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UTILITIES CONTACTS -
POWER: STATESVILLE ELECTRIC UTILITIES WATER: CITY OF STATESVILLE PUBLIC WORKS
ROCKY MARTIN PUBLIC WORKS DEPARTMENT
704-878-3564 301 SOUTH CENTER STREET
STATESVILLE, NC 28216
TELEPHONE: AT & T Mr. DEREK SLOCUM
1 [phone] [phone]
SEWER: CITY OF STATESVILLE PUBLIC WORKS
PUBLIC WORKS DEPARTMENT
301 SOUTH CENTER STREET
STATESVILLE, NC 28216
Mr. DEREK SLOCUM
[phone]
GAS: PSNC ENERGY
P.O. BOX 100256
COLUMBIA, SC 29202
1 [phone]
Utilities Protection
NORTH CAROLINA ONE Call
811 OR [phone]
YOU DIG NORTH CAROLINA...
CALL US FIRST!
811 or 1-800-632-4949
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:
CIVIL PLAN SHEETS
C-1
C-2.0
C-2.1
C-3.0
C-3.1
C-3.2 - C-3.3
C-3.4 - C-3.5
C-4.0
C-4.1
C-4.2 - C-4.3
C-4.4
C-5.0
C-5.1
C-5.2
C-6.0
C-6.1
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VICINITY MAP
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EXISTING CONDITIONS AND DEMOLITION PLAN
SITE PLAN
SITE DETAILS
GRADING AND STORM PLAN
EXISTING RAW WATER LINE PLAN AND PROFILE
GRADING & STORM DETAILS
BMP DETAILS & SPECIFICATIONS
PHASE 1 EROSION CONTROL PLAN
PHASE 2 EROSION CONTROL PLAN
EROSION CONTROL DETAILS
EROSION CONTROL & GRADING SPECIFICATIONS
ONSITE INLET DRAINAGE PLAN
EXISTING DRAINAGE PLAN
PROPOSED DRAINAGE PLAN
LANDSCAPING/PLANTING PLAN
LANDSCAPE DETAILS
PREPARED BY:
ENGINEER:
PIEDMONT DESIGN ASSOCIATES, P.A.
ENGINEERING/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
PLAZA DRIVE MOORESVILLE, NORTH
CAROLINA 28115 [phone]
PREPARED FOR:
OWNER:
RANDY MARION CHEVROLET OF STATESVILLE
MR. ERIC BROACH
1011 FOLGER DRIVE
STATESVILLE, NC 28625
[phone]
DEVELOPER /CONTRACTOR:
G.L. WILSON BUILDING COMPANY
MR. JEFF KERLEY
109 WILSON PARK ROAD t
STATESVILLE, NC 28625
[phone]
Approved:
Date of Issue:
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EXISTING CONDITIONS AND DEMOLITION PLAN
SITE PLAN
SITE DETAILS
GRADING AND STORM PLAN
EXISTING RAW WATER LINE PLAN AND PROFILE
GRADING & STORM DETAILS
BMP DETAILS & SPECIFICATIONS
PHASE 1 EROSION CONTROL PLAN
PHASE 2 EROSION CONTROL PLAN
EROSION CONTROL DETAILS
EROSION CONTROL & GRADING SPECIFICATIONS
ONSITE INLET DRAINAGE PLAN
EXISTING DRAINAGE PLAN
PROPOSED DRAINAGE PLAN
LANDSCAPING/PLANTING PLAN
LANDSCAPE DETAILS
PREPARED BY:
ENGINEER:
PIEDMONT DESIGN ASSOCIATES, P.A.
ENGINEERING/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
PLAZA DRIVE MOORESVILLE, NORTH
CAROLINA 28115 [phone]
PREPARED FOR:
OWNER:
RANDY MARION CHEVROLET OF STATESVILLE
MR. ERIC BROACH
1011 FOLGER DRIVE
STATESVILLE, NC 28625
[phone]
DEVELOPER /CONTRACTOR:
G.L. WILSON BUILDING COMPANY
MR. JEFF KERLEY
109 WILSON PARK ROAD t
STATESVILLE, NC 28625
[phone]
Approved:
Date of Issue:

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Pin # 4745247566
DB 96E-493
Phillis W. Edmiston, etal
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
ILL 1 FFE- I — 111° 1
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1 14 lb / I 1 I ' I 1 O 1 N� PAVEMENT
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62.92 1 I 'I/ / �� 26J0' 16 _- _ — — —
E= 8 I\ EXISTING LIGHTrl
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___—_---
— — „W 60.0' R�O°16'34 ro
300.00' (APP
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
Approved:
N
Site
GAITER HROAD
�”- 1_40
v
,�f' � iM•ima Irvi „
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
PROPOSED HEAVY-DUTY ASPHALT PVMT.
PROPOSED LIGHT-DUTY ASPHALT PVMT.
GRAPHIC SCALL
L
40 0 20 40 80
( 1N FEET )
1 inch = 40 fl,.
Know what's below.
Call before you dig.
Date of Issue:
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9/14/16
REVISED PER STORM
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JCW
10/7/16
REVISED PER OWNER
NO BLDGS.-NO WALLS
JCW
02/24/17
Date: 7/21/16
1 ” = 40'
Scale:
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
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FINISH 2" SURFACE COURSE
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%%uNOTES:
1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE OF
TRENCH MUST BE ALLOWED FOR COMPACTION OF FILL MATERIAL.
BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
THE PIPE IS LAID. THE FILL AROUND THE PIPE SHALL BE PLACED IN
LAYERS NOT TO EXCEED 6". UNDER NO CIRCUMSTANCES SHALL WATER BE
I
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PERMITTED TO RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS
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Date: 0721 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
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SHALL HAVE AN IN PLACE MINIMUM 98% STANDARD PROCTOR
COMPACTION.
3. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100% COMPACTION.
8" BASE
6" COURSE ABC
—III-
I 1r= VARIES
(15" MIN)
4. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
COMPACTED
24" —24"
5. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL
SUBGRADE
MATERIAL.
CARRY BASE COURSE 6" NOTES
PIPE SHALL BE PLACED
BEYOND SURFACE COURSE 1 APPLY DUAL BINDER COURSE IF ASPHALT BASE
AT LOCATIONS WITHOUT
CURB AND GUTTER LAYER WILL SIT OVER WINTER PRIOR TO
ON SUITABLE MATERIAL
FINAL SURFACE COURSE.
LIGHT DUTY ASPHALT PAVING
TRENCH DETAIL FOR
STORM DRAIN PIPES
N.T.S.
N.T.S.
FINISH3" INTERMEDIATE 2" SURFACE COURSE
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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.
1/2" RADIUS NOTES
11-0" 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
e: CRACKING.
1/8" RADIUS
N 2. CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF
N TEMPLATES OR FORMED BY OTHER APPROVED METHODS
•+a WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A
• 'd•• MINIMUM DEPTH OF 1 1/2" SHALL BE OBTAINED.
I, V-6" I 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
I FOR FUTURE ACCESSIBLE RAMPS.
a 6. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3600 P.S.I. IN
28 DAYS.
JOINT FILLER
�1 /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:
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DI -7 'o $ 0 0 o a o� p c ✓ $0�
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(USE PERM. MAT) ? o �2J` OO�ob o°o°o b° 0 0 0 0 �0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 �o �, n, CI -15
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o d o o b 0 O o 0 0 0 0` 0 0 0 0 0 0 0 0,, 1 1)_4 0'.\,O) 0 1
/ �' '� o b o 0 0 0 0 0 0 0 0 0 0 0 0 o e v PROP. GRND.=821.18 o CI -14 o u o 0
c o o a' o d o o 0) o 0 o d o O� o- c� o c r^ Q o o d' o�
5 0 o b o N o 0 0 0 0 o a o 0 0 0 0 0 EXIST. GRND.-811.94 RCP 0 0< p b b o oc
$2 0 �o o �o 0 0 0 0 0 0 a� o 0 0 0 o c 1 I �o, 1$ p °o°o o"o `o 1
TEMP. TIRE & CONC. �� 825.00 Oco m /o°o�°ood o�000b000OZpOO 0 000 o000o0o0o0oo00t 30" STORM INV.=811.69 ! o o O o 0 0 0 0 • o
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_- WASH PAD AREA 932 ' oqq; °Q°�o, �g9o-�000�o Q�c�mOOOOO ooa,000 u6u0000•,O ooOOOOOO° �O°° �6 j \ c 24„ RCP o°o" o o ,.moo o >>� o io°low; STORM *10cc?0- c3a6ob .,O°o° °000°ood o°o°o°o° o°000 �oo°oa}-�o ` 1 >°o n o°o o°o°O °,ORK
0 840 ;Q oo'o00q)Q6U0°`a°-c' �a°o °0 0000Q0000o00000 0 000009,00 °uo I 1 0 0 /� v CI -2 c n` v �' o c o - o 0, q
(� ONC-.46,., O°C ,O 00` °p 060°0 OOo�:,O n i O' O O O' 0
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g ti' �• 0 0 0 0 0 0 0 0 0 s o o e-e°0O�° °j °o° c \ �oomo oP o 0 0 PROP. CURB °o°o°o°o' "'o"o"ro d o<->
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M cv
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2 c8� 0 3 e o 0 0 0 0 0 0 opla o a o �} p io o S 'o ( )o00 o v v v v v o�ca o �o o c c o �`� b-�
- 00'. ° -0. I EX. DEPTH = 6.24 FT. o o T o 0 olO o o_ > �0 0 0 0 0l 0 0 0 o d o e o eco <� 6<
845- 835 _,a�@O� o°00000O00000aOo ` g19 _:Oa00OOOm d yraoO PROP. DEPTH = 13.30 FT. oho obo1°o opo°o o° OOOOo _ dol°,- o - ° - ° - o, -:o ^w cN>'��c ° °o oqo O oo\ odo
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q;•� �Q0 " >°a0o°o ��a °a °o°o°o °io�oq °o ' °o°o°0°o°0°q'Oo° °o°oFc� o o° o°o°�°o o; 823 °o0a0o o�00�"040,! -0°0° o°c
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; ti .�O '2 ,r� t 0 n o 0 820 0 0 p9 00 _0_0.0, o o o o \o OI o o p q d o\ 0 0 0
-E I-11 - °o°O°�9a °j�J°o¢o°O O° °0 O 0°gO0Q°°�°0 o°q°0 °e TOTAL DISTURBED °°I°O 0° °\°OVO\°O O >O°o
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850- 1 - _ - O 1 S TIE INTO EXIST. 18"_0 0 o c8 p
A Q 0 0 0 0 0 0 TO ci o o O d o. d O o °
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,�O O O d �� S AREA 8.79 AC. °d° o°IO°01°oQo�p°a°0 0
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8 MANHOLE MH -19 0 0 0 ¢Q90 0 0 o a o 0 0 c> o RB o 0 0 0 D o m off;
1
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dH0 fo _- -- -- �' S 4-. 0 0 0 1 0 o v o0 o d o 0 0 c -c- O o o o o o o o c
DISTURBED AREA
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82 •Oc o o �oO 1 0 0 0 080-08, 0 Ogo 0 0 0 0 0 8240 0 0 (REMOVE ANY REMAINING o 0 0 0�0 0 0 0
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(BOC) I j EXIST. STORM `r0� c 0` STORM oho 'c 0 824 3`1 0 0 o TREES AND SHRUBERY NOT I
n-�_0 0 0 0 0 0 o a o o` o o d o o o 0
lop"
0 p c o° o r o 0 0 0 0 0 o p c 0 0 0 0 0 0 0 0 0 0 0
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I5 s3 ,853' PIPING (REMAINS) -O oo NETWORK C o ooc d Ijo " c " c ° o 'q°0°oab°o°OmV°o°o`Oo 'u PREVIOUSLY REMOVED) o O o O 000 o0bhoo o0d\OOc
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10 (CL DITCH 'A') 0 25 o m o o Lc o a o 0 0 0 0 0 0 0 0 0 0 /0 0 0 g 0 0 o d o o \o _ o 0 0. 0 0 0 l0 0 0 0 0 0 0 o b o
X ,-e5 /\O 1 ;O STORM \.,'"O°°°cl o°o� LO�-o�° o o°0°0 000 q0o°o°600°000°\o°o°obo o °oPO�Zo°o°lo°0910°O°o°O o°o°0°
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SILT FENCE
811
312
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822
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TE �' MATCH GRADES AT NE7tr'IRIP-RAP °oQe �O 00o�o°oOOOOOOOo0o0o06 00000000°0�^ 0 0 vOo°oOvoo000-o TEMP. RIP -RAP o�oo,o�o d o ov 0 0�h 0 0
GRADE O ' `( o - oc I > �ooc�6Qo-�Uo�oQoOO, ° 0 O 0805,_o°O°O°0°0°060° STORM PIPE DISCHARGE '0 oc' 1
CONSTRUCTIO 13 EXIST. BACK OF CURB ti PERM. RIP RAP I � °O°o°o 0^° �'^° --°0°0p o°O°0°0°O°d°o°oda° °00000O\oOOO 000822 0
ENTRANCE 0 0 0 o b o 0 0 0 0 \0 0 0 0" o U `CPT. 17A °° o 0 o b o oQo o"
O O O- 7• _ -> O O o O O O O O o O o O O-" D• o O Q 01 O 9 O O O b O O O O 823
24 ,' / \ �� 0 05 c O o 0 0 0 0 0 0 b 0 0 0 0 0 0 0` 0 0 0 0 0 0 0 0 �0 0
35 �S� ?°o o°ocv I g25 0 0 0 0`, TOP OF PIPE=EL.822.18 0° °0°0°0°o 0o00d00'0000 Oo�a�oc oJo0,80`0 0 9 O'_ _UOo�o o g ooc
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$4 ' C42 0 o O o EX. DEPTH = -6.26 Fr. 5 �/O O O O O O O \0 O O O O O o o O d 0 O Opo O O O O\ n o 0
g v v 0° 6� o�a�o�o" I� 6 0 0 0_� 0 0 0 0 0 0 0 o O o -o F 5-18.
y� v v` 82 1 _000-° PROP. DEPTH = -7.67 Fr.Oo°o°o°0°o°o°°°Obc o o°o°a°o°off o
11 \ 2F`\� p <O-0°ooc I v X0000 '� �oo0O0O0o0o0O0000d o 0 0 o O V o O O
0 0 0 0 0 0 0 0 3� 0°O °o°0°O°o°o°
Ex�s I I I v vO FES- °o°o°�°o o moo° ' -828 1 0 °o °o°pQo°o°o°o°o°00000°o°000 �� o°ov°o°o°o°0°o�0°0°00
\ \ \ - 1 O O ��O O O� O \° d--0 O O o� O O b O O O O O O O 0 O;- -_-- -- - J O O O O O e2¢ '671
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ilding I I \EX -CI -12„s \ oOooQoo°ooQ°000c ,� 0000wP000Oo°O°0000000.0 0 0 ,�., �W N ��, O0000a�O000c�0o0o00000 1
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F I I z 00 °O°OQn00�3000° .. °O0 U wO ) °O°O°O°O°O°O Cp O� °O°OQ9°O°o°o°
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u �� 2.0: o 0 0.0 0 0 0 0 834 -`Q o D o e -o 0 0`
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\ _ - 11 �} \\ \, 18 600 00000,0000OOQ oc �Oo�lO 000O� O000000c 85j STORM
_. I I, I 533 5F I/ ,�- 1 Z o �& Z o o 0 0 835 I J o O� o O O o o (. OP. 1'-6" CONC. CURB ���wl
�\ I � Ili II \ \ 1 2- o; o0Oc� a O o , 0- G O o c� 0 0 o cP 0 NETWORK B AND GUTTER
woosv 12 ,1 , v I� n 6 O o o s o o a` cp 16
Il I FF 6.37 I I , \ o 0 0 0 83 ' 0 0 0 o b o0 0 .� 828
85 E_85 II I 111 �0�°o O°o°o°o°off` 0o�'b�0°Ona o O O I
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\ I SI o o a O b o c o =Q o o°o -2.0:1
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TEMP BLOCK AND I
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C�•t GRAVEL INLET 331
PROTECTION (TYP.)
I 828ExtStllIg 1II
�- w 940 CID
I I
L--��� I I� �� N I = X., CP 832
Building ' ; , , I _ - ''fir 845-� I 829 _
t
2 SF I I o �% - _ _-__ _ \��\\\�J , \SII 85002 8gs2s CP �'3'1 833
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9,9 _ 62.92 ' 1 / - --' ,-� _ 834-
FFE 8 ` \ / rn co TOP OF PIPE -EL. 831.06 8g011 OHP--�OH1
Go EX. DEPTH = -1 FT. I ��^.HP
PROP. DEPTH = -13.16 Fr. J'9 _ -- _ � �OHP�OHP�OHP
o 00
R3.0' _ _ _ OHP
_ -1 i / i i I EXIST. PAVED AREA MA GRADE TCH ST 1 - = HPGo
-- R/W
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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:
R
STORM STRUCTURE TABLE
STIR. NAME:
DETAILS:
PIPES OUT
NETWORK
CI -16
RIM = 821.09
64' OF 18" RCP @ 6.24%
Storm Network B
CI -2
INV IN = 809.50
78' OF 36" RCP @ 10.30%
Storm Network A
MH -19
INV IN = 814.60
25' OF 18" RCP @ 0.98%
Storm Network C
CI -17
INV OUT = 805.00
40' OF 18" RCP @ 0.99%
Storm Network B
PROPOSED MINOR CONTOUR
RIM = 821.21
U
0
PROPOSED MAJOR CONTOUR
CI -3
INV IN = 810.80
70' OF 30" RCP @ 1.57%
Storm Network A
EXISTING CATCH BASIN
INV OUT = 810.60
PROPOSED 6" PVC SANITARY
RIM = 820.52
- PROPOSED R.C.P.
CI -4
INV IN = 811.50
48' OF 30" RCP @ 1.05%
Storm Network A
®
INV OUT = 811.30
PROPOSED DITCH INLET (DI)
®
RIM = 821.79
PROPOSED RIP -RAP APRON
CI -5
INV IN = 812.95
144' OF 30" RCP @ 0.52%
Storm Network A
O J 00
INV OUT = 812.25
o
LLJ
O O Q
CI -9
RIM = 827.74
39' OF 18" RCP @ 11.84%
Storm Network A
INV OUT = 822.80
a o
RIM = 821.06
�
W
CI -13
INV IN = 815.30
89' OF 24" RCP @ 0.56%
Storm Network A
� NQ
E-4 F�
INV OUT = 815.10
Q
�Mwo
RIM = 821.06
F-1 w
O �
CI -14
INV IN = 816.00
88' OF 18" RCP @ 0.57%
Storm Network A
Q Q hal
INV OUT = 815.80
CI -15
RIM = 821.06
84' OF 15" RCP @ 0.59%
Storm Network A
INV OUT = 816.50
REVISIONS
BY
REVISED PER
NEW BLDGS
9/14/16
RIM = 820.34
REVISED PER STORM
& GRADING CHANGES
10/7/16
JCW
DI -6
INV IN = 814.00
167' OF 24" RCP @ 0.51%
Storm Network A
INV OUT = 813.80
Date: 7/21/16
RIM = 821.20
Drawn: JCW
Checked: DLM
DI -7
INV IN = 816.50
126' OF 24" RCP @ 1.59%
Storm Network A
®0
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:
PIPES OUT
NETWORK
CI -16
RIM = 837.19
64' OF 18" RCP @ 6.24%
Storm Network B
INV OUT = 832.00
- -
MH -19
RIM = 832.82
25' OF 18" RCP @ 0.98%
Storm Network C
CI -17
INV IN = 828.00
40' OF 18" RCP @ 0.99%
Storm Network B
PROPOSED MINOR CONTOUR
INV OUT = 826.40
U
0
PROPOSED MAJOR CONTOUR
FES -18
RIM 827.71
EXISTING STORM PIPE
Storm Network B
EXISTING CATCH BASIN
INV IN = 826.00
PROPOSED 6" PVC SANITARY
STORM STRUCTURE TABLE
STIR. NAME:
DETAILS:
PIPES OUT
NETWORK
FES -20
RIM = 825.30
PROPERTY LINE
Storm Network C
INV IN = 828.00
- -
MH -19
RIM = 827.34
25' OF 18" RCP @ 0.98%
Storm Network C
EXISTING MINOR CONTOUR
INV OUT = 828.25
EXISTING MAJOR CONTOUR
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GRADING LEGEND
DETAIL
DETAIL
SYMBOL
DESCRIPTION
PROPERTY LINE
7�
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- -
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00
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EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
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PROPOSED DITCH INLET (DI)
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Q0
PROPOSED PERMANENT SWALE
4° GRAPHIC 5C0 20 o 40 80 $°
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t jiIch - 10 ft. Call before you dig.
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REVISIONS
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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
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REVISIONS
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10/7/16
REVISED PER OWNER
NO BLDGS.-NO WALLS
JCW
02/20/17
Date: 721 /16
1 " = 40'
Scale:
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Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
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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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REVISIONS
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REVISED PER STORM
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JCW
10/7/16
REVISED PER OWNER
NO BLDGS.-NO WALLS
JCW
02/20/17
Date: 721 /16
1 " = 40'
Scale:
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
3. 1
1 of Sheets

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3'-8'
2' 9"
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0'�3"
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6.235
0.772
0.015
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3' G"
2' 2^
Tinr.y x n
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as"
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0.929
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2
3'.9°'
-3.
3 _3"-
10
'0.•23
0.321
1
0.082
0.127
3B"
3' 0"
2' 2-
3'-,0' -
4'.9
1'-•" 4'-D"
4 t.-1,_
-I1
3
9"
3O' -S-
301151
43
iiy
0.358_
1.7+4
O. 132
0.176
=
Checked: DLM
2
CONCRETE
CONSTRLCTION
R
e'-9"
6lCTICIi - JJ
U) LLI X
�
Q
0
�'-D.
R"
17
0..',2
0.318
1.735
0.190
0.243
4B"
3'-D"
2'-2•
5'-0"
5`-4"
?' 0" 3 2"
: 2'-3"
3
2'-11"
3 2'-/1'
3S
0. 145
0-352
2.OS2
0.235
0.317
54"
3'-G"
2' 2"
5' 7-
6' 3^
2'-7" 3'- 2"
4 12'-10"1
5
2'-11'"
3 2'-11'
41
0. t86
0.368
2.387
0.257
0,401
CS En
I-, Y
H Q
Q
I =
CD
LL J 11
0 0 = z
CC m
LU Q�L.I-_
0 C>
<_� UJ
Ln LL
0 J
00 - U)) =
z r -I
W
CS
0 Z
LL Fi
ci C4
lict UL,
�+ 'i.0 a-
max°"
aca'�
a UL•J
0 ]
Z =
W =
N H
Ln W =
N
Ln ZH
_J 0
C.7
W
FS40 .02 • RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT 840:02j]
Location:
DIMENSIONS ANb DUANTiTIES FOR DROP ]NLET(BASEb ON MIH. HEIGHT, H1
DIMENSIONS aF 8aX
PIPE SPAN 'WIDTH
a PIPE
MIN. HEIGHT
CUBIC Y/LA05
GOING. IN BOX
DEDUCTIONS FOR
ONE PIPE
b A 8
N
LT07TDM WALL PER
9LRE1 FT. Ht. '�*ate
C.M. R.C.
12" 3'-Q" 2' 0"
2'-0
C>
m
is"
-I
2'-3
0.648
0-023 D.O38
p
Om
-'L
Y��
2 WEEP HOLES
24"
GENERAL NOTES.:
'R"
r!Q
= F -I m
X. 3' 0° I 2'•0"
3'-8'
0,222 6,222 0.929
USE CLASS CONCRETE THROUGHOUT.
� F 3
D IO-
i'•8�'4'"
H.
0'�3"
PROVIDE ALL DROP INLETS O',+ER T -S" IN DEPTH WITH STEPS 42"
z CC U
0 T1� GO
I
2' D1,�"
'
ON CENT€R. USE STEPS WHICH COMPLY WITH STD. DRANING S40 -6S.
l.l_ J d "Z
Tinr.y x n
r_
as"
B" WALL
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR N4 SM DOWELS AT
O 0 �
(r] C, ]3,C -D �
y I
�r
4�rf
12" CENTERS AS DIRECTED B'! THE ENGINEER.
61J W .,li •.
-n > D m
~Eno
JA I
a.030
0.038
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
� L.T p CDCD
1' 9�8y°
-
lI J¢ �Zw
0.Q3$
IF RE ENFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF SOX, ADD TO SLAB
Q r--1
Z Hy Q�
- - - - - -I- - - -
- -
4.035
AS SHOWN ON $TO. NO. 840.GO
(n O J
[� = ==
I
2' DI'i"
z
CONSTRUCT RUTH PIPE CROWNS HATCHING.
Hyl--r'�
' "• � 3a
- - I
�r
a'-21r�"
SEE STI;FW14Rp DRAWING 540.79 FOR ATTACHMENT FRAMES AND GRATES ACTT SHOWN.
2T ►�-r �
.
+0.1INSTALL
D.a84
A
00
INSTALL 2- WEEPHOLES AS DIRECTED aY THE ENGINEER.
H
En
0.078
0.098
'�A• A
STONE DRAINS, OF A MINIMUM OF I CUBIC FOOT OF NO, 7811 STONE IN A
LLIO CD
CL'
I
PRECAST
-
L 0 _
POROUS FABRIC BAG OR WRAP, AT EACH WEEPHOLE OR AS OTREGTED BY THE ENGINEER,
Cr1A1W'ER ALL EXPOSED CORNERS 1"-
d ij '.
`"
in 4
s
LLI
C7
9ST.LO4l-PA
Y "
Cn ID
DRAWING NOT TO SCALE.
I
CONSTRUCTION
PLAN
+
iiy
WITH GRATE d FRAME REMOVED
m
m 0 a
=
Checked: DLM
2
CONCRETE
CONSTRLCTION
R
BRICK COPING(INCICENTAL)
6lCTICIi - JJ
U) LLI X
�
Q
�J ISD ! I
11 � C- �-
�'-D.
R"
17
PARTTSECTION PART SECTION PART SECTION PART SECTION
"
�„ N L
_
U)
>� tANj
� �
LL Is
6"° WALL
0Z
2, iT P
TOP ELEVATION -
a..
�,�^,r
0 H
0 QLD
J
Y
TIT
RECTION • RR
"84003
LL
W
z
LLI
STD. 840.16 FRAME
b GRATE
MASONRY ANCHOR
e
C-3 -A
n z
m
31
A
4" DIA. BOLT WITH PLATE
af4 BAR
•-1 Q
I"I
M6"
G"
8..
H
ic CL
-1
1- c r: T 1 )1-
MEET 1 CAF 1
840.25
mCL
77 m 2
=
I
I
z
0 0
(71 CC In
<
w p
m
L)
rP-4W:-
d cc
o
= W =
o�
[S
DOWEL~
mZ z
SEE NOTE
DONEL(SEE NOTE}
MAX. DIRE THIS SIDE
xV?
r 0
SECTION X -X
SECTION
Y -Y
' 1_
T
4 O
0
Z C.)
71
W
¢
Li- W Or
F-
> z
W
a
�%
0 m
m
m q
PART SECTION
7.
U) N
OF END ELEVATION
EET 1 ]F 1
SHE[] 1 OH 1
840.14
$40.14
Location:
DIMENSIONS ANb DUANTiTIES FOR DROP ]NLET(BASEb ON MIH. HEIGHT, H1
DIMENSIONS aF 8aX
PIPE SPAN 'WIDTH
a PIPE
MIN. HEIGHT
CUBIC Y/LA05
GOING. IN BOX
DEDUCTIONS FOR
ONE PIPE
b A 8
N
LT07TDM WALL PER
9LRE1 FT. Ht. '�*ate
C.M. R.C.
12" 3'-Q" 2' 0"
2'-0
0.222 0-272 0,592
0.4"5 0-075
is"
-I
2'-3
0.648
0-023 D.O38
lg'
2 •6
0.TD3
a.0's3 O.(MB
24"
3"-Q
0.874
0.058 0.085
X. 3' 0° I 2'•0"
3'-8'
0,222 6,222 0.929
0.092 0.127
0
8a
D
"W`
PIM
"w1 •'
DIM
"T"'
AIAd
G V. Q Ll; INFlTILS
rltr�Ar � rs
12"
16"
2a"
12"
o
o' ��"
t3. �.'
D.aas
a.oaT
a.aa8
15"
1' 315'$"
0"•9Y'3"
p'.2"
O.OflB
m
- 0
0.a1O
18"
1'=51"�r•
0' 103'13"
a' 2"
0.0D7
0.01D
0.Dt2
U
i'•8�'4'"
H.
0'�3"
O.ai 1
O.a14
0.01$
3tl."
2' D1,�"
'
p'.3'f.g'
I Q
D.D18
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N- ^r1 [)7
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B" WALL
1'•sa->I„
o' �„
B" WALL.
a.b�a
$.. WALL
4�rf
�'.7Lg"'
mz =�
8" WALL
0.025
a.030
0.038
4b",2'
70�g"
1' 9�8y°
a'_5'-l�"
lI J¢ �Zw
0.Q3$
5nmIIID.
cp,
54"
k°
f
1' iDY2"
�1
4.035
0.047
$I
4"
UJQQLL
2' DI'i"
z
a.a42
I I
D.a71
C
rmW
Cl1
�r
a'-21r�"
1�rr
Dasa
a.as7
D.a84
A
00
F -"•F
a'-73�"
w.S q
0.078
0.098
'�A• A
Ln
z M Cr
MIT Cm
a
CL'
%' z
v H T 1>
PRECAST
-
L 0 _
iW is
d ij '.
`"
in 4
s
LLI
C7
9ST.LO4l-PA
" !�
Cn ID
f�
I
CONSTRUCTION
Nl�
LL L m
+
iiy
Ln
m
m 0 a
=
Checked: DLM
2
CONCRETE
CONSTRLCTION
R
> Q
.n y
G)
6lCTICIi - JJ
U) LLI X
�
Q
�J ISD ! I
11 � C- �-
�'-D.
R"
17
PARTTSECTION PART SECTION PART SECTION PART SECTION
"
�„ N L
_
U)
>� tANj
� �
LL Is
6"° WALL
6" WALL WITH 4" LIP
2, iT P
B"' WALL
a..
�,�^,r
8" WALL WITH 4" LIP
J
Y
TIT
RECTION • RR
"84003
40.0
LLI
-1
MASONRY ANCHOR
CONCRETE ANCHOR
PRECAST
FRAME AND GRATE INSTALLATION
ry
m
4" DIA. BOLT WITH PLATE
" DIA. BENT BAR
CONCRETE ANCHOR
FOR NORMAL GROWN AND
" DIP.. BENT BAR
SUPERELEVATED SECTIONS
1- c r: T 1 )1-
MEET 1 CAF 1
840.25
o z
a w
L)
rP-4W:-
o�
[S
m x=
CL L)
T
0
1-i
¢
Li- W Or
F-
> z
W
a
�%
0 m
m
m q
PART SECTION
0
LLJ
a
U) N
OF END ELEVATION
W LLJ
H <
o
as my
¢
cca
t
Cl)v
= x =
U) 0 0
C� 0
m o
z� o
fJ}
ULJ VL
GENERAL NOTES:
USE THIS STANDARD WITH ALL DRAINAGE STRUCTURES
USING REINFORCED CONCRETE PIPE SET
IN BASE SLAB,
MEET 1 OF 1
SHEET 1' OF I
840.170
840.00
TABLES OF QUANTITIES FOR PIPE SET IN PAD
8a
D
"W`
PIM
"w1 •'
DIM
"T"'
AIAd
G V. Q Ll; INFlTILS
rltr�Ar � rs
12"
16"
2a"
12"
1'-1??8"
o' ��"
t3. �.'
D.aas
a.oaT
a.aa8
15"
1' 315'$"
0"•9Y'3"
p'.2"
O.OflB
D.aaB
0.a1O
18"
1'=51"�r•
0' 103'13"
a' 2"
0.0D7
0.01D
0.Dt2
2d"
i'•8�'4'"
1' OYg"
0'�3"
O.ai 1
O.a14
0.01$
3tl."
2' D1,�"
'
p'.3'f.g'
0.aia
D.D18
D.D2a
as"
a'-a3a"
1'•sa->I„
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a.b�a
a,a2s
4�rf
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1''T"
a'•51�"
0.025
a.030
0.038
4b",2'
70�g"
1' 9�8y°
a'_5'-l�"
0.x28
0.Q3$
a.a47
54"
3'-2Yg"
1' iDY2"
D` 61.4"
4.035
0.047
Q. 058
ea"
3' S51j"
2' DI'i"
0' $�4"
a.a42
DD5$
D.a71
C
rmW
Cl1
�r
a'-21r�"
1�rr
Dasa
a.as7
D.a84
72"
d'•pi,+2"
2'•3�A'"
a'-73�"
0.059
0.078
0.098
m
0m
H �
C
H • -Z
0�
©1l�Cn
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m-n>>m
xEnoc)
yti�CD��i
I 1z
0
C7
H
z
m
x
� m
m 0 m
r -r G'T
� M rm•+
= z
GO r =
v C0
Q In z
= o
0
CID
m00�
t A y
Z
_ t2 r I
0 �
z 2 m
0 � �
co m
� U)
O
Lr1
1" DEPRESSION
1r-7!�t 1r-7Ftrr
C[7
L�I r
SECTION G -G
�r 31� rr
0(B " � L0
SECTION H -H
1rr
1�N
-Az 1 rI 'I i 1'IlN
II II�H
I �TG
l
- T
H-N
A\"' 1,-4rr Ir Orr
1r-7%" V-7fY8
PLAN OF GRATING
CAST IRON
3)-6rr
F
E E
I
I
i
F --�
PLAN OF FRAME
CAST IRON
3'- 34 rr
'A" I I fe„ ,err
r, rr -
3'-2" I� I
3'- 134 rr iv (MI
3, S„
SECTION E -E
t 2,-2
I nT a'As rr N N
SECTION F -F
z
C> co
"}
1- Q
a
z��F,•j
LL C'5
CDOI
LU LL- =
"¢�cm
H
L�75N=-BOJ
2T Cr
H>
F
EL
o
L()
W Co
0 '
LL C
L�
z
C:)
<d�
W Lo
m 0
CC
z o
C0 WF-
F-
= J cn
Cn Z
F-
9-1
1-M
Q
0
LLL
840.16
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
BACK OF CURB
OENERAL NOTES:
USE CLASS '8` CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASIN'S OVER 3'•6" IN DEPTH WITI STEPS 12'
ON CENTER. USE STEPS W C11 CCAs LY WITH STD. CRANING 840.56.
OPTIONAL CONSTRUCTION MONOLITHIC POUR, 2- KEYWAY, OR 04 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENS NEER.
USE FORMS FOR THE CONSTRUCTION OF TIE BOTTOM SLA®.
IF REINFORCED CONCRETE PIPE SS SET IN BOTTOM SLAT OF BOX, ADD TO SLAB
AS SHOWN ON STTf. NO- 4D_ _
8 DO
USE TYPE "E", "F- AND "G" ORATES UNLESS OTHERWISE INDICATED.
FDA 8'-0" IN HEIGHT OR LESS USE G" WALLS AND SOT -OM SL.AJB- OVER
9'•0" TO 18'•0" IN HE IONT USE 8" WAL L9 AND BOTTOM SLAB. AG1115T
QUANTITIES ACCORD[NGLY.
CONSTRUCT WITH PIPE CROWNS KAICH1.4a,
CHAMFER ALL EXPOSED CORNERS I".
DRAINING NOT TO SCALE.
PLAN
n�
D ry
Z -�
c 7 .;n
ns -L
- m JJ
1
=mom
CCiD
as
". -4 C
m a z
Ch C)
M•1 TI
Z p
m
.02
I SECTION Y,
-Y
RISER II
VARIES
c a,.
' - L
WHERE 30' TO 35" PIPE IS USED
RISER HT.
VAR! ES - _ - o
-t A
W* HF 42' 10 54" PIPE IS USED
DETAIL SHOWING METHOD
��I71{STRif C I Oti
SECTION X -X
-
B"
�
p Ln
r
Q Q �
� xLj
U Cd
Q
F --I
rm-IZ���
B"
�
W
N..
�1 III
:3"
R•Gl'E: USE TYPE "E', "F' AND 'G' GRATE
UMLI'MS OTMEAMPI3f NOTED,
F
k-
_
P P
L_L&
L 3
a"
t
ds40
�T-T
m - +
y n
-� WATER FLOW SAG � WATEII FLOW
SECTION J -J
QGJ
WHERE 30" TO 36" PIPE IS USED
S.EE NOTE
GRATE AND FRAME
F>
CL
z
ic'gFIT
m
9a
�, r
UJCm
_ _
1
N N
rrr M- c� LTJ
LL
�+ n
•
o
4IECTItMM L4
�iCTI011 - 11I1
(n
IrD
A A
ALIGN EI{ !E TIITIH INSIDE
EDGE OF *ALL TO ALLONI
-
�o
' -
011 r-
x
SECTION A -A
rLIR VERTICAL ADJUSTME-NET
-
I
TYPE - E
_
5
o
R
SECTI$N FIG
z -4 0
NIS"
RAISED FLOW ARROW �3
HIGH
CONCRETE
<
W O
I.M. d
C7 Q
(} Q
L
<fEGTIN - IPM
>
;d
FRAJIE ,.6RATI,�A FIGOD A-SWy
V 1
G7
O o
a
C2 .
�o
LLJ
HN W LIS
J
Hp�
z
,r `
2'-11�r, 1 1 F�
1
2'- 1144
HL}
FRAME
C
rmW
Cl1
�r
I f
1 Ir SECTION A -A
0
co
v `
TYRE F
IO
TYPE G SECTION A -A
1.4
EET 2 3F a
SHEET 2 OF 2
840.03
840.03
Ln
MIT Cm
a
CL'
%' z
v H T 1>
PRECAST
-
L 0 _
iW is
d ij '.
`"
in 4
s
LLI
C7
9ST.LO4l-PA
" !�
OR SUPERELEVATED SHOULDER
f�
I
CONSTRUCTION
Nl�
LL L m
+
iiy
Ln
m
m 0 a
=
Checked: DLM
2
CONCRETE
CONSTRLCTION
R
> Q
.n y
G)
6lCTICIi - JJ
U) LLI X
�
Q
�J ISD ! I
11 � C- �-
�'-D.
R"
17
"
�„ N L
_
U)
>� tANj
� �
LL Is
NIECTIGII - IOL'
2, iT P
_71
U3
a..
�,�^,r
1 Of
J
Y
TIT
RECTION • RR
"84003
40.0
m
0m
H �
C
H • -Z
0�
©1l�Cn
" --I >
m-n>>m
xEnoc)
yti�CD��i
I 1z
0
C7
H
z
m
x
� m
m 0 m
r -r G'T
� M rm•+
= z
GO r =
v C0
Q In z
= o
0
CID
m00�
t A y
Z
_ t2 r I
0 �
z 2 m
0 � �
co m
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O
Lr1
1" DEPRESSION
1r-7!�t 1r-7Ftrr
C[7
L�I r
SECTION G -G
�r 31� rr
0(B " � L0
SECTION H -H
1rr
1�N
-Az 1 rI 'I i 1'IlN
II II�H
I �TG
l
- T
H-N
A\"' 1,-4rr Ir Orr
1r-7%" V-7fY8
PLAN OF GRATING
CAST IRON
3)-6rr
F
E E
I
I
i
F --�
PLAN OF FRAME
CAST IRON
3'- 34 rr
'A" I I fe„ ,err
r, rr -
3'-2" I� I
3'- 134 rr iv (MI
3, S„
SECTION E -E
t 2,-2
I nT a'As rr N N
SECTION F -F
z
C> co
"}
1- Q
a
z��F,•j
LL C'5
CDOI
LU LL- =
"¢�cm
H
L�75N=-BOJ
2T Cr
H>
F
EL
o
L()
W Co
0 '
LL C
L�
z
C:)
<d�
W Lo
m 0
CC
z o
C0 WF-
F-
= J cn
Cn Z
F-
9-1
1-M
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0
LLL
840.16
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
BACK OF CURB
OENERAL NOTES:
USE CLASS '8` CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASIN'S OVER 3'•6" IN DEPTH WITI STEPS 12'
ON CENTER. USE STEPS W C11 CCAs LY WITH STD. CRANING 840.56.
OPTIONAL CONSTRUCTION MONOLITHIC POUR, 2- KEYWAY, OR 04 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENS NEER.
USE FORMS FOR THE CONSTRUCTION OF TIE BOTTOM SLA®.
IF REINFORCED CONCRETE PIPE SS SET IN BOTTOM SLAT OF BOX, ADD TO SLAB
AS SHOWN ON STTf. NO- 4D_ _
8 DO
USE TYPE "E", "F- AND "G" ORATES UNLESS OTHERWISE INDICATED.
FDA 8'-0" IN HEIGHT OR LESS USE G" WALLS AND SOT -OM SL.AJB- OVER
9'•0" TO 18'•0" IN HE IONT USE 8" WAL L9 AND BOTTOM SLAB. AG1115T
QUANTITIES ACCORD[NGLY.
CONSTRUCT WITH PIPE CROWNS KAICH1.4a,
CHAMFER ALL EXPOSED CORNERS I".
DRAINING NOT TO SCALE.
PLAN
n�
D ry
Z -�
c 7 .;n
ns -L
- m JJ
1
=mom
CCiD
as
". -4 C
m a z
Ch C)
M•1 TI
Z p
m
.02
I SECTION Y,
-Y
RISER II
VARIES
c a,.
' - L
WHERE 30' TO 35" PIPE IS USED
RISER HT.
VAR! ES - _ - o
-t A
W* HF 42' 10 54" PIPE IS USED
DETAIL SHOWING METHOD
��I71{STRif C I Oti
SECTION X -X
PLAN
WHERE 42' TO 51" PIPE IS USED
M
I A
l R m
PLAN
z
Q �
M }
Q
Qa
F--
aQgo
Lia _J
c4pLLJ LL
�=
IL
Q >a c'; r
N
CTDHLLC�_J
C 1 Q
Z f -v S
H
Win
EL
CD
LL N
2 < LLJ
m' CL
� Q
L] 0 _
cc LO
Cr
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USE PIPE COLLAR FOR EXTENDING EXISTING CONCRETE
PIPE CULVERTS AT LOCATIONS SHOWN ON PLANS OR AS
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OR BETTER C4MCAETE.
OBSERVE ALL REGUIREMENTS OF SECTION 840 OF THE
STANDARD SPECIFICATIONS.
USE 12 INCH DIAMETER VALUES FOR PIPE DIAMETERS
LESS THAN 12 INCH.
WEET 1 IF 1
SHEET 1 OF_1
840.72
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Scale: AS
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Date of Issue:
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NOTED
Drawn: JCW
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Project: 2015-06-03
Job: 2015-06-03
Sheet
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Sheets

TOP VIEW
TRASH RA,
TOP OF F
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
=III -111 -III=
-1 I �-III-III 3 1
-III-III-II1 1 SEDIMENT
;I I II I II I I -III- FOREBAY
-1 I I-1 I I-
- - - - - - - - - - -
FOREBA -----------
SEDIMENT
REMOVAL
ELEV.=805.25
SH RACK
DEBAR
TOP TRASH RACK DETAIL
N.T.S.
Location:
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'X BENEATH INTAKEDOFENTEREORIFIICE
DRAIN INV.=801.5
SEDIMENT STORAGE ELEV.=801.5
BOTTOM OF POND =800.5
4" THICK CONC. SLAB (4'X4'X4") J
AROUND PERM. DRAIN PIPE
6" PVC POND DRAIN
6" GATE VALVE
FOREBA
BERM
SED. STO. EL.=803.0
BOTTOM EL.= 802.0
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 Q10.72
39.61
42.00
44.24
* - DISCHARGE Q FROM CONTROL STRUCTURE ONLY
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.=806AO
1 MAIN POOL
j) I- - - - P.P. DEPTH ---1=1 1I-
-1
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-III-III-, BOTTOM EL.=801.0
111=III-_ =1I
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SEDIMENT
REMOVAL
ELEV.=804.25
800.40
TOP OF DAM = 837.0
TRASH RACK
(SEE DETAIL ON SHT. C4.3)
3 X 4' (EXTERIOR)
PRE -CAST CONCRETE
STRUCTURE WITH 6"
THICK SOLID WALLS.
CONCRETE SHALL BE
4,000 PSI MINIMUM.
WALL REINFORCEMENT
TIED TO SLAB (PER
MANUFACTURER)
OUTLET PIPE X4,0' X 5.0' CONC. SLAB
(REAR WALL) (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%
\-24" INV. OUT=800.40
ANTI -FLOATATION BLOCK
(4'X5'X14")(1.5 SAFETY FACTOR)
3 TOP OF POND
1�
3
�1
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
FLOW
RCP PIPE WITH '0'
RING GASKETS
(ASTM C-443)
ANTI -SEEP COLLARS J
SIZE, QTY. AND SPACING VARIES
(PROVIDE ANTI -SEEP COLLARS (THROUGH
BERM ONLY) LOCATED A MIINIMUM OF 3 FEET
AWAY FROM EACH PIPE JOINT WITHIN THE BERM)
POND DRAIN
/-EMERGENCY SPILLWAY
(10' WIDE @ ELEV. 809.50)
EMBANKMENT PLACED IN
LIFTS AND COMPACTED
1 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
�N�
LAYER BEFORE APPLYING NEW
BY HAND
ONCE EVERY TWO OR
SPRING
LAYER (OPTIONAL)
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ANY ADDITIONAL MULCH
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ADDED
BY HAND
ONCE A YEAR
SPRING
PLANTS
REMOVE AND REPLACEMENT OF
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ALL DEAD AND DISEASED
SEE PLANTING
3/15 TO 4/30
VEGETATION CONSIDERED
SPECIFICATIONS
TWICE A YEAR
AND
BEYOND TREATMENT
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10/1 TO 11/30
TREAT ALL DISEASED TREES
MECHANICAL OR
N/ A
VARIES, BUT WILL
AND SHRUBS
BY HAND
Q
DEPEND ON INSECT OR
V 1
DISEASE INFESTATION
WATERING PLANT MATERIAL
SHALL TAKE PLACE AT THE
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END OF EACH DAY FOR
Iwo
IMMEDIATELY AFTER
N/A
FOURTEEN CONSECUTIVE DAYS
BY HAND
COMPLETION OF PROJECT
AND AFTER PLANTING HAS
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REPLACEMENT OF SUPPORT
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ONLY REMOVE STAKES
STAKES
BY HAND
ONCE A YEAR
IN THE SPRING
REPLACE ANY DEFICIENT
STAKES AND WIRES
BY HAND
WHENEVER NEEDED
WHENEVER NEEDED
CLASS 1 RIP -RAP. HEIGHT OF
, RIP -RAP ON BERM SHALL NOT
5
EXCEED EL. 833.60. CONTRACTOR
LEVEL SHALL PROVIDE WEIR IN RIP -RAP
PER PLAN ON THIS SHEET.
0 PERMANENT POOL
2 _
.1 ��iilllll I'I 611111111 -J z
FOREBAY '' -1 I I-1 I I -I I IF, _j 1-1 I 1-1 MAIN POOL, RIP -RAP SHALL
--_----
_EXTEND TO BOTTOM
- --- OF MAIN POND BAY
INV.=802.0 4" FOREBAY DRAIN
0.5% SLOPE MINIMUM ilI
INV.=801.50
SUITABLE STRUCTURAL
SOIL COMPACTED TO 95% _
STANDARD PROCTOR;
STRUCTURAL FILL SHALL j
BE APPROVED, PLACED
AND COMPACTED UNDER
THE DIRECT SUPERVISION
OF A GEOTECHNICAL
ENGINEER
MAINTENANCE 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 WITH 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 POND'S 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) WILL BE ACCOMPLISHED BY USING A DREDGE LINE, "GRADE ALL" OR SIMILAR PIECE OF MACHINERY.
E. MAINTENANCE
1. SEE ABOVE FOR VEGETATED SHELF MAINTENANCE SCHEDULE.
BMP MAINTENANCE
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
FOREBAY BERM SECTION B -B
VARIES
POND BERM KEY
no
EXIST. GRADE
REMOVE ROOT MAT.
& ORGANIC
MATERIAL
VARI
2 2
1 SPILLWAY INV. 1
e ELEV: = 809.50
s
SP/LL 1Y.4 Y SA FC B -B
NOT TO SCALE
TOP OF BERM EL. 811.0
A
Owner:
N
SP/LL 1Y.4 Y PLAN !//E`Y
NOT TO SCALE
VARIES
VARIES
TOP OF BERM --I,
SPILLWAY INV. \
ELEV: = 809.50 \
�3- \
1� 3 \\
�1 \
\
SPILLWAY WEIR LINING" \
IJ TO BE 3000 PSI CONC. \\
W 10x10x10 10 WWM \
IF CALLED FOR ON PLAN
SP/LL `Y.4 Y SECT /ON A -A
NOT TO SCALE
EXTEND CONCRETE
SPILLWAY & WALLS TO
VIRGIN SOIL
RIP RAP OUTFALL PROTECTION.
(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: 0721 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
®4
of Sheets

BOT: OF POND z
ZONE 1 PLANTING
WATER DEPTH: 0.00' TO 0.50'
TOP OF BERM
0
ZONE 2 PLANTING
WATER DEPTH: 0'
(PERIODICALLY INNUNDATED)
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 WILL 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 WIRE 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 EN11RE 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
N.T.S.
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' 0. C.
, TYPICAL
ZONE 1
17, 01
ZONE 2 ~?YPIICAL
2' O.C.
TYPICAL
UPPER EDGE OF SHELF
n
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BOTANICAL NAME
COMMON NAME
SIZE
MOS
J
COND
o
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Nuphar
lutea
(V
n a
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
N.T.S.
ZONES 1-2 PLANTING SCHEDULE
KEY
QTY
BOTANICAL NAME
COMMON NAME
SIZE
REMARKS
PLANTING
ZONE
COND
NL
332
Nuphar
lutea
Yellow
Pond -Lily
n a
Full Specimen
24" oc
Zone 1
2' Plug
ZM
352
Zizaniopsis
miliacea
Giant
Cutgrass
n a
Full Specimen
24" oc
NWL
2"x5" Plug
JE
373
Rhynchospora
colorata
Star Rush
Whiteto
n/a
Full Specimen
24" oc
Zone 2
2" Plug
Location:
LITTORAL SHELF PLANTING CHART
Contractor shall verity specitic plant species used for each littoral
shelf zone and plant spacing as recommendation by jurisdictional
environmental inspector, landscape inspector or by nursery specialist. AA
Table 9-1
Stormwater Wetland Plant Recommendations
DEEP POOL
Botanical Name Common Name
Floating Aquatic Plants
Lemna spp. Duckweed
Nelumbo lutea American lotus
Nuphar lutea ssp. polysepala Rocky Mtn Pond -lily
Nuphar lutea ssp. advena Yellow Pond -lily
Submerged Aquatic Plants
Eleocharis acicularis
Eleocharis quadrangulafa
Elodea canadensis
Elodea nuffallii
SHALLOW WATER
Needle spikeru.sh
Squarestem spikerush
Canadian waterweed
Western waterweed
Botanical Name Common Name
Herbaceous Plants
Acorus subcordatum
Alisma subcordafurn
Hydrolea quadrivalvis
Iris virginica
Juncus effusus var. pylaei or solutus
Ludwigia spp.
Pelfandra virginica
Pontederia cordata
Sagittaria latifolia
Sagittaria lancifolia
Saururus cernuus
Schoenopledus tabernaernontani
Schoenoplecfus americanus
Schoenoplectus pungens var. pungens
Scirpus cyperinus
Zizaniopsis miliacea
SHALLOW LAND
Sweetflag
Water plantain
Waterpod
Flue flag iris
Soft rush
Primrose willow
Arrow arum
Pickerelweed
Duck Potato
Bulltongue
Lizard's tail
Soft stem bulrush
Three -square bulrush
Woolgrass
Giant cutgrass
Botanical Name
Common Name
Herbaceous Plants
TiT1
Asclepias incarnata
Swamp Milkweed
Carex tenera
Quill sedge
Chelone glabra
White Turtlehead
Eupatoriadelphus dubius
Dwarf Joe Pye Weed
Eupatoriadelphus fisfulosus
Joe Pye Weed
Eupatoriadelphus maculatus
Spotted trumpetweed
Hibiscus coccineus
Scarlet rose mallow
Hibiscus laevis
Halberdleaf rosemallow
Kosteletzkya virginica
Seashore Mallow
Lobelia cardinalis
Cardinal flower
Lobelia elongata
Longleaf lobelia
Lobelia siphilitica
Great blue Lobelia
Rhynchospora colorata
Starrush whitetop
Saccharum baldwinii
Narrow plumegrass
Shrubs
of basin).
'gonia arbutifolia
Red Chokeberry
Cephalanthus occidentalis
Common Buttonbush
Clethra alnifolia
Sweet pepperbush
Cornus amomum
Silky dogwood
Cyrilla racemiflora
TiT1
Gordonia lasianthus
Loblolly Bay
Hypericum densiflorum
Pushy St. Johnswort
Rex deciduas
Possumhaw
ilex glabra
E kberry
Rea virginica
Virginia Sweetspire
Rosa palustris
Swamp Rose
Vaccinium crassifolium
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.
CK�]aLOA ISoil] [a1[1]10 11.9NIZylI[�L\Ito] a 1110
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 permit operation of 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 same 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 same 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.
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:
o
U
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
o�
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.
O
i)
Visual inspection
of upstream (off-site) areas feeding into the site
�--� 00
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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
INSTALLATION OF ADDITIONAL ENGINEERING FEATURES, SUCH AS SLURRY WALLS,
LINERS, OR OTHER 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
REVISED PER NCDENR
WO DESIGN REQTS.
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
B 5/9/17
o Sheets

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OHP�OHP� APp yT OF.�gy i -10'WIDE EMERGENCYELESPILLWAYTEMP. SILT FENCE �O".r�1s" `• FR % \ - - (SEE DETAIL ON SHT. C3.3)
CLEARING/MITS OF PHASE 1 - DISTURBED TURFED AREA STONE DAM - �QHP�' `Q TREE PROTECTION FRIS Cl NO/?
j -
/ �' - OHP FENCING (ORANGE) yI ' "/QR��
\ \ / OHP HP \ ` T I so/ cR -'
P \ 4p \ �6 i i \ \ 788 FE/( TEMP. SEDIMENT BASIN 'A' _
OHP�OH ��OHP A `� �I TOP ELEV. = 811.0
�OHP� '1. �C� TEMP. DOUBLE SILT FENCE WITH TEMP. SILT FENCE BOT ELEV. = 800.4
j WIRE BACKING (TYP.) STONE DAM
TEMP. DOUBLE (MIN. 10' OFF TOE OF SLOPE)
SILT FENCE Q 1 TEMP. TREE PROTECTION
/ TEMP. DIVERSION DISTURBED AREA O 1 I
FENCING (ORANGE)
DITCH (NP.) (REMOVE ALL EXISTING TREES O i
_ AND SHRUBERY WITHIN PHASE 1 TREE SAVE AREA
!%*O,r LC GRADING AREA) . - v4- i 80
to- �TEMP. BAFFLE FENCE � _
TRuc�ouTE ` - - (TYP.) 0 811
/ I \ S�OP� - - g09 8 c�
,� �$ � % � 3• - � 808
'ALE 'Al' (HP) D� 07 I LOpE 807
SWALE 819.0 J7 rRuc~ rf i _i $0 ' �31
,444
TEMP. STRAW WATTLE (COIR I 81 F
' LOG) IN TEMP. DITCH (TYP.) I GRADE TO DRAIN ,
l \ TOWARD SEDIMENT 7 g10 10
805
J� BASIN CL TEMP. �� SAO
4041
SWALE 'A1' 812.0
EC PH 1 0
TOTAL DISTURBED
TEMP. GRADE FOR \\ `\ \�� -\\ , J) AREA = 3.62 AC. I FE
' OHP OHP 0 SMOOTH TRUCK ROUTE`
aHo 1 n `\ \\\\ \\ \ \\ \\\ \\\ \ I FILL AREA 1 I
81�ell
CL TEMP.
VA -
0,> , _-\\\\ `\\ \\ \ �`\ `\\ `\ \\\ \ \ TF SWALE 'A1' 811.0
0In
PROP. G&_V.=821.18
EXIST. GRND.= 1.94
TEMP. TIRE & CONC. C�' o \\ `\ `� `�� \ \\ \\ \\ \\ \ �� i �/ \\ \\ \\\ \\\ \ \ D1 30" STORM INV.=811. 1 j
WASH PAD AREA `\ `\ \\ `��� \\ \\ \ \\ f //' ,�_-\ �\ \ `\ \ \ \ \ 8" DIP WATERTOP=803.76 1
J�' I FILL AREA
TEMP SLOPE DRAIN CI -2
j ' "
(18" HDPE -FLEX)
\ \ \ (W/TEMP. 4'x 4 RIP -RAP) I / /
--_ ---_ ----- ---_` \\ \\\ /TO QFP 08.85
pQo \ \`� �\ ---- _ __ ----- �\ `\\`���\`�\`����\-�_�' i� ' _ - II i 1 I EX. H = 6.24 FT. DI�� 1 -
0 \`\ \` `: \� - - ---------- ---- \`� \\\ \``�\\\\`�\\\\ , i i' , OP. DEPTH = 13.30 FT.
�/ S' Q -- ; - \\ \`\ \--------------- _ _ - - - :\` \\\ \ \\\, TEMP. SWALE A2 (HCID P)
\\ \ \\ / N
o _ \ \ \ \\ _ _ ___- ____ \ \\\\ \\ I CL SWALE 819.0 , ° N
-:--7- -N\`\ \\\\��� ,' / ,- - I� / ' , PROP. PERMANENT
II
CURB INLET (TYP.)
I IN I
DRAINAGE AREA EXIST. 30" WATER MAIN
HO - W/30' UTILITY EASEMENT
\\`� 821
-� _ 9.98 Acres 1b' 55
822
-` \ �10 U \ 85 �\`�
EXIST. PAVED AREA
\
823
TEMP. , (REMAINS) 824
\ \� \ \\\ \ \\�\ \` \ \\ \\ \ \\ \ \ \ \ \ I , \
CONSTRUCTION
ENTRANCE
$O _OpE-
804 80'1 SL
801
Boz MP . S
TE
BAST A 278'
_801-
Dl
Cs -
NMI
1
/
Baa �
788 /
789 / '
f -117y
792
793
794-79 1
/
7g6 PERM. RIP -RAP
797
1g9
IL -PERM. 18" RCP
DISCHARGE PIPE
ao2
PERM. CONC. CONTROL
e STRUCTURE CS -P1
(USE AS RISER)
o°c
-TEMP. 2" SKIMMER
DRAWDOWN INV. =800.4
(CONNECT TO PERM. STRUCTURE)
(SEE SHT. C-4.2)
$o7
LIMITS OF PHASE 1
CLEARING/ DISTURBED AREA
CI -15
CI -14 STORM '
X821 NETWORK'A'
CI -13
N
Q,
-822825 � � j
SLOPE m
(p , -p
_ D, i
N N CID CIO
0
PROP. 281 LF OF PERM. V-6"
CONC. CURB AND GUTTER Go '
w1�- 82
9 '
N
�1
/ gy6_,-'r \� \ \ \\\ \\\\ \\\\\ \\\ \\\\\ \ \\ \\ 1 I I I "-- / i`.
L _ - \ � \ \ \ \ \ \ \ � \ \ \ ' � \ TOP OF PIPE=EL. 822.18
54 i' I J 1 \ \� , \ \ \\ \ \\\ \ \\ \ \ \ \ \ \ \ 1 / \- �� EX. DEPTH = -6.26 FT.
I \ \ \ \ \ \ \ \ c \ \ \ PROP. DEPTH = 7.67 FT.
Ex15ting I .� � \\ \ 22
�\\ ,\\
822 J
PHASE 1 EC DRAINAGE , 823
AREA LINE (TYP.) /
hr I \ 'EX -0-12 '
F� � 11 \ / ��rn � �s��I � 11 Il 1111 1 ,1 II II 1111 II II � Il ► \\ -\ \ �\ \ \
S+ r/ \ / I \ \ \ ll , 1 1 1 1 1 , 1 1 , 1 1 111 I \ -- ��_ '�� `\ \�
39752 ',I \- / 1 I , -' II,11\,I1 ,11, 1,\, �_� . 828 \/
'
-85
g \�
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8g7 FFE_856
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tillg III
\ ,
E is17
B ilding
912 SF \�
\
_862.92
FCIO TOP OF PIPE=EL. 831.06--
1 EX. DEPTH = -5.85 FT. I -_
EXIST. PAVED AREA PROP. DEPTH = -13.16 Fr. ��- �-
0 1 (10(REMAINS)<=5u` ,'e3
M W \ I r
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v
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RoaGaithe-f'e60 -
170
-- -- - - - a�9 (App
809
-TCP OF BERM
EL. = 811.0
811
--?- TEMP.
SILT FENCE
n•
821
822
823
e
i
828
1I
829
I 826
NCDOT PARCEL I
I S27
831
828
832. I
829
7 34 nHP���^•H� IOHP�OH�
R/W
R/W
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co
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
631
833
P-32
PHASE 1A CONSTRUCTION SEQUENCE:
A. CONTACT PROJECT ENGINEER AND IREDELL COUNTY EROSION CONTROL INSPECTOR RANDY
MOORE 704-832-2352 FOR AN ONSITE PRE -CONSTRUCTION MEETING.
B. SEE GRADING NOTES ON SHEET C3.0 PRIOR TO CONSTRUCTION COMMENCEMENT.
C. INSTALL CONSTRUCTION ENTRANCE, CONCRETE WASH PAD AND SILT FENCING IN AREAS
OF BMPS. CLEAR AREAS FOR SILT FENCE AND TREE PROTECTION FENCING ONLY. SEE
EROSION CONTROL DETAILS ON SHEETS C4.2 - C4.5.
D. CLEAR SITE FOR FENCING ONLY AND BEGIN INSTALLING ALL TREE PROTECTION FENCING
(ORANGE) AND ALL PHASE 1 SILT FENCING.
E. COMMENCE CLEARING OF SITE FOR PHASE 1 EROSION CONTROL BMP
ONLY. REMOVAL OF TREES AND DEMOLITION WITHIN TRUCK ROUTE ONLY TO BE
INCLUDED.
F. CONSTRUCT SEDIMENT BASIN WAS SHOWN ON PHASE 1 EROSION CONTROL PLANS ALONG
WITH DIVERSION DITCHES. STOCKPILE EXCAVATION MATERIAL ONSITE AS SHOWN ON
PHASE 1 PLANS AND INSTALL PERIMETER SILT FENCING.
G. TEMPORARILY SEED ALL NEW DENUDED AREAS FROM THE INSTALLATION OF ANY NEWLY
INSTALLED EROSION CONTROL MEASURES.
H. AFTER BASIN IS IN PLACE AND FUNCTIONAL AND FENCING INSTALLED, CONTACT IREDELL
COUNTY TO INSPECT/APPROVE MEASURES.
I. AFTER APPROVAL BEGIN CLEARING REMAINING TREES AND VEGETATION WITHIN PROJECT
LIMITS PER PHASE 1 PLANS ONLY. BEGIN ROUGH GRADING WITHIN AREAS DEFINED IN
PHASE 1 PLANS.
J. INSTALL ANY ADDITIONAL EROSION CONTROL DEVICES DEEMED NECESSARY OR AS
INSTRUCTED BY IREDELL COUNTY INSPECTOR.
K. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE
LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED ACCORDING
TO THE FOLLOWING SCHEDULE.
K.A. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES
STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY
OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT
IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
K. B. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
WITHIN 14 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
K.C. CONDITIONS - IN MEETING THE STABILIZATION REQUIREMENTS ABOVE, THE
FOLLOWING CONDITIONS OR EXEMPTIONS SHALL APPLY:
K.D. EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY BASED ON
WEATHER OR OTHER SITE-SPECIFIC CONDITIONS THAT MAKE COMPLIANCE
IMPRACTICABLE.
K.E. ALL SLOPES 50' IN LENGTH OR GREATER SHALL APPLY THE GROUND COVER WITHIN 7
DAYS EXCEPT WHEN THE SLOPE IS FLATTER THAN 4:1. SLOPES LESS THAN 50' SHALL
APPLY GROUND COVER WITHIN 14 DAYS EXCEPT WHEN SLOPES ARE STEEPER THAN 3:1,
THE 7 DAY REQUIREMENT APPLIES.
K.F. ANY SLOPED AREA FLATTER THAN 4:1 SHALL BE EXEMPT FROM THE 7 DAY GROUND
COVER REQUIREMENT.
K.G. SLOPES 10' OR LESS IN LENGTH SHALL BE EXEMPT FROM THE 7 DAY GROUND COVER
REQUIREMENT EXCEPT WHEN THE SLOPE IS STEEPER THAN 2:1.
K. H. ALTHOUGH STABILIZATION IS USUALLY SPECIFIED AS GROUND COVER, OTHER
METHODS, SUCH AS CHEMICAL STABILIZATION, MAY BE ALLOWED ON A CASE-BY-CASE
BASIS.
K.I. FOR PORTIONS OF PROJECTS WITHIN THE SEDIMENT CONTROL COMMISSION -DEFINED
"HIGH QUALITY WATER ZONE" (15A NCAC 04A. 0105), STABILIZATION WITH GROUND
COVER SHALL BE ACHIEVED AS SOON AS PRACTICABLE BUT IN ANY EVENT ON ALL AREAS
OF THE SITE WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACT.
K.J. PORTIONS OF A SITE THAT ARE LOWER IN ELEVATION THAN ADJACENT DISCHARGE
LOCATIONS AND ARE NOT EXPECTED TO DISCHARGE DURING CONSTRUCTION MAY BE
EXEMPT FROM THE TEMPORARY GROUND COVER REQUIREMENTS IF IDENTIFIED ON THE
APPROVED E&SC PLAN OR ADDED BY THE PERMITTING AUTHORITY.
L. SEE SEEDING SCHEDULE FOR SEED TYPE, DATES, AND RATES.
M. EROSION CONTROL MEASURES (BASINS, FENCES, DIVERSION DITCHES) DIRECTLY
AFFECTED BY THIS CONTRACT SHALL BE MAINTAINED/REMOVED UNDER THIS CONTRACT.
DEVICES SHALL BE MAINTAINED TO MAX. 50% CAPACITY UNTIL AREAS THEY SERVE ARE
FULLY STABILIZED.
N. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE N.C. EROSION
G
AND SEDIMENT CONTROL PLANNIN AND DESIGN MANUAL U.S. DEPT. OF AGRICULTURE.
0. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION
CONTROL DEVICES AND STRUCTURES TO MINIMIZE EROSION. THE CONTRACTOR SHALL
MAINTAIN CLOSE CONTACT WITH THE CITY SO THAT PERIODIC INSPECTIONS CAN BE
CONDUCTED AT APPROPRIATE STAGES OF CONSTRUCTION.
Q. SELF INSPECTION REPORTS WILL BE REQUIRED PER IREDELL COUNTY CRITERIA AND
PROVIDED WHEN ASKED BY EROSION CONTROL INSPECTOR OR PROJECT ENGINEER.
Approved:
TOTAL DISTURBED AREA (EC PHASE 1) = 3.62 ACRES
EROSION CONTROL LEGEND
DETAIL DETAIL
SYMBOL DESCRIPTION
MumPROPOSED TEMP. GRAVEL CONSTRUCTION
ENTRANCE/EXIT
PROPOSED BLOCK &
GRAVEL INLET PROTECTION
a PROPOSED CONCRETE WASHOUT AREA
-SF SF- PROPOSED TEMP. SILT FENCE
PROPOSED TEMP. BAFFLE FENCE
PROPOSED SILT FENCE OUTLET
PROPOSED CHECK DAM
4-14 4-04 PROPOSED TEMP. EARTHEN
DIVERSION DITCH
D PROPOSED ROCK PIPE INLET PROTECTION
m m PROPOSED LIMITS OF DISTURBANCE
40 GRAPHIC SCALE 80
0 20 40
1N FEET )
1 inch = 40 ft.
Know what's below.
Call before you dig.
Date of Issue:
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REVISIONS
BY
REVISED PER STORM
& GRADING CHANGES
JCW
10/7/16
REVISED PER OWNER
NO BLDGS.-NO WALLS
JCW
02/24/17
Date: 0721 /16
Scale: 1" = 40'
Drawn: JCW
Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-4.0
of Sheets

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OHP CR j cAPpRpX• r' `1S /� FENCING ORANGE -
LIMITS OF CLEARING/ OHP�' F� p p l RIS ��\ \ \ - (ORANGE)
DISTURBED AREA i. _ _
\ \ �oHP D" Viq y ��I p' \S - _ , EMERGENCY I
\ P OHPOHPOil,\ \ `j c' \ las O�`
� ao2 .[ �` � 1 � _ `-� SPILLWAY
OHP�OHP ' pp
R 11 1 � 788
�OHP�OHP�OHP $oma s�=� 805 pal. F SLI �, \ \ TEMP. SILT FENCE
r-
I
1 791 STONE DAM
TEMP. DOUBLE
SILT FENCE sq e 792 \ /
PROP. V-6" CONC. CURB slsos N 81 (Boc)' ^ / 1� _ 793
AND GUTTER82F�812 ti 1, I PROP. V-6" CONC. CURB
/ 8148313
ia AND GUTTER M °°
A 72 -=p 616 2.3% 7s
\ C
817 _ d'OS 1 s _811
Bis 7
821 \ \ 8�0 7ss gll CQ
/ 821 \ 8�S I -1799 /- 9,111 M
820
�� 3.54 = I •
R62.0 �- � g080,8�9 0
822 1 So 1 0
II 6 823.80 aoz SHELF 6 M
824
I 9 I 8� f8
6.6'
o I v C�
s �' 830 1 I I a
co'
J
OHP- OHP-
1�� .803 1
a \
ORM 805
TWORK 'A' \ I-5 I
TEMP. BLOCK AND
GRAVEL INLET 0 °\
PROTECTION (TYP.) c 0 81S\
� PROF`. 1'-6" CONC. CURB
o•
LI- fTOKF,L $0
�0�
g0�
TEMP • S �IMENT
B SIN A,27 B
dHo = L828.0 AND GUTTER ° M C S
-
H�CI 8_807
dNp (EXIST.) �� _ `�A 822.90 \�
8080 pA
z 11 I \ `\� , \ . \ s1z 9 MAINTENANCE
824.60 0 TH
\-` 82 1 0 811-
� 1 (CL DITCH W) \ ,, ` \ \\ \ \ � �\\' d,8, 813 , ^•�
I ti 01-
4' \� �0 0 6,9
Q '\,-835 cp��a�,\-
0 n�"Y�N PROP. GRND.=821.18 1-4
825 EXIST. GRND.=811.94 18" RCP
I CS-P,�
800.5 -
6 6.0 800.50
/
as /
788 /
789
7y �
792
793
794-79 1
/
796
797
X96
-lg9
TEMP. TIRE & CONC ° ��,, 825.00 ,%,' _ 30" STORM INV.=811.68 1 °'
WASH PAD AREA Q, - s a3 83� I 1 ; �',' �-` 82g 8" DIP WATER TOP=803.76 ! \ 1 24 RCP CI -13 STORM l
0 1 -840- 2 - NETWORK 'A'
.00 � �\\ a17 1"\82� \ CI -3 822 PROP. 1' 6" CONC. CURB
ND GUTTER f
` �� " 1 \ COv PROP. CURB
830 �.\�.\\ a18 It
`\1'\ TOP OF PIPE=EL. 808.85 M N
cPs INLET (TYP.) a w
Z 0 0 835 � 1 j EX. DEPTH = -6.24 FT. � D °'
"2
5 - O r "\ \ . \ \ \ g19 PROP. DEPTH = -13.30 FT. - N N `vw
040 N �� `\ \ , ! 00 aD N M aD
1
00
�� ti� X823 �� $23 EC -PH 2
_ _ _ _�• \�\ \�\\ a2 /✓ 818
g50 E - I-11 oti �� ° ,�,.; _ �a TOTAL DISTURBED
0-
\ --
0
2.66 EXIST. 30" WATER MAIN N AREA - 8.79 AC.
- - -
W/30' UTILITY EASEMENT,
-� �_.,.;� ; 0- � - y D� 8g '•�--_ �, �`'DISTURBED AREA
824 1 I 824 (REMOVE ANY REMAINING
(BOC) f ASO ! 824 i 821 TREES AND SHRUBERY NOT
�s11 a5g = \ \ `\ _ 1
I ` / azz
- � PREVIOUSLY REMOVED)
�i 848.00
(/ (CL DITCH W) � � g54 ,-`\ \ ` O' �\, T S ORMi sz3 PERM. RIP -RAP
• TEMP. NETWORK'C'
o 13 �' �j 1 `, 824 825 STORM PIPE D
CONSTRUCTION
�'' /------_ - `/ PERM. RIP -RAP I PT. 17
ENTRANCE�-
' $25 TOP OF PIPE=EL. 822.18
. S4.\\\//,� I _ 856 _--I L= 11 �\ 826' EX. DEPTH = -6.26 FT. F 5-18
tlye I \I \� / 22 \� 9. \ �� a 826 1 826 PROP. DEPTH = 7.67 FT. o
lig
Ex15 1 I I �� FES- 8281 N
Building 1 /I 1 �w 4
EX -CI -12,
� s s � o"' 1 826 �„� �� �^� off,
,752 SF � 1 ��,• '. - -
1 1 1 30 6 CI 7
1 �9 82g 8
39 I 1 1 M
FE_858.87 � � � II � �I 11 �I �� I, .:_831 829
% �
F is g
1 I 1 Ex tin 1 1 �- 1 1=
. \ � \ _ 1\ 1 1 1 -832 •o / �
-g33 827
856 1 Building 1- - X11° rte, 111 11,x, -834 , - 83 s 8
wow* ► - ., � F II ,��-I- 1 1 I ` � -835 N 3�
� �Iwoo I ' 1 12533 5 ' ll' �I I 1=;-1'I 12 Z.o: �� 1 193"
�M d) 'ro
I --- ' _816.37 1 I ,�1 I I 1 A 836 C 16
ao2
PERM. CONTROL
aoz
STRUCTURE
TEMP. 3" SKIMMER
DRAWDOWN INV. =800.4
(CONNECT TO PERM. STRUCTURE)
(SEE SHT. C-4.2)
8o7
LIMITS OF CLEARING/
DISTURBED AREA
809
PROP. V-6" CONC. CURB
AND GUTTER 828
TEMP.
SILT FENCE
811
BA?,
a'\a
a'\°`
821
B22
823
�k
a
I g51 -_ \� '' FFE- �1' li I �' 1 -837 s3 828 STORM
I
11�-838 3- -2.oa NETWORK 'B'
829
11 858- \\I 111 1 II j11'll'IIII- ` CYSZ'4 I O �N g39 1 834 ��9 I
v'1 g40 829 830 o I 826
00-0 It - - 5s -
i �� \ 11 1 i 11 II 1�� I °°� 828 841 835 NCDOT PARCEL I
_ - I \ �\ I 11 I 11111111 _-\ I III
l 40 CP 7
� I = o
,V I 11 / 1 N 8 a2
i \I 111 11 1 �1 _ r ' 1 1 ,830_ / j 119 TEMP. BLOCK AND
1 as1. \ II
I
I \` � 1 � \` 11 11 I, � ' 11 � � �,-- 835 � 4 .6.1 1
� � °° �o GRAVEL INLET 331
I\\� ) 1 1 11 0 1 1 II II 1 O 0 S'1 I PROTECTION (TYP.) I 828
OsloExisting 1 II 862 I .I� , MONO
1 840 �� 1
1
Bulding 1 L - - �; 11 I ' _ �� - 845 N� {: �, 8 9
1 I I I - -� - f > 8 I �C -
912 5� - o _ _- - ---_\ \\ \ \\ / 111 8s 0 �gS2 � S?� 833 -- - - =
(� J 0 0 �
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FIFE I / I I \ //j co TOP OF PIPE=EL. 831.06OHP�OH
Go EX. DEPTH = -5.85 FT.
PROP. DEPTH = -13.16 FT. _ �OHP�OHP�OHP
00
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EXIST. PAVED AREA R/W
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(AP -Pr
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
Approved:
PHASE 2 CONSTRUCTION SEQUENCE:
A. CONTACT PROJECT ENGINEER, IREDELL COUNTY EROSION CONTROL INSPECTOR
RANDY MOORE 704-832-2352 PRIOR TO COMMENCING PHASE 2 EROSION
CONTROL.
B. CONTRACTOR TO INSPECT ALL BMPS TO INSURE THEY ARE FUNCTIONAL. CLEAN
OUT SKIMMERS AND SEDIMENT BASINS AS REQUIRED.
C. BEGIN ROUGH GRADING PER PHASE 2 EROSION CONTROL PLANS.
D. FOR FILL SLOPES GREATER THAN 7', CONTRACTOR SHALL MAINTAIN DIVERSIONS
ALONG THE TOP OF THE FILL SLOPES AND SLOPE DRAINS DURING THE FILL
PLACEMENT PROCESS. DIVERSIONS AND SLOPE DRAINS SHALL REMAIN IN PLACE
UNTIL THE FILL SLOPES HAVE BEEN ADEQUATELY STABILIZED WITH
ESTABLISHED VEGETATION.
E. TEMPORARILY SEED NEW DENUDED AREAS WHERE POSSIBLE (PHASE 2 ROUGH
GRADING AREAS THAT ARE FINALIZED).
F. INSPECT ALL TREE PROTECTION AND SILT FENCING AND REPAIR OR REPLACE
WITH NEW FENCING AS NEEDED OR PER INSPECTOR.
G. INSTALL STORM PIPING AND STORM STRUCTURES. INSTALL CATCH BASIN INLET
PROTECTION DEVICES.
H. INSTALL AND MAINTAIN DIVERSION DITCHES AND CHECK DAMS AS NEEDED
DURING PHASE 2 GRADING.
I. MAINTAIN SITE PER PHASE 1 EROSION CONTROL NOTES ON SHEET C4.0 AND
DETAILS SHEETS C4.2 -C4.4.
J. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES
STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST
LAND -DISTURBING ACTIVITY. ALL OTHER DISTURBED AREAS SHALL BE
PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM
THE LAST LAND -DISTURBING ACTIVITY. FILL SLOPES SHALL BE GRADED NO
STEEPER THAN 2:1.
K. CONTRACTOR MAY INSTALL ANY ADDITIONAL EROSION CONTROL DEVICES
DEEMED NECESSARY OR AS INSTRUCTED BY PROJECT ENGINEER OR EROSION
CONTROL INSPECTOR.
L. SEE SEEDING SCHEDULE FOR SEED TYPE, DATES, AND RATES.
M. EROSION CONTROL MEASURES (BASINS, FENCES, DIVERSION DITCHES)
DIRECTLY AFFECTED BY THIS CONTRACT SHALL BE MAINTAINED UNDER THIS
CONTRACT. DEVICES SHALL BE MAINTAINED TO MAX. 50% CAPACITY UNTIL
AREAS THEY SERVE ARE FULLY STABILIZED. SEE DETAIL SHEET C4.6 & C4.7 FOR
MORE EROSION CONTROL DEVICES INFORMATION.
N. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE N.C.
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, U.S. DEPT.
OF AGRICULTURE, AND THE SCS EROSION CONTROL ORDINANCE.
0. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL
EROSION CONTROL DEVICES AND STRUCTURES TO MINIMIZE EROSION. THE
CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE COUNTY INSPECTOR
SO THAT PERIODIC INSPECTIONS CAN BE CONDUCTED AT APPROPRIATE STAGES
OF CONSTRUCTION.
P. NO ONSITE BURIAL OF CONSTRUCTION MATERIAL ALLOWED. ON-SITE BURIAL
PITS REQUIRE ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING
INSPECTOR.
R. APPROVAL MUST BE PROVIDED BY THE EROSION CONTROL INSPECTOR PRIOR TO
REMOVAL OF EROSION CONTROL DEVICES AND REMOVAL OF THE PROPOSED
SEDIMENT BASINS/CONVERSION TO POST -CONSTRUCTION PERMANENT
STORMWATER PONDS (BMPS).
Q. SELF INSPECTION REPORTS WILL BE REQUIRED PER IREDELL COUNTY CRITERIA
AND PROVIDED WHEN ASKED BY EROSION CONTROL INSPECTOR OR PROJECT
ENGINEER.
NOTE: PHASE 2 EROSION GRADING SHOWN REPRESENTS
TOP OF FINAL PAVEMENT SECTION
TOTAL DISTURBED AREA (ALL PHASES) = 29.00 ACRES
SEE SHEET C3.0 FOR GRADING AND STORM PLANS
THERE ARE NO BUILDINGS, UTILITIES OR RETAINING
WALLS INCLUDED WITH THIS PROJECT
EROSION CONTROL LEGEND
DETAIL DETAIL
SYMBOL DESCRIPTION
ME=PROPOSED TEMP. GRAVEL CONSTRUCTION
ENTRANCE/EXIT
PROPOSED BLOCK &
GRAVEL INLET PROTECTION
PROPOSED CONCRETE WASHOUT AREA
-SF SF- PROPOSED TEMP. SILT FENCE
PROPOSED TEMP. BAFFLE FENCE
PROPOSED SILT FENCE OUTLET
PROPOSED CHECK DAM
4� E� PROPOSED TEMP. EARTHEN
DIVERSION DITCH
D PROPOSED ROCK PIPE INLET PROTECTION
m m PROPOSED LIMITS OF DISTURBANCE
GRAPHIC SCALE
40 0 20 40 80
( 1N FEET )
1 inch = 40 f L.
Know what's below.
Call before you dig.
Date of Issue:
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REVISIONS
BY
REVISED PER STORM
& GRADING CHANGES
10/7/16
JCW
REVISED PER OWNER
NO BLDGS.-NO WALLS
02/24/17
JCW
Date: 0721 /16
1 " = 40'
Scale:
Drawn: JCW
Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C-4. I
of Sheets

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NOTES:
1. A STABILIZED ENTRANCE PAD OF 3" DIA. STONE MIN. OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE TRAFFIC
WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS
CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN.
PUBLIC STREET
EXISTING GROUND
SOIL STABILIZATION FABRIC
UNDER 2" - 3" DIA. STONE
STABILIZED CONSTRUCTION ENTRANCE
N.T.S.
NORTH
AMERICAN
GREEN
r9 „1
3,
0
r3„
1 -IIHi
O
DIAGRAM A
3' (0.91m)
CENTER MINIMU
TYPICAL WATTLE SPACING
BASED ON SLOPE GRADIENT
6.1 -
< 6,1
LL
50' _ 25
- _ _,
4., -
2_1
20'
1. BEGIN AT THE LOCATION WHERE THE WATTLE IS TO BE INSTALLED BY EXCAVATING A 2-3" (5-7.5 CM) DEEP X 9" (22.9 CM) WIDE
TRENCH ALONG THE CONTOUR OF THE SLOPE. EXCAVATED SOIL SHOULD BE PLACED UPSLOPE FROM THE ANCHOR TRENCH.
1. PLACE THE WATTLE IN THE TRENCH SO THAT IT CONTOURS TO THE SOIL SURFACE. COMPACT SOIL FROM THE EXCAVATED TRENCH
AGAINST THE WATTLE ON THE UPHILL SIDE. ADJACENT WATTLES SHOULD TIGHTLY ABUT.
3. SECURE THE WATTLE WITH 18-24" (45.7-61 CM) STAKES EVERY 3-4' (0.9 -1.2 M) AND WITH A STAKE ON EACH END. STAKES
SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE LEAVING AT LEAST 2-3" (5-7.5 CM) OF STAKE EXTENDING ABOVE THE
WATTLE. STAKES SHOULD BE DRIVEN PERPENDICULAR TO THE SLOPE FACE.
North American Green Straw Wattles are a Best Management Practice (BMP) that offers an effective and
economical alternative to silt fence and straw bales for sediment control and storm water runoff.
Guidelines are provided to assist in design, installation, and structure spacing. The guidelines may require
modification due to variation in soil type, rainfall intensity or duration, and amount of runoff affecting the
application site.
To maximize sediment containment with the Straw Wattle, place the initial structure at the top/crest of the slope
if significant runoff is expected from above. If no runoff from above is expected, the initial Straw Wattle can be
installed at the appropriate distance downhill from the top/crest of the slope. The final structure should be
installed at or just beyond the bottom/toe of the slope. Wattles should be installed perpendicular to the primary
direction of overland flow.
Straw Wattles are a temporary sediment control device and are not intended to replace rolled erosion control
products (RECPs) or hydraulic erosion control products (HECPs). If vegetation is desired for permanent erosion
control, North American Green recommends that RECPs or HECPs be used to provide effective immediate erosion
control until vegetation is established. Straw Wattles may be used in conjunction with blankets, mats, and mulches
as supplemental sediment and runoff control for these applications. Like all sediment control d 'ccs, the
effectiveness of the Straw Wattle is dependent on storage capacity.
14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47725
1-800-772-2040 TOLL FREE 812-867-6632
www.nogreen.com
TEMPORARY STRAW WATTLE
(AKA COIR LOG) N.T.S.
TEMP OR F/NAL GRADE i _ 4' MIN
SECTION AT TOP OF EMBANKMENT
FILL SLOPE
2MIN
'F aI.... III I�IIIA`. GROUND
W
W
H
N
U
J
M
CL
PACTED BERM
2' MIN. �IIII�'I F�egN
- fr
MFNT
F
PACTED BERM
Il�lll�lillllllir�Rq� G
Ill . 111��L2' MIN. ROUND
SECTION AT TOE OF SLOPE
TEMPORARY DIVERSION SWALE
N.T.S.
WOVEN FILTE
-
W
19-guage hardware cloth
(f mesh openings)
----
max
- -- - T- -
_ 3
NCbOT #5 or #57
36"
z
washed stone
18"
B
FES -P1
24.41
24"
16'
18.0
r
NCI)OT #5 or #57
washed stonewater
--t-.0m i i...
figure 6.51 a Hardware dolh ane grauet inlet protedw
Construction 1. l'nif-un ily grade a shallow depression approaching the inlet_
Specifications 2. Dim 5-lbotsteel posts 2 feet into (lie ground surrounding the inlet.
Space posts evenly around the perimcter ofthc inlet, a maximum oro sect
apart.
3. 'Surround the posts with wore mesh hardware cloth. Secure the wire
mesh to the steel posts at the top. middle, and bottom. Placing a 2 -foot flap
of the wire mesh under the gravel for anchoring is recommended.
4. Place clean gravel INC DDT P5 or :057 stone) on a `':I slope with a
height of lb inches around the wire. and smooth to an even grade.
5. Once the contributing drainage arca has been stabilized, remove
accumulated sediment, and establish final grading elevations.
6. Compact the arca properly and stabilized it with groundcover.
Maintenance Tnspect inlels at least weekly and after each significant (!" inch or greater)
rair"I event. Clear the mesh wire of any debris or outer objects to provide
adequate flow for subsequent rains_ Take care riot to damage or undercut the
wire mesh durinc sediment removal. Replace swne as nceded.
TEMP. HARDWARE CLOTH &
GRAVEL INLET PROTECTION
N.T.S.
VARIABLE AS DIRECTED BY THE ENGINEER
(6' MAX.)
GENERAL NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF �2" IN WIDTH AND
SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12 STAY SPACING.
2.WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE.
4.WASHED STONE SHALL BE USED TO BURY SKIRT WHEN SILT FENCE
IS USED ADJACENT TO A CHANNEL, CREEK OR POND.
5.TURN SILT FENCE UP SLOPE AT ENDS.
6.FABRIC USED WITH WIRE MESH MAY USE 8' CENTERED POSTS.
MAINTENANCE NOTES:
STEEL 1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER
EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.
FILTER FABRIC ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
BACKFILL TRENCH W/ 2• SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO
ZCOMPACTED FILL THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS
UJ UJ NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.
JoQ�
L` m 5� 3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT.
o F��� THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROX. HALF THE
HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN
=001- PLACE PRIOR TO THE ANY SEDIMENT DEPOSITS REMAINING IN PLACE
11 AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED
ANCHOR SKIRT 8" MINIMUM
TEMPORARY SILT FENCE
N.T.S.
GUTTERBUDDY or Approved Equal
http://www.thebmpstore-com/gutterbuddy.htm
CURB INLET DRAIN FILTER
CURB DROP INLET
MINIMUM 1' OVERLAP--
Install
VERLAP Install curb inlet drain after road is paved.
Maintenance: Remove all accumulated sediment and debris from surface and vicinity of drain filter
after each storm event.
CURB INLET DRAIN FILTER
N.T.S.
SIL
INTO E
TRANSF
SILT FENCE
12" OF #5 OR #57
WASHED STONE ----\
Al
S[ 1 SFF PI AN
STORM DRAIN PIPE
SLOPE = 0%
STORM DRAIN PIPE
FILTER FABRIC, MIRAFI
71 OR EQUAL
ALTERNATE WAI I
CONF
V-6" MIN.
FRONT VIEW
TEMPORARY STONE DAM IN SILT FENCE OPENING
N.T.S.
LENGTH
n =
RIP -RAP o
APRON
PLAN TAILWATER
FLOW
SECTION
PLAN
ZJ
N.C.D.0.T. CLASS B
RIPRAP, MINIMUM
18" THICK, TYPICAL
RIP -RAP APRON
NOT TO SCALE
IJ
A+
0
Q
SEE STD. 20.23 AND 20.24
14"
END VIEW
Location: PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
RIP -RAP SCHEDULE
Q -FLOW PIPE
STRUCTURE DIA.
(CFS) (IN.)
APRON APRON APRON STONE
LENGTH WIDTH THICKNESS
(FT.) (FT.) (IN.) CLASS
FES -1
49.77
36"
20'
23.0
18"
B
FES -P1
24.41
24"
16'
18.0
18"
B
C-18
2.50
18"
10'
12.0
9"
A
FES -20
3.92
18"
10'
12.0
9"
A
* APRON WIDTH CAN BE REDUCED TO DITCH WIDTH,
BUT HEIGHT SHALL BE NO LESS THAN PIPE DIA.
RIP -RAP GRADATION PER NCDOT SPECS.
RIP -RAP
CLASS
MINIMUM
(IN)
MIDRANGE
(IN)
MAXIMUM
(IN)
A
2
4
6
B
5
8
12
1
5
10
17
2
9
14
23
GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
OF REINFORCED CONCRETE PIPE OF LIKE DIAMETER PER
AASHTO M170, TABLE 2, WALL B.
3• ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
FLARED END SECTION
NOT TO SCALE
Approved:
Date of Issue:
Z
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TABLE OF DIMENSIONS
U cd
D
T
A
B
C
E
L
WT.
12"
2-1/4"
4"
2'-0"
4'-1»
2'-0"
6'-1"
730
15"
2-1/4"
6"
2'-3"
3'-10"
2'-0"
6'-1"
730
18"
2-1/2"
9"
2'-3"
3'-10"
3'-0"
6'-1"
1190
24"
3"
10"
3'-8"
2'-6"
4'-0"
6'-2"
1770
30"
3-1/2"
1'-0"
4'-6"
V-8"
5'-0"
6'-2"
2380
36"
4"
V-3"
5'-3"
2'-11"
6'-0"
8'-2"
5320
42"
4-1/2"
V-9"
5'-3"
2'-11"
6'-6"
8'-2"
5920
48"
5"
2'-0"
6'-0"
2'-2"
7'-0"
8'-2"
7470
54"
5-1/2"
2'-3"
5'-6"
2'-10"
7'-6"
8'-4"
8810
60"
6"
2'-6"
5'-0"
3'-3"
8'-0"
8'-3"
11180
66"
6-1/2"
3'-0"
6'-0"
2'-3"
8'-6"
8'-3"
12530
72"
7"
3>-0"
6'-6"
1'-9"
9'-0"
8'-3"
13980
O
11
V L
O
GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
OF REINFORCED CONCRETE PIPE OF LIKE DIAMETER PER
AASHTO M170, TABLE 2, WALL B.
3• ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
FLARED END SECTION
NOT TO SCALE
Approved:
Date of Issue:
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REVISIONS
BY
Date: 07/21/16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job:
Sheet
C- 4®2
of
Sheets

Location:
CONTRACTOR TO INSTALL #57
STONE FOR MAINTENANCE ACCESS
TO STRUCTURE WHERE NEEDED
TOP OF DAM ELEV. A
CONTROL STRUCTURE WITH STEEL
GRATE (SEE TRASH RACK DETAIL
ON SHEET C4.5)
RISER CREST ELEV. B
SEDIMENT CLEAN OUT ELEV.
_ (REF. NOTE -3, STD. NO. 30.03)
N, I
I CLEAN OUT
�
STAKE--
N
BOTTOM OF BASI
SKIMMER/DRAWDOWN
PIPE
BOTTOM OF POND
ELEV: C
• 4 DISCHARGE
/BOTTOM OF POND TO HAVE APIPE INV.
MINIMUM 0.50% GRADE TO RISER. CONC. ANCHOR ELEV. D
S = W & L
STRUCTURE NOTES:
1. PRE -CAST CONCRETE STRUCTURE TO BE TIED TO CONCRETE ANCHOR WITH REBAR.
2. THE RISER/BARREL SHALL BE DESIGNED TO CARRY THE 2 -YEAR STORM (W/SPILLWAY).
3. SKIMMER PIPE IN STRUCTURE TO ACCOMMODATE SKIMMER SIZE AND WILL BE PERMANENT
INSURE PIPE CAN BE SCREW CAPPED FOR FINAL DRAWDOWN HOLE.
4. INSTALL TRASH RACKS IN EROISON CONTROL STAGE.
5. BARREL PIPE TO USE '0' RING GASKETS (ASTM C-443).
6. INSURE PIPE CONNECTION TO CONTROL STRUCTURE IS SEALED.
7. ANTI SEEP COLLARS TO BE PROVIDED ON OUTLET PIPE (BARREL) OF POND.
8. SEE GENERAL NOTES - SEDIMENT BASINS BELOW.
EMERGENCY SPILLWAY
RIP -RAP SPILLWAY
TO TOE OF SLOPE
(CLASS A)(9' DEEP)
11=1 11=1 3
II-III_ SEE SHEET C3.5 FOR
III=1i
-III-IiI- END CONDITIONS
-III=I
- DISCHARGE III=Ili. I
PIPE';Illlllli II
Me a"
RCP PIPE WITH '0' I
RING GASKETS
(ASTM C-443)
ANTI -SEEP COLLARS
SIZE, QTY. AND SPACING VARIES
(PROVIDE ANTI -SEEP COLLARS (THROUGH
BERM ONLY) LOCATED A MIINIMUM OF 3 FEET
AWAY FROM EACH PIPE JOINT WITHIN THE BERM)
TEMPORARY SEDIMENT BASIN SUMMARY
BASIN
STRUCTURE
BARREL
BARREL
BARREL
A
B
C
D
E
S
SPILLWAY
ELEV.
INTERIOR DIM.
DIAMETER
SLOPE
LENGTH
PROVIDE
(SQ. FT.)
A
9.98
3.62
14.30
6,515
125,050
6,218
28,057
4.00
10.50
9.00
8.00
10
809.5
1.5
>�
rn � 00
OC
A
(PREXCA'
24" RCP
0.51%
79 FT
81 1 .0
808.5
804.5
804.4
6"
4' X 4'
O
U
L()
SEDIMENT BASIN DESIGN CHART
BASIN
N0.
DRAINAGE
AREA
(AC.)
DENUDED
AREA
(AC.)
010
(CFS)
BASIN VOLUME
BASIN
SURFACE AREA
CLEANOUT
DEPTH
(FT.)
Z/2
Y
(FEET)
H
(FEET)
Z
(FEET)
SPILLWAY
WIDTH
(FEET)
SPILLWAY
ELEV.
SKIMMER
(IN.)
REQUIRED
(CU. FT.)
PROVIDE
(CU. FT.)
REQUIRED
(SQ. FT.)
PROVIDE
(SQ. FT.)
A
9.98
3.62
14.30
6,515
125,050
6,218
28,057
4.00
10.50
9.00
8.00
10
809.5
1.5
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NOTE: SEE SHEET C3.3 FOR WET DETENTION POND 1 DETAIL
TEMPORARY SEDIMENT BASIN
Il
GENERAL NOTES - SEDIMENT BASINS:
1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MATERIAL.
2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL AS OVERSIZED STONES, ORGANIC
MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED,
CONSTRUCT KEY AT BOTTOM OF EMBANKMENT.
3. SPILLWAYS SHALL NOT BE CONSTRUCTED THROUGH FILL SECTIONS IF AT ALL POSSIBLE. ALL SPILLWAYS SHALL BE LINED AND/OR RIP -RAPPED.
4. SEDIMENT SHALL BE REMOVED AND BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO DEPTH OF 1/2 DEPTH.
REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH A MANNER THAT IT WILL NOT ERODE.
5. THE BASIN SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
6. CONSTRUCTION OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION IS MINIMIZED.
7. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER, UNLESS CERTIFIED BY REGISTERED GEOTECHICAL ENGINEER.
8. SEDIMENT BASIN EMBANKMENTS SHOULD BE PROVIDED WITH EROSION CONTROL AND STABILIZATION.
9. ANY SEDIMENT STOCKPILE AREAS NEEDED MAY BE CONSTRUCTED IN ANY SHAPE AS LONG AS STOCKPILE CRITERIAS ARE MET.
10. MINIMUM STORAGE VOLUME IS 1800 CUBIC FEET PER ACRE OF DRAINAGE AREA. THE SEDIMENT BASIN SHOULD BE GRADED PER FINAL GRADING PLANS
OR AT APPROXIMATELY ONE (1) PERCENT GRADE TO DRAIN TO THE CONTROL STRUCTURE.
11. BAFFLES SHALL BE INSTALLED IN ALL BASINS. CLEANOUT STAKES SHALL BE PLACED IN ALL SEDIMENT BASINS AT THE LOW POINT IN THE BASIN. THE
STAKES SHALL BE CLEARLY MARKED TO DEFINE THE SEDIMENT REMOVAL ELEVATION POINT.
12. FOR MORE SEDIMENT BASIN DESIGN CRITERIA REFER TO THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES, AND
THE 'EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL'.
13. FOR SLOPES GREATER THAN 30' IN HEIGHT, SLOPE TERRACING WILL BE REQUIRED, WITH SILT FENCE 10' OFF THE TOE OF SLOPE.
14. ONCE FINAL GRADE HAS BEEN REACHED ON SEDIMENT BASINS, THE BERM SHALL BE SEEDED.
15. REFER TO THE CONSTRUCTION SEQUENCE NOTES FOR ANY SILT FENCE REMOVALS. PERMISSION MUST BE GRANTED BY THE COUNTY INSPECTOR ONLY
AFTER THE GRASS HAS GERMINATED AND STABLE GROUND HAS BEEN ESTABLISHED.
16. WASHED STONE AND WIRE BACKING SHALL BE USED WITH SILT FENCE WHENEVER SILT FENCE IS PLACED AT THE TOE OF A SLOPE > 10' VERTICAL
OR ALONG ANY CHANNEL OR WATER COURSE WHERE 50' OF BUFFER IS NOT PROVIDED.
17. ALL RILLS TO BE FILLED IN AND ALL SEDIMENT TO BE REMOVED ONCE SITE STABILIZATION IS ACHIEVED.
18. ONCE SITE STABILIZATION IS ACHIEVED, THEN ALL SEDIMENT TO BE REMOVED AND TEMPORARY SEDIMENT BASIN TO BE CONVERTED TO PERMANENT DRY
DETENTION POND.
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 DEPTH 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 DRILLED, CLEAN AND FUNCTIONING. CONTRACTOR TO SHALL COORDINATE WITH INSPECTOR
REGARDING APPROPRIATE TIME TO CONVERT POND TO THE FINAL POST DEVELOPMENT CONFIGURATION.
11/2" Fairdot-h Skimmer" Cut Sheet
J. W. Faircloth 3t Stan, Inc.
www.FairelothSkimmer.com
1 " Vent
4" Sch 40 With RED tip Inlet ' Aluminum straps
coupling suspending inlet
connection 2" poo float
1Yz' Sch 40 SOLID pvc
barrel or "arm"
SUPPLIED BY USER `
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 1'!2" fitting. Typical methods used: on a metal
structure a steel stubout vvelded on the side at the bottom side with a 1'12" threaded coupling or
reducers; on a concrete structure with a hole or orifice at the bottom, use a steel plate with a
hole cut in it and coupling welded to it that will fit over the hole in the concrete and bolted to the
structure with sealant; grout a 4" pvc pipe in a hole in the concrete to conned the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a maximum
length of 6' so the inlet can be pulled to the side for maintenance. Skimmer is made for small
sediment "traps" with a maximum depth of 4'.
4. Inlet is 3" pipe between the straps with aluminum screen door for access to the 11/2" inlet and
orifice inside.
5. Capacity 1,728 cubic feet per day maximum with 1%" inlet and 1'A" head. Inlet can be
redo Y
cad by installing a smaller orifice using the plug and cutter provided to adjust flew rate for
the particular basin volume and drawdown time required.
6. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to cutlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
1-5inchCutTMI 11-07 November 14, 2DO7
TEMPORARY SKIMMER DETAIL
CONSTRUCTION SPECIFICATION
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP, SEDIMENT BASIN AND/OR SKIMMER BASIN AS SHOWN.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED 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 BERMS.
4. BAFFLE MATERIAL SHALL BE 700 G/M' COIR EROSION FABRIC.
5. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT. BASINS LESS THAN 20 FEET
N LENGTH MAY USE 2 BAFFLES THAT DIVIDES THE BASIN IN THIRDS.
6. ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO PREVENT SAGGING.
7. WRAP BAFFLE MATERIAL OVER THE TOP WIRE. ATTACH FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES, WIRE,
OR STAPLES. USE 3 TIES PER POST ALL WITHIN TOP 8" OF FABRIC.
8. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH B" DEEP. IN LIEU OF EXCAVATING A TRENCH,
THE FABRIC MAY BE INSTALLED WITH A PIECE OF EQUIPMENT SPECIFICALLY DESIGNED TO SLICE THE GROUND WITH A DISC.
9. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND
TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. 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 WITH SEED AND MATTING (IF NECESSARY).
TYPICAL INLET
PROTECTION
DETAIL
DUMP STRAP
1" REBAR FOR BAG
REMOVAL FORM INLET
0
EXPANSION RESTRAINT
(1/4" NYLON ROPE, DUMP STRAPS
2" FLAT WASHERS) 2 EACH
BAG DETAIL
a11:11���
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DUMP STRAP
SEDIMENT SACK
TEMPORARY SILT SACK
N.T.S.
EARTH BERM -
(SEE EROSION
CONTROL
PLAN)
-SEE EROSION \
CONTROL PLAN
FOR METHOD OF
DISCHARQGE G
��G
PERSPECTIVE VIEW
4 Temporary Baff e nsta anon
NCDENR 6.65 N.T.S.
TEMPORARY BAFFLE INSTALLATION
N.T.S.
SKIMMEF
(FAIRCL❑TH OR EQUIVA
ROPE TIE
(FOR MAINTENANCE)
BAFFLE (TYP
INLET ZONE -
35% OF SURFACE AREA
Y --FIRST CHAMBER -
25% OF SURFACE
AREA
SECOND CHAMBER -
25% OF SURFACE AREA
OUTLET ZONE -
15% OF SURFACE AREA
STEEL POST
COIR EROSION
FABRIC
a>��a
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N
ANCHOR MATERIAL IN 4"
WIDE BY 8" DEEP TRENCH
WITH COMPACTED FILL
BAFFLE DETAIL
nrnr�ANENT C❑NTR❑L STRUCTURE
SKIMMER
Siommer shown in
SEDIMENT SKIMMER
BASIN SIZE
floating position
BASIN A 1.5"
NO inletextension 1Yr" HEAD on
Just the harrel oenter of inlet and
i-+ 7:1
connected to the Tee orifice
I%" hose, ss clamps
I%" threaded male fitting
on outlet end
ArnN00
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 1'!2" fitting. Typical methods used: on a metal
structure a steel stubout vvelded on the side at the bottom side with a 1'12" threaded coupling or
reducers; on a concrete structure with a hole or orifice at the bottom, use a steel plate with a
hole cut in it and coupling welded to it that will fit over the hole in the concrete and bolted to the
structure with sealant; grout a 4" pvc pipe in a hole in the concrete to conned the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a maximum
length of 6' so the inlet can be pulled to the side for maintenance. Skimmer is made for small
sediment "traps" with a maximum depth of 4'.
4. Inlet is 3" pipe between the straps with aluminum screen door for access to the 11/2" inlet and
orifice inside.
5. Capacity 1,728 cubic feet per day maximum with 1%" inlet and 1'A" head. Inlet can be
redo Y
cad by installing a smaller orifice using the plug and cutter provided to adjust flew rate for
the particular basin volume and drawdown time required.
6. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to cutlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
1-5inchCutTMI 11-07 November 14, 2DO7
TEMPORARY SKIMMER DETAIL
CONSTRUCTION SPECIFICATION
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP, SEDIMENT BASIN AND/OR SKIMMER BASIN AS SHOWN.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED 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 BERMS.
4. BAFFLE MATERIAL SHALL BE 700 G/M' COIR EROSION FABRIC.
5. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT. BASINS LESS THAN 20 FEET
N LENGTH MAY USE 2 BAFFLES THAT DIVIDES THE BASIN IN THIRDS.
6. ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO PREVENT SAGGING.
7. WRAP BAFFLE MATERIAL OVER THE TOP WIRE. ATTACH FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES, WIRE,
OR STAPLES. USE 3 TIES PER POST ALL WITHIN TOP 8" OF FABRIC.
8. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH B" DEEP. IN LIEU OF EXCAVATING A TRENCH,
THE FABRIC MAY BE INSTALLED WITH A PIECE OF EQUIPMENT SPECIFICALLY DESIGNED TO SLICE THE GROUND WITH A DISC.
9. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND
TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. 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 WITH SEED AND MATTING (IF NECESSARY).
TYPICAL INLET
PROTECTION
DETAIL
DUMP STRAP
1" REBAR FOR BAG
REMOVAL FORM INLET
0
EXPANSION RESTRAINT
(1/4" NYLON ROPE, DUMP STRAPS
2" FLAT WASHERS) 2 EACH
BAG DETAIL
a11:11���
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�110110�0110p111��
� 11 111 11 11 11 11
DUMP STRAP
SEDIMENT SACK
TEMPORARY SILT SACK
N.T.S.
EARTH BERM -
(SEE EROSION
CONTROL
PLAN)
-SEE EROSION \
CONTROL PLAN
FOR METHOD OF
DISCHARQGE G
��G
PERSPECTIVE VIEW
4 Temporary Baff e nsta anon
NCDENR 6.65 N.T.S.
TEMPORARY BAFFLE INSTALLATION
N.T.S.
SKIMMEF
(FAIRCL❑TH OR EQUIVA
ROPE TIE
(FOR MAINTENANCE)
BAFFLE (TYP
INLET ZONE -
35% OF SURFACE AREA
Y --FIRST CHAMBER -
25% OF SURFACE
AREA
SECOND CHAMBER -
25% OF SURFACE AREA
OUTLET ZONE -
15% OF SURFACE AREA
STEEL POST
COIR EROSION
FABRIC
a>��a
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N
ANCHOR MATERIAL IN 4"
WIDE BY 8" DEEP TRENCH
WITH COMPACTED FILL
BAFFLE DETAIL
nrnr�ANENT C❑NTR❑L STRUCTURE
SKIMMER
CHART
SEDIMENT SKIMMER
BASIN SIZE
ORIFICE COUPLING
DIAM. SIZE
BASIN A 1.5"
1.5" 4.0"
PERMANENT PVC
DRAIN PIPE
TEMPORARY SKIMMER DETAIL
N.T.S.
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
6.32
TSD
Definition A flexible tubing or conduit extending temporarily from the top to the bottom
of a cut or fill slope.
Purpose To convey concentrated runoff down the face of a cut or fill slope without
causing erasion.
Conditions Where This practice applies to construction areas where stormwater runoff above a
Practice Applies out or fill slope will cause erosion i€allowed to flow over the slope. Temporary
slope drains are generally used in conjunction with diversions to convey nmoff
down a slope until permanent water disposal measures can be installed
Planning 'There is often a significant lag between the time a cut or fill slope is graded
Considerations and the time it is permanently stabilized During this period, the slope is very
vulnerable to erosion, and temporary slope drains together with temporary
diversions can provide valuable protection (Practice 6.20, Temporary
Diversions).
It is very important that these temporary structures be sized, installed, and
maintained properly because their failure will usually result in severe erosion
of the slope. The entrance section to the drain should be well entrenched
and stable so that surface water can enter freely. The drain should extend
downslope beyond the toe of the slope to a stable area or appropriately
stabilized outlet.
Other points of concern are failure from overtopping from inadequate pipe
inlet capacity and lack of maintenance of diversion channel capacity and ridge
height.
Design Criteria Capacity -Peak runoff from the 10 -year storm.
Ptpe size ---Unless they are individually designed, size drains according to
Table 6.32x.
Table 6,32a Maximum Drainage Pipe Diameter
Size of Slope Drain Area per Pipe (acres) (inches)
0.50 12
0.75 15
1.00 18
>1.00' as designed
`Inlet design becomes more complex beyond this size.
Cunduit-Construct the slope drain from heavy-duty, flexible materials such
as nonperfmatcd, corrugated plastic pipe or specially designed flexible tubing
(Figure 6.32a). Install reinforced, hold-down grommets or stakes to anchor
the conduit at intervals not to exceed 10 ft with the outlet end securely fastened
in place. The conduit must extend beyond the Luc of the slope.
4
Diversion
Dike\I!- min Island over inlet
�.rt N� �+ 3 1 1.5 min
Hold-down stakes , , } , r
10' spacing 1111=11 Inlet��`IIh
�_-II�IIIII- IIII--Iii�Ti7t-tT
Plastic �t til
corrugated
pipe
Top of
�1 jIl hand-mrapaded
^, -,,,L fill (island)
Stabilize I(tlllF-- Top of 4'min
outlet Q
diversion y 0.5' min
_ Natural 1 t
.Y groundy 1'rrin1.5'min .i„ 3:1
11111111-(ul-
4'min rirenrel : oivmion
level section
Figure 6.32a Cross section otiomporary slope drain.
Entrance-Coubtruct the entrance to the slope drain of a standard flared -end
section of pipe with a minimum 6 -inch metal toe plate (Figure 6.32a). Make
all fittings watertight. A standard T -section fitting may also be used at the
inlet.
Temporary diversion --Generally, use an earthen diversion with a dike ridge
to direct surface runoff into the temporary slope drain. Make the height of the
ridge over the drain conduit a min mum of 1.5 feet and at least 6 inches higher
than the adjoining ridge on either side. The lowest point of the diversion ridge
should be aminimum of 1 foot above the top of the drain so that design flow
can freely enter the pipe.
Outlet protection -Protect the outlet of the slope drain from erosion (Practice
6.41, Outlet Stabilization Struenrre).
Construction A common failure of slope drains is caused by water saturating the soil and
seeping along the pipe. This creates voids from consolidation and piping and
Specifications"haunches" causes washouts. Proper backfilling around and under the pipe "ha aches"
with stable soil material and hand compacting in 6 -inch lifts to achieve firm
contact between the pipe and the soil at all points will eliminate this type of
failure.
1. Place slope drains on undisturbed soil or well compacted fill at locations
and elevations shown an the plan.
Approved:
Practice Standards and Specifications
2. Slightly slope the section of pipe under the dike toward its outlet.
3. Hand tamp the soil under and around the entrance section in lifts not to
exceed 6 inches.
4. Ensure thatfill over the drain atthe top of the slope has minimum dimensions
of 1.5 feet depth, 4 feet top width, and 3:1 side slopes.
5. Ensure that all slope drain connections are watertight.
6. Ensure that all fill material is well -compacted. Securely fasten the exposed
section of the drain with grommets or stakes spaced no more than 10 feet
apart.
7. Extend the drain beyond the toe of the slope, and adequately protect the
outlet from erosion.
8. Make the settled, compacted dike ridge no less than 1 feet above the top of
the pipe ea every point.
9. Inunediately stabilize all disturbed areas following construction.
Maintenance 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.
References RunaffCn.-1 Measures
6.20, Temporary Diversions
OutletPrvtection
6.4 1, Outlet Stabilization Structure
SLOPE DRAIN DETAIL
Date of Issue:
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REVISIONS
BY
Date: 0721 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
C- 4®3
1 of
Sheets

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 temporary
g � one (1) tem P Y
sediment basin, some permanent storm piping, several temporary diversion ditchs, stripping of
topsoil, installin storm infrastructure fine grading and seeding of all disturbed areas. Disturbed
P � g � g 9 9
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
SKIMMER TO THE SIDE FOR
or included in the specifications, or
reasonably implied
by either, shall be performed
the
same as
if called for by both.
BETWEEN NOVEMBER AND
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 and 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.
Location:
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 PLANTING RATE
Aug 15 - Nov 1
Nov 1 - Mar 1*
Mar 1 - Apr 15
Apr 15 - Jul 30
Jul 15 - Aug 15
Tall Fescue
Tall Fescue and
Abruzzi Rye
Tall Fescue
Hulled Common or Bermuda
Tall Fescue and
Brown Millet or
Sorghum -Sudan Hybrids
* Heavily mulched during January - March period
5-7 gal/1000 sf or 200-300 gal/ac.
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
Coat applied at the rate of
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
BE SURE TO
3.
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
Mar - Jun Add Weeping Lovegrass
Jun - Sep 1 ** German Millet or
Small -Stemmed Sudan Grass
150 Ib/ac or 3-1/2 Ib/1000 sf
5 Ib/ac or 1/8 Ib/1000 sf
40 Ib/ac or 1 Ib/1000 sf
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 Ib/ac or 1/2 Ib/1000 sf
**P y Reseed September -
Tem 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:
FLEXIBLE
1.
ALL OPEN AREAS SHALL
BE SEEDED WITH KENTUCKY
FESCUE #31 OR SODDED.
2.
LIME SHALL BE APPLIED
AT 4000/LB PER ACRE.
BE SURE TO
3.
FERTILIZER SHALL BE APPLIED AS FOLLOWS: 10-10-10
AT 1000 LB. PER ACRE AND 0-20-0
THE BASIN.
AT 500 LB. PER ACRE.
SKIMMER TO THE SIDE FOR
MAINTENANCE.
4.
SEED SHALL BE APPLIED
AT 80 LB. PER ACRE ADD
30 LB. PER ACRE ANNUAL RYE IF SEEDING
4" l Ocm
( )
BETWEEN NOVEMBER AND
FEBRUARY).
=1 V
I=11111
5.
STRAW SHALL BE APPLIED AT 3000 LB. PER ACRE AND ASPHALT TACKED AT 225 GAL. PER ACRE.
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 DEPTH 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.
14
(15cm) -III I I -I I -I
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.
DITCH MATTING INSTALLATION DETAIL
N.T.S.
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 GRAVEL 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 IMPROVEMENTS 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:
INSPECT STONE DAM IN SIILT 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.
NEW STABILIZATION TIMEFRAMES
Site Area Description
12" 30cm
Timeframe Exceptions
CHANNEL
7 days
None
High Quality Nater (HQVV) Zones
INSTALLATION
None
Slopes steeper than 3:1
411(10cm)
If slopes are 14' or less in length and are not
steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
€in
7 days for slopes greater than 50' in length.
DETAIL
6 „
6
14
(15cm) -III I I -I I -I
�� III
111= (lscm)
4" l Ocm
( )
1. Prepare soil before installing rolled
°�
=1 V
I=11111
$0.0
V
erosion control products (RECPs),
=I =III=III-
=
0
including any necessary application of
5
0
lime, fertilizer, and seed.
N
>�
rn 00
00
�
2. Begin at the top of the channel by
°o4
anchoring the RECPs in a 6"(15cm)
6"
deep X 6"(15cm) wide trench with
(15Cm)
approximately 12"(30cm) of RECPs
`.,
2"-5"
extended beyond the up-slope portion
a
of the trench. Use ShoreMax mat at the
Ln
ti
(5-12.5cm)
channel/culvert outlet as supplemental
•
Z w
O _J 00
I
j `4-
scour protection as needed. Anchor the
I `
o C/�
W
O_
a
RECPs with a row of staples/stakes
4"-6" •
�••
approximately 12"(30cm) apart in the
t 1
(10-15Cm) I I• `\ l
> >
l
_ _ -_
•• -I I I I I I(=1
bottom of the trench. Backfill and
the trench Apply
W
�
r =III
compact after stapling.
seed to the compacted soil and fold the
©
remaining 12"(30cm) portion of RECPs
� ;L -4w0
^ ^ ^
E-4
back over the seed and compacted soil.
I I •
I4
Secure RECPs over compacted soil
=III=11 III III=1 •
T��
with a row of staples/stakes spaced
-III=II=II-
III
M+1
w U�
approximately 12" apart across the
®
Y,
;r ��
\`
width of the RECPs.
REVISIONS
BY
3. Roll center RECPs in direction of water
•
flow in bottom of channel. RECPs will
unroll with appropriate side against the
III•
I••
••,••
soil surface. All RECPs must be
securely fastened to soil surface by
Scale: AS NOTED
Drawn: JCW
• ••
Project: 2015-06-03
Job: 2015-06-03
Sheet
C o 4®4
placing staples/stakes in appropriate
locations as shown in the staple pattern
_
I III
guide.
I I I
4. Plae consecutive RECPs end -over -end
_
6 III -I I -II III I I
I
�
(Shingle style) with a 4" 6" overlap. Use
(15cm) I -III III -I I-II II
-III-_
_-III-III-III
I -III -I I I -I I I -I I
a double row of staples staggered
- - -
- -
re
apart and 4" on center to secure
II=11 11 -III- I=1I I=111=III-III-
=I I I=I I I -I II=IIIE] I I
RECPs.
-
- _ ® -
- - - - - - -
- - - - - - -
- - - - - - -
- - - - - - -
5. Full length edge of RECPs at top of side
slopes must be anchored with a row of
staples/stakes approximately 12"(30cm)
apart in a 6"(15cm) deep X 6"(15cm)
CRITICAL POINTS
NOTES:
wide trench. Backfill and compact the
trench after stapling.
A. Overlaps and Seams
*Horizontal staple spacing should be
6. Adjacent RECPs must be overlapped
B. Projected Water
Line
altered if necessary to allow staples to
approximately 2"-5" (5-12.5cm)
C. Channel Bottom/Side Slope Vertices
secure the critical points along the channel
(Depending on RECPs type) and
A
A
surface.
stapled.
7. In high flow channel applications a
B
C
Bstaple
C
**In loose soil conditions, the use of staple
check slot is recommended at 30
or stake lengths greater than 6"(15cm) may
to 40 foot (9 -12m) intervals. Use a
double row of staples staggered
be necessary to properly secure the
4"(10cm) apart and 4"(10cm) on center
RECPs.
over entire width of the channel.
Drawing Not To Scale
8. The terminal end of the RECPs must be
anchored with a row of staples/stakes
- - NORTH
Disclaimer:
approximately 12" (30cm) apart in a
AMERICAN
The information presented herein is
general design information only. For specific applications,
6"(15cm) deep X 6"(15cm) wide trench.
GREEN'
consult an independent professional
for further design guidance.
Backfill and compact the trench after
stapling.
5401 St. Wendel - Cynthiana Rd. PH: 800-772-2040
Poseyville, IN 47633 www.tensarnagreen.com
Drawn on: 3-16-11
DITCH MATTING INSTALLATION DETAIL
N.T.S.
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 GRAVEL 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 IMPROVEMENTS 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:
INSPECT STONE DAM IN SIILT 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.
NEW STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
❑ Perimeter dikes, swales, ditches and slopes
7 days
None
High Quality Nater (HQVV) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 14' or less in length and are not
steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
e All ether areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
Approved:
Know what's below.
Call before you dig.
Date of Issue:
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REVISIONS
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Date: 07/21 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
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_ I DA CI -10 FES 0 829' -`8 `� 1 4i NEW PAVIN
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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:
GRAPHIC SCALE
30 0 15 30 60
IN FEET )
1 inch = 30 ft.
Know what's below.
Call before you dig.
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REVISED PER STORM
& GRADING CHANGES
10/7/16
JCW
Date: 721 /16
Scale: 1" = 20'
Drawn: JCW
Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
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Sheets

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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.
1.40 Interstate poad
Owner:
Approved:
GRADING LEGEND
DETAIL DETAIL
SYMBOL DESCRIPTION
— - - PROPERTY LINE
RIGHT-OF-WAY LINE
EXISTING CURB LINE
722 -
722 -
720 -
GENERAL PUBLIC UTILITY EASEMENT
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING STORM PIPE
EXISTING CATCH BASIN
--- A11111111- Ank PROPOSED 6" PVC SANITARY
MW SEWER PIPE AND MANHOLE
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O PROPOSED STORM YARD DRAIN
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❑ PROPOSED DITCH INLET (DI)
® PROPOSED FLARED END SECTION
PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
GRAPHIC SC A1,E
30 0 15 30 60
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Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
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Owner:
Approved:
3D GRAPHIC SC ALIS
0 15 30 60
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1 inch = 30 f L.
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Call before you dig.
Date of Issue:
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GRADING LEGEND
DETAIL
DETAIL
SYMBOL
DESCRIPTION
3-r 7:1
PROPERTY LINE
- -
RIGHT-OF-WAY LINE
EXISTING CURB LINE
AMN00
GENERAL PUBLIC UTILITY EASEMENT
- 722 -
EXISTING MINOR CONTOUR
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PROPOSED MINOR CONTOUR
722
720
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®
PROPOSED FLARED END SECTION
0
PROPOSED RIP -RAP APRON
PROPOSED PERMANENT SWALE
Approved:
3D GRAPHIC SC ALIS
0 15 30 60
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Call before you dig.
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REVISIONS
REVISIONS
BY
Date: 0721 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
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DB 96E-493
Phillis W. Edmiston, etal
2549 Amity Hill Rd.
Statesville, NC 28677
Zoned: B-5
LARGE SHRUB (9' O.C.)
(31 TOTAL)
CANOPY TREE
(BUFFER YARD - ZONE C)
MEDIUM SHRUB (6' O.C.)
(47 TOTAL)
Pin # 4745247240
DB 2404-528
J.P. Hospitality, LLC
703 Gaither Road
Statesville, NC 28677
Zoned: B-4
ORNAMENTAL TREE
(TYP.) (BUFFER YARD
- ZONE A)
(33 TOTAL) LORNAMENTAL TREE (TYP.)
(BUFFER YARD -ZONE A) I
I
CANOPY TREE (TYP.)
(PARKING YARD - ZONE A) I
PARKING YARD I
LARGE SHRUB (5' O.C.)
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PLANT LIST
YARD
TYPE
BUFFER LENGTH
SHADE TREES
TREES
SHRUBS
POINTS
PROVIDED
BUFFER
A
192' (EAST)
367' (SOUTH)
N/A
N/A
SYMBOL
QTY COMMON NAME
SCIENTIFIC NAME
SIZE
CONDITION
SPACING
COMMENTS
CC
15 American Hornbeam
Carpinus caroliniana
2.5" Cal
B&B
As Shown
Single Straight Leader, Full Canopy
QL
6 Laurel Oak
Quercus laurifolia
2.5" Cal
B&B
As Shown
Single Straight Leader, Full Canopy
SHRUBS/GROUND COVER
13—LG.
75
A
H
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ICB 1 47
1 Dwarf Burford Holly
Ile. cornuta 'Dwarf Burford'
3gal.
Cont. -24"11t.
5.0' O.C.
All To Match
RI 1 133
ISnow White Indian Hawthorn
lRhaphiolepisumbellato 'Snow White'
3gal.
Cont. -24"Ht.
4.5' O.C.
All To Match
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A.
Owner:
VICINITY MAP
NO SCALE
PROJECT LANDSCAPE PROVIDED
YARD
TYPE
BUFFER LENGTH
SHADE TREES
ORNAMENTAL TREES
SHRUBS
POINTS
PROVIDED
BUFFER
A
192' (EAST)
367' (SOUTH)
N/A
N/A
2
4
21—LG.
33—LG.
87
148
BUFFER
C
367' (EAST)
2
4
47—MED.
31—LG.
258
PARKING
A
433'
3
3
35—LG.
177
STREET
A
184'
1
2
13—LG.
75
Approved:
* — STREET BUFFER REDUCED DUE TO HARDSHIP (NCDOT TAKING)
NOTE: ALL TREE AND SHRUB SPECIES CAN BE SUBSTITUTED WITH EQUIVALENT
(MUST BE ON CITY OF STATESVILLE ALLOWED SPECIES LIST)
LANDSCAPE LEGEND:
^_VL
CANOPY TREE (TYPE I) --LAUREL OAK --13
ORNAMENTAL TREE --AMERICAN HORNBEAM --4
Q MEDIUM SHRUB --DWARF BURFORD HOLLY --47
GLARGE SHRUB --SNOW WHITE INDIAN HAWTHORN-- 133
NOTE: ALL TREE AND SHRUB SPECIES CAN BE SUBSTITUTED WITH EQUIVALENT
(MUST BE ON CITY OF STATESVILLE ALLOWED SPECIES LIST)
4D GRAPHIC SCALE BD
0 20 40
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1 inch = 40 f L.
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Date of Issue:
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REVISIONS
BY
REVISED PER
STORM CHANGE
JCW
10/7/16
REVISED PER OWNER
NO BLDGS.—NO WALLS
JCW
02/24/17
Date: 721 /16
Scale: 1 " = 40'
Drawn: JCW
Checked: DLM
Project: 2015-06-03
,lob: 2015-06-03
Sheet
C�®0
of Sheets

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:
Z
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LANDSCAPE NOTES
NOTES:
3-r 7:1
1. REMOVE WIRE OR NYLON TWINE FROM BALL.
1.THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
2. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION.
QUANTITY OF PLANTS SHOWN ON PLAN. ANY DISCREPANCIES BETWEEN
3. SEE ATTACHED LANDSCAPE CONSTRUCTION STANDARDS FOR OTHER
QUANTITIES ON PLAN AND PLANT LIST SHALL BE BROUGHT TO THE
'C't �'�C
PLANTING REQUIREMENTS.
SPACING VARIES
SEE LANDSCAPE PLAN
ATTENTION OF THE LANDSCAPE ARCHITECT AND ANY FIELD
4. STAKING REQUIRED FOR LEANING TREES OR AS REQUIRED BY i
REMOVE ANY BROKEN OR
DEAD AND DISEASED LIMBS
ADJUSTMENTS OR QUANTITY ADJUSTMENTS MUST BE AUTHORIZED PRIOR
CONTRACT. SEE GENERAL NOTES:
J S� S—'
TO PLANTING.
QC
5. MINIMUM TREE SIZE: SINGLE STEM 2" CALIPER, 8' TALL
O 4
6. MINIMUM TREE SIZE: MULTI -STEM 3-5 STEMS, 8' TALL
TYP. COLLAR u ti
MIN. 2" HT.
a
7-
4_1 O
2. ALL TREES, SHRUBS AND PLANTS SHALL CONFORM TO ACCEPTED
MIN. 4" LAYS
STANDARDS ESTABLISHED BY THE AMERICAN ASSOCIATION OF
0
a
/
OFAPPROVED
MULCH
NURSERYMEN (ANSI Z60.1)
GD
Q N 00
Q U 0N0
MIN." ': a _ M1"':`
3. ALL DISTURBED AREAS SHALL BE SEEDED AS SPECIFIED.
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4. ALL SAUCERS SHALL BE SOAKED WITH WATER AND MULCHED
NC
� W
3/4" NYLON STRAP
6" SLIP KNOT WITH STOP KNOT.
"V" TRENCH AROUN �
ENTIRE PLANTING BED/
IMMEDIATELY FOLLOWING PLANTING.
(6" LARGER THAN TREE DIAMETER)
TAMP SOIL MIX UNDER
4=1 E-4
EDGE OF EACH PLANT BALL TO
O
111.4V1
ROOT CROWN TO
BE AT FINISH GRADE 1"± KEEP MULCH AWAY FROM
PLANTING BED MINIMIZE SETTLEMENT
5. THE TOP OF ALL ROOT BALLS SHALL BEAR THE SAME RELATIONSHIP TO
TRUNK 1" TO 2"
SEE SPECIFICATIONS.
FINISHED GRADE, AS BORN TO PREVIOUS GROWING CONDITIONS.
­4
1 "x2"x18" WOOD STAKE BUTTRESS
TYPICAL PLANTING BED DETAIL
T ROOTS AS Y
WITH CENTERED 3/8" HOLE ROOTS 4" MAXIMUM LAYER OF MULCH
IN CONTAINERIZED PLANTS
REVISIONS
DRIVEN IN LINE WITH STRAP
NOTES: THAT ARE POTBOUND
6. ALL ROOT BALLS REMOVED FROM CONTAINERS SHALL BE SCARIFIED
4" MAXIMUM HIGH WATER
1. OMIT COLLAR AROUND EACH SHRUB
PRIOR TO BACKFILLING.
BERM OUTSIDE OF BACKFILL
FINISH GRADE
WHEN IRRIGATION SYSTEM IS PRESENT.
UNDISTURBED SOIL—�
Y+;
2. INSTALL TOP OF PLANT BALL TYP.
2" ABOVE ADJACENT GRADE. FINAL oSTAGGERED
GRADEROWS
3. TAMP PLANTING MIX FIRMLY 12~
W
7. ALL PLANTS SHALL BE GUARANTEED TO BE IN HEALTHY CONDITION FOR
ONE (1) YEAR AFTER ACCEPTANCE BY OWNER OF ALL PLANT MATERIAL.
Drawn: JCW
yl
AS PIT IS FILLED AROUND Q2"
Job: 2015-06-03
Sheet
REMOVE TYPICAL EXCESS SOIL ' "' PLANTING MIX (AS SPECIFIED)
EACH PLANT BALL. DGE OF
LANTING
8. MULCH A MINIMUM 4 FOOT AREA AROUND EACH TREE AND -MULCH A
FROM GROWER OVER ROOT
I REMOVE TOP 1/3 BURLAP
4. SOAK EACH PLANT BALL AND PAEQUALS
PIT IMMEDIATELY AFTER EXISTING BETWEEN ALL PLANTS BED
CONTINUOUS AREA AROUND ALL SHRUB BEDS, AS INDICATED ON THE
SYSTEM, UP TO 1' DEPTH.
REJECT PLANTS WITH MORE AND ANY NAILS/PINS, ETC.
INSTALLATION. GRADE
PLAN. MULCH SHALL BE 3-4" THICK.
THAN 3" J- I REMOVE TOP 2/3 OF WIRE
5 SOIL AND SEE SPECIFICATIONS
REQUIREMENTS. TYPICAL BED MOUNDING TYPICAL PLANTING BED PLAN
a~ s" ROOT BALL DIA. 6" B°
BASKET WHERE PRESENT
VARIES
9. LANDSCAPE CONTRACTOR SHALL REMOVE TOP 2/3 WIRE BASKETS, TOP
RAISE PIT BOTTOM TO SET BUTTRESS
1/3 OF BURLAP AND ASSOCIATED TWINE AND STRAPPING FROM TREE
ROOTS THE CORRECT HEIGHT.
ROOT BALLS PRIOR TO FINAL ACCEPTANCE OF PLANTS.
FIRM SOIL UNDER ROOT BALL.
L
10. CONTRACTOR IS RESPONSIBLE FOR HAVING ALL UNDERGROUND
UTILITIES LOCATED AND CLEARLY PAINTED WITHIN 10 DAYS OF ANY
ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (AMSI, 1990, PART 1, "SHADE AND FLOWERING TREES")
GROUND DISTURBING ACTIVITY. OWNER WILL NOT PAY FOR UTILITY
FOR EXAMPLE: CALIPER HEIGHT (RANGE) MAX. HEIGHT MIN. ROOT BALL DIA. MIN. ROOT BALL DEPTH
2" 12-14' 16' 24" 16"
REPAIRS DUE TO FAILURE TO MARK AND OBSERVE UTILITY LOCATIONS.
3" 14-16' 18' 32" 21"
(FOR SINGLE AND MULTI—STEM TREES)
TREE PLANTING NOTES:
TREE PLANTING
SHRUB PLANTING
N.T.S.
N.T.S.
1. ALL TREES SHALL BE PLANTED PER LOCAL ZONING AGENCY
STANDARDS.
2. LARGE MATURING TREES MAY NOT BE PLANTED WHERE OVERHEAD
DISTRIBUTION OR TRANSMISSION LINES EXIST. IF TREES CONFLICT WITH
POWER LINES OR SIGNS, CALL THE COUNTY INSPECTOR TO RESOLVE
O.C.
DIMENSION
BEFORE PLANTING.
+ + + +
PLANTING MIX:
3. ADJUST TREE PLANTING LOCATIONS TO AVOID UNDERGROUND
O.C. DIMENSION� O.C. DIMENSION
17-1
PLANTING MIX MAY BE DEVELOPED BY AMENDING THE EXISTING
UTILITIES.
�
SOIL OR REMOVING THE EXISTING SOIL AND REPLACING WITH NEW
+"7z +
+1/2
PLANTING MIX. IT SHALL BE OF UNIFORM COMPOSITION
THROUGHOUT, WITH ADMIXTURE OF SUBSOIL. IT SHALL BE FREE
4. STAKING IS OPTIONAL. RUBBER HOSE AND ROPE OR WIRE FOR STAKING
O.C.
DIMENSION
OF STONES, ANY CONSTRUCTION DEBRIS, SOIL CLUMPS, STICKS, ETC
I
S NOT RECOMMENDED. NO WIRE OR ROPE IS TO BE IN DIRECT
AND OTHER EXTRANEOUS MATTER. PLANTING MIX SHALL NOT BE
STAGGERED PLANTING LAYOUT
USED WHILE IN A FROZEN OR MUDDY CONDITION.
CONTACT WITH TRUNK. REMOVE ALL TRUNK WRAP, TREE STRAPS, AND
O.C. DIMENSION
THE PLANTING MIX SHALL CONTAIN THE FOLLOWING SPECIFIED
STAKING WIRE OR ROPE AFTER ONE GROWING SEASON.
OF CONSTITUENTS:
SEE PLANPERCENTAGES
4" MULCH MINIMUM
HOME/NATIVE MATERIAL —MINIMUM 70% t
5. GUY WIRES ARE NOT PERMITTED IN THE STREET RIGHT-OF-WAY.
MEASURED COMPRESSED
SILT MINIMUM 10% f
ORGANIC MATERIAL — MINIMUM 20% f
• • •• , °
SAND — BALANCE OF MIX.
• •
°
PLANTING MIX SHALL HAVE AN ACIDITY RANGE OF PH 5.5 TO 7.0.
e _
ELEMENTS — THE PLANTING MIX SHALL HAVE THE FOLLOWING
/
NUTRIENTS AT THE SPECIFIED PERCENT BASE SATURATION, TO
MEASURED COMPRESSED
BE DETERMINED BY SOIL TEST APPROVED BY THE CITY OF ROCK HILL,
SUBGRADE SOIL) ROTARY—TILL ORGANIC
LANDSCAPE ARCHITECT
CONTAINER SOIL MATTER AND OTHER
BREAK ADDITIVES INTO TOP
CALCIUM - 55% TO 80%
SECTION 10" OF SOIL
MAGNESIUM —10% TO 30%
POTASSIUM — 5% TO 8%
A SAMPLE OF THE PROPOSED PLANTING MIX SHALL BE SUBMITTED
TO THE CITY LANDSCAPE ARCHITECT 30 CALENDAR DAYS PRIOR TO.
PLANTING MIX MUST BE APPROVED PRIOR TO THE INSTALLATION
G ROUN DCOVER PLANTING
FOR NEW PLANTING AREAS, REMOVE ALL PAVEMENT, GRAVEL
SUB—BASE AND CONSTRUCTION DEBRIS BEFORE PREPARING SOIL
AND PLANTING. REMOVE COMPACTED SOIL AND ADD 24" OF NEW
N.T.S.
PLANTING MIX OR UNCOMPACT AND AMEND EXISTING SOIL. THE TOP
24" OF PLANTING BEDS & ISLAND SHALL TO MEET PLANTING
MIX STANDARDS AS DESCRIBED ABOVE.
FOR NEW PLANTING AREAS, REMOVE
ALL PAVEMENT, GRAVEL SUB—BASE
AND CONSTRUCTION DEBRIS BEFORE
PREPARING SOIL AND PLANTING TREES.
REMOVE COMPACTED SOIL AND ADD 24"
OF NEW PLANTING MIX OR UNCOMPACT
AND AMEND SOIL. THE TOP 24" OF
CURB AND GUTTER PLANTER ISLAND SOIL TO MEET PLANTING
SHRUB BED
OR EDGE OF SEE PLANS FOR DIM/SIONSMIX STANDARDS AS DESCRIBED ABOVE.
PAVEMENT,
(SEE SITE PLAN)
CURB AND GUTTER
R EDGE OF PAVEMENT
SEE SITE PLAN)
GRASS ~' PAVEMENT
AREA r4" - -
EXISTING PAVEMENT/
OR EDGE OF PAVEMENT
- _ -�. —
4" „� �, 4„
r
—�—
II I II—III MIX NEW TOPSOIL W
SUBSOIL AT BOTTOM/
MULCH
SOIL MIX
4" DEEP—/SUBGRADE
AMENDED PLANTING AREAS SECTION
TRENCH EDGING
PLANTING BED EDGING
PLANTING BED PREPARATION
N.T.S.
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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I lot 10
REVISIONS
BY
Date: 0721 /16
Scale: AS NOTED
Drawn: JCW
Checked: DLM
Project: 2015-06-03
Job: 2015-06-03
Sheet
6
.
1 of Sheets