20211007 - Updated Cherry Island Mine Plan Set FINAL

CHERRY ISLAND MINE
MINE PERMIT
NC HIGHWAY 125
MARTIN COUNTY, NORTH CAROLINA
701
SHEET INDEX
Cl COVER SHEET
C2 MINE SITE LAYOUT PLAN
C3 DRAINAGE AREA MAP
SITE
LOCATION MAP
SCALE: NTS
C4 MINE MAP JULY 2021
C5 EX. ENTRANCE ROAD 01
PLAN/PROFILE
C6 ENTRANCE ROAD 02
PLAN/PROFILE
C7 RECLAMATION PLAN
C8 EROSION CONTROL NOTES
C9-12 EROSION CONTROL DETAILS
C13-14 EROSION CONTROL CALCULATIONS
RAFTING AND DESIGN
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
draftinganddesignCymail.com
SITE DEVELOPER/OWNER
INDIANTOWN FARM, LLC.
1500 SUNDAY DR. SUITE 300
RALEIGH, NC, 27607
CONTACT: MELTON "SKIP" VALENTINE
PHONE: [phone]
REVISIONS
10-07-21 COMMENTS VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
project no. 2020-21

PROPOSED MINING AREAS
PIT #1
7.3 AC
PIT #2
13.3 AC
PIT #3
15.4 AC
TOTAL MINE EXCAVATION
36.0 AC
TAILINGS/SEDIMENT PONDS
1.1 AC
PROCESSING AREA/HAUL ROADS
1.4 AC
OTHER MISC. AREA
12.0 AC
(BERMS, TEMP. DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
50.5 AC
UNDISTURBED BUFFER
20.4 AC
TOTAL PROJECT AREA
70.9 AC
LEGEND
PERMIT BOUNDARY.
WETLAND
PROPOSED PIT
BUFFER"""'""
PLANT SITE
AFFECTED AREA
CREEK
BERM++++++++
OCCU
RESIDE
LASSITER, MARY LILLEY
PIN: 5767-86-3923
WETLANDS (TYP)
PER NATIONAL WETLANDS INVENTORY
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INDIANTOWN FARM LLC W
PIN:5778-10-5919
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GENERAL NOTES:
1. EXISTING TOPO IS STATE LIDAR FROM MARTIN COUNTY GIS DATA.
2. BOUNDARY SURVEY PER PLAT PREPARED BY MATRIX EAST, PLLC DATED 111512021.
3. NO STREAM AND WETLAND LOCATIONS HAVE BEEN IDENTIFIED BY THE OWNER.
4. SITE TO BE RECLAMATED TO MEET THE NCDEQ MINE PERMIT RECLAMATION BOND REQUIREMENTS.
5. AS PART OF THE NCDEQ MINE PERMIT THE OWNER IS REQUIRED TO BOND THE RECLAMATION OF
THE AFFECTED AREA OF PROJECT BASED ON THE STATE MINING PROGRAM REQUIRED AMOUNTS.
6. A PROPOSED 50 FOOT MINIMUM UNDISTURBED BUFFER WITH AN ADDITIONAL 50 FT WIDE x 6.25 FT
HIGH VEGETATED BERM FOR A TOTAL OF 100 FOOT MINIMUM BUFFER WILL BE MAINTAINED
BETWEEN THE EXCAVATION AND PLANT SITE AREAS AND ANY ADJOINING PROPERTY BOUNDARY.
7. THERE ARE FEMA FLOODPLAINS CONTAINED ON THIS SITE PER FIRM PANEL
3720577700K, PANELS 5777, EFFECTIVE DATE FEB 4, 2009.
011
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PIN:5768-80-2386 ++++ < W W W W W W W W W W W W
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50' WIDE MIN UNDISTURBE /+++*+ +,+ W W Ft=6 0' W W W W W W W
+ , , , . .SIDE SLOPES r- 4A W W
VEGETATIVE BUFFER (TYP) /+ W
+ + +/' % % "130TTOM WI SOW W / I /
++++++ ++++ , , , , W W W / EX. PIT
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+++ ++
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+++ ++
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+ + + + + + W i W PIN: 5778W'F0W5919
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+ W �� \ v . W W W W W —50' WdDR VEGETATIVE BERM (TYPE W
+ +� OCCUPIE ��W W W W W
+ W W W W W W W
*,** RESIDENCE Ii=6.Q' W W . W W W W W W/ —*—
RESIDENCE
++ ++� �/ ++ +++ y WWW .WWW
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*+*++'� W POTTOM WIDTH=W59'W W W
++ ` W W W W W 0' WIDE MIN jNDISTURBED W W W
+ +
+++++ ++++ EX. POND +++`+*+ W W W W W W YECiET�4TIVE UFFER (TYP)
+ + +` + + I AFFECTED AREA TYP
iRMIT wwww -
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, wwwwww'�www�wwwww
www�'wwwww♦
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FARM SHED► `*++++ +++++ `� 1 x 0 0 0 0 0 0 0; +++ *, ++ W W W
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ROEBUCK, WILLIAM+++ ++++ -� +++ PIT #2 `+++� W W
ALLEN ++++ ++++++ ++*+ + W
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P;N: 5767-87-9639 �� 1 3.3 AC WWW W
'V ++++ ++++++ 30' WIDE PIT ACCESS'(TYF' ' ' ++++ ++*+ 100 YR FLOOD PLAIN (TYP
1- �" „ ," „3A' ACCESS EASEMENT W W W
G(, p `+++ +*+* %SEE SHEET C6 ++++ +*+*
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30' WIDE PIT ACCESS (TYP) * 3 (� /
SITE ACCESS 30' WIDE ACCESS ROAD (TYP)
WITH GATE 60' ACCESS EASEMENT /
SEE SHEET C5 /
\ INDIANTOWN FARM LLC /
\ PIN:57to- 10-5919 /
INDIANTOWN FARM \ 50' WIDE MIN UNDISTURBED
0���� LLC TATIVE BUFFER (TYP)
PIN:5778-10-5919 \
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ONCRETE ENTRANCE APRON /
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++++ +++` """""""''•''•"z'z` '�'G'l'iz' VEGETATIVE BUFFER (TYP)
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OCCUPIED O OCCUPIE �P 0' IDE VEGETATIVE BERM (TYP)
RESIDENCE O RESIDENCE ��H=6.0'
OCCUPIED Py\S0� ����, P SIDE SLOPES = 4:1
RESIDENCE �� �!0".'A�� p�C� �PS� ��1�0 LASSI W S BOTTOM WIDTH = 50'
PIN: 67-9 -
Q OQ 5 FARM SHED
FARM SHE g`a
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OCCUPIE ��� INDIANTOWN FARM LLC
RESIDENCE �OQ�� Q �0 CCUPIED PIN:5778-10-5919
OCCUPIE P� �'� \\< RESIDENCE FARM SHED--\,,,,
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RESIDENCE Q\�
OCCUPIE ��O�o,� ARM SHED
RESIDENCE
Ze!
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
LEGGETT, JOSEPH C
PIN: 5767-85-0118
WHITLEY, SAMUEL BIGGS
PIN: 5777-26-6116
PROPOSED ETJ LINE (TYP)
FARM SHED
RAFTING AND DESIGN O
SERVICES, INC_
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
1"=200'
Drawn by:
MTB
Sheet:
Designed by:
MTB
CZ
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

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0.93 AC
1�7 AC
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200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
draftinganddesignCymail.com
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REVISIONS
10-07-21 COMMENTS VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
1"=200'
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 3
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021
p

CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE (PREVIOUSLY INSTALLED)
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION [phone]. J
2. INSTALL CONSTRUCTION ENTRANCE ON NC-125.
3. INSTALL SILT FENCE ALONG ACCESS ROAD PER PLAN.
4. INSTALL SKIMMER BASIN #6. STABILIZE AND SEED ALL SLOPES IMMEDIATELY. l ,
5. INSTALL TEMPORARY DIVERSION #11. STABILIZE AND SEED ALL SLOPES IMMEDIATELY.
6. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING, AND GOOD GROUND COVER
ON FILL SLOPES IS ESTABLISHED.
PHASE 1
PIT #1 - PIT#2 - PIT #3 + +
1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS PER PLAN.
2. INSTALL SKIIMMER BASINS. STABILIZE AND SEED ALL SLOPES IMMEDIATELY. ONLY CLEAR AS NECESSARY TO INSTALL BASINS. MAINTAIN
SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL GOOD GROUND COVER IS ESTABLISHED.
3. INSTALL TEMPORARY DIVERSIONS. STABILIZE AND SEED ALL SLOPES IMMEDIATELY. ONLY CLEAR AS NECESSARY TO INSTALL
DIVERSIONS. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING, AND GOOD
GROUND COVER ON FILL SLOPES IS ESTABLISHED.
4. INSTALL SILT FENCE PER PLAN BELOW ALL PERMANENT/TEMPORARY DIVERSIONS AND BASIN/TRAPS W/ SILT FENCE OUTLETS IN LOW\
AREAS PER PLAN. \
5. INSTALL PERMANENT BERMS AROUND PIT.
6. ONCE BERMS ARE COMPLETE AROUND EXCAVATION AREA AND ARE STABILIZED AND SEEDED. MAINTAIN SILT FENCE UNTIL THIS
ACHIEVED. REMOVE TEMPORARY DIVERSIONS AND TEMPORARY SKIMMER BASINS ONCE POSITIVE DRAINAGE IS ACHIEVED TO THE PIT.
MAINTAIN ALL DOWNSTREAM DIVERSIONS AND SILT FENCE UNTIL GOOD GROUND COVER IS ESTABLISHED.
7. ONCE GOOD GROUND COVER IS ESTABLISHED AND NO RUTTING OF SLOPES IS OCCURRING REMOVE ALL EROSION CONTROL MEASURES
WHILE MAINTAINING SILT FENCE ON DOWNSTREAM SIDE. J
8. DEWATER ALL SKIMMER BASINS FOR MAINTENANCE AND REMOVAL WITH SILT BAG PER DETAIL, IF NEEDED.
9. MAINTAIN SILT FENCE AFTER MAJOR RAIN EVENTS.
10. STABILIZE AND SEED ALL DENUDED AREAS IN WHICH WORK WILL NOT RECOMMENCE WITHIN 7 WORKING DAYS OR 14 CALENDAR DAYS.
11. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION [phone].
PHASE 2
PIT #1 - PIT#2 - PIT #3
1. BEGIN MINING ACTIVITIES. \ \\ �iV
2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT. � E/TL/ANDS (TYP \ \
3. TEMPORARY SEED STOCKPILE AREAS THAT WILL BE DENUDED FOR 30 DAYS OR MORE. \\ \ R NATIONAL, WETLANDS INVENTORY / \
4. MAINTAIN ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
5. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION [phone]. \\� \ \✓ `� 40.\_ \ \ SKIMM R� �\
-- -�� �- SI�IMM
\ � PR� CTION
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
1.1 AC
STOCKPILES
1.0 AC**
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
1.4 AC
MINE EXCAVATION
35.0 AC*
OTHER MISC EXCAVATION
12.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
50.5 AC
45- STONE 0= CLAS A R1
/ NPDES DI �AROIN # S
INTERNAL DRAINAGE = 41.4 AC I � � \\� � �_ \ � .*,+++ +*,+. \ - N:77s5�s.7� / +++ ++ � / \
EXTERNAL DRAINAGE= 9.1 AC � \� � \�� ,�++� - � ; - �
J � � V � ✓ ++++++ ++++ � �z2570236 55'� „`�"����� "✓��� � ��� ��
LAT:1N033&.874 ,,b9 ( �� /,
1 +++++ +++++ LOh1 A 7.0518 ���,� PDFS f�ICHARG� POINrt 3v_��
V �i + + % ✓ y/ �� ��� N-7-78230.70
_ �� / +*+*+* SKB #5 ++++"SKIMMER��� F 1571203.03
SILT FENCE _ � ' +++++++ (3) BAFFLES (TYP)\(� aid+ +'++'+ ' / �/ W _ � � �� ILONAT,N035.873099
+ �_. 0077.071910 ✓�1
)� "+*+*+* +*+* OUTLE�I �TIQI� I _
� � J OUTLET(TYP '+ ++++ + +++ �I �� La=7.5' ` ���
� ; + + A �. � EX. PIT
+++
+*++ +++ + • , ( r + �+ // � �w=3.o� ARM USE
PROPOSED BASIN TABLE
BASIN ID TOP
BOTTOM POOL
TOP
BOTTOM VOLUME
VOLUME
WEIR
WEIR
WEIR
SKIMMER
SKIMMER
BAFFLES
DIM
DIM
DEPTH
EL.
EL.
REQUIRED
PROPOSED
LENGTH DEPTH
LINING
ORIFICE
SIZE
SK#1
87X162
57X132
3
60
55
22860 SF
28161 SF
15.0
2.0
CLASS A
6"
2.1"
3
SK#2
72X132
42X102
3
52
47
14760 SF
17226 SF
15.0
2.0
CLASS A
4"
1.7"
3
SK#3
61X110
31X80
3
53
48
9900 SF
10923 SF
15.0
2.0
CLASS A
4"
1.4"
3
SK#4
78X144
48X114
3
56
51
18000 SF
21276 SF
15.0
2.0
CLASS A
4"
1.9"
3
SK#5
61X110
31X80
3
52
47
9720 SF
10923 SF
15.0
2.0
CLASS A
4"
1.4"
3
SK#6
49X86
19X56
3
55
50
5400 SF
5703 SF
10.0
2.0
CLASS A
4"
1.0"
3
SB - SEDIMENT BASIN
SK - SKIMMER BASIN
STABILIZE AND SEED ALL SLOPES IMMEDIATELY
EMERGENCY SPILLWAY TO BE CONSTRUCTED IN CUT ONLY
CHANNEL ID
CHANNEL SLOPE
SIDE SLOPES
PROPOSED DIVERSION TABLE
CHANNEL DEPTH TEMPORARY LINING
PERMANENT LINING LINING DEPTH
TD#1
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#2
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#3
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#4
1.0 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#5
1.0 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#6
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#7
1.0 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#8
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#9
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#10
0.5 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#11
0.3 %
3:1
2.0 FT
NAG BC75BN
BERMUDAGRASS -
INSTALL CHECK DAMS IN CHANNELS
\ Q \ \ TD #9 TD #10 STONE 0= CLASS IP R�� 1.5 AC , i' ��f%
� )+I � /(3) BAF IES (TYP ! S MER i S !NIM� � Q
l -
- \� NI�DES HA POINT #6
\+++++ SPILLWAYCTYP ++++ SKIMMED +h 'N:; r / ��� +++ �� T��
1 + + + + -OUTLE�P� \ E 777 3 42
+++++ ++ �3"72 81 * *;+*
+ W=3 ga�EMERGE �Y ` . NONE = GLkSS-
TOA
I _ \ ( �� LONGbV077.07�}063 + + \
* TAL MINE EXCAVTION AREA =36.0 AC - / -� + + + ` ; /< ` * * I I / , I
++
+ _ �_� PtttWAY TYP +, �'
-cL92" � �. ) ��������� EwERGENCY � � r* " �
(3) BAFFLES (TYP) / �� �) - _
**AREAS BONDED AS HIGHER BOND AMOUNT / ++++++ + + = STONE 0= CLASS A RIP FLAP / ++++*+*P �0) w
*+do
,++ SKB #6 6X. Q ++++* ++++ ���I.
1 �W�
/ ++++++ (3) BAFFLES (TYP) +*t+*+ I SKB #3 \ w �(� \
W
PIT #3 SKB #4 ' SI FEN _55�� ✓ " �_
+ ++++ + SKIMMER **++++ OUTLET YP ++++ \ ++++++
15.4 AC +*++ + + TD #5 \ * . 1 l -� /
+ } AFFEC
+*+* NPDES DISCHARGE POINT #4 TD #7 � ++++ / � +*+ SKIMMER BASIN \ +*+* \\ �\ � #ED ARE TYP
+*++ _ N:778175.98 +*+* +*++ TD #6 TO BE REMOVED DURING +++
;� ++*++ +++++� 50.5 AC +/- I
E:2570101.5-1 *++++ % , /' + MINING ACTIVITIES `
LAT:N035.873007 + +
+•,•
LONG:W077.075630 + +++ STOCKPILE AREA (TYP) TD #4'
;\�'� TEMPORARY MATERIAL /
/ .: �, „ , + SILT FENCE (TYP)
*++,++ TEMPORARY MATERIAL ++++* ++ *+++
� STOCKPILE AREA (TYP �'� (3) ES (TYP R
+ � + + ����� � � �' ��� + + �SKIMMER
TLET
PIT #2
I
13.3 AC LOaU 3 5
+ iizzz zzz•,',zzzzzzzzzz + B + + d=12�-��
++ i z z z z, z z z z z z z z z z + K t+ i'z ;
�i * *' = ,',zzzzzizzzzzzzzz z',•, - z i TONEfd �sLS/X 1� \
+ + + zzz' zzzzzzzzzzzzzzz zs + + + + zzzz ,zs
l � � SKIMMER
SILTFENCE
3UTLE1 *+++ � TLAI IDS
EMERG NCY \\ \�
%'' \ //
*+*+ +*+* zzzzzzzzzzzzi izzzzzzza\zz ++++ SPILLWAY (TYP) +*+* z f/ VVETJ,PeNI \\\\
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SKIMMER BASIN
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RAFTING AND DESIGN O
SERVICES, INC_
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
1"=200'
Drawn by:
MTB
Sheet:
Designed by:
MTB
C4
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

75
70
65
60
55
50
45
ROAD 01
STA: 10+00 - 25+23
30' PRIVATE EASEMENT - 12.0 E-E
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JOINT SEALER 1/8"R.(TYP)
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NTS
2" S9.5C SURFACE COURSE
3.5" 119.00 BASE COURSE
10" CABC
COMPACTED SUBGADE
(95% MIN. STANDARD PROCTOR)
NOTE: RECOMMENDED PAVEMENT DESIGN IS BASED ON PROFESSIONAL
JUDGMENT FROM PREVIOUS WORK. THE DESIGN SHALL BE VERIFIED BY
THE OWNER'S GEOTECHNICAL CONSULTANT.
ASPHALT PAVEMENT
NTS
15+00 16+00 17+00
\' VARIES BASED ON DITCH DEPTH
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70
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55
50
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0
60 0 30 60 120
HORIZONTAL SCALE: 1" = 60'
RAFTING AND DESIGN O
SERVICES, INC_
6728 Carbonton Road
Sanford, North Carolina
27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
SEE SCALE BAR
Drawn by:
MTB
Sheet:
Designed by:
MTB
C5
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

\�7
TIE TO EXISTING GRADE \
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RAFTING AND DESIGN \
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6728 Carbonton Road
Sanford, North Carolina
27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
SEE SCALE BAR
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 6
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

Kin-rCc.
1. EXISTING TOPO IS STATE LIDAR FROM MARTIN COUNTY GIS DATA.
2. STREAM AND WETLAND LOCATIONS BASED ON USGS MAPPING AND NATIONAL WETLAND INVENTORY.
3. SITE TO BE RECLAMATED TO MEET ANY APPLICABLE LOCAL JURISDICTION REQUIREMENTS AND THE NCDEQ MINE
PERMIT RECLAMATION BOND REQUIREMENTS.
4. AS PART OF THE NCDEQ MINE PERMIT THE OWNER IS REQUIRED TO BOND THE RECLAMATION OF THE TOTAL
PROJECT BASED ON THE STATE MINING PROGRAM REQUIRED AMOUNTS.
5. TOPSOIL STOCKPILE MATERIAL SHALL BE USED TO PROVIDE FERTILE SOIL DURING RECLAMATION TO AID IN THE
ESTABLISHMENT OF PERMANENT GROUND COVER. UNUSED TOPSOIL MATERIAL IN THE STOCKPILE AREAS SHALL
BE REGRADED PER DETAIL TO PROVIDE STABLE SLOPES. ALL SLOPES SHALL BE PERMANENTLY STABILIZED AND
SEEDED.
WATER LEVEL (APPROX.) p
3:1 MAX SLOPE ABOVE WATER LINE
3:1 MAX SLOPE BELOW WATER LINE AT MIN 20'
HORT. AND 10' VERTICAL DISTANCE
ALL DENUDED AREAS ABOVE WATER LINE TO
BE VEGETATED PER SECTION 919 QUARRY OF
ZONING ORDINANCE.
PIT SIDE WALL RECLAMATION (TYP)
MIC71 IDDCrN ADCAQ
TAILINGS/SEDIMENT PONDS
STOCKPILES
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
MINE EXCAVATION
OTHER MISC EXCAVATION
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
* TOTAL MINE EXCAVTION AREA =36.0 AC
**AREAS BONDED AS HIGHER BOND AMOUNT
LEGEND
PERMIT BOUNDARY
EXISTING CONTOUR
PROPOSED BUFFER W W W W
W W W W W
AFFECTED AREA
CREEK
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RAFTING AND DESIGN O
SERVICES, INC_
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
1"=200'
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 7
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

MAINTENANCE PLAN
THE OPERATOR IS RESPONSIBLE FOR MAINTAINING EROSION CONTROL DEVICES THROUGHOUT THE PROJECT DURATION.
ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING
RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL DEVICES AS
DESIGNED.
SKIMMER BASINS:
1. BASINS ARE TO BE CLEANED OF SEDIMENT WHEN ITS STORAGE CAPACITY IS REDUCED BY 50%. PLACE SEDIMENT REMOVED FROM THE
BASIN IN A STOCKPILE AREA AS SHOWN ON THE PLAN OR AN AREA THAT HAS ADEQUATE EROSION CONTROL MEASURES.
2. CHECK BERM STRUCTURE, SPILLWAYS, AND SKIMMER PIPE EVERY WEEK FOR EROSION AND PIPING.
3. MAINTAIN BAFFLES AS DIRECTED BELOW.
4. ANY RIP RAP DISPLACED FROM SPILLWAY MUST BE REPLACED IMMEDIATELY.
5. AFTER ALL AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE BASIN (PHASE 2 OF CONSTRUCTION SEQUENCE) AND ALL UNSTABLE
SEDIMENT. GRADE ACCORDING TO GRADING PLAN OR BLEND IN WITH ADJACENT GRADES - ADDITIONAL COMPACTION EFFORTS MAY BE
REQUIRED IF STRUCTURE IS PROPOSED FOR THAT AREA. STABILIZE AREA.
BAFFLES:
1. MAINTAIN ACCESS TO BAFFLES. SHOULD THE FABRIC COLLAPSE, DECOMPOSE, TEAR, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
2. REMOVE BUILDUP SEDIMENT WHEN IT REACHES ONE-HALF FULL. TAKE CARE NOT TO DISTURB BAFFLES DURING CLEANOUT.
SILT FENCE:
1. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FT DEEP AT THE FENCE. THE FENCE
SHALL BE REPAIRED AS REQUIRED TO MAINTAIN A SUFFICIENT BARRIER.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, DECOMPOSE, TEAR, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. AFTER ALL AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT. GRADE AREA
TO GRADING PLAN OR BLEND WITH ADJACENT GRADES. STABILIZE AREA.
TEMPORARY DIVERSIONS:
1. IMMEDIATELY REMOVE EXCESS SEDIMENT FROM FLOW AREA AND REPAIR DIVERSION RIDGE.
2. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
3. AFTER ALL AREAS HAVE BEEN STABILIZED REMOVE THE RIDGE AND THE CHANNEL AND GRADE ACCORDING TO GRADING PLAN OR
BLEND WITH ADJACENT GRADES. STABILIZE AREA.
RIP RAP LINED DITCHES/CHANNELS/OUTLETS:
1. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
2. INSPECT FOR INDICATIONS OF PIPING, SCOUR HOLES, OR BANK FAILURES. MAKE REPAIRS IMMEDIATELY.
3. MAINTAIN VEGETATION ADJACENT TO THE ROCK LINING IN A HEALTHY, VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION
AND SCOUR.
GRASS LINED DITCHES/CHANNELS/SWALES:
1. DURING GRASS ESTABLISHMENT PERIOD, INSPECT AFTER EVERY RAINFALL.
2. AFTER GRASS HAS ESTABLISHED, INSPECT PERIODICALLY AND AFTER HEAVY RAINFALL. IMMEDIATELY MAKE REPAIRS.
3. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
4. GRASS SHOULD BE MAINTAINED IN A HEALTHY VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION PROTECTION.
TEMPORARY SEEDING SCHEDULE
WINTER & EARLY SPRING
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains —Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont —Jan. 1 - May 1
Coastal Plain —Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
PERMANENT SEEDING SCHEDULE
SOURCE: NCDEQ EROSION CONTROL MANUAL 6.1lb
TEMPORARY SEEDING SCHEDULE
FALL
Seeding mixture
Species Rate (Ib/acre)
Rye (grain) 120
Seeding dates
Mountains —Aug. 15 - Dec. 15
Coastal Plain and Piedmont —Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
HERBACEOUS PLANTS -Seeding recommendations for primary stabilization
Successful development depends on planting date (effectiveness goal: 6 mo. - 3 yrs. without an ongoing maintenance program) Table 6.11.b
unu. �uTnic ctecnrc�
Optimal Plantina Dates
Common Name
Botanical Name /
Cufiivar
Native /
introduced
Broadcast
Seeding
Rates
Ibs/scre
Fertilization/
limestone
Ibs/acre
Mountains
Piedmont
coastal
Plains
Sun/Shade
tolerant
Wetlands
Riparian
Buffers
Invasive
es or No
Installation / Maintenance
Considerations
Other information, commentary
Sericea Lespedeza
Lespedeza cuneata
Dumont,----
1
15 Ibs
By soil test
9/1-6/1
9/1-5/1
10/1-4/1
Sun
NR
NR
Yes
Responds well to controlled
burns ----_- --
Severe Threat
—_-__--
_---
----
Invasive species
---- -
--
_--
--
_--
_--
_--
---
-
__. ---
----T --
---------------
--------
Crown Vetch
---------
Secu ' era vaNa
— ---
I
---
151bs
— ---
B sod test
---'
3/15�/30
-----
NR
---
NR
----
Sun
NR
NR
Yes
Highly competitive,
Prefers neutral sobs
-"--- "
--
-
-
-
not recommended unless-
-
an acceptable alternative
is not available.
-- ----
---_
-
Centime Grass _.-
Eremochloa o _'urol
_ I
5 �s_
soil test
NR
Eastern _
9/1 - 5/1
Sun_
NR
NR_ -
_ No _
st nifirant maintenance _ --
Does not tolerate high traffic___
10 Ibs. for road shoulders
only
maybe requiradto obtain
Acceptable for sodding
desired cover
KY 31 Tall Fescue
Schedonorus phoenil
I
100 Ibs
lBysol test
8/15-WI
SMA115
9/30 - 3115
Sun /
NR
NR
Yes
If utilized, it is imperative
Acceptable for sodding
---- --
Festuce arundinacea
------- 1 - - --
- --
—
— —
----
mod. Shade
-- -
— --
--- -
----
that maintenance includes___________
--
---- --
a containment plan
KY Blue Grass
Poe Pratensis
I
151bs
B sot test
8/155/1
NR
NR
Sun
NR
NR
Yes
If utilized, it is imperative
Prefers neutral soils, highly
maintenance includes _
com etitive, not recommended
--,.—"---
------------'
--
----
---`-
--
--
--
------
--
a containment plan
unless an acceptable altemative
-
--
-__----
-_---
--
---------
---------.--.__
Acceptable for sodding
Fescue _—._
Pasture txevi ila -
Festuca to ilolia
I _
15lbs
--
By soil test
8/1 - 6/1
--
NR
--- --
NR
---
Shade -
--- '-
NR
-----
NR _
_-. No __-
-
Not recommended -for _
slopes greater than 5%
Low growing, bunchgrass __-
Bermuda Grass
C nodon dac on
I
251bs
i sot last
NR
41155/3D
4/15 8/30
Sun
NR
NR
Ves
If utilized, it is imperative
Extreme aggressive, not
that maintenance Includes
recommended and should be
--
-
containmenLp an -
avoided unless an acceptable __-
-- -----
" ---- -
---
-'
-`"-
-- -
— - -
_--
---
alternative Is not available.
May be sodded or sprigged — __
TEMPORARY SEEDING
PROVIDE TEMPORARY SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN THE FOLLOWING SCHEDULE:
PERMANENT DITCHES --> IMMEDIATELY (ROCK LINED)
SLOPES 4:1 OR STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8 INCHES.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, APPLY AT A RATE OF 1 TO 1 %2 TONS PER
ACRE ON COARSE -TEXTURED SOILS AND 2-3 TONS PER ACRE OF FINE -TEXTURED SOILS. APPLY LIME UNIFORMLY AND INCORPORATE INTO
THE TOP 4-6 INCHES OF SOIL. SOILS WITH PH HIGHER THAN 6 DO NOT NEED LIME.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY A 10-10-10 GRADE
FERTILIZER AT 700-1,000 LB/ACRE. INCORPORATE FERTILIZER INTO THE TOP 4-6 INCHES OF SOIL. IF A HYDRAULIC SEEDER IS USED, DO NOT
MIX SEED AND FERTILIZER MORE THAN 30 MINUTES BEFORE APPLICATION.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, SEALED, OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY
DISKING, RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR
BEFORE SEEDING.
PLANT SELECTION:
SELECT THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON.
SEEDING:
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER. USE SEEDING RATES GIVEN IN TABLES.
BROADCAST SEEDING AND HYDROSEEDING IS ACCEPTABLE ON STEEP SLOPES WHERE EQUIPMENT CANNOT BE DRIVEN. HAND
BROADCASTING IS NOT RECOMMENDED.
SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND LEGUMES ON MORE THAN %2 INCH. BROADCAST
SEED MUST BE COVERED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRMED WITH A ROLLER OR CULTIPACKER. HYDROSEEDED
MIXTURES SHOULD NOT INCLUDE A WOOD FIBER MULCH.
MULCHING:
MULCHING IS REQUIRED FOR ALL TEMPORARY SEEDING AT A MIN RATE OF 2 TONS/ACRE WITH ASPHALT TACK.
MAINTENANCE:
CONTRACTOR TO MONITOR GRASS ESTABLISHMENT. PROMPTLY RESEEED AREAS WHERE A HEALTHY, DENSE GROWTH DOES NOT
ESTABLISH. CONTRACTOR MAY NEED TO PROVIDE NETTING OR TEMPORARY LINERS TO AREAS WHERE GRASS CANNOT BE ESTABLISHED
DUE TO EROSION.
TEMPORARY SEEDING SCHEDULE
SUMMER
Seeding mixture
Species
German millet
Rate (lb/acre)
40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains —May 15 - Aug. 15
Piedmont —May 1 -Aug. 15
Coastal Plain —Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
a
a
HERBACEOUS PLANTS -Seeding recommendations for primary stabilization
Successfull development depends on planting date (effectiveness goal: 6 mo. -3 yrs. without an ongoing maintenance program) Table 6.11.c
MOTIVE CPFr lF:A
I®I®
I®II®
-----------
-----------
PERMANENT SEEDING
SEE SEEDING SCHEDULE FOR SEED TYPE AND RATE.
PROVIDE PERMANENT SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE COVERED BY PAVING, BUILDINGS, OR OTHER LANDSCAPING. AREAS
RECEIVING PERMANENT VEGETATION MUST BE STABILIZED WITHIN THE FOLLOWING TIMEFRAMES AFTER FINAL GRADE IS REACHED, UNLESS
TEMPORARY STABILIZATION IS APPLIED.
PERMANENT DITCHES --> IMMEDIATELY (ROCK LINED)
SLOPES 4:1 OR STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
COMPLETE GRADING BEFORE PREPARING SEEDBEDS. IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8
INCHES.
SEEDBED REQUIREMENTS:
THE SOIL SHOULD MEET THE FOLLOWING MINIMUM CRITERIA FOR VEGETATION ESTABLISHMENT:
• ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY (AVAILABLE WATER
CAPACITY OF AT LEAST 0.05 INCHES OF WATER TO 1 INCH OF SOIL
• SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
• SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH OF ROCK OR IMPERMEABLE LAYERS SUCH AS
HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT FEASIBLE.
• A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0-6.5.
• NO LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, AND TRASH. CLODS AND STONES MAY BE LEFT ON SLOPES
STEEPER THAN 3:1 IF THEY ARE TO BE HYDROSEEDED.
IF THE ABOVE CRITERIA CANNOT BE MET, SPECIAL SOIL CONDITIONERS OR TOPSOIL MAY BE APPLIED.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, FOLLOW RATES ON THE SEEDING SPEC
TABLE.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES ON THE
SEEDING SPEC TABLE.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, SEALED, OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY
DISKING, RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR
BEFORE SEEDING.
PLANT SELECTION:
SELECT THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON, SOIL TYPE, SLOPES, AND LAND USES. SEE SEEDING SPEC TABLES
IN PLANS FOR RECOMMENDED PERMANENT SEEDING MIXTURE.
SEEDING:
USE CERTIFIED SEED (INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION).
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. USE SEEDING
RATES GIVEN IN TABLES.
WHEN USING A DRILL OR CULTIPACKER SEEDER, SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND
LEGUMES ON MORE THAN %2 INCH.
WHEN BROADCAST SEEDING, SUBDIVIDE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH
SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA AND APPLY THE REMAINING SEED IN THE SAME
MANNER BUT AT RIGHT ANGLES TO THE FIRST PASS. COVER SEED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRM WITH A
ROLLER OR CULTIPACKER.
MULCH AREAS IMMEDIATELY AFTER SEEDING IN ACCORDANCE WITH RATES GIVEN IN TABLES. ANCHOR MULCH WITH NETTING OR LIQUID
ASPHALT AT A RATE OF 0.10 GALLON PER SQUARE YARD (10 GAL / 1000 SQ FT).
HYDROSEEDING:
SURFACE ROUGHENING IS REQUIRED. FINE SEEDBED PREPARATION IS NOT NECESSARY.
RATE OF WOOD FIBER APPLICATION SHOULD BE AT LEAST 4,000-6,000 LB/ACRE.
APPLY LEGUME INOCULANTS AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULANT TO HYDROSEEDER SLURRY.
APPLY LIME IN DRY FORM.
APPLICATION
STEP 1 -1/3 MULCH RATE, ALL SEEDING AND ALL INOCULANT SPREAD IN ONE DIRECTION
STEP 2 - 2/3 MULCH RATE APPLIED IN OPPOSING DIRECTION
MAINTENANCE:
IF STAND IS INADEQUATE, RE-EVALUATE PLANT CHOICE AND QUANTITIES OF LIME AND FERTILIZER. REESTABLISH THE STAND AFTER
SEEDBED PREPARATION OR OVER -SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT
APPROPRIATE FOR PERMANENT SEEDING.
RAFTING AND DESIGN O
SERVICES, INC_
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 11
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
its.
JULY 2021
I

NOTE:
NCGO1 PERMIT PROVISIONS HAVE BEEN PROVIDED AS GENERAL GUIDE
WITH MINING OPERATIONS DURING THE CONSTRUCTION PORTION OF
THE PROJECT AS A BEST MANAGEMENT PRACTICE.
HOWEVER, MINING OPERATIONS ARE CURRENTLY EXEMPT FROM THESE
REQUIREMENTS UNDER THE NCG02 PERMIT.
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geatextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
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BELOW GRADE WASHOUT STRUCTURE
CONCRETE WASHOUTS
ABOVE GRADE WASHOUT STRUCTURE
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGOI GROUND STABILIZATION AND MATERIALS HANDLING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event> 1.0 inch in
properly,
24 hours
5. Description of maintenance needs forthe measure,
G. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event> 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event> 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event> 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit
of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation thatthe required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
Item to Document
Documentation Requirements
(a) Each E&SC Measure has been installed
Initial and date each E&SC Measure on a copy
and does not significantly deviate from the
of the approved E&SC Plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC Plan.
E&SC Measure shown on the approved E&SC
Plan. This documentation is required upon the
initial installation of the E&SC Measures or if
the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
Plan or complete, date and sign an inspection
Plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC Measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC Measures.
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make this
requirement not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made during the previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or
a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
EFFECTIVE: 04/01 / 19
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
. Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within 7calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
e Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
I NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/191
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C9
of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021
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Construction 1. Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter
Specifications and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as needed
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over fill the embankment
6 inches to allow for settlement.
3. 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.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) 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. 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 mast
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.
5. Assemble the skimmer following the manufacturers instructions, or as
designed.
6. 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 attach
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.
7. Earthen spillways -Install the spillway in undisturbed soil to the greatest
extent possible. The achievement of planned elevations, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or
impermeable geotextile fabric. The fabric must be wide and long enough to
cover the bottom and sides and extend onto the top of the dam for anchoring
in a trench. The edges may be secured with 8-inch staples or pins. The fabric
must be long enough to extend down the slope and exit onto stable ground.
The width of the fabric must be one piece, not joined or spliced; otherwise
water can get under the fabric. If the length of the fabric is insufficient for the
entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installing and Maintaining Skimmer Sediment Basins." February,
1999. J. W. Faircloth & Son.).
8. Inlets -Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sediment -
laden water to the upper end of the pool area to improve basin trap efficiency
(References: Runq#'Control Measures and Outlet Protection).
Practice Standards and Specifications
9. 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 (References: Surface Stabilization).
10. Install porous baffles as specified in Practice 6.65, Porous Baj les.
11. After all the sediment -producing areas have been permanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and stabilize properly (References: Surface
Stabilization).
Maintenance Inspect skimmer sediment 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 bottom of the basin does not hold down
the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is
flowing underneath or around them.
If the skimmer is clogged with trash and there is water in the basin, usually
jerking on the rope will snake 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 if it is clogged; if so remove the debris.
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
sore and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the fill 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.
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.
6.64.8 Re, 6/06 Rev. 6106 6.64.9
SKIMMER/SEDIMENT BASIN
CONSTRUCTION AND MAINTAINCE PROCEDURES
COMPACTED
PERSPECTIVE VIEW
NOTES:
1. NO SILT FENCE ALLOWED. POROUS COIR FIBER BAFFLE REQUIRED.
2. DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
3. WOOD POSTS ARE NOT ACCEPTABLE
4. BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR)
TEMPORARY BASIN BAFFLES
NTS
ATTACH COIR FIBER BAFFLE
y AOSI1'�c TO HOG WIRE USING WIRE
S
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF
THE SPILLWAY
HOG WIRE ATTACHED
TO POSTS WITH LENGTHS
OF WIRE
BAFFLE INSTALLATION
PVC END CAP
1 11 V ICVV
pvr'. Pi POW
END CAP
Plan View
/000or
Inflow
structure
Average __ Am*
Width W L
• Area of basin water surface at
top of principal spillway elevation
Praeime Standards and Speepleatilil
• Dewatering-Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 46 hours).
• Inflow rate -Reduce the inflow velocity and divert all sedimenGfiee
runoff.
Baffles
beat MITT Crow -Section
storage zone
View
Figure fil Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 20(10.
5113
SKIMMER BASIN
NTS
"C" ENCLOSURE
JER ENTRY UNIT
PVC VENT PIPE
SCHEDULE 40 PVC PIPE
(SEE PLAN FOR DIA.)
rvi rir�
PVC TEE 1/2" HOLES IN SCHEDULE 40 PVC PIPE
UNDERSIDE (SEE PLAN FOR DIA.)
FLEXIBLE HOSE
\ ORIFICE PLATE
(SEE PLAN FOR DIA.)
PVC TEE
FRONT VIEW
SKIMMER DEWATERING DEVICE
NTS
6.64.7
LEVEL PORTION CONTROL SECTION
APPROACH
CHANNEL /
FREEBOARD (V MIN)
SPILLWAY INVERT ELEV -
EXTEND LINER 1' BELOW
BOTTOM ELEV.
Pipe Outlet to Flat Area -
No Well-defined Channel
Pipe Outlet to Well-defined
Channel
p
FLOW - C+J
I
BERM
EMBANKMENT EMBANKMENT
NOTE:
NEITHER THE LOCATION NOR
ALIGNMENT OF THE CONTROL
SECTION HAS TO COINCIDE
PLAN WITH THE CENTERLINE OF THE
DAM.
APPROACH
CHANNEL
WATER
SURFACE
BERM
CONTROL SECTION
\ EXIT SECTOR
\ / SEE PLANS FOR LINER LENGTH
v I-
20' f S L
LEVEL OR 100'
GREATER
PROFILE ALONG CENTERLINE
CROSS SECTION AT CONTROL SECTION
TYPICAL EXCAVATED EARTH SPILLWAY
NTS
Notes
1. La is the length of the riprap
apron.
2. d =1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6"
above the maximum tailwater
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
the riprap and soil foundation.
Construction 1. Ensure that thesubgradeforthefilterandriprapfollowstherequiredlines
and grades shown in the plan. Compact any fill required in the subgrade to the
Specifications density of the surrounding undisturbed material. Low areas in thesubgradeon
undisturbed soil may also be filled by increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the riprap and placing another piece of filter cloth over the damaged
area. All connecting joints should overlap so the top layer is above the
downstream layer a minimum of 1 foot. If the damage is extensive, replace
the entire filter cloth.
4. Riprap maybe placed by equipment, but take care to avoid damaging the
filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum
stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard,
angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make the
top of the riprap at the downstream end level with the receiving area or slightly
below it.
8. Ensure that the apron is properly aligned with the receiving stream
and preferably straight throughout its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Imm ediately after construction, stabilize all disturbed areas with vegetation
(Practices 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
ectlon NNE Maintenance Inspectriprapoutlet structures weekly and aftersignificant(1/2inch orgreater)
FI Iter rainfall events to see if any erosion around or below the riprap has taken place,
blanket or if stones have been dislodged. Immediately make all needed repairs to
Figure 6.41c Riprap outlet protection (modified from Va SWCCf. prevent further damage.
References Surface Stabilization
6.10, Temporary Seeding
6.41.4 6. 11, Permanent Seeding
6.15, Riprap
Appendix
8.06, Design of Riprap Outlet Protection
Rice, C.E., Kadavy, K.0 "Riprap Design for Pipe Spillways at
-1 <TW/D <0.7" Presented at the December 13, 1994International Winter
Meeting American Society of Agricultural Engineers, Paper Number
942541.
Rice, C.E. and K.C. Kadavy. 1994, Plunge Pool Design at Submerged Pipe
Spillway Outlets. Transactions of the ASAE 37(4):1167-1173.
FHWA. 1983. Hydralic Design of Energy Dissipaters for Culverts and
Channels. Hydraulic Engineering Circular Number 14.
OUTLET PROTECTION
NTS
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 10 of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

Construction
1. Clear the foundation area of trees, stumps, roots, loose rock, and other
objectionable material.
Specifications
2. Excavate the cross section to the lines and grades of the foundation of the
liner as shown on the plans. Bring over -excavated areas to grade by increasing
the thickness of the liner or by back -filling with moist soil compacted to the
density of the surrounding material.
3. Concrete linings:
• Place concrete linings to the thickness shown on the plans and finish them
in a workmanlike manner.
• Take adequate precautions to protect freshly placed concrete from extreme
temperatures to ensure proper curing.
• Ensure that subgrade is moist when concrete is poured.
• Install foundation drains or weep holes where needed to protect against
uplift and piping.
• Provide transverse (contraction)joints to control cracking at approximately
20-feet intervals. These joints may be formed by using a 1/2-inch thick
removable template or by sawing to a depth of at least 1 inch.
• Install expansion joints at intervals not to exceed 100 feet.
4. Rock riprap linings: Practice 6.15, Riprap.
5. Place filters, beddings, and foundation drains to line and grade in the
manner specified. Place filter and bedding materials immediately after slope
preparation. For synthetic filter fabrics, overlap the downstream edge by at
least 12 inches with the upstream edge which is buried a minimum 12 inches
in a trench. See figure 6.14a, page 6.14.6. Space anchor pins every 3 feet
along the overlap. Spread granular materials in a uniform layer. When more
than one gradation is required, spread the layers so there is minimal mixing.
Filter material should consist of at least 3 inches of material on all sides of
the drain pipe. The drain pipe conduit should be a minimum of 4 inches in
diameter. Acceptable materials include perforated, continuous, closed joint
conduits of clay, concrete, metal, plastic, or other suitable material (Practice
6.81, Subsurface Drain).
6. Perform all channel construction to keep erosion and water pollution
to a minimum. Immediately upon completion of the channel, vegetate all
disturbed areas or otherwise protect them against soil erosion. Where channel
construction will take longer than 30 days, stabilize channels by reaches.
Maintenance
Inspect channels at regular intervals as well as after major rains, and make
repairs promptly. Give special attention to the outlet and inlet sections and
other points where concentrated flow enters. Carefully check stability at road
crossings, and look for indications of piping, scour holes, or bank failures.
Make repairs immediately. Maintain all vegetation adjacent to the channel in
a healthy, vigorous condition to protect the area from erosion and scour during
out -of -bank flow.
W
2/3 W
=� d _ ___ III= iil T
��ilI=III—II-1 I o —II; II.- "
18 IUI=III ESQ o Q•• Q III II II 4" to 12"
—41 E FILTER FABRIC OR
GRAVEL BEDDING
PARABOLIC -SHAPED WATERWAY WITH STONE CENTER DRAIN
RIP RAP LINED TEMPORARY/PERMANENT
DIVERSION DITCH
NITS
(SHAPED BY BULLDOZER)
w
••'�.• �t.� •fig -
(SHAPED BY MOTOR GRADER)
TYPICAL RIP RAP CHANNEL
FILTER FABRIC •-
GRAVEL DD
Figure 6.17e Channel Installation and Slope Installation; Washington State Ecology Department
Longitudinal anchor
trench
Stake at N-5
intervals
if
slot at 25'
intervals
Initial channel
anchor trench
NOTE:
1. Check slots to be constructed per manufacturers specifications.
2. Staking or stapling layout per manufacturers specifications.
TRAPEZOIDAL
Terminal slope and
channel anchor trench
Intermittent
check slot
Slope surface shall be smooth before If there is a berm at the top of
placement for proper soil contact. slope, anchor upslope of the berm.
Stapling pattern as Min. 2"
overla
per manufacturers
recommendations.
r
Do not stretch blankets/matting tight -allow
the rolls to conform to any irregularities.
For slopes less than 3H:1V, rolls
may be placed in horizontal strips.
77
S _
�•- Anchor in 6"x6" min. Trench
.01 and staple at 12" intervals.
Min. 6" overlap.
Staple overlaps
max. 5" spacing.
Bring material down to a level area,
turn the end under 4" and staple at 12"
intervals.
Lime, fertilize, and seed before installation. Planting
of shrubs, trees, etc. should occur after installation.
Construction 1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area, and dispose of properly.
Specifications
2. Excavate the channel, and shape it to neat lines and dimensions shown on
the plans plus a 0.2-foot overcut around the channel perimeter to allow for
bulking during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so that surface water may
enter the channel freely.
4. The procedure used to establish grass in the channel will depend upon the
severity of the conditions and selection of species. Protect the channel with
mulch or a temporary liner sufficient to withstand anticipated velocities during
the establishment period (Appendix 8.05).
Maintenance Duringthe establishment period, check grass -lined channels afterevery rainfall.
After grass is established, periodically check the channel; check it after every
heavy rainfall event. Immediately make repairs. It is particularly important to
check the channel outlet and all road crossings for bank stability and evidence
of piping or scour holes. 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
(Practice 6.11, Permanent Seeding).
GRASS LINED TEMPORARY/PERMANENT
DIVERSION DITCH
NTS
Figure 6.17d Temporary Channel Liners; Washington State Department of Ecology
Overlap 6" min.
:n
i� Overcut channel 2" to allow idm
during seedbed preparation
Intermittent check slot
Shingle -lop spliced ends or begin new
roll in an intermittent check slot
Prepare soil and apply seed
installing blankets, mats or
temporary channel liner sy
NP
Excavate channel to design
grade and cross-section
R
Design depth
'If ,aa,.4wl a.,
Typical installation
with erosion control
blankets or turf
reinforcement mats
Longitudinal
anchor trench
Longitudinal anchor trench
NOTES:
1. Design velocities exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect
seed and soil until vegetation becomes established.
2. Grass -lined channels with design velocities exceeding 6 ft/sec should include turf reinforcement
mats
TEMPORARY LINING FOR
TEMPORARY/PERMANENT DIVERSION DITCH
NTS
PERMANENT DIVERSION BERM
NTS
TEMPORARY/PERMANENT DIVERSION DITCH
NTS
Construction Construction
Specifications Even if properly designed, if not properly installed, RECP's will probably
not function as desired. Proper installation is imperative. Even if properly
installed, if not properly timed and nourished, vegetation will probably not
grow as desired. Proper seed/vegetation selection is also imperative.
Grade the surface of installation areas so that the ground is smooth and loose.
When seeding prior to installation, follow the steps for seed bed preparation,
soil amendments, and seeding in Surface Stabilization, 6, 1. All gullies, rills,
and any other disturbed areas must be fine graded prior to installation. Spread
seed before RECP installation. (Important: Remove all large rocks, dirt clods,
stumps, roots, grass clumps, trash, and other obstructions from the soil surface
to allow for direct contact between the soil surface and the RECP.)
Terminal anchor trenches are required at RECP ends and intermittent trenches
must be constructed across channels at 25-foot intervals. Terminal anchor
trenches should be a minimum of 12 inches in depth and 6 inches in width,
while intermittent trenches need be only 6 inches deep and 6 inches wide.
Installadon for Slopes— Place the RECP 2-3 feet over the top of the slope
and into an excavated end trench measuring approximately 12 inches deep
by 6 inches wide. Pin the RECP at 1 foot intervals along the bottom of the
trench, backfill, and compact. Unroll the RECP down (or along) the slope
maintaining direct contact between the soil and the RECP. Overlap adjacent
rolls a minimum of 3 inches. Pin the RECP to the ground using staples or
pins in a 3 foot center -to -center pattern. Less frequent stapling/pinning is
acceptable on moderate slopes.
Installation in Channels-- Excavate ternunal trenches (12 inches deep and 6
inches wide) across the channel at the upper and lower end of the lined channel
sections. At 25-foot intervals along the channel, anchor the RECP across the
channel either in 6 inch by 6 inch trenches or by installing two closely spaced
rows of anchors. Excavate longitudinal trenches 6 inches deep and wide along
channel edges (above water line) in which to bury the outside RECP edges.
Place the first RECP at the downstream end of the channel. Place the end of
the first RECP in the terminal trench and pin it at 1 foot intervals along the
bottom of the trench.
Note: The RECP should be placed upside down in the trench with the roll on
the downstream side of the bench.
Once pinned and back -filled, the RECP is deplo),ed by wrapping over the
top of the trench and unrolling upstream. If the channel is wider than the
provided rolls, place ends of adjacent rolls in the terminal trench, overlapping
the adjacent rolls a minimum of 3 inches. Pin at 1 foot intervals, backfill, and
compact. Unroll the RECP in the upstream direction until reaching the first
intermittent trench. Fold the RECP back over itself, positioning the roll on
the downstream side of the trench, and allowing the mat to conform to the
trench.
Then pin the RECP (two layers) to the bottom of the trench, backfill, and
compact. Continue up the channel (wrapping over the top of the intermittent
trench) repeating this step at other intermittent trenches, until reaching the
upper terminal trench.
At the upper terminal trench, allow the RECP to conform to the trench,
secure with pins or staples, backfill, compact and then bring the mat back
over the top of the trench and onto the existing gnat (2 to 3 feet overlap in the
downstream direction), and pin at 1 foot intervals across the RECP. When
starting installation of a new roll, begin in a trench or shingle -lap ends of rolls
a minimum of 1 foot with upstream RECP on top to prevent uplifting. Place
the outside edges of the RECP(s) in longitudinal trenches, pin, backfill, and
compact.
Anchoring Devices-11 gauge, at least 6 inches length by 1 inch width staples
or 12 inch minimum length wooden stakes are recommended for anchoring the
RECP to the ground.
Drive staples or pins so that the top of the staple or pin is flush with the ground
surface. Anchor each RECP every 3 feet along its center. Longitudinal
overlaps must be sufficient to accommodate a row of anchors and uniform
along the entire length of overlap and anchored every- 3 feet along the overlap
length. Roll ends may be spliced by overlapping 1 foot (in the direction of
water flow), with the upstream/upslope gnat placed on top of the downstream/
downslope RECP. This overlap should be anchored at 1 foot spacing across
the RECP. When installing multiple width mats heat seamed in the factory, all
factory seams and field overlaps should be similarly anchored.
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina
27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 11 of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

WARNING
SIGN
WIRE CLIPS
V MAX WIRE SPACING
6' METAL "T" POST
4.5' MIN HEIGHT
ABOVE GROUND
1.5' MIN DEPTH
BELOW GROUND
DISCHARGE LINE
FROM PUMP
TYPICAL FENCE SPACING CORNER BRACING
10' MAX SPACING 5'-10" MAX SPACING
4.5' MIN HEIGHT
STAPLE WIRE TWIST ABOVE GROUND
1" MIN FENCE STAPLE
STAPLE WIRE
1" MIN FENCE STAPLE
1.5' MIN DEPTH
BELOW GROUND
STAPLE WIRE TWIST
1" MIN FENCE STAPLE
ELEVATION VIEW
SEDIMENT FILTER BAG
(BAG SIZE BASED ON MANUFACTURER'S RECOMMENDATIONS)
LAY ON 6-12" THICK BED OF 2"-3" DIA. STONE
SEDIMENT FILTER BAG
NTS
S�pQ�
#57 STONE MPS GGQkp�\.\O
2.0% MIN SLOPE X\s�\N
vOP_ 4.0% MAX SLOPE
\t,G
GROUND
X�g (
t; �
r UII," /LOS�QA
F
CORNER BRACING
5-10" MAX SPACING
CORNER BRACE
6' x 4" MIN TREATED POST
CORNER POST
�15.5 GA BARBED WIRE
GROUND (TYP)
15.5 GA BARBED WIRE
U METAL "T" POST
x 4" MIN TREATED POST
NAIL BRACE TO POST
USE 30 PENNY NAIL MIN (4)
NOTCH POST 1" MIN FOR CORNER BRACE
15.5 GA BARBED/ 12.5 GA HIGH TENSILE WIRE TWIST
x 1" x 1" WOOD STICK
INSTALLATION: POST TO BE DRIVEN OR BORED AND TAM
NOTE: USE ONE SECTION OF CORNER BRACING
AT GATES AND FENCE ENDS
4 STRAND BARBED WIRE FENCE
NTS
PUBLIC RIGHT OF WAY
SEE PLAN
MIN. STONE DEPTH
EXISTING
GRADE SEE NOTE B.
FILTER
FABRIC
NOTES:
A) MINIMUM WIDTH OF CONSTRUCTION ENTRANCE PAD SHALL BE 20 FT
B) STONE SHALL BE 2-3" WASHED STONE, 12" THICK.
C) THE ENTRANCE SHALL BE MAINTAINED TO PREVENT TRACKING OR FLOW-
ING OF SEDIMENT ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE
PERIODIC TOP DRESSING WITH ADDITIONAL STONE AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
D) INSTALL PADS WHERE SHOWN ON PLANS OR OTHERWISE DIRECTED
BY ENGINEER.
TEMPORARY CONSTRUCTION ENTRANCE PAD
NTS
TEMPORARY INTERNAL SITE ROAD TYPICAL CORNER/BEND
NTS
A
1.5'
MIN
NTS MIN
N
CLASS "B" RIP RAP
12" NCDOT #5 or
#57 WASHED
STONE
INSTALLATION FILTER FABRIC FILTER FABRIC
1. REMOVE ALL
4 BERM 4 TREES,BRUSH
EXISTING GROUND 1 i��i i���i�i�1 EX/S
TING GROUND
NOTE
1. SEE PLAN SHEET C-2 FOR WIDTH
HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM
WIDTH.
3. SEED PER TEMPORARY/PERMANENT
SEEDING SCHEDULE ON SHEET C-7.
4. NATURAL VOLUNTEER VEGETATION
SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE
SIDE SLOPES.
VEGETATIVE BERM (TYP)
NTS
A 1.5'
S4 24" MAX
OOF AT CENTER
SECTION A -A
A L B
Construction '.Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
Specifications L = THE DISTANCE SUCH THAT POINTS
2. Keep the center stone section at least 9 inches below natural ground level A AND B ARE OF EQUAL ELEVATION
where the dam abuts the channel banks. maintenance t check dams and channels at least weekly and after each significant (1/2
b
3. Extend stone at least 1.5 feet beyond the ditch bank (Figure 6.83b) to keep inch or greater) rainfall event and repair immediately. Clean out sediment,
straw, limbs, or other debris that could clog the channel when needed.
water from cutting around the ends of the check dam.
4. Set spacing between darns to assure that the elevation at the top of the Anticipate submergence and deposition above the check dam and erosion from
high flows around the edges of the dam. Correct all damage immediately. If
lower dam is the same as the toe elevation of the upper dam. significant erosion occurs between dams, additiolnal measures can be taken
5. Protect the channel after the lowest check dam from heavy flow that could such as, installing a protective riprap liner in that portion of the channel
cause erosion. (Practice 6.31, Rrprap-line and Paved Chm3nels).
6. Make sure that the channel reach above the most upstream dam is stable. Remove sediment accumulated behind the dams as needed to prevent damage
to channel vegetation, allow the channel to drain through the stone check dam,
7. Ensure that other areas of the channel. such as culvert entrances below the and prevent large flows from carrying sediment over the dam. Add stones to
check dams. are not subicet to damagc or blockaee from disDlaced stones. dams as needed to maintain design height and cross section.
CHECK DAM
NTS
=R BRACE
AN TREATED POST
ER POST
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH -
FILTER OF 1 INCH DIAMETER #
57 WASHED STONE
Ri FLOW DIRECTION °<
SIDE VIEW
FILTER OF 1 INCH DIAMETER # 57
WASHED STONE
NOTE:
SILT FENCE FABRIC TO OVERLAP
HARDWARE CLOTH BY 12 INCHES
18"
GRADE
II i
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u
SILT FENCE
FABRIC
GRADE
Installation: Refer to the approved erosion control plan for location, extent, and
specifications. If silt fence is not installed correctly the first time, it will have to
be reconstructed. Determine the exact location of the outlet before completing
installation of the silt fence, taking into consideration:
1. Installation at the lowest point(s) in the fence where water will pond.
2. Maximum allowable drainage area restriction for silt fence.
3. Installation where the outlet is accessible for installation, maintenance and
removal.
4. Placement of the outlet so that water flowing through it will not create an
erosion hazard below - avoid steep slopes below the outlet and areas
without protective vegetation. Use slope drains if necessary.
The silt fence outlet shall be installed in accordance with the standard detail, and
the approved erosion control plan.
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SILT FENCE FABRIC
ON WIRE FENCE
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HARDWARE CLOTH STEEL FENCE POST
ON WIRE FENCE
PLAN VIEW NOTE:
USE SILT FENCE OUTLETS ONLY WHEN
DRAINAGE AREA DOES NOT EXCEED 1/4 ACRE
AND THERE IS A LOW AREA. USE AS A REPAIR
OF SILT FENCE FAILURES.
STEEL FENCE POST SET
HARDWARE CLOTH MAXIMUM 2 FEET APART WIRE FENCE
............ ............................ ...........
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SILT FENCE OUTLET
NTS
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation '-The base of both end posts should be at least one foot higher than the
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
Specifications middle of the fence. Check with a level if necessary.
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from MIN. 10 GA.
LINE WIRES
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be �rrrrr_
positioned to hang on a post nipple when tightened to prevent sagging. - I I, ,,
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
8. The installation should be checked and corrected for any deviations before
compaction.
9. Compaction is vitally important for effective results. Compact the soil
immediately next to the silt fence fabric with the front wheel of the tractor,
skid steer, or roller exerting at least 60 pounds per square inch. Compact the
upstream side first, and then each side twice for a total of 4 trips.
8' MAX.
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FRONT VIEW
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any NOTE:
required repairs immediately. DOES NOT EXCEED 1/4 ACRE AND NEVER IN
AREAS OF CONCENTRATED FLOW
Should the fabric of a sediment fence collapse, tear, decompose or become -USE SILT FENCE ONLY WHEN DRAINAGE AREA
ineffective, replace it promptly. END OF SILT FENCE NEEDS TO BE TURNED UPHILL. o
Remove sediment deposits as necessary to provide adequate storage volume h
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the I�
area to grade and stabilize it after the contributing drainage area bas been
properly stabilized. o
SECTION VIEW N
SILT FENCE
NTS
MIN. 12-1/2 GA.
INTERMEDIATE
WIRES
GRADE
ICI ir
:III=II
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
= UPSLOPE
0
4
BACKFILL TRENCH
OVER SILT FENCE
FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SIL"
FENCE IS PROTECTING
CATCH BASIN.
0 RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 12 of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

Permanent Diversion/Berm # 1 - Di
201
Calcplate Flow - Rational
Method
25-Yr Storm
Qa = CIA
C=
0.30
1=
8.81 in/hr
Q,s
0.94 A=
0.35 ac
Channel Slope=
0.30
Channel Depth,
2.00
Bottom width=
0.00
Side Slope-
3.00
Velocity=
183
Soil Type @
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 Ibs
dwarg
0.75 ft
T=
0.1404 Ibs/ft'
s=
0,003 ft/ft
Temporary- NAG BC75BN
Permanent- Bermudagrass
Temporary Dversion/Berm# 2 =,DA#
204
Calculate Flow -Rational
Method
25-Yrsmrm
Qa=CIA
C=
0.30
1=
8.99 iii
Q.-
3.03 A=
1.14 ac
Channel Slope=
0.30
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
180
Soil Type@
sandy loam Slopes=0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
dates
0.75 ft
T=
0.1404 Ibs/ft'
s=
0.003 ft/ft
Temporary= NAGBC75BN
Permanent= Bermudagrass
Skimmer Basin # 1
DA #
1
Calculate Flow- Rational Method
10-YrStorm
25-YrStorm
Q10 = CIA
C=
0.3
Q25 = CIA
1=
7.9
Q10 = 30.099
A=
12.7
Q25 =
33.8709
Calculate Required Surface Area
SA=Q25 x 325 sf/cfs
Q25 =
33.8709 cfs
SA= 11008.04
Side Slopes = 3 :1
Pond Depth= 3 ft
Basin Dims
Weir=
75
x
150 =
11250 sf
Top =
87
x
162 =
14094 ft2
Bottom =
57
x
132 =
7524 sf
Volume Required
VR=Ax1800 cf/ac
A=
12.7
VR= 22860
Volume Proposed
Vp=((Top Area + Bottom Area)/2)xD
Top=
11250
Bottom=
7524
VP= 28161
D=
3
OK
Weir Sizing
PerAutoCad Hydraflow Software
L=
15 ft
D=
2 ft
dwate
0.75 ft
0,25= 33.8709 cfs
C= 0.3
1= 8.89
A= 12.7
Permanent Diversion/Berm #
3 => DA # 205
Calculate Flow- Rational Method
25-YrStorm
Cli = CIA
C= 0.30
1= 8.89 in/hr
Q25 =
8.27
A= 3.10 ac
Channel Slope=
0.50
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Veloci =
2.80
Soil Type @
sandy loam
Slopes= 0-10%
Channel Linin¢
Shear Calculation
T=yds
T= 0.308881bs/ft2
Temporary= NAG BC75BN
Permanent= Bermudagrass
Velocity= 2.61 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.399361bs/ft2
Use Class A Rip Rap
Skimmer Sizine
Calculate Dewater Time
Qi V=
Td=
Qi 7620
Calculate Orifice Diameter
y= 62.4 Ibs
cl-te� 0.99 ft
s= 0.005 ft/ft
y= 62.4 Ibs
dwate 0.64 ft
s= 0.01 ft/ft
22860
3 2-5 days typ
D=sgrt((Qd/(2310sgrt(h))) Qd= 7620
h= 1.75
D= 2.088964
Use 6 "Skimmers 2.1 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 6.00 "
Velocity= 2.36 ft/s
Zone= 1
La= 2 Use 7.5 ft
W= 1.5 Use 3.0 ft
Stone Diameter= Class A
Culvert Report
Hydraflow Express Extension
forAuto CADR Civil 3DR2009 by Autodesk, Inc.
Thursday,dun 172021
CULVERT 01
Invert Elev Dn (ft)
= 60.22
Calculations
Pipe Length (ft)
= 88.00
Qmin (cfs)
= 0.94
Slope (%)
= 0.31
Qmax (cfs)
= 0.94
Invert Elev Up (ft)
= 60.49
Tailwater Elev (ft)
= Normal
Rise (in)
= 15.0
Shape
Span (in)
= Cir
= 15.0
Highlighted
Qtotal (cfs)
= 0.94
No. Barrels
= 1
Qpipe (cfs)
= 0.94
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Inlet Edge
= Projecting
Veloc Dn (ft1s)
= 2.58
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Veloc Up (ftls)
= 2.60
HGL Dn (ft)
= 60.64
Embankment
HGL Up (ft)
= 60.91
Top Elevation (ft)
= 63.00
Hw Elev (ft)
= 61.01
Top Width (ft)
= 76.64
HwID (ft)
= 0.42
Crest Width (ft)
= 16.00
Flow Regime
= Inlet Control
Flow Calculation
Q=CIA G=0.30
Q=0.94 CFS I=8.88 25-YR
A=0.35
Elev Ill]
CULVERT
01
Hw Depth IRl
6d.170
3.51
63.00
2.51
62.170
1.51
61.00
0.51
60.00
-0.49
59.00 J4
1.49
0 11D
20 30 40 50 so 70 80 90 100 110 120 130
Cir Culvert
HGL Embank
Reach It)
Skimmer Basin # 2 DA #
Calculate Flow- Rational Method
10-YrStorm
Q10 = CIA C=
Q10 =
1=
19.434 A=
Calculate Required Surface Area
SA=Q25 x 325 sf/cfs
SA=
7107.555
Side Slopes =
3 :1
Pond Depth=
3 ft
Basin Dims
►d
25-YrStorm
0.3 Q25 = CIA
7.9
8.2 Q25 = 21.8694
Q25 = 21.8694 cfs
Well
60 x
120 = 7200 sf
Top =
72 x
132 = 9504 ft2
Bottom =
42 x
102 = 4284 sf
Volume Required
VR=Ax1800 cf/ac
A=
8.2
VR= 14760
Volume Proposed
Vp=((Top Area + Bottom Area)/2)xD
Top=
7200
Bottom=
4284
VP= 17226
D=
3
OK
Weir Sizing
PerAutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwate 0.75 ft
Q25= 21.8694 cfs
C= 0.3
1= 8.89
A= 8.2
Culvert Report
Hydraflow. Express Extension forAuto CAD® Civil 3D® 2009 by Autodesk, Inc.
CULVERT 02
Invert Elev Dn (ft) = 51.90
Pipe Length (ft) =
56.00
Slope (%) =
2.68
Invert Elev Up (ft) =
53.40
Rise (in) =
30.0
Shape =
Cir
Span (in) =
30.0
No. Barrels =
1
n-Value =
0.012
Inlet Edge =
Projecting
Coeff. K,lill = 0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft) =
57.50
Top Width (ft) =
30.00
Crest Width (ft) =
200.00
Flow Calculation
Q=CIA C=0.30
Q=26,1 CFS I=8.8825-YR
A=9,8
Clev Ot]
CULVERT 02
58.00
57 np
56.00
55.00
54.00
53.00'
52 n0
51, 0n
50:00
Cir LWverl HGL Embank
Velocity= 2.61 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.399361bs/ft2
Use Class A Rip Rap
Skimmer Sizine
Calculate Dewater Time
Qd=V/Td V=
Td=
Qi 4920
y= 62.4 Ibs
dwate 0.64 ft
s= 0.01 ft/ft
Monday, Jun-21 2021
Calculations
Qmin (cfs)
= 26.10
Qmax (cfs)
= 26.10
Tailwater Elev (ft)
= Normal
Highlighted
Qtotal (cfs)
= 26.10
Qpipe (cfs)
= 26.10
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 11.77
Veloc Up (ft/s)
= 7.12
HGL Dn (ft)
= 53.06
HGL Up (ft)
= 55.15
Hw Elev (ft)
= 56.06
HwID (ft)
= 1.07
Flow Regime
= Inlet Control
14760
3 2-5 days typ
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 4920
h= 1.75
D= 1.678557
Use 4 "Skimmers 1.7 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 "
Velocity= 2.36 ft/s
Zone= 1
La= 2 Use 7.5 ft
W= 1.5 Use 3.0 ft
Stone Diameter= Class A
i Depth Ptl.
460
3 60
260
1 6n
0 60
-0.40
-1.40
-2.40
3.40
Reach Ikl
Outlet Protection 01
Newyork Method 8.06.5 Manual
Q=
0.94 cfs
Pipe Diameter
15 in
La= 5
Velocity=
2.58 ft/s
W= 3.75
Zone=
1
Stone Diameter= Class 1
d= 12
Outlet Protection 02
New York Method 8.06.5 Manual
Q=
26.1 cfs
Pipe Diameter
30 in
La= 15
Velocity=
11.7 ft/s
W= 7.5
Zone=
2
Stone Diameter= CLASS B
d= 18
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 13 of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021

Skimmer Basin # 3 DA # 3
Calculate Flow- Rational Method
10-YrStorm 25-YrStorm
Qio = CIA C= 0.3 Q25 = CIA C= 0.3
1= 7.9 1= 8.89
Q10 = 13.035 A= 5.5 Q25 = 14.6685 A= 5.5
Calculate Required Surface Area
SA=Q25 x 325 sf/cfs
Q25 =
14.6685 cfs
SA=
4767.263
Side Slopes =
3 :1
Pond Depth=
3 ft
Basin Dims
Weir=
49 x
98 =
Top =
61 x
110=
Bottom =
31 x
80' =
Volume Required
VR=Ax1800 cf/ac
A=
5.5
VR=
9900
Volume Proposed
Vp=((Top Area + Bottom Area)/2)xD
Top=
4802
Bottom=
2480
VP=
10923
D=
3
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater 0.75 ft
Q25= 14.6685 cfs
Velocity= 2.61 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.39936lbs/ft2
Use Class A Rip Rap
Skimmer Sizine
y= 62.4 lbs
dwate 0.64 ft
s= 0.01 ft/ft
4802 sf
6710 ft'
2480 sf
Velocity= 2.61 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.39936lbs/ft2
Use Class A Rip Rap
Skimmer Sizine
Calculate Dewater Time
Qd=V/Td V=
Td=
Qd= 3300
y= 62.4 lbs
dwater 0.64 ft
s= 0.01 ft/ft
9900
3 2-5 days typ
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 3300
h= 1.75
D= 1.374708
Use 4 "Skimmer), 1.4 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 "
Velocity-- 2.36 ft/s
Zone= 1
Skimmer Basin # 6 DA #
Calculate Flow- Rational Method
10-YrStorm
Qio = CIA C=
1=
Q10 = 7.11 A=
Calculate Required Surface Area
La= 2 Use 7.5 ft
W= 1.5 Use 3.0 ft
Stone Diameter= Class A
6
25-YrStorm
0.3 Q25 CIA C= 0.3
7.9 1= 8.89
3 Q25 = 8.001 A= 3
SA=Q25 x 325 sf/cfs Q25 = 8.001 cfs
Calculate Dewater Time
SA= 2600.325
Qd=V/Td
V=
9720
Side Slopes = 3 :1
Td=
3 2-5 days typ
Pond Depth= 3 ft
Qd= 3240
Basin Dims
Calculate Orifice Diameter
Wei-
37 x
Top =
49 x
D=sgrt((Qd/(2310sgrt(h)))
Qd=
3240
Bottom =
19 x
h=
1.75
D= 1.362153
Volume Required
Use
4 " Skimmers
1.4 Orifice
VR=Ax1800 cf/ac
A -
Skimmer Outlet Protection
VR= 5400
New York Method 8.06.5 Manual
Volume Proposed
Diameter of Barrel =
4.00 "
La= 2 Use 7.5 ft
Velocity=
2.36 ft/s
W= 1.5 Use 3.0 ft
Vp=((Top Area + Bottom Area)/2)xD
Top=
Zone=
1
Stone Diameter= Class A
Bottom=
Vp= 5703
D=
OK
Weir Sizine
Per AutoCad Hydraflow Software
L=
10 ft
D=
0 ft
dwater
0.75 ft
Q25=
8.001 cfs
Temporary Diversion/Berm # 5 => DA #
105
Calculate Flow - Rational Method
254r 5to rm
Qa=CIA
C= 0.30
1= 8.89 in/hr
Qa=
4.80 A= 1.80 ac
Ch anneJ Slope=
1.00
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velodty=
3.10
Soil Type M
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.416s
rl.-
0.71 ft
T=
0.443041bs/ft' s=
0.010 ft/ft
Temporary= NAG BC75BN
Permanent= Bermudagrass
Tempomry Diversion/Berns # 6 => DA #
106
Calculate Flow - Rational Method
25-Yr Srorm
Qa-CIA
C= 0.30
1= 8.89 in/hr
Qa-
9.07 A= 3.40 ac
Channel Slops
0.50
Channel Depth=
2.00
Battam width=
0.00
Side Slopes=
3.00
Velod =
2.90
Soil Type Lie
sandy loam slop-0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
dw,
L02 It
T=
0.31824 lbs/ft' s
0.005 ft/ft
Temporary= NAG BC75BN
Permane m= Bermudagrass
Temporary Diversion/Berm # 7 => DA #
107
Calculate Flow - Rational Method
25-Yr Storm
Qa = CIA
C= 0.30
1- 8.89 in/h.
Qa=
6.b7 A- 2.50 ac
Ch anneJ Slope=
1.00
Channel Depth=
2.00
Bottom width=
0.00
SideSlopes=
100
Velocity=
2.70
Soil Type @
sandy loam Slopes= 0-10%
ChannelLining
Shea r Ca Icu latio n
T=yds
y=
62.4 lbs
dwsrer
0.9114
T=
0.567841bs/ft' s=
0.010 ft/ft
Temporary= NAG BC75BN
Permanent= Bermudagrass
Tempomry Diversion/Berm # 8 => DA #
108
Calculate Flow - Rational Method
25-Yr Sm rm
Qa - CIA
C= 0.30
1= 8.89 in/lu
Qa-
17.60 A= 6.60 ac
Channel Slope,
0.50
Channel Death=
2M
Bottom width=
0.00
SideSlopes=
3.00
Velodty=
3.40
Soil Type 0
sandy loam Sim 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
dw,te,=
1.3 ft
T=
0.4056 lbs/ft' s=
0.005 ft/ft
Temporary- NAG BC75BN
Permanent= Bermudagrass
74 = 2738 sf
86 = 4214 ft'
56 = 1064 sf
3
2738
1064
3
Skimmer Basin # 4 DA #
Calculate Flow- Rational Method
10-Yr Storm
Q10 = CIA C=
1=
Q10 = 23.7 A=
Calculate Required Surface Area
4
25-YrStorm
0.3 Q25=CIA C= 0.3
7.9 1= 8.89
10 Q25 = 26.67 A= 10
SA=Q25 x 325 sf/cfs Q25 = 26.67 cfs
SA=
8667.75
Side Slopes =
3 :1
Pond Depth=
3 ft
Basin Dims
Weir--
t69 x
Top =
78 x
Bottom =
48 x
Volume Required
VR=Ax1800 cf/ac
A=
VR=
18000
Volume Proposed
Vp=((Top Area + Bottom Area)/2)xD
Top=
Bottom=
VP=
21276
D=
OK
Weir Sizing
Per AutoCad Hydraflow Software
L=
15 ft
D=
2 ft
dwate
0.75 ft
Q25=
26.67 cfs
Velocity= 2 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.39936lbs/ft2
Use Class A Rip Rap
Skimmer Sizine
Calculate Dewater Time
Qd=V/Td V=
Td=
Qd= 1800
Calculate Orifice Diameter
132 = 8712 sf
144 = 11232 ft'
114 = 5472 sf
10
8712
5472
3
y= 62.4 lbs
dwater= 0.64 ft
s= 0.01 ft/ft
5400
3 2-5 days typ
D=sgrt((Qd/(2310sgrt(h))) Qd= 1800
h= 1.75
D= 1.015289
Use 4 " Skimmer % 1.0 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 "
Velocity-- 2.36 ft/s
Zone= 1
Temporary Diversion/Berm # 9 => DA #
109
Calculate Flow -Rational Method
25-Yr Storm
Qa=CIA
C= 030
1= 8.89 'in/hr
Qa =
9.87 A= 3.70 ac
Channel Slope=
0.50
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
3.40
Soil Type@
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
4ster=
1,31 ft
T=
0.40872 Ibs/ft' s=
0.005 ft/ft
Temporary= NAG BC75BN
Permanent= Bermuclagmss
TempomryDiversion/Berm # 10 => DA #
110.
Calculate Flow - Rational
Method
25-YrStnrm
Qi CIA
C= 0.30
1= 8.89 in/h.
Qa =
147 A= 1.30 ac
Channel Slope=
0.50
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
VdociN=
2.30
Soil Type @
sandy loam Slopes= 0-10%
Channel Lin ina
Shear Calculation
T=yds
y=
62.4 Ibs
dw.te=
0.71 ft
T=
0.22152 Ibs/ft' s=
0.005 ft/ft
Temporary= RAG SC75BN
Permanent- Bermudagrass
La= 2 Use 7.5 ft
W= 1.5 Use 3.0 ft
Stone Diameter= Class A
Velocity= 2.61 ft/s
Weir Lining
Shear Calculation
T=yds
T= 0.39936lbs/ft2
Use Class A Rip Rap
Skimmer Sizine
Calculate Dewater Time
Qd=V/Td V=
Td=
Qd= 6000
Calculate Orifice Diameter
y= 62.4 lbs
dwate 0.64 ft
s= 0.01 ft/ft
18000
3 2-5 days typ
D=sgrt((Qd/(2310sgrt(h))) Qd= 6000
h= 1.75
D= 1.853656
Use 4 "Skimmer% 1.9 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 "
Velocity-- 2.36 ft/s
Zone= 1
Temporary Diversion/Berm # 1 => DA #
101
Calculate Flow - Rational Method
25-Yrstorm
Qa=CIA
C= 0.30
1= 8.89 in/hr
Qa=
5.87 A= 2.20 at
Channel 5l2Re=
0.50
Channel Death=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
2.59
Soil Type @
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
4-r
0.87 It
T=
0.27144 lbs/ft' S=
0.005 ft/ft
Temporary= NAG BC758N
Permanent- Bermudagrass
TempomryDiversion/Bermil 2 =a DAN
102
Calculate Flow - Rational Method
25-Yrstorm
qa=CIA
C= 0.30
1= 8.89 in/hr
Qa-
8.27 A= 3.10 ac
Channel Slope=
0.50
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
2.80
Soil T pe @
sandy loam Slopes= 0-10%
ChannelLining
Shear Calculation
T=yds
y=
62.4 lb,
cl.g
0.99 It
T=
0.30888 Ibs/ft' s=
0.005 ft/ft
Temporary= NAG BC758N
Permanent= Bermudagrass
Temporary Diversion/Berm # 11 => DAY 1
CaI.IataFlow-Rational Method
25-Yr Storm
QS=CIA
C
0.30
1
8-89 'in/hr
Qa=
8.00 r.
3.00 ac
Channel Slope=
0.30
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
2.30
Soil Type@
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y= 62.4 lbs
dwater 1.1 ft
T=
0.20592 lbs/ft'
s= 0,003 ft/ft
Temporary= NAG BC75814
Permanent= Bermudagrass
La= 2 Use 7.5 ft
W= 1.5 Use 3.0 ft
Stone Diameter= Class A
Skimmer Basin # 5 DA #
Calculate Flow- Rational Method
10-Yr Storm
Q10 = CIA C=
1=
Q10 = 12.798 A=
Calculate Required Surface Area
A
25-YrStorm
0.3 Q25 CIA C= 0. 3"
7.9 1= 4-01
5.4 Q25 = 14.4018 A= SA
SA=Q25 x 325 sf/cfs Q25 = 14.4018 cfs
SA=
4680.585
Side Slopes =
3 :1
Pond Depth=
3 ft
Basin Dims
Weir-
49 x
Top =
61 x
Bottom =
31 x
Volume Required
VR=Ax1800 cf/ac
A=
VR=
9720
Volume Proposed
Vp=((Top Area + Bottom Area)/2)xD
Top=
Bottom=
VP=
10923
D=
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater 0.75 ft
Q25= 14.4018 cfs
Temporary Diversion/Berm # 3 => DA #
103
Calculate Flow - Rational Method
25-Yrstorm
Qa=CIA
C= 0.M
1=. 8.89 in/hr
Q.-
18.40 A= 6.90 at
Channel 5l2Re=
0.50
Channel Death=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
3.50
Soil Type @
sandy loam Slopes= 0-10%
Channel Lining
Shear Calculation
T=yds
y=
62.4 lbs
dwater
133 ft
T=
0.41496 Ibs/ft' S=
0.005 ft/ft
Temporary= NAG BC758N
Permanent= .Bermudagrass
Tempomry Diversion/Bermil 4 =>DAN
104
Celwlote Flow - Rational Method
25-Yr. Storm
Qa=CIA
C= 0.30
1= 8.89 in/hr
Qa=
2.08 A= 0.78 ac
Channel Slope=
L00
Channel Depth=
2.00
Bottom width=
0.00
Side Slopes=
3.00
Velocity=
2.80
Soil T pe @
sandy loam Slopes= 0-10%
ChannelLlnine
Shear Calculation
T=yds
y=
62.41bs
dwater
0.52 ft
T=
0.32448 lbs/ft' s=
0.01 ft/ft
Temporary= NAG BC75BN
Permanent= Bermudagrass
98 = 4802 sf
110 = 6710 ft'
80 = 2480 sf
5.4
4802
2480
3
RAFTING AND DESIGN O
SERVICES, INC.
6728 Carbonton Road
Sanford, North Carolina 27330
[phone] phone
draftinganddesignCymail.com
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REVISIONS
10-07-21 COMMENTS
VIA EMAIL - ADAM PARR
AGENCY REVIEW ONLY
NOT FOR CONSTRUCTION
Scale:
NTS
Drawn by:
MTB
Sheet:
Designed by:
MTB
C 14 of 14
Reviewed by:
MTB
Project Number:
Date:
DDS JOB #: 2021-19
JULY 2021
A
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