT DEPOSITION IN THE FOREBAY EXCEEDS THE DESIGNED
SEDIMENT STORAGE CAPACITY FOR THE FOREBAY. AN INDICATION OF WHEN THE SEDIMENT BARS ARE VISIBLE NEAR
THE INLET DISCHARGE OR WHEN THE SEDIMENT LEVEL AT THE INLET TO THE POND IS LESS THAN ONE FOOT BELOW
THE NORMAL POOL SURFACE. DEPTH MEASUREMENTS RELATIVE TO THE NORMAL SURFACE ELEVATION (BOTTOM OF
WATER QUALITY ORIFICE) SHALL BE TAKEN AT SEVERAL LOCATIONS AROUND THE POND (TYPICALLY FOREBAYS WILL
NEED TO BE DREDGED EVERY 5 TO 10 YEARS) DREDGING OF THE FOREBAY (AND PERMANENT POOL AREA, IF
NECESSARY) WALL BE ACCOMPLISHED BY USING A DREDGE LINE, "GRADE ALL" OR SIMILAR PIECE OF MACHINERY.
E. MAINTENANCE D
1. SEE ABOVE FOR VEGETATED SHELF MAINTENANCE SCHEDULE.
OMD MAIIAITCAIAKlfr C AUG 'j- [71t
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
FOREBAY BERM SECTION B-B
POND BERM KEY
EXIST. GRADE
REMOVE ROOT MAT.
& ORGANIC
MATERIAL
VARIES I 10, I VARI
2 2
�1 SPILLWAY INV. tr
ELEV: - 809.50
SPILL AM SECT/0/V B-B
NOT TO SCALE
SPILL AYAY PLAN MEAV
NOT TO SCALE
VARIES
I
TOP OF BERM EL. 811.0
A
q
TOP OF BERM
SPILLWAY INV.
ELEV: = 809.0 \ EXTEND CONCRETE
1 3 LGGROUND
& WALLS TO
N L
�t �
7-
SPILLWAYEIR LINING" �
TO BE 3000 PSI CONC. ��
// W/ 1OX10x10/10 WWM.
IF CALLED FOR ON PLAN
SPILL AVAY SECTION A -A
RIP RAP OUTFALL PROTECTION.
NOT TO SCALE (SEE RIP -RAP CHART ON SHEET C4.2)
STORMWATER BMP PERM. EMERGENCY SPILLWAY DETAILS
N.T.S
Approved:
Date of Issue:
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REVISIONS
BY
Date: 07/21 /16
Scale: AS NOTED
Drawn: iCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C3.4
of
Sheet

TOP OF BERM
BOT. OF POND
ZONE 2 PLANTING
WATER DEPTH: 0'
(PERIODICALLY INNUNDATED)
ZONE 1 PLANTING -I
WATER DEPTH: 0.00' TO 0.50'
BMP PLANTING NOTES:
1. IF BARE ROOT SPECIMENS ARE NOT TO BE USED WITHIN 4 DAYS, THEY SHOULD BE
PLANTED IN SUITABLE BEDS WITH THE ASSUMPTION THAT IT WILL BE A WHILE
BEFORE THEY CAN BE USED, AND THEY SHOULD BE PROVIDED WITH CONDITIONS
MAKING IT POSSIBLE FOR THEM TO SURVIVE AND GROW AS OPTIMALLY AS
POSSIBLE.
2. CONTAINER PLANTS WALL NEED TO BE WATERED REGULARLY (SEVERAL TIMES DAILY
WHEN WEATHER IS HOT)
3. PIN ALL SUBMERGED/FLOATING PLANT MATERIAL SECURELY TO THE BOTTOM OF
POND WITH 12" BENT WARE PINS.
4. CUT BACK TALL AND EASILY BROKEN LEAVES AND STEMS AT THE TIME OF
TRANSPLANTING.
5. NEWLY RECEIVED NURSERY STOCK AND DISTURBED TRANSPLANTS SHOULD NOT BE
EXPOSED TO DIRECT SUN ANY MORE THAN NECESSARY UNTIL THEY ARE PLACED IN
THEIR PERMANENT POSITIONS.
6. INSERT DRY FERTILIZER TABLETS OR SPIKES NEAR THE PLANTS AT THE TIME OF
TRANSPLANTING.
7. FENCE ENTIRE PLANTING AREA WITH 36" TALL PLASTIC FENCING WITH 1.5"X2"
OPENINGS. PLASTIC SHALL BE UV STABLE. COLOR SHALL BE BLACK. INSTALL WITH
STEEL POSTS SPACED AT 10' O.C. MAX. PIN THE BOTTOM LAYER OF THE FABRIC
TO THE GROUND WITH 10-12" PINS. FENCING TO REMAIN IN PLACE FOR A PERIOD
OF ONE YEAR POST INSTALLATION OF PLANT MATERIAL
8. STAKE 9" AND 18" PLANTING ZONES PRIOR TO INSTALLATION AND VERIFY AREAS
ON PLAN.
9. PLANTS ARE TO BE INSTALLED IN A RANDOM ARRANGEMENT WITHIN THEIR
RESPECTIVE ZONES. INDIVIDUAL SPECIES MAY BE PLANTED TOGETHER IN GROUPS
OF 3 TO 5. PLANTS MAY ALSO BE PLANTED INDIVIDUALLY.
10. PLANT QUANTITIES ARE TO BE VERIFIED BY CONTRACTOR PRIOR TO INSTALLATION.
PLANTS SHALL NOT BE COMPLETELY SUBMERGED WHEN PLANTED.
11. IN THE INITIAL PLANTING ONLY TO ESTABLISH PLANTS IN THE LITTORAL SHELF
AREA, APPLY 10-10-10 COMMERCIAL FERTILIZER AT A RATE OF 20 LBS./1000 SF.
LITTORAL SHELF PLANTING GUIDE 0
N.T.S.
NINE
Deep Pool Planting, 1 Gallon Size (One Species)
Shallow Water Planting, 1 Gallon Size (One Species)
Shallow Land Planting, 1 Gallon Size (One Species)
- -LOWER EDGE OF SHELF -
�2' O.C. ova
TYPICAL� Now
ZONE 1 Mo
J
�f 2' O.C. ouY
ZONE Ty
t' O.C.1 cid
TYPICAL I
UPPER EDGE OF SHELF
Plantings to be placed once site has been stabilized & pond has been converted
to a permanent structure. Littoral shelf shall be planted during peak planting
times of Late September through Late November or as directed by nursery. Soil
shall be amended per recomendation by nursery specialist.
LITTORAL SHELF PLANTING DETAIL 0
N.T.S.
ZONES 1-2 PLANTING SCHEDULE
SIZE
PLANTING
KEY
QTY
BOTANICAL NAME
COMMON NAME
REMARKS
ZONE
COND
Nuphar
Yellow
n o
Full Specimen
Zone 1
NL
332
lutea
Pond-Lil
24" oc
2' Plu
Zizaniopsis
_
Giant
n a
Full Specimen
NWL
ZM
352
miliacea
Cutgrass
24" oc
2"x5" Plug
Rhynchospora
Star Rush
I n a
Full Specimen
Zone 2
JE
373
colorata
1Whiteto
24" oc
2' Plu
LITTORAL SHELF PLANTING CHART
Contractor shall verify specific plant species used for each littoral
shelf zone and plant spacing as recommendation by jurisdictional environmental inspector, landscape inspector or by nursery specialist. A
Table 9-1
Stormwater Wetland Plant Recommendations
DEEP POOL
Botanical Name Common Name
Floating Aquatic Plants
Lemna spp.
Nelumbo lutea
Nuphar lutea ssp. polysepala
Nuphar Lulea ssp. advena
Submerged Aquatic Plants
Eleocharis acicularis
Elecidiaris quadrangulata
Elodea canadensis
Elodea nuttallii
SHALLOW WATER
Duckweed
American lotus
Rocky Mtn Pond -lily
Yellow Pond -lily
Needle spikerush
Squarestem spike-rush
Canadian waterweed
Western waterweed
Botanical Name Common Name
Herbaceous Plants
Acorus subcordatum
Alisma subcordatum
Hydrolea quadrivalvis
Iris virginica
Juncus eff tsus car, pylaei or solutuS
Ludwigia spp,
Peltandra virginica
Pontederia eordaia
Sagittaria latifolia
Sagittaria landfolia
Saururus cernuus
Schoenoplectus tabernaemontani
Schoenoplectus americanus
Schoenopledus pungens var. pungens
Scirpus cyperinus
ZiZaniopsis miliacea
SHALLOW LAND
Sweetflag
Water plantain
Waterpod
Blue flag iris
Soft rush
Primrose willow
Arrow arum
Pickerelweed
Duck Potato
Bulltongue
Lizards tail
Soft stem bulrush
Three -square bulrush
Woolgrass
Giant cutgrass
Botanical Name
Common Name
Herbaceous Plants
Aselepias incarnata
Swamp Milkweed
Carex tenera
Quill sedge
Chelone glabra
White TuTtlehead
Eupatoriadelphus dubius
Dwarf Joe Pye Weed
Eupatoriadelphus ftstulosus
Joe Pye Weed
Eupatoriadelphus maculatus
Spotted trumpetweed
Hibiscus eoccineus
Scarlet rose malloKt
Hibiscus lae7*
Halberdleaf rosemallow
Kosteletzkya vir&ica
Seashore Mallow
Lobelia cardinalis
Cardinal flower
Lobelia elongata
Longleaf lobelia
Lobelia siphilitica
Great blue Lobelia
Rhynchospora colorata
Starrush whitetop
Saccharum baldwinii
Narrow plumegrass
Shrubs
Aronia arbutifolia
Red Chokeberry
Cephalanthus occidentalis
Common Buttonbush
Clethra alnifolia
Sweet pepperbush
Cornus amomum
Silky dogwood
Cyrilla racemi flora
TiTi
Gordonia lasianthus
LA,)blolly Bay
Hypericum densif .orum
Bushy St. Jobnswort
Ilex deciduas
Possumhaw
Ilex glabra
h kberry
Rea virginica
Virginia Sweetspire
Rosa palustris
Swamp Rose
Vacciniunt crassifolittm
Creeping Blueberry
Viburnum nudum var. nudum
Possumhaw
LITTORAL SHELF PLANTING LIST
N.T.S.
BMP CONSTRUCTION SEQUENCE:
1. INSURE SITE IS FULLY STABILIZED PRIOR TO BEGINNING CONVERSION FROM
EROSION CONTROL BASIN TO PERMANENT WET POND BMP.
2. PRIOR TO CONVERSION CHECK AND REMOVE ALL SEDIMENT FROM EROSION BASIN
PRIOR. CHECK CONTROL STRUCTURE FOR DAMAGE OR LEAKS AND REPAIR AS IS
FUNCTIONING AS DESIGNED. REPAIR ANY DAMAGES FOUND ON CONTROL
STRUCTURE.
3. BEGIN RE -GRADING POND TO FINAL WET POND DESIGN AND CONFIGURATION.
REPAIR AND EROSION AND RILLS ALONG BANKS AND BERMS.
4. CONSTRUCT PERMANENT FOREBAY BERMS WITH VALVE AS SHOWN ON DETAIL
(THIS SHEET).
5. CONSTRUCT CONCRETE EMERGENCY SPILLWAY.
6. PLANT LITTORAL SHELF WITH APPROPRIATE PLANTS PER SCHEDULE SHOWN ON
THIS SHEET. PLANT PERIMETER BUFFER AREA PER LANDSCAPE PLAN.
7. COMPLETE FINAL GRADING AND STABILIZE POND BMP BERMS AND SURROUNDING
SLOPES AS REQUIRED. INSURE ALL RIP -RAPS ARE CLEAN AND FUNCTIONING.
CONSTRUCTION SPECIFICATIONS
1. Site preparations - Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable
material. To facilitate sediment cleanout and restoration, clear the pool area of
all brush, trees, and other objectionable materials. Stockpile all topsoil or soil
containing organic matter for use on the outer shell of the embankment to
facilitate vegetative establishment.
2. Cut-off trench - Excavate a cut-off trench along the centerline of the earth fill
embankment. Cut the trench to stable soil material, but in no case make it less
than 2 ft. deep. The cut-off trench must extend into both abutments to at least
the elevation of the riser crest. Make the minimum bottom width wide enough
to ermit operation
pof excavation and compaction equipment but in no case less
than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3. Embankment - All fill material should be clean mineral soil, free of roots, woody
vegetation, rocks, and other objectionable material. Scarify areas on which fill
is to be placed before placing fill. The fill material must contain sufficient
moisture so it can be formed by hand into a ball without crumbling. If water
can be squeezed out of the ball, it is too wet for proper compaction. Place fill
material in 6 to 8-inch continuous layers over the entire length of the fill area
and then compact it. Compaction may be obtained by routing the construction
hauling equipment over the fill so that the entire surface of each layer is
traversed by at least one wheel or tread track of the heavy equipment, or a
compactor may be used. Construct the embankment to an elevation 10%
higher than the design height to allow for settling. Subgrade and fill to be verified
and tested by Geotechnical Engineer.
4. Conduit spillways - All conduit materials shall be as called for on the plans
(Schedule 40 PVC may be used for sizes < 12" diameter).
Securely attach the riser to the barrel or barrel stub to make a
watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed stone as backfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the some density as the
adjacent embankment. Care must be taken not to raise the pipe from firm
contact with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2 ft. of hand -compacted backfill over the pipe
spillway before crossing it with construction equipment. Anchor the riser in
place by concrete or other satisfactory means to prevent flotation. In no case
should the pipe conduit be installed by cutting a trench through the dam after
the embankment is complete.
5. Emergency spillway - Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of the emergency
spillway.
6. Inlets - Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to improve basin trap efficiency.
7. Erosion control - Construct the structure so that the disturbed area is minimized.
Divert surface water away from bare areas. Complete the embankment before
the area is cleared. Stabilize the emergency spillway embankment and all other
disturbed areas above the crest of the principal spillway immediately after
construction).
8. Safety - Detention basins may attract children and can be dangerous. Avoid
steep side slopes, and fence and mark basins with warning signs if trespassing
is likely. Follow all state and local requirements.
A PP R-0VE
I
AU1__ G 11 2017 �-
N
By
Location: PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
ANNUAL INSPECTION/MAINTENANCE PROCEDURES
I. Annual Inspection: Annual inspections shall be scheduled by Town of
Mooresville and Owner to be performed on the first of June each year.
II. Inspection Activities:
a)
Testing of the emergency
drain pipe valve.
b)
Visual inspection
of drawdown orifice.
c)
Visual inspection
of the trash rack at the intake
orifice.
d)
Visual inspection
of the emergency spillway.
e)
Visual inspection
of the pond rim and slopes.
f)
Measurement of
the wet pond depth at the dam
end of the
detention pond
(Distance from permanent pond
drawdown orifice
invert to bottom
of basin).
g)
Visual inspection
of all stormwater structures on
the served site
feeding the detention pond.
h)
Visual inspection
of the total site drainage basin
for adequate
ground cover to
stabilize site.
i)
Visual inspection
of upstream (off -site) areas feeding
into the site
drainage basin for
potential off -site sedimentation sources.
III. Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation,
erosion, trash accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of
the temporary pool occurs within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good
vegetative cover, mow vegetative cover to maintain a maximum height of
six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales,
riprap, etc.) quarterly to maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi
annually or when depth is reduced to 75% of the original design depth(see
table below). Removed sediment shall be disposed of in an appropriate
manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be
such that it will give an accurate depth reading and not readily penetrate
into accumulated sediments. When the permanent pool depth reads 3 feet
in the main pond, the sediment shall be removed. When the permanent
pool depth reads 3 feet in the forebay, the sediment shall be removed.
5. Remove cattails and other indigenous wetland plants when they cover 50%
of the basin surface. These plants shall be encouraged to grow along the
vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance,
the flushing of sediment through the emergency drain shall be minimized
to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in
good working order.
GENERAL_ NOTES:
ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 95% STANDARD PROCTOR.
BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION
SOIL TESTING INSIDE POND IS REQUIRED TO ASSURE THAT PERCOLATION RATE DOES
NOT EXCEED 0.01 INCHES PER HOUR. EXCEEDING THAT RATE WILL REQUIRE THE
NSTALLATIOH OF ADDITIONAL ENGINEERING FEATURES, SUCH AS SLURRY WALLS,
LINERS, OR 3THER BARRIERS. WHEN A LINER IS PROPOSED, TOPSOIL FOR
VEGETATION MUST BE PLACED ON TOP OF THE LINER.
Approved:
Date of Issue:
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REVISIONS
BY
RENSm PER NCDENR
WO DESIGN REaTS
05/11/17
JCW
Date: 07/21 / 16
Scale: AS NOTED
Drawn: JCW
hecked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C3.5
5/9/17
o
Sheets

i
NARRATIVE:
Randy Marion Company is proposing to make improvements to the existing Randy Marion Ford
facility to include additional parking and a large open product storage area. This is an isolated
site located off of Gaither Road, down the road from US 21 and across from Interstate (1-40),
in Iredell County. The scope of work will include construction of additional parking at the front of
the site, with connection to the lower storage area. An interior rear connector road to the lower
area and a large storage area for open product storage. The project will also include
constructing a permanent wet pond BMP facility. No Turn lane improvements will be required.
Erosion stages will include installation of new erosion control features, one (1) temporary
several temporary diversion ditchs stripping of
sediment basin, some permanent storm piping, p y pp g
topsoil, installing storm infrastructure, fine grading and seeding of all disturbed areas. Disturbed
areas will be protected by temporary silt fence with rock weirs, construction entrances/exits as
shown on the erosion control plans. Upon completion all disturbed areas shall be permanently
stabilized with grass as per the seeding specifications. Total onsite Phase 2 disturbed area is
8.79 acres.
GENERAL:
The work shall consist of furnishing labor and material, equipment and performing all operations
necessary for a complete installation of all work as specified herein and as shown on the
drawings.
1. Work shall consist of installation of temporary erosion control measures;
grubbing; stripping topsoil; rough grading and permanent seeding. All disturbed
areas shall be left in a stabilized condition upon completion of this project.
2. The Contractor is expected to
examine
the site to familiarize
himself with site
conditions.
The Contractor shall
carefully
read all the specifications
and examine the
drawings and details in order to
thoroughly
familiarize himself with the
work to be done.
Any work
shown on the drawings
or included in the specifications, or
reasonably implied
by either,
shall be performed the
same as
if called for by both.
EARTHWORK:
1. A temporary bench mark shall be established on site
2. The Contractor shall be thoroughly familiar with the Erosion Control Sequence as stated
hereafter and shall follow this sequence to insure that no off site pollution occurs during
or after construction. Any deviation from this stated sequence or plans and details shall
have prior approval of the Owner's Engineer and Lincoln County Erosion Control Office.
3. Top Soil: Strip any remaining top soil from the area to be graded and stockpile on site
for redistribution upon completion of grading.
4. Soil Borings shall be taken in the area of any buildings by a certified soils engineer and
the results reported to the Owner's Engineer. This work shall be done if directed by the
Owner's Engineer.
5. Fill Dirt shall be placed in the areas indicated on the plan. Fill material shall be free of
brush, rubbish, and other material that will be detrimental to construction of a stable fill.
All fill shall be compacted to a minimum of 95% Standard Proctor with proper moisture
control. Maximum thickness of layers of fill to be compacted shall not exceed 8". No
slopes shall be greater than 2:1. The entire sub -grade after compaction shall be smooth
and uniform slope.
6. Subgrade and fill to be verified and tested by geotechnical engineer.
7. Cut Material to be excavated is assumed to be earth and other materials that can be
removed by power -shovel, bulldozer, motorized pan, or normal excavating equipment;
but not requiring the use of explosives or drills. If rock (as defined herein) is
encountered within the limits of excavation, the Contract Sum will be adjusted in
compliance with provisions for "Changes in the Work" of the "Conditions of the
Contract". When rock is encountered, Contractor shall notify the Engineer immediately;
and shall not proceed further until instructions are given and measurements made for
the purpose of establishing volume of rock and the value of excavating same.
Rock is defined hereby as that material which cannot be ripped by a crawler -tractor
rated at a minimum of 50,000 lbs. drawbar pull at one mile per hour, pulling a single -
tooth ripper. Equipment shall be in good repair, and shall be in proper working
condition.
Rock is further defined hereby as boulders larger than 1/2 cubic yard in size.
No payment will be made on the basis of unit -price for rock unless minimum -sized
equipment or better is utilized as required hereinbefore. Rock work is defined hereby as
removal of material by drilling, blasting or wedging. Rock shall be stripped for
measurement before excavating, and no rock excavated or loosened before
measurement will be allowed or paid for as rock. Measurement and payment, therefore,
shall be by number of cubic yards required to bring the excavation to the required
surface or grade as required by the Contract Documents. The Owner may adjust the
grades should excessive rock be encountered.
EROSION CONTROL SPECIFICATIONS
Requirements of the Contract Documents apply to all work in this section
GENERAL: Provide the work of this section for erosion and sediment control as indicated and
specified as follows:
Construction entrance; inlet protection; permanent seeding, sediment fencing and
temporary rock weir outlets.
CONTRACTOR'S RESPONSIBILITY: The Contractor shall furnish the Owner a system of temporary
controls to minimize soil sediment erosion during the construction period caused by storm
water runoff. Work shall be performed as called for on the drawings and as site conditions
warrant.
OWNER'S RESPONSIBILITY: After the acceptance, it is the Owner's responsibility to properly
maintain the work.
EROSION AND SEDIMENT CONTROL: The Contractor shall provide erosion and sediment control
during the period of construction of this project. The Contractor shall protect and maintain the
temporary erosion and sediment control structures which provide temporary sediment pollution
control, as shown on the drawings. The Contractor shall protect and maintain the temporary
facilities as necessary to trap soil erosion and sediment pollution created by storm water runoff.
Maintenance of these facilities shall include, but not be limited to, regrading cnd filling of
washed out areas, adding erosion control blankets, adding/repairing sediment fencing, and
reseeding and mulching of the swales during the construction period if deemed necessary by the
Owner, Owner's Engineer, or the Licoln County Erosion Control inspector.
SEEDING SPECIFICATIONS
SLOPES 3:1 or FLATTER
1. Apply
agricultural lime at the
rate of
90 Ib/1000 sf.
2. Apply
10-10-10 commercial
fertilizer
at the rate of
20 Ib/1000 sf.
3. Seed
in accordance with the
following
schedule and
application rate:
DATE TYPE
Aug 15 - Nov 1 Tall Fescue
Nov 1 - Mar 1* Tall Fescue and
Abruzzi Rye
Mar 1 - Apr 15 Tall Fescue
Apr 15 - Jul 30 Hulled Common or Bermuda
Jul 15 - Aug 15 Tall Fescue and
Brown Millet or
Sorghum -Sudan Hybrids
PLANTING
RATE
200 Ib/ac or 7
Ib/1000
sf
200 Ib/ac or 7
Ib/1000
sf
25 Ib/ac or 1/2
Ib/1000
sf
200 Ib/ac or 7
Ib/1000
sf
30 Ib/ac or 1 Ib/1000
sf
200 Ib/ac or 7
Ib/1000
sf
35 Ib/ac or 7/8
Ib/1000
sf
30 Ib/ac or 3/4
Ib/1000
sf
* Heavily mulched during January - March period. Coat applied at the rate of
5-7 gal/1000 sf or 200-300 gal/ac.
4. Mulch with straw applied at the rate of 75-100 Ib/1000 sf. and anchor with asphalt
emulsion tack coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac.
SLOPES GREATER THAN 3:1 TO 2:1
1. Apply agricultural lime at the rate of 90 Ib/1000 sf.
2. Apply 10-10-10
commercial fertilizer at the rate of
20 Ib/1000 sf.
3. Seed in accordance with the following schedule and
application rate.
DATE
TYPE
PLANTING RATE
Mar 1 - Jun 1
Sericea Lespediza (scarified) &
50 Ib/ac or 11 Ib/1000 sf
Mar - Apr
Add Tall Fescue or
150 Ib/ac or 3-1/2 Ib/1000 sf
Mar - Jun
Add Weeping Lovegrass
5 Ib/ac or 1/8 Ib/1000 sf
Jun - Sep 1**
German Millet or
40 Ib/ac or 1 Ib/1000 sf
Small -Stemmed Sudan Grass
50 Ib/ac or 1.2 Ib/1000 sf
Sep - Mar 1
Sericea Lespediza
70 Ib/ac or 1-3/4 Ib/1000 sf
(unhulled-unscarified)
150 Ib/ac or 3-1/2 Ib/1000 sf
Tall Fescue
Millet or Sudan
20 lb/cc or 1/2 Ib/1000 sf
** Temporary -
Reseed September 1 at recommended
rates.
4. Mulch with 3"
straw applied at the rate of 50-90 Ib/1000
sf and anchor with asphalt
emulsion tack
coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac.
ADDITIONAL SEEDING SPECIFICATIONS:
1. ALL OPEN AREAS SHALL BE SEEDED WITH KENTUCKY FESCUE #31 OR SODDED.
2. LIME SHALL BE APPLIED AT 4000/LB PER ACRE.
3. FERTILIZER SHALL BE APPLIED AS FOLLOWS: 10-10-10 AT 1000 LB. PER ACRE AND 0-20-0
AT 500 LB. PER ACRE.
4. SEED SHALL BE APPLIED AT 80 LB. PER ACRE (ADD 30 LB. PER ACRE ANNUAL RYE IF SEEDING
BETWEEN NOVEMBER AND FEBRUARY).
5. STRAW SHALL BE APPLIED AT 3000 LB. PER ACRE AND ASPHALT TACKED AT 225 GAL. PER ACRE.
C',
7
(15cm)
M
SKIMMER CONSTRUCTION SPECIFICATIONS
1. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE
FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER
OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
2. PLACE THE BARREL (TYPICALLY 4-INCH LAYERS AND COMPACT IT UNDER AND
AROUND THE PIPE OR AT LEAST THE SAME DENSITY AS THE ADJACENT
EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM
CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM P DE TH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE
SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. IN NO CASE
SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE
DAM AFTER THE EMBANKMENT IS COMPLETE.
3. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURES INSTRUCTIONS, OR AS
DESIGNED.
4. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE
JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE
BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT.
BE SURE TO ATTACHA A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF
THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR
MAINTENANCE.
5. REMOVE SKIMMER UNIT WHEN CONVERTING FROM SEDIMENT BASIN TO PERMANENT
POND. ASSURE THAT DRAWDOWN HOLE AT BOTTOM OF STRUCTURE IS CLEAN AND
FUNCTIONING. CONTRACTOR TO SHALL COORDINATE WITH INSPECTOR REGARDING
APPROPRIATE TIME TO CONVERT POND TO THE FINAL POST DEVELOPMENT
CONFIGURATION.
SKIMMER AND SEDIMENT BASIN MAINTENANCE PLAN
1. INSPECT SEDIMENT AND SKIMMER BASINS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (ONE-HALF 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 HEIGHT OF THE
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE
BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
VEGETATION GROWING IN THE BOTTOW OF THE BASIN DOES NOT HOLD DOWN THE
SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER
IS FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS
CLOGGED WITH TRASH
AND THERE IS WATER IN
THE BASIN,
USUALYY JERKING ON THE ROPE WILL MAKE THE
SKIMMER BOB UP
AND DOWN
AND DISLODGE THE
DEBRIS AND RESTORE
FLOW.
IF THIS DOES NOT
WORK, PULL
THE SKIMMER OVER
TO THE SIDE OF THE
BASIN
AND REMOVE THE
DEBRIS. ALSO
CHECK THE ORIFICE
INSIDE THE SKIMMER
TO SEE
IT IF IS CLOGGED;
IF SO
REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY
FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
REPOSITIONING THE SKIMMER,
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED
REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE
EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND
POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM
PLUGGING WITH ICE.
2"-5'•
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CRITICAL POINTS NOTES:
A. Overlaps and Seams 'Horizontal staple spacing should be
B. Projected Water Line altered if necessary to allow staples to
C. Channel BottomfSide Slope Vertices secure the critical points along the channel
A A, surface.
B
C ----� or s loose soils greater t the use of staple
or stake lengths greater than 6'(15an) may
be necessary to properly secure the
Drawing Not To Scale RECP's.
NORT14 Disclaimer:
�: 4 aar
AMERICAN The information presented herein is general design information only. For specific applications,
GREEW consult an independent professional for further design guidance.
5401 St. Wendel-Cynthiana Rd. PH: 800-772-2040
Poseyville, IN 47633 www.tensarnagreen.com Drown on: 3.16.11
DITCH MATTING INSTALLATION DETAIL
N.T.S.
CHANNEL
INSTALLATION
DETAIL
1. Prepare soil before installing rolled
erosion control products (RECPs),
including any necessary application of
lime, fertilizer, and seed.
2. Begin at the top of the channel by
anchoring the RECPs in a 6'(15an)
deep X 6'(15cm) wide trench with
approximately 12'(30cm) of RECPs
extended beyond the up -slope portion
of the trench. Use ShoraMax mat at the
channellculvert outlet as supplemental
scour protection as needed. Anchor the
RECPs with a raw of staples/stakes
approximately 12'(30cm) apart in the
bottom of the trench. Backfill and
compact the trench after stapling. Apply
seed to the compacted sail and fold the
remaining 12'(30cm) portion of RECPs
back over the seed and compacted soil.
Secure RECPs over compacted soil
with a row of staples/stakes spaced
approximately 12' apart across the
width of the RECPs.
3. Roll center RECPs in direction of water
flow in bottom of channel. RECPs will
unroll with appropriate side against the
soil surface. All RECPs must be
securely fastened to soil surface by
placing stapleststakes in appropriate
locations as shown in the staple pattern
guide.
4. Place umsecutive RECPs endaver end
(Shingle style) with a 4'-6' overlap. Use
a double now of staples staggered 4'
apart and 4' on center to secure
RECPs.
5. Full length edge of RECPs at top of side
slopes must be anchored with a now of
staplesistakes approximately 12'(30cm)
apart In a 6'(15cm) deep X 6'(15an)
wide trench. Backfill and compact the
trench after stapling.
6. Adjacent RECPs must be ow;dapped
approximately 2'-5' (512.5an)
(Depending on RECPs type) and
stapled.
7.In high flow channel applications a
staple check slot is recommended at 30
to 40 foot (9 -12m) intervals. Use a
double row of staples staggered
4'(10an) apart and 4'(10an) on center
over entire width of the channel.
8. The terminal end of the RECPs must be
anchored with a row of staples/stakes
approximately 12' (30an) apart in a
6'(15cm) deep X 6'(15cm) wide trench.
BaWN and compact the trench after
stapling.
Location: PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
MAINTENANCE DESCRIPTIONS:
GENERAL EROSION:
THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION
CONTROL DEVICES AND STRUCTURES TO MINIMIZE EROSION. THE CONTRACTOR SHALL
MAINTAIN CLOSE CONTACT WITH THE NCDENR SO THAT PERIODIC INSPECTIONS CAN
BE CONDUCTED AT APPROPRIATE STAGES OF CONSTRUCTION.
GRAVEL CONSTRUCTION ENTRANCE:
MAINTAIN THE GR
AVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION
SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2' STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
BAFFLES:
INSPECT BAFFLES AT LEAST WEEKLY AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL. TAKE CARE TO AVOID
DAMAGING BAFFLES DURING CLEANOUT. 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.
INLET PROTECTION:
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2- OR GREATER) RAINFALL EVENT. CLEAR
THE MESH WIRE 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.
EROSION CONTROL MATTING:
INSPECT ROLLED EROSION CONTROL PRODUCTS (RECP) AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2-
OR GREATER) RAINFALL EVENT, REPAIR IMMEDIATELY. MAINTAIN GOOD CONTACT WITH THE GROUND, PREVENTING
EROSION BENEATH THE RECP. REPAIR AND STAPLE ANY AREAS DAMAGED OR NOT IN CLOSE CONTACT TO THE
GROUND. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, FIX AND PROTECT THE ERODED AREA.
MONITOR AND REPAIR RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
TEMPORARY DIVERSION DITCH:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT
FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY
REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE
CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
CHECK DAM:
CHECK SEDIMENT BASINS AFTER EACH RAINFALL. REMOVE SEDIMENT AND RESTORE ORIGINAL VOLUME WHEN
SEDIMENT ACCUMULATES TO ABOUT ONE-HALF THE DESIGN VOLUME. SEDIMENT SHOULD BE PLACED ABOVE THE
BASIN AND ADEQUATELY STABILIZED. CHECK THE STRUCTURE FOR EROSION, PIPING, AND ROCK DISPLACEMENT
WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINSTORM AND REPAIR IMMEDIATELY. REMOVE
THE STRUCTURE AND ANY UNSTABLE SEDIMENT IMMEDIATELY AFTER THE CONSTRUCTION SITE HAS BEEN
PERMANENTLY STABILIZED. SMOOTH THE BASIN SITE TO BLEND WITH THE SURROUNDING AREA AND STABILIZE.
ALL WATER AND SEDIMENT SHOULD BE REMOVED FROM THE BASIN PRIOR TO DAM REMOVAL. SEDIMENT SHOULD
BE PLACED IN DESIGNATED DISPOSAL AREAS AND NOT ALLOWED TO FLOW INTO STREAMS OR DRAINAGE WAYS
DURING STRUCTURE REMOVAL.
SLOPE DRAIN:
INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL, AND PROMPTLY MAKE
NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY STABILIZED, TEMPORARY MEASURES
MAY BE REMOVED, MATERIALS DISPOSED OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY.
SILT FENCE:
INSPECT SILT FENCE AT LEAST WEEKLY AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE
SEDIMENT DEPOSITS WHEN IT REACHES 0.5' FULL. TAKE CARE TO AVOID DAMAGING SILT FENCE DURING
CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL MATERIALS
AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE AND STABILIZE IT.
THE ENGINEER MAY DIRECT THAT ADDITIONAL SILT FENCING OR EROSION CONTROL MATTING BE INSTALLED AT
ANY TIME PRIOR TO FINAL ACCEPTANCE.
OUTLET PROTECTION/RIP RAP APRON:
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL
EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN
DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
GRASS -LINED SWALE:
DURING THE ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS AFTER EVERY RAINFALL. AFTER GRASS IS
ESTABLISHED, PERIODICALLY CHECK THE CHANNEL, CHECK IT AFTER EVERY HEAVY RAINFALL EVENT. IMMEDIATELY
MAKE REPAIRS. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING
CAPACITY. KEEP THE GRASS IN A HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY
EROSION PROTECTION FOR THE CHANNEL.
STREAMS:
DURING CONSTRUCTION OF THE IMPROVEMENT
S SPECIFIED BY THESE PLANS, THE DEVELOPER SHALL MAINTAIN
THE STREAM BED OF ALL STREAMS, CREEKS AND CHANNELS IN AN UNOBSTRUCTED STATE, AND SHALL REMOVE
FROM THE CHANNEL AND/OR ITS BANKS, DEBRIS, LOGS OR OTHER ACCUMULATIONS AS REQUIRED TO
FACILITATE PROPER DRAINAGE.
STONE DAM IN SILT FENCE:
INSPECr STONE DAM IN STILT FENCE AT LEAST WEEKLY AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY. REPAIR
OR REPLACE DAMAGED STONE BACK TO ORIGINAL HEIGHT AND WIDTH AND
DRAINING CAPABILITY. SHOULD THE FABRIC COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY. REMOVE SEDIMENT DEPOSITS IN FRONT OF DAM WHEN IT REACHES 0.5' FULL. TAKE CARE TO AVOID
DAMAGING SILT FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED, REMOVE ALL MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE AND
STABILIZE IT.
PERMANENT BMP OUTFALL SWALE:
BMP SHOULD BE INSPECTED PER NCDENR INSPECTION CRITERIA (TYPICALLY ANNUALLY) BY AN APPROVED
INSPECTOR. IN GENERAL, REMOVE SEDIMENT IN FRONT OF SWALE BAFFLE WHEN ACCUMULATION IS COVERING OR
IMPEDING DRAIN-THRU HOLES. REPAIR AND REPLACE STONE AS NEEDED TO ORIGINAL DRAINING CONDITION.
AMENDED SOIL TO BE REPLACED WHEN PERCOLATION CAPABILITY HAS BEEN REDUCED OR STOPPED. GRASS
SHOULD BE REPAIRED OR SEEDED (NO SOD) WHEN BARRON.
PERMANENT BMP DETENTION POND:
BMP SHOULD BE INSPECTED PER NCDENR INSPECTION CRITERIA (TYPICALLY ANNUALLY) BY AN APPROVED
INSPECTOR. IN GENERAL, AREA SHOULD BE PERIODICALLY CHECKED FOR SEDIMENT. REMOVE SEDIMENT PER DRY
POND DETAIL ON SHEET C11.4. CHECK CONTROL STRUCTURE FOR DAMAGE AND LEAKS AND REPAIR IMMEDIATELY
AS NEEDED. CHECK DRAWDOWN HOLE FOR CLOGGING AND CLEAN AREA TO ASSURE FUNCTIONING DRAINING IS
OCCURING. CHECK GRATES AND TRASH RACKS AND REPAIR OR REPLACE AS NEEDED. RE-ESTABLISH EMERGENCY
SPILLWAY TO ORIGINAL DESIGN IF ERODED, REPLACING SPILLWAY RIP -RAP. REGRADE ANY DISCRPENCIES IN POND
BERM TO ORIGINAL DESIGN AS NEEDED.
NIEW STAIMLZ TION TNEFRAJWS
Site Area Description
Stabilization
Tinnefratne Exeeptions
p Perimeter dikes, sales, ditches and slopes
7 days
None
High Quality tyWatert HOW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
d Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length,
® All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HOW Zones.
Approved:
Know what's below.
Call before you dig.
Date of Issue:
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Date: 07/21 /16
Scale: AS NOTED
Drawn: JCW
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Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-4.4
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PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
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GRADING LEGEND
DETAIL
DETAIL
SYMBOL
DESCRIPTION
PROPERTY LINE
- -
RIGHT-OF-WAY LINE
__- EXISTING CURB LINE
GENERAL PUBLIC UTILITY EASEMENT
EXISTING MINOR CONTOUR
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PROPOSED MINOR CONTOUR
PROPOSED MAIOR CONTOUR
720
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PROPOSED CURB INLET (CI)
PROPOSED DITCH INLET (DI)
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PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
GRAPHIC SCALE
30 0 15 30 60
( IN FEET )
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REVISED PER STORM
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10/7/16
JCW
Date: 7/21 / 16
Scale: 1" = 201
Drawn: JCW
Necked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C-5.0
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GRADING LEGEND
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SYMBOL DESCRIPTION
PROPERTY LINE
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EXISTING MAJOR CONTOUR
722
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720
PROPOSED MAJOR CONTOUR
®—;
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EXISTING CATCH BASIN
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PROPOSED STORM DRAINAGE MANHOLE
PROPOSED CURB INLET (CI)
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PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
GRAPHIC SCALE
30 0 15 30 60
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PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
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Approved:
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Call before you dig.
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Date: 07/21 /16
Scale: AS NOTED
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Project: 2015-06-03
Job: 2015-06-03
Sheet
C-5.1
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PROPOSED STORM DRAINAGE MANHOLE
PROPOSED CURB INLET (CI)
PROPOSED DITCH INLET (DI)
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PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
GRAPHIC SCALE
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PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
Approved:
Know what's below.
Cal I before you dig.
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Date: 07/21 /1 6
Scale: AS NOTED
Drawn: JCW
hecked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-5.2
of
Sheet