NCG021012_Site Plan Set_20230306

HAVELOCK DRUGSTORE MINE
SITE DATA TABLE
OWNER: HAVELOCK DRUGSTORE, LLC.
1500 SUNDAY DR. SUITE 300
RALEIGH, NC, 27607
CONTACT: MELTON "SKIP" VALENTINE
PHONE: [phone]
PIN: PORTION OF 5778-10-4708
ALL OF 5768-95-4102
PARCEL ID: PORTION OF 0504927
ALL OF 0500677
PORTION OF DEED: C-28/31
ALL OF DEED: 0-28/766
TOTAL PARCEL AREA: 640.0 AC +/
EXISTING ZONING: MARTIN COUNTY (UN -ZONED)
PROPOSED USE: BORROW PIT (SAND & GRAVEL)
PARKING CALCULATIONS
REQUIRED:
1 SPACE/PER EMPLOYEE X 10 EMPLOYEES: 10 SPACES
PROPOSED: 10 SPACES (INCLD H.C.)
❑�
SHEET INDEX
C1 COVER
C2 MINE SITE LAYOUT PLAN
C3 MINE PLAN - PIT #1 & 2
C4 MINE PLAN - PIT #3&4
BORROW SOURCE
VIEW NICHOLSON ROAD
MARTIN COUNTY, NORTH CAROLINA
`_I
I
LOCATION MAP
SCALE: NTS
C5 MINE PLAN - PIT #5 FEBRUARY 2023
C6
RECLAMATION
PLAN
- PIT #1
& 2
C7
RECLAMATION
PLAN
- PIT #3
& 4 PLANS BY:
C8 RECLAMATION PLAN - PIT #5
DA1 DRAINAGE AREA MAP
DRAFTING AND DESIGN O
SERVICES, INC.
I
PROVIDED FOR:
HAVELOCK DRUGSTORE, LLC.
1500 SUNDAY DR. SUITE 300
RALEIGH, NC, 27607
CONTACT: MELTON "SKIP" VALENTINE III
PHONE: [phone]
6728 CARBONTON ROAD
C9-C13 CONSTRUCTION DETAILS Sanford, North Carolina 27330 AGENCY REVIEW
[phone] phone NOT FOR CONSTRUCTION
draftinganddesignCymail.com
C14-C20 STORM/EROSION CALCULATIONS
project no. 2022-08

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a

30' UNDISTURBED BUFFER (TYP)
DOUBLE ROW SILT FENCE (TYP)
INSTALLATION
1. REMOVE ALL TREES, BRUSH
ROAD TO CONTINUE THROUGH PIT (TYP) SLOPE TOWARDS PIT
ALL SILT FENCE ALONG SIDES OF HAUL ROAD
WETLAND BOUNDARY (TYP) I 3 BERM 3
PIT #3
46.2 AC\�
Y
�1;1;1;; ;aa,
=EM
4
WETLANDS
20' BOTTOM WIDTH 1 PIT
� �
I I
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
MAINTENANCE
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
INTERNAL WETLANDS BOUNDARY VEGETATIVE
BUFFER/BERM CROSS-SECTION
INSTALLATION
1. REMOVE ALL TREES, BRUSH
SLOPE TOWARDS PIT
4 BERM 4
\/ Q
1 I /\\\\/\//\\\/\
EXISTING //i//i�/ice✓�/i�/i�/i�!i� > LU
GROUND BOTTOM WIDTH PIT
50'
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
MAINTENANCE
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
PERIMETER VEGETATIVE BERM (TYP)
NTS
NTS
AFFECTED AREA (TYP �
132.2 AC +/-
i.' \ O-OUTLET PR CTION #1
CULVERT #2 La=7.5' \
\ \-_ \\ 36 LF 15" HDPE @ 0.5% W=5.0' MATCH CHANNEL �-
\ 1,6 ��/ STONE 0= CLASS A
OUTLET PROTECTION # �� <6 OUBLE SILT FENCE (TYP)
La=7.5' �� I ULVER 1 ' ALONG WETLANDS
W=5.0' MATCH CHANNEL / SL - 36 LF 18" HD @ 0.5%
\ STONE 0= CLASS A 76
w:
co \ \ / 0' MIN UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
70
TD 0
TD 06 /H=3
0' WIDE VEGETATIVE BERM (TYP)
/� SILK FENCE (TYP E� 1IOR PROPERTY PIT BOUNDARY
W=2FT
5.0 FT
�� SB #2C
\ I \�\0 SB #2B �( \ \ \ J X. 20' WIDE HAUL ACCESS ROAD (TYP) �� \ �` a ( , PIT #1
\ /olN F P T E (TYP) P �� \� � 2.8 AC
\ \ L \ C ( \ \ \ \A_ �) 60
1
V\V �� TD 07 TD 0
I �� �,� 4/
STD 05
8 \� \ HIGH &7 �
N
�
\ \ \ \ �
\4, �, \ �, �~ 1 \ EXTEO'MRIOR BIOUNDARD BUFFER (TYP) \
TD 0
PIT #2
\ \ 30' MIN UNDISTURBED
ALONG WETLANDS TD 04 & 51 9.7 AC
ROPERTY/PERMIT BOUNDARY (TYP) HIGHROINT
\ 640.0 AC +/- 11 h* \ \
I�Il OUBLE SILT FENCE (TYP)
: ALONG WETLANDS
50' MIN UNDISTURBED BUFFER (TYP
EXTERIOR BOUNDARY
20' WIDE VEGETATIVE BERM (TYP
INTERIOR PROPERTY PIT BOUNDARY
H=3.0 FT
BW=25.0 FT
TW=0.0 FT
SIDE SLOPES=4:1
50' MIN UNDISTURBED BUFFER (TYP
EXTERIOR BOUNDARY
DOUBLE SILT FENCE (TYP
ALONG WETLANDS
CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION [phone].
2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD.
3. UPGRADE ACCESS ROADS PER PLAN.
4. INSTALL SILT FENCE ALONG ACCESS ROAD PER PLAN.
5. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING, AND GOOD GROUND COVER
ON FILL SLOPES IS ESTABLISHED.
PHASE 1 - SITE CONSTRUCTION
1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS IN LOW AREAS.
2. INSTALL SEDIMENT BASINS IN MINING PHASE AREA FOR CLEARING AND BERM INSTALLATION. 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 PERMANENT BERMS AROUND PIT.
5. 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.
6. 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.
7. MINE EXCAVATION WILL START IN SEDIMENT BASINS AND ALL DRAINAGE WITHIN PIT LIMITS SHALL BE DIRECTED IN TO THE PIT. 3
8. PIT AREAS WILL BE BERMED AND DRAINED TEMPORARILY FOR EXCAVATION.
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 - MINING
1. BEGIN MINING ACTIVITIES.
2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT.
3. SITE WILL BE MINED FROM SOUTHERN MOST PIT/AREA OF PIT TOWARDS NORTHERN END WHILE RECLAMATING SLOPES AS THE MATERIAL
IS MINED.
4. TEMPORARY SEED STOCKPILE AREAS THAT WILL BE DENUDED FOR 30 DAYS OR MORE.
5. MAINTAIN ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION [phone].
PROPOSED DIVERSION TABLE
CHANNEL ID CHANNEL SLOPE SIDE SLOPES BOTTOM WIDTH CHANNEL DEPTH B TEMPORARY LINING PERMANENT LINING LINING DEPTH
TD#1
0.0 %
TD#2
0.0 %
TD#3
0.0 %
TD#4
0.0 %
TD#5
0.0 %
TD#6
0.0 %
TD#7
0.0 %
TD#8
0.0 %
INSTALL CHECK
DAMS IN CHANNELS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
3.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
PROPOSED BASIN TABLE
BASIN ID TOP BOTTOM POOL
TOP
BOTTOM
VOLUME
VOLUME
WEIR
WEIR
WIER
RISER
BARREL
RISER
SKIMMER SKIMMER
BAFFLES
DIM DIM DEPTH
EL.
EL.
REQUIRED
PROPOSED
LENGTH DEPTH
LINING
SIZE
SIZE
BASE
ORIFICE
SIZE
SB#1 60X120 45X90 3
7.0
4.0
6,660 SF
14,823 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#2A 104X208 89X178 3
7.0
4.0
22,140 SF
52,757 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#2B 65X130 50X100 3
7.0
4.0
8,100 SF
17,943 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#2C 64X128 49X98 3
7.0
4.0
7,560 SF
17,295 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB - SEDIMENT BASIN
STABILIZE AND SEED ALL SLOPES IMMEDIATELY
SEE DETAIL CROSS-SECTION FOR ELEVATIONS
TD 0�
STD 04
vh <
SIB
A
TW-0.0 FT
SIDE SLOPES=4:1
30' MIN UNDISTURBED BUFFER (TYP)
ALONG WETLANDS
50' MIN UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
50' MIN UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
5.1 AC
STOCKPILES
16.0 AC*
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
12.1 AC
MINE EXCAVATION
108.0 AC
OTHER MISC EXCAVATION
7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
'AREAS BONDED AS HIGHER BOND AMOUNT
INTERNAL DRAINAGE = 116.3 AC
EXTERNAL DRAINAGE= 15.9 AC
EROSION CONTROL LEGEND
TOP OF BERM
SKIMMER BASIN SKIMMER
BAFFLES
SPILLWAY
ROCK CHECK DAMS -
SILT FENCE SF
TEMPORARY DIVERSION DITCH
OUTLET PROTECTION
J-HOOK W/ SILT FENCE OUTLET
SILT FENCE OUTLET
LEGEND
PERMIT BOUNDARY
EXISTING CONTOUR
WETLAND
BUFFER
AFFECTED AREA
CREEK
BERM
POND
Z
O
70
-I
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND !DESIGN O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
1 "=200'
MTB
Sheet:
Designed by:
MTB
C3 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

30' UNDISTURBED BUFFER (TYP)
DOUBLE ROW SILT FENCE (TYP)
INSTALLATION
1. REMOVE ALL TREES, BRUSH
SLOPE TOWARDS PIT
D BOUNDARY (TYP) I 3 BERM 3
4
WETLANDSf 20'BOTTOMWIDTH �1 PIT
I I
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
INTERNAL WETLANDS BOUNDARY VEGETATIVE
BUFFER/BERM CROSS-SECTION
SLOPE TOWARDS PIT
BERM INSTALLATION
4 4 + 1. REMOVE ALL TREES, BRUSH
EXISTING N
GROUNDBOTTOM WIDTH PST
50'
I �
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
PERIMETER VEGETATIVE BERM (TYP)
NTS
50' UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
50' WIDE VEGETATIVE BERM (TYP)
EXTERIOR BOUNDARY
H=6.0 FT
BW-50.0 FT
TW=2.0 FT
SIDE SLOPES=4:1
NTS l
PROPERTY/PERMIT BOUNDARY (TYP l
640.0 AC +I- -
..
.......
y TD 14 TD 1 _
•,?a�SI3 #3C TD 14 &i5
HIGH POI INT B #31
I
�.
v
+ + +
\7
+`. `
SB #4CTD 2
y .
\ �\
TD1
i
1 �
I
J TD29&3 B#4B
HIGH POINT : \, \L, cb
-----
��
�_ _ ��+� � . OUBLE SILT FENCE (TYP)
20' WIDE VEGETATIVE BERM (TYP TD 3 \ °�( ALONG WETLANDS
INTERIOR PROPERTY PIT BOUNDARY PIT #4 \_\
1 H=3.0 FT
BW=25.0 FT 0 A� 3� �' %
I TW=0.0 FT \
SIDE SLOPES=4:1 TD 26 & 3 I ,• +' '
HIGH POINT `/
\ 30' UNDISTURBED BUFFER (TYP
\ ALQNG WETLANDS \
/ DOUBLE SILT FENCE (TYP :• �l I
ALONG WETLANDS
~�\\ 50' UNDI ( F P
TD 2 -
IU27 SB#�
CHANNEL ID
CHANNEL SLOPE
SIDE SLOPES
PROPOSED DIVERSION TABLE
BOTTOM WIDTH CHANNEL DEPTH
TEMPORARY LINING
PERMANENT LINING LINING DEPTH
TD#9
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#10
0.0 %
3:1
2.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#11
0.0 %
3:1
1.5 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#12
0.0 %
3:1
4.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#13
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#14
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS -
TD#15
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#16
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS -
TD#17
0.0 %
3:1
0.0 FT
2.5 FT
NAG BC75BN
BERMUDAGRASS -
TD#18
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#19
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#20
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#21
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#22
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#23
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#24
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#25
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#26
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#27
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#28
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS -
TD#29
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS -
TD#30
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS -
TD#31
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS -
INSTALL CHECK DAMS IN CHANNELS
PROPOSED BASIN TABLE
BASIN ID TOP BOTTOM POOL TOP BOTTOM VOLUME VOLUME WEIR WEIR WIER RISER BARREL RISER SKIMMER SKIMMER BAFFLES
DIM DIM DEPTH EL. EL. REQUIRED PROPOSED LENGTH DEPTH LINING SIZE SIZE BASE ORIFICE SIZE
SB#3A 73X146
58X116
3
7.0
4.0
10,440 SF
23,559 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3B 101X202
86X172
3
7.0
4.0
20,700 SF
49,263 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3C 61X122
46X96
3
7.0
4.0
7,020 SF
15,423 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3D 68X136
53X106
3
7.0
4.0
8,820 SF
19,959 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3E 101X202
86X172
3
7.0
4.0
20,520 SF
49,263 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3F 79X158
64X128
3
7.0
4.0
12,240 SF
28,275 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3G 59X118
44X88
3
7.0
4.0
6,300 SF
14,235 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#3H 42X84
27X54
3
7.0
4.0
2,880 SF
6,075 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#4A 81X162
66X132
3
7.0
4.0
12,780 SF
29,943 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#4B 37X74
22X44
3
7.0
4.0
2,160 SF
4,335 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#4C 43X86
28X56
3
7.0
4.0
3,060 SF
6,459 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB - SEDIMENT BASIN
STABILIZE AND SEED ALL
SLOPES IMMEDIATELY
SEE DETAIL CROSS-SECTION FOR ELEVATIONS
TD 1
:
\ 0 OUBLE SILT FENCE (TYP '+
(1 \ \ALONG WETLANDS
TD 12
30-' U ISTURBED BUFFER (TYP
AL WETLANDS SB #3
20 WIDE VEGETATI E BERM (TYP /
INTERIOR PROPERTY PI BOUNDARY__ -)'4/
H=3.0 FT
W=25.0 FT \L/
IR
�3/\ •
W=0.0 FT
SIDE$ ES=4:1-
:+ gll
A
A/
50' WIDE VEGETATIVE BERM (TYP)
EXTERIOR BOUNDARY
H=6.0 FT
BW=50.0 FT
TW=2.0 FT
SIDE SLOPES=4:1
50' UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
�AFFECTED AREA (TYP)
132.2 AC
-,
,.4'.� ;
SB #3G
+
D 2 :
TD2�
14 & 25 TR 24 TD 22 & 23�� I
POINT ' �� ` HIGH POINT
f!
II TD 23
�Y
SB #3
� TD 25�
II 30' UNDISTURBED BUFFER (TYP)
ALONG WETLANDS
>� �, � �, \ �, PROCESSING AREA/HAUL ROADS 12.1 AC
SB#3F \ MINE EXCAVATION 108.0 AC
OTHER MISC EXCAVATION 7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA 132.2 AC
*AREAS BONDED AS HIGHER BOND AMOUNT
\ 20' WIDE VEGETATIVE BERM (TYP) \
\ '+ INTERIOR PROPERTY PIT BOUNDARY \4/ \1/ l
l H=3.0 FT
BW=25.0 FT �) ,I INTERNAL DRAINAGE = 116.3 AC
TD 1 SIDE SLOPES=4:1 > EXTERNAL DRAINAGE= 15.9 AC
'+ SIDE � � � / �/ � \
�Y 70 � •.
\ 1 A
� OUBLE SILT FENCE (TYP) A/ A/ A/ \�
ALONG WETLANDS
PIT #3 a�
46.2 AC
EROSION CONTROL LEGEND
� SB 3 `+.
'°r = vJ�i \J/ )I✓ �� TOP OF BERM
SKIMMER BASIN SKIMMER
BAFFLES
+`
� %"( lu( •. l� � � �\ \� \ � � � � � -iV �`li `I/ SPILLWAY
TD 1 ` -1 - ___\ ROCK CHECK DAMS
D 9 & 1 / `I' `I' `I' � I, A SILT FENCE SF
H
n
`V `I' `I' �`I `I'\ `I' `I r `I' TEMPORARY DIVERSION DITCH
A/ \k % \, OUTLET PROTECTION
\ l
TD 11 \ A/ \1/ J-HOOK W/ SILT FENCE OUTLET
TD 10 & 11
-- _21 f HIGH POINT TD 0
\\ + w SILT FENCE OUTLET
�Y
CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION [phone].
2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD.
3. UPGRADE ACCESS ROADS PER PLAN.
4. INSTALL SILT FENCE ALONG ACCESS ROAD PER PLAN.
5. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING, AND GOOD GROUND COVER
ON FILL SLOPES IS ESTABLISHED.
PHASE 1 - SITE CONSTRUCTION
1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS IN LOW AREAS.
2. INSTALL SEDIMENT BASINS IN MINING PHASE AREA FOR CLEARING AND BERM INSTALLATION. 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 PERMANENT BERMS AROUND PIT.
5. 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.
6. 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.
7. MINE EXCAVATION WILL START IN SEDIMENT BASINS AND ALL DRAINAGE WITHIN PIT LIMITS SHALL BE DIRECTED IN TO THE PIT. 3
8. PIT AREAS WILL BE BERMED AND DRAINED TEMPORARILY FOR EXCAVATION.
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 - MINING
1. BEGIN MINING ACTIVITIES.
2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT.
3. SITE WILL BE MINED FROM SOUTHERN MOST PIT/AREA OF PIT TOWARDS NORTHERN END WHILE RECLAMATING SLOPES AS THE MATERIAL
IS MINED.
4. TEMPORARY SEED STOCKPILE AREAS THAT WILL BE DENUDED FOR 30 DAYS OR MORE.
5. MAINTAIN ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION [phone].
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS 5.1 AC
STOCKPILES 16.0 AC*
(INSIDE MINE EXCAVATION)
\\+ LEGEND
TD 10
\\ y
SB #3A oo �
PERMIT BOUNDARY
o \ I
u� EXISTING CONTOUR
�jl is UTLET PRO TE TION #3 ` \
La=8.0' WETLAND
W=6.0' MATCH CH NEL
d=18"
1 '+'+ :' STONE 0= CLASS A BUFFER � �v
uLVERT#3 AFFECTED AREA 36 LF 24" HDPE @ 0.5% f \
CREEK
X. 20' WIDE HAUL R ADy(TYP) ✓ BERM +++++++++++++++++
POND
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-I
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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
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
1 "=200'
MTB
Sheet:
Designed by:
MTB
C4 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

/ � 1
I
20' WIDE HAUL ROAD (TYP)
0' UNDISTURBED BUFFER (TYP)
CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION [phone].
2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD.
3. UPGRADE ACCESS ROADS PER PLAN.
4. INSTALL SILT FENCE ALONG ACCESS ROAD PER PLAN.
5. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING, AND GOOD GROUND COVER
ON FILL SLOPES IS ESTABLISHED.
PHASE 1 - SITE CONSTRUCTION
1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS IN LOW AREAS.
2. INSTALL SEDIMENT BASINS IN MINING PHASE AREA FOR CLEARING AND BERM INSTALLATION. 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 PERMANENT BERMS AROUND PIT.
5. 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.
6. 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.
7. MINE EXCAVATION WILL START IN SEDIMENT BASINS AND ALL DRAINAGE WITHIN PIT LIMITS SHALL BE DIRECTED IN TO THE PIT. 3
8. PIT AREAS WILL BE BERMED AND DRAINED TEMPORARILY FOR EXCAVATION.
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 - MINING
1. BEGIN MINING ACTIVITIES.
EXTERIOR BOUNDARY 2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT.
3. SITE WILL BE MINED FROM SOUTHERN MOST PIT/AREA OF PIT TOWARDS NORTHERN END WHILE RECLAMATING SLOPES AS THE MATERIAL
AFFECTED AREA (TYP) \� IS MINED.
132.2 AC +1- 4. TEMPORARY SEED STOCKPILE AREAS THAT WILL BE DENUDED FOR 30 DAYS OR MORE.
A/ A/ 5. MAINTAIN ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION [phone].
SB #5D
�- ILT FENCE (TYP)
``.`.
TD 3 �df HIGHTD DINT ��
' - - 1
1
+•r',
OUBLE SILT FENCE (TYP)
Y ALONG WETLANDS
TD37&38
HIGH POINT
TD4
` B #6E BUFFER (TYP) � \ A/
S 30' UNDISTURBED BU R
ALONG WETLANDS
} OUBLE SILT FENCE (TYPE 20' WIDE VEGETATIVE BERM (TYP) /
` \ °j%' _ INTERIOR PROPERTY PIT BOUNDARY �, f
TD 34 ALONG WETLANDS I,`
/ ��
�- H=3.0 FT /
J ,_fff, BW=25.0 FT
'• • TW=0.0 FT
1 \/ TD 37 DOUBLE SILTS EN`E (TYP SIDE SLOPES=4:1
ALONG WETLANDS TD 4
SB #5B
SB #5C • TD 42 & 43f ` ..
PIT #5
HIGH POINT
. SB #5F \� Sim
,v. y„co
J + f`f<. Z�3 AC 1
.�
IL4� !NCE (TP)
\ <� 8 8\
20' WIDE VEGETATIVE BERM (TYP �
TD 3 '� /
INTERIOR PROPERTY PIT BOUNDARY ., TD 33� TD 50
/ \
H=3.0 FT ` �� 20' WIDE VEGETATIVE BE (TYP)
TD4 ,�
SB #5H
BW=25.0 FT INTERIOR PROPERTY PIT BOUNDARY
TD 35 & 36-
. TD4 & 4 ;, a,' PROPERTY/PERMIT BOUNDARY (TYP)
TW=0.0 FT : H=3.0 FT
SIDE SLOPES=4:1 HIGH POINT �`: gW=25.0 FT HIGH POINT _�'� ;;%% s%'. 640.0 AC +/-
TW=0.0 FT SB #5 TD 4 A'%'- %'" f,f ,fs
SIDE SLOPES=4:1 `s
++ ++ \_%D 3 ++ + .+ + +
`-�
DOUBLE SILT FENCE (TYP)
ALONG WETLANDS
50' UNDISTURBED BUFFER (TYP)
EXTERIOR BOUNDARY
CHANNEL ID
CHANNEL SLOPE
SIDE SLOPES
PROPOSED DIVERSION TABLE
BOTTOM WIDTH CHANNEL DEPTH
TEMPORARY LINING
PERMANENT LINING LINING DEPTH
TD#32
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#33
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#34
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#35
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#36
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#37
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#38
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#39
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#40
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#41
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#42
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#43
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#44
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#45
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#46
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#47
0.0 %
3:1
0.0 FT
1.5 FT
NAG BC75BN
BERMUDAGRASS
TD#48
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#49
0.0 %
3:1
0.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
TD#50
0.0 %
3:1
2.0 FT
2.0 FT
NAG BC75BN
BERMUDAGRASS
INSTALL CHECK DAMS IN CHANNELS
BASIN ID TOP
DIM
BOTTOM POOL
DIM DEPTH
TOP
EL.
PROPOSED BASIN TABLE
BOTTOM VOLUME VOLUME WEIR WEIR WIER
EL. REQUIRED PROPOSED LENGTH DEPTH LINING
RISER BARREL
SIZE SIZE
RISER
BASE
SKIMMER SKIMMER BAFFLES
ORIFICE SIZE
SB#5A 61X122
46X96
3
7.0
4.0
7,020 SF
15,423 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5B 58X116
43X86
3
7.0
4.0
6,120 SF
13,659 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5C 65X130
50X100
3
7.0
4.0
7,920 SF
17,943 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5D 57X114
42X84
3
7.0
4.0
5,940 SF
13,095 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5E 67X134
52X104
3
7.0
4.0
8,460 SF
19,275 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5F 45X90
30X60
3
7.0
4.0
3,420 SF
7,263 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5G 81X162
66X132
3
7.0
4.0
12,780 SF
29,943 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#5H 46X92
31X62
3
7.0
4.0
3,600 SF
7,683 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB#51 50X100
35X75
3
7.0
4.0
4,500 SF
9,483 SF
NA
NA
NA
NA
NA
NA
NA
NA
NA
SB - SEDIMENT BASIN
STABILIZE AND
SEED ALL SLOPES IMMEDIATELY
SEE DETAIL CROSS-SECTION FOR ELEVATIONS
50' UNDISTURBED BUFFER (TYP
HIGH POINT "° °0 EXTERIOR BOUNDARY
TD 49
.. 4% TD 46�'.
+ TD 48 & 49
�i \ ,
HIGH POINT \�
�I �. TD46&47
`� HIGH POINT
`� / 3 30' UNDISTURBED BUFFER ((TYP) TD 48
'• I ALONG WETLANDS
\\ TD 47
\\ %�
z
30' UNDISTURBED BUFFER (TYP)
DOUBLE ROW SILT FENCE (TYP)
INSTALLATION
1. REMOVE ALL TREES, BRUSH
SLOPE TOWARDS PIT
I
NETLANDBOUNDARY (TYP) I 3 BERM 3 4
4
WETLANDSI 2060TTOMWIDTH PIT
I I
I �
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
MAINTENANCE
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
INTERNAL WETLANDS BOUNDARY VEGETATIVE
BUFFER/BERM CROSS-SECTION
NTS
EXISTING
GROUND I
SLOPE TOWARDS PIT I
BERM 4 +
a INSTALLATION
_ a 1. REMOVE ALL TREES, BRUSH
PST
BOTTOM WIDTH
50,
NOTE
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING
PERENNIAL VEGETATIVE COVER.
MAINTENANCE
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
THIS DETAIL AND RE-ESTABLISH VEGETATION.
PERIMETER VEGETATIVE BERM (TYP)
NTS
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
5.1 AC
STOCKPILES
16.0 AC*
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
12.1 AC
MINE EXCAVATION
108.0 AC
OTHER MISC EXCAVATION
7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
*AREAS BONDED AS HIGHER BOND AMOUNT
INTERNAL DRAINAGE = 116.3 AC
EXTERNAL DRAINAGE= 15.9 AC
EROSION CONTROL LEGEND
TOP OF BERM
SKIMMER BASIN SKIMMER
BAFFLES
SPILLWAY
ROCK CHECK DAMS -
SILT FENCE SF
TEMPORARY DIVERSION DITCH
OUTLET PROTECTION
J-HOOK W/ SILT FENCE OUTLET
SILT FENCE OUTLET
LEGEND
PERMIT BOUNDARY
EXISTING CONTOUR
WETLAND
BUFFER
AFFECTED AREA
CREEK
BERM
POND
Z
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70
-I
2
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND !DESIGN O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
1 "=200'
MTB
Sheet:
Designed by:
MTB
C5 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

ACCESS ROAD (TYPPIT) \ AKE ACREAGE=2.5 AC
ALONG PIT EDGEACCESS FOR MA NTENOANCE \ \ \ STOABL E AND SEEDOF WATER EL=8'
SLOPES
PIT SEEDED AREA=0.3 AC
GATE(TYP
PIT ACCESS FOR MAINTENANCE ✓ \,4, '4/
�- z ASSUMED WATER LINE (TYP)
�, ACCESS ROAD (TYP) , 'V 'J, APPRX. EL=8'
TO REMAIN FOR PIT 6
ACCESS FOR MAINTENANCE 0
R
STRAND BARBED WIRE FENCE (TYP)
WARNING SIGNS ALONG FENCE
3:1 MAX SLOPE ABOVE WATER LINE
,f
TO BE VEGETATED
ACCESS ROAD (TYP /
ALONG PIT EDGE FOR PIT 20" VEGETATIVE BERM (TYP)
•.
ACCESS FOR MAINTENANCE i 1 / \ \\ \ TO REMAIN
\ ` I \
,
.........
SILT FENCE (TYP)
............ .
- � T BE REMOVED DURING MINING ACTIVITIES
O O U G
�� ,y
\ \ :� t�ttt ..
mo o"
CP
PIT #1
. n
.
\\ \ •. �" :`+' '` \8 TO BE REMOVEID DURING MINING ACTIVITIES
V.........................
> \
W W W I W W \\ �' W\ W
\ \ mu
xm
IN �
\ \ \
SEDIMENT BASIN (TYP
TO BE REMOVED DURING MINING ACTIVITIES
0 �\ \
....
\ �l
P I T #2 � \
19.7 AC \
\ ROPERTY/PERMIT BOUNDARY (TYP) \
640.0 AC +/- I
TEMPORARY DIVERSION (TYP LAKE ACREAGE=19.0 AC ;
TO BE REMOVED DURING MINING ACTIVITIES TOP OF WATER EL=8' (APPRX.)
STABILIZE AND SEED ALL SLOPES
PIT SEEDED AREA=0.7 AC ATE (TYP)
3:1 MAX SLOPE BELOW WATER LIN PIT ACCESS FOR MAINTENANCE
TO 10 FT BELOW WATER LEVEL
ACCESS ROAD (TYP)
TO REMAIN FOR PIT
3:1 MAX SLOPE ABOVE WATER LIN CC SS O C
TO BE VEGETATED A E FOR MAINTENAN E
20" VEGETATIVE BERM (TYP t,
TO REMAIN
\ J
SILT FENCE (TYP \
TO BE REMOVED DURING MINING ACTIVITIES
,
..........
4 STRAND BARBED WIRE FENCE (TYP
WARNING SIGNS ALONG FENCE y�
1
ASSUMED WATER LINE (TYP
APPRX. EL=8'
4 BERM 4
Hill III III
1=III=III=III=III=III=III=III=III=III=III=III- WATER LEVEL (APPROX.) o NOTES:
=I1=1TI=11=11=11=11=11=11=1I� I� 1=11=11=1I-
1=11=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 3
II II II II Ilb�'��L/b�%���'EI II I11 II I1�1 NOTES:
11�I ElI El11ElII__ 1=III=III=111=111=111=111=111=111�11�I ElI El11=1 - 1. SITE TO BE RECLAMATED TO MEET ANY APPLICABLE LOCAL JURISDICTION REQUIREMENTS AND THE NCDEQ MINE
-III-III-III-III-I I -I 1=1 I-ITI-I I -I I -I I -I I -I I-111-III-111-111-1Ti=1 i-
a11El11El11El11El11=11= =III=111�11�11=III=111�11�11- j/ . 3:1 MAX SLOPE ABOVE WATER LINE PERMIT RECLAMATION BOND REQUIREMENTS.
I=11j 2. AS PART OF THE NCDEQ MINE PERMIT THE OWNER IS REQUIRED TO BOND THE RECLAMATION OF THE TOTAL SEDIMENT BASIN (TYP
3:1 MAX SLOPE BELOW WATER LINE AT MIN 20'
PROJECT BASED ON THE STATE MINING PROGRAM REQUIRED AMOUNTS. TO BE REMOVED DURING MINING ACTIVITIES
nEPOS�IT/%///j/j/j /// HORT. AND 10' VERTICAL DISTANCE 3. TOPSOIL STOCKPILE MATERIAL SHALL BE USED TO PROVIDE FERTILE SOIL DURING RECLAMATION TO AID IN THE
/j/�� j%/ j%/ %//
ESTABLISHMENT OF PERMANENT GROUND COVER. UNUSED TOPSOIL MATERIAL IN THE STOCKPILE AREAS SHALL
ALL DENUDED AREAS ABOVE WATER LINE TO BE REGRADED PER DETAIL TO PROVIDE STABLE SLOPES. ALL SLOPES SHALL BE PERMANENTLY STABILIZED AND
BE VEGETATED PER SECTION 919 QUARRY OF
ZONING ORDINANCE. SEEDED.
i/W //
% i%ii%!��//
PIT SIDE WALL RECLAMATION (TYP)
NTS
PROPOSED MINING AREAS
PIT #1
2.8 AC
PIT #2
19.7 AC
PIT #3
46.2 AC
PIT #4
9.0 AC
PIT #5
30.3 AC
TOTAL MINE EXCAVATION
108.0 AC
TAILINGS/SEDIMENT PONDS
5.1 AC
PROCESSING AREA/HAUL ROADS
12.1 AC
OTHER MISC. AREA
7.0 AC
(BERMS, TEMP. DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
UNDISTURBED BUFFER
507.8 AC
PERMIT AREA
640.0 AC
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
5.1 AC
STOCKPILES
16.0 AC*
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
12.1 AC
MINE EXCAVATION
108.0 AC
OTHER MISC EXCAVATION
7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
AREAS BONDED AS HIGHER BOND AMOUNT
INTERNAL DRAINAGE = 116.3 AC
EXTERNAL DRAINAGE= 15.9 AC
EROSION CONTROL LEGEND
TOP OF BERM
SKIMMER BASIN SKIMMER
BAFFLES
SPILLWAY
ROCK CHECK DAMS -
SILT FENCE SF
TEMPORARY DIVERSION DITCH
OUTLET PROTECTION
J-HOOK W/ SILT FENCE OUTLET
SILT FENCE OUTLET
LEGEND
PERMIT BOUNDARY
EXISTING CONTOUR
WETLAND
BUFFER
AFFECTED AREA
CREEK
BERM
POND
O
2
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND DESIGN O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
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[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
1 "=200'
MTB
Sheet:
Designed by:
MTB
C6 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

ATE (TYP)
PIT ACCESS FOR MAINTENANCE ROPERTY/PERMIT BOUNDARY (TYP)
640.0 AC
ACCESS ROAD (TYP)
GATE (TYP) --ACCESS
REMAIN FOR PIT
PIT ACCESS FOR MAINTENANCE ACCESS FOR MAINTENANCE
SEDIMENT BASIN (TYP)
TO BE REMOVED DURING MINING ACTIVITIES
ACCESS ROAD (TYP 9—
--
TO REMAIN FOR PIT 10—
1`
ACCESS FOR MAINTENANCE \ \ ------ -
GATE (TYP)
PIT ACCESS FOR MAINTENANCE -- - -
--
/ ... .. ... "
PROPOSED MINING AREAS
PIT #1
2.8 AC
PIT #2
19.7 AC
PIT #3
46.2 AC
PIT #4
9.0 AC
PIT #5
30.3 AC
TOTAL MINE EXCAVATION
108.0 AC
TAILINGS/SEDIMENT PONDS
5.1 AC
PROCESSING AREA/HAUL ROADS
12.1 AC
OTHER MISC. AREA
7.0 AC
(BERMS, TEMP. DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
UNDISTURBED BUFFER
507.8 AC
PERMIT AREA
640.0 AC
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
5.1 AC
STOCKPILES
16.0 AC*
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
12.1 AC
MINE EXCAVATION
108.0 AC
OTHER MISC EXCAVATION
7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
A, �, �, �, \ I I UY Ur WA I the tL—t3 (AFFKA.) A, A,
ASSUMED WATER LINE (TYP ASSUMED WATER LINE(TYP)AREAS BONDED AS HIGHER BOND AMOUNT
\ \ \ STABLIZE AND SEED ALL SLOPES APPRX. EL=8 I
/ \ \ APPRX. EL=8'
\ \ PIT SEEDED AREA 1.6 AC /
.................. \ \
++ ..
1
4 STRAND BARBED WIRE FENCE (TYP \� r p: i �� INTERNAL DRAINAGE — 116.3 AC
WARNING SIGNS ALONG FENCE - 4c PIT \ EXTERNAL DRAINAGE= 15 9 AC
LAKE ACREAGE=8.4 AC �`� \ I `1 V \
^� rr�� hh
TOP OF WATER EL=8' (APPRX.) >'•. �F6. G r1C.- - .. _... \ —�
4 BERM 4
1 F __,R, .. ,\ , �1
AA LEGEND
IL\\ \\ \� - 'x PERMIT BOUNDARY
EXISTING CONTOUR
WATER LEVEL (APPROX.) V
3 =
1
NOTES:
�111=1
[�=1 1I-
-II—
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)
NTS
NOTES:
1. SITE TO BE RECLAMATED TO MEET ANY APPLICABLE LOCAL JURISDICTION REQUIREMENTS AND THE NCDEQ MINE
PERMIT RECLAMATION BOND REQUIREMENTS.
2. 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.
3. 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.
WETLAND
BUFFER
AFFECTED AREA
CREEK
BERM +++++++++
POND
O
70
2
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND DESIGN \
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
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[e-mail]
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REVISIONS
PRELIMINARY
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Scale-
Drawn by-
1 "=200'
MTB
Sheet:
Designed by:
MTB
C7 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
0
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CU
0

Y (TYP)
ACCESS ROAD (TYP)
TO REMAIN FOR PIT \
ACCESS FOR MAINTENANCE
A/ A/ A/
JA/ A/ 3:1 MAX SLOPE ABOVE WATER LINE
ATE (TYP) TO BE VEGETATED
— Q
V \4/ \J/ PIT ACCESS FOR MAINTENANCE' �� \4/ L�] `V \P-- 1
3:1 MAX SLOPE BELOW WATER LINE J
TO 10 FT BELOW WATER LEVEL
ASSUMED WATER LINE (TYP)
H \� APPRX. EL=8' v \
\ \
\ \�
\ !{ STRAND BARBED WIRE FENCE (TYP) \ �.
WARNING SIGNS ALONG FENCE
A/ \J/ \ \\
TEMPORARY DIVERSION (TYP) \
A/ \ TO BE REMOVED DURING MINING ACTIVITIES SEDIMENT BASIN (TYP)
-� 20" VEGETATIVE BERM(TYP)TO BE REMOVED DURING MINING ACTIVITIES
TO REMAIN
\ %r
l /
. ..
.�
.....................
\ .I,
SILT FENCE (TYP)
TO E DURING MINING ACTIVITIES
.....................
SILT FENCE (TYP ry �i PIT tt5 _
00
TO BE REMOVED DURING MINING ACTIVITIES y
kit \ LAKE ACREAGE=28.6 AC
`� 30.3 AC_ ;. ` TOP OF WATER EL=8' (APPRX.) \ J
\ /
_
,,. \ \ STABILIZE AND SEED ALL SLOPES ✓ \�% \
\ 1 \
,= P IT SEEDED -AREA .1.....7;AC
8 8 \ \
0, /
. 7 `'•.
\
`.
.
....
\ .....
....
ti ...... ...... .: .
\\
. . \
\ \ \ aa`
= \
fill
..
-------
------
�li .. .... _4 *. Ali Ali Ali Ali �. .,*`'®` . *. . � .::::� ..._...._...
SEDIMENT BASIN (TYP)
TO BE REMOVED DURING MINING ACTIVITIES
4 BERM 4
rill=rrrll1=ff-111=III-II=II-Ll=II-LI=II-LI=II-LI=II-LI=II-L1=T-IIef. WATER LEVEL (APPROX.) p
_
3
-III-III-III-III-III-III-I 1=1 I -III -I 1-1 1=1 1=1 1=1 1=1 -
tITIWITW=mWIItb0 rE)`bVffFi 0kb'EW7-,,Wll 1
NOTES:
lllllllll =
i ll=111=111=111=-ll=ll-Ll I-LI I-LI I-LI 1-1I1 1 H 11=111=111=111=111-
-III—III—III—III—I � 1=1 � I —III —III —III —III —III —III —I 11=1 � 1=1I 1=1 � 1=1 � 1=1 � I-
iT-1T=-W-=W-- - - -J11 LI=LI=L1=111=111= -
3:1 MAX SLOPE ABOVE WATER LINE
j
3:1 MAX SLOPE BELOW WATER LINE AT MIN 20'
HORT. AND 10' VERTICAL DISTANCE
jPOT j j jjj j jjj j jj j jjj jjj/
ALL DENUDED AREAS ABOVE WATER LINE TO
BE VEGETATEDPER SECTION 919 QUARRY OF
jj/jj/
/ /
jj/v�/
ZONING
PIT SIDE WALL RECLAMATION (TYP)
NTS
... / "'I/�6.
\ A \ A/ r \1/ \�/l
\1/\ A/ � A/
4/ .� \
NOTES:
1. SITE TO BE RECLAMATED TO MEET ANY APPLICABLE LOCAL JURISDICTION REQUIREMENTS AND THE NCDEQ MINE
PERMIT RECLAMATION BOND REQUIREMENTS.
2. 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.
3. 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.
PROPOSED MINING AREAS
PIT #1
2.8 AC
PIT #2
19.7 AC
PIT #3
46.2 AC
PIT #4
9.0 AC
PIT #5
30.3 AC
TOTAL MINE EXCAVATION
108.0 AC
TAILINGS/SEDIMENT PONDS
5.1 AC
PROCESSING AREA/HAUL ROADS
12.1 AC
OTHER MISC. AREA
7.0 AC
(BERMS, TEMP. DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
UNDISTURBED BUFFER
507.8 AC
PERMIT AREA
640.0 AC
DISTURBED AREAS
TAILINGS/SEDIMENT PONDS
5.1 AC
STOCKPILES
16.0 AC*
(INSIDE MINE EXCAVATION)
PROCESSING AREA/HAUL ROADS
12.1 AC
MINE EXCAVATION
108.0 AC
OTHER MISC EXCAVATION
7.0 AC
(BERMS, DIVERSIONS, ETC.)
TOTAL AFFECTED AREA
132.2 AC
AREAS BONDED AS HIGHER BOND AMOUNT
INTERNAL DRAINAGE = 116.3 AC
EXTERNAL DRAINAGE= 15.9 AC
EROSION CONTROL LEGEND
TOP OF BERM
SKIMMER BASIN SKIMMER
BAFFLES
SPILLWAY
ROCK CHECK DAMS -
SILT FENCE SF
TEMPORARY DIVERSION DITCH
OUTLET PROTECTION
J-HOOK W/ SILT FENCE OUTLET
SILT FENCE OUTLET
LEGEND
PERMIT BOUNDARY
EXISTING CONTOUR
WETLAND
BUFFER
AFFECTED AREA
CREEK
BERM
POND
O
2
200 0 100 200 400
HORIZONTAL SCALE: 1" = 200'
RAFTING AND DESIGN \
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
1 "=200'
MTB
Sheet:
Designed by:
MTB
C8 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 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 NCG01 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
• Geotextile 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
A Gs6 v-I
O o5�(Tva) SaL BERM ry B E
0 0 oR sTAP E o T o o aErvM ry
o ��TTErv�E AN-1EsnP, LO
os'rvoEO A O0 0 SECTION B-B
B
ArvoOA�=srPl ,�.
SECTION A -A oRSTAa�E ��ocnTiory of*ERMIrvED iry FiED
rvoTirvG DEviCEIP to N(PCiIIAL LOCATION o[T[RMirveo iry FieLo [;]]VNo*iNODEVICE 118 x]a'QMIN.)
-T 1TrvE=TR�c �R� e PA �r D��rvR� crvE MIrvIMrvM„�rv�rvE_-QUATE HOLD— E-Z.
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BELOW GRADE WASHOUT STRUCTURE
ABOVE GRADE WASHOUT STRUCTURE
CONCRETE WASHOUTS
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,
6. 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 that the 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 122.411
EFFECTIVE: 04/01 / 19
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(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
. 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(I)(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.
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01 / 19
RAFTING AND DESIGN
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SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C9 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

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 DITCH ES/C HANN ELS/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
TEMPORARY SEEDING SCHEDULE
FALL
Seeding mixture
Species Rate (lb/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)
unu_wrwrnie Enerree
Table 6.11.b
-
Optimal Planting Dates
Common Name
Botanical Name I
Cultivar
Dative I
ntroduced
Broadcast
Seeding
Rates
lbslacre
Fartirrzatord
limestone
Ibs/acre
Mountains
Piedmont
coastal
Plains
Sun/Shade
tolerant
Wetlands
RiparianqlnvasiveInstallation
BuffersConsiderations
/ Maintenance
Other information, commentarySericaa
Lespedeze
Lespedeze cuneate
Dumonr
1
15lbs
8 soil test
911-6/1
9/1 - 511
1011 -4/1
Sun
NR
NR
Responds wall to controlled
- - --
Severe Threat
-trurns
Invasive species
Crown Vetch
Secu ' era varia
I
151bs
B soU fast
3/15-4/30
NR
NR
Sun
NR
NR
Yes
Highcocompetitive,Prefers
neutral soNs
- --- - -
(Coronilla vada)
--
--
----
-
- -
-
- --
--
_
-- --
--
not recommended unless
- - --- -
an acceptable all mative
-
-- -
is not available.--
------ -----
-------
----
--
---
-
-- -
----
----
Centi e�de Grass __.._
Eremo_ chloa h urol
-
- 1
5 Ibs
10 Ibs. for road
B� soil test
shoulders
NR_-
Eastern
only
9/1 - 5/1
_Sun_
N_R_
NR ,. -_
No
Si nifirant maintenance --
may be required to obtain
Dces not tolerate hl�h tratTc___ _ __
Acceptable for sodding
--- ---
------ -
- --
desired cover
KY 31 Tall Fescue
Schedonorus phoenl
I
100 Ibs
B soil test
8/15-5/1
9/1-4/15
9/30-3/151
Sun!
NR
NR
Yes
If utilized, it is imperative
Acceptable for sodding
Festuce arundinacea
- ---
mod. Shade
that maintenance includes________-_,_______
--
-
a containment an
-- - - ----
KY Blue Orass
----
Poa ratensis
-- -
I
151bs----
-----
B sod test
--- ---
8/15S/1
---NR-----
NR
NR----
-- -
Sun
---
NR
- --.
NR
--- -
Yes
-------- --
If utilized, it is imperative
- - -- - --- -
Prefers neutral soils, highly
- -
-
- - __-
that rrraintenance includes
--
competitive, not recommended _
-- ---`-
"- - - `-""
--
---
---`
--
--
--
----
a containment Ian
unless an acceptable alternative
_---_-_
---_- -
--
- - -
--
--
_--_--
-_-- _
--
- -
-
--__-----
-----.-----_.__.
is not available. _
Acceptable for soddin -- ---
Hard Fescue
---------
Festuce bmw ila -
I
15lbs
---
By sail teta
8/1 - 6/1
---
NR
--- --
NR
---
Shade
-- - -
NR
----
NR _
- No _ ___
Not recommended for
- ------ ---
Low rowing, bunch�rass __
Festuca to ifolia
Slopes realer than 5%
---------
Bermuda Gress
— -
C nodon dac n
-- -'
I
--
251be
- ---
B soil test
- ---
NR
----
4/15-6/30
- --
4/15.6/30
- - ---
Sun
-
NR
-- ---
NR
---'
Yes
-- -- — -----
If it is imperative
------- e, not --
Extreme aggressive, sh not
at main
that maintenance Includes
recommended and should be
-
—
a containment an —
avoided unless an ax table __ _—
'---- -
-"--` -
--
---
`- -
- - -
-i-
----
---
alternative Is not available.
May be sodded ors rp igged -
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 %Z 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 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.
TEMPORARY SEEDING SCHEDULE
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
NATIVE SPECIES
I®I®
I®II®
0
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.
NEW STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
° High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 flatter
or
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
STABILIZATION TIME TABLES
NTS
RAFTING AND DESIGN
O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale.
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 10
of 21
Reviewed by:
MTB
Project Number:
Date:
2022-08
FEB 2023

3:1 MAX TOP EL= 7.0 3:1 MAX
SLOPES SLOPES
i l l i i l l
I
VOLUME REQUIRED
1800 CF/Q25
3:1 MAX SLOPE (TYP) 3:1 MAX SLOPE (TYP) -
- I
nnT M F=I 0 11
NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN.
5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE.
7. PIT TO BE EXCAVATED FROM BASIN OUT. BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
SEDIMENT BASIN #1 NO OUTLET
NTS
3:1 MAX TOP EL= 7.3:1 MAX
SLOPES 0 SLOPES
I
VOLUME REQUIRED
1800 CF/Q25
3:1 MAX SLOPE (TYP) 3:1 MAX SLOPE (TYP)
- I
66 M EL-4 0
ill III III III ���
3:1 MAX TOP EL= 7.0 3:1 MAX
SLOPES SLOPES
I I
VOLUME REQUIRED
1800 CF/Q25
= 3:1 MAX SLOPE (TYP) 3:1 MAX SLOPE (TYP)
I
M EL_"10
III III III III i�
NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN.
5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE.
7. PIT TO BE EXCAVATED FROM BASIN OUT. BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
SEDIMENT BASIN #4A-C NO OUTLET
NTS
NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN.
5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE.
7. PIT TO BE EXCAVATED FROM BASIN OUT. BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
SEDIMENT BASIN #2A-C NO OUTLET
NTS
3:1 MAX
SLOPES TOP EL= 7.0
II
VOLUME REQUIRED -
1800 CF/Q25 -
I 3:1 MAX SLOPE (TYP) 3:1 MAX SLOPE (TYP) -
- I
Rf1T EL=-4 0
-III III III III ���
NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN.
5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE.
7. PIT TO BE EXCAVATED FROM BASIN OUT. BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
SEDIMENT BASIN #5A-1 NO OUTLET
NTS
3:1 MAX
SLOPES
3:1 MAX TOP EL= 7.0 3:1 MAX
SLOPES SLOPES
I
VOLUME REQUIRED
1800 CF/Q25
I 3:1 MAX SLOPE (TYP) 3:1 MAX SLOPE (TYP) -
- I
RnT M EL--4 0
ill III III III ���
NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN.
5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE.
7. PIT TO BE EXCAVATED FROM BASIN OUT. BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
SEDIMENT BASIN #3A-H NO OUTLET
NTS
RAFTING AND DESIGN
O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 11 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

TYPICAL FENCE SPACING
STAPLE WIRE TWIST-
1" MIN FENCE STAPLE
WARNING
SIGN
WIRE CLIPS e STAPLE WIRE
1" MIN FENCE STAPLE
0
V MAX WIRE SPACING e
e
U METAL "T" POST e
e
0
4.5' MIN HEIGHT e
ABOVE GROUND n
0
e
e
1.5' MIN DEPTH
BELOW GROUND
DISCHARGE LINE
FROM PUMP
1.5' MIN DEPTH
BELOW GROUND
STONE BEL .. . .
INSTALLATION & MAINTENANCE
1. USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
2. PROVIDE STABILIZED OUTLET TO STREAM BANK.
3. WOOD PALLETS MAY BE USED IN LIEU OF STONE AND GEOTEXTILE AS
DIRECTED. A SUFFICIENT NUMBER OF PALLETS MUST BE PROVIDED
TO ELEVATE THE ENTIRE SPECIAL STILLING BASIN ABOVE NATURAL GROUND.
4. THE SIZE AND NUMBER OF SILT BAGS SHOULD BE BASED ON THE
DEWATERING PUMP AND MANUFACTURER RECOMMENDATIONS.
S. TIGHTLY SECURE THE PUMP DISCHARGE TO THE SILT BAG SLEEVE WITH A
STRAP OR SIMILAR DEVICE TO PREVENT WATERISEDIMENT FROM LEAKING
WITHOUT TREATMENT_
& CONTROL PUMPING RATE TO PREVENT EXCESSIVE PRESSURE WITHIN THE SILT
BAG IN ACCORDANCE WITH THE MANUFACTURER RECOMMENDATIONS. AS THE
BAG FILLS WITHIN SEDIMENT, REDUCE THE PUMP RATE.
7. REPLACE THE SILT BAG WHEN ONE HALF (112) FULL OF SEDIMENT.
a. SILT BAG DEVICE MUST BE L I FROM THE TOP OF THE STREAM BANK
AND WATER MUST BE DISCHARGED IN A DIFFUSE MANNER.
CORNER BRACING
4.5' MIN HEIGHT
ABOVE GROUND
STAPLE WIRE TWIST
1" MIN FENCE STAPLE
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
VARIES LINESF SILT FENCE
wa
(TP. A. OR C) of
P T FABRIC
w 10 'TYP. TOE OF SLOPE
a
-------- -------------- '-------------------'----- -------------------- ------2------------_-
FLOW FLOW (SLOPE
PLAN
SINGLE ROW SILT FENCE
S LINEFENCEVARIESTOASLT
. R wa
C) 0
J
POST FABRIC
' 10TYP.
w_ TOE OF SLOPE
---- ---
__
FLOW �� FLOW ���� FLOW �� SLOPE
CORNER BRACING
CORNER BRACE
6' x 4" MIN TREATED POST
CORNER POST
�15.5 GA BARBED WIRE
TYPICAL J HOOK SPACING
SLOPE PERCENT
TYPE OF SILT FENCE
MINIMUM
SPACING
(METERS)
1% TO 2%
TYPE A
30 .
2% TO 3%
TYPE A
IS ±
3% TO 4%
TYPE C
15 ±
4% TO 5%
TYPE C
7.5 ±
NOTE
I. IF THE GRADE IS BETWEEN 0 TO I PERCENT, THE
SILT FENCE SHALL BE PLACED ACROSS THE DITCH.
2.TEMPORARY SILT FENCE SHALL NOT BE PLACED
WITHIN STATE WATERS.
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
5.5 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
EXISTING
GRADE
PLAN
DOUBLE ROW SILT FENCE
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 points) 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.
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
SILT FENCE J-HOOK
NTS
-SEE PLAN
MIN. STONE DEPTH
SEE NOTE B.
NOTES:
FILTER
FABRIC
PUBLIC RIGHT OF WAY
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.
CONSTRUCTION ENTRANCE PAD
NTS
�• .1111 i ill•
;�.ti00,
`S11
�•
9�
Construction 1. Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
Specifications
2. Keep the center stone section at least 9 inches below natural ground level
where the dam abuts the channel banks.
3. Extend stone at least 1.5 feet beyond the ditch bank (Figure 6.83b) to keep
water from cutting around the ends of the check dam.
4. Set spacing between dams to assure that the elevation at the top of the
lower darn is the same as the toe elevation of the upper dam.
5. Protect the channel after the lowest check dam from heavy flow that could
cause erosion.
6. Make sure that the channel reach above the most upstream dam is stable.
7. Ensure that other areas of the channel, such as culvert entrances below the
check dams, are not subiect to damage or blockal from displaced stones.
Maintenance Inspect check dams andchannels at least weekly and after each sigtiifieaut (1/2
inch or greater) rainfall event and repair immediately. Clean out sediment,
straw, limbs, or other debris that could clog the channel when needed.
Anticipate submergence and deposition above the check dam and erosion from
high flows around the edges of the dam. Correct all damage immediately. If
significant erosion occurs between dams, additional measures can be taken
such as, installing a protective riprap liner in that portion of the channel
(Practice 6.31, Ripraprline and Paved Channels).
Remove sediment accumulated behind the dams as needed to prevent damage
to channel vegetation, allow the channel to drain through the stone check dam,
and prevent large flows from carrying sediment over the dam. Add stones to
dams as needed to maintain design height and cross section.
CHECK DAM
NITS
2 BRACE
IN TREATED POST
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
R POST NOTE:
SILT FENCE FABRIC TO OVERLAP
HARDWARE CLOTH BY 12 INCHES
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
FLOW DIRECTION o 1 " 18"
GRADE
-III. I -I I I-11 ` "-I p L=11
-III W III_ III IF 6"
II
SIDE VIEW II
II
U
SILT FENCE
FABRIC
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:
l . 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.
S�OQ�
#57 STONE 0P� GO�pvNO
2.0% MIN SLOPE
S\s�\N f
OVN� S\-Ove 4.0% MAX SLOPE „
GR x/`s>>
F
TEMPORARY INTERNAL SITE ROAD
NTS
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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
1. The base of both end posts should be at least one foot higher than the
Specifications
middle of the fence. Check with a level if necessary.
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from MIN. 10 GA.
LINE WIRES
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
S. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
8. The installation should be checked and corrected 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.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
8' MAX.
2-1/2 GA.
MEDIATE
GRADE
I- III
I I 1=
-II 11= III
IIII IIII III IIII
IIII IIII III IIII
III�1=1�111 llll�l Ilil
FRONT VIEW
NOTE:
DOES NOT EXCEED 1/4 ACRE AND NEVER IN
AREAS OF CONCENTRATED FLOW
-USE SILT FENCE ONLY WHEN DRAINAGE AREA
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
o 'v
N
co
SILT FENCE
NTS
q
SECTION VIEW N
- - STEEL POST
�- WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
= UPSLOPi
0
z_
FOR REPAIR OF SILT
2
FENCE FAILURES, USE
N
No. 57 WASHED STONE.
M..... -
FOR ANCHOR WHEN SILT
BACKFILL TRENCH
FENCE IS PROTECTING
OVER SILT FENCE
CATCH BASIN.
RAFTING AND DESIGN
O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 1 2 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023

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 attd 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, acid 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
IIIII-IIIII-1 d
ts° = II111-11111110llll_Ilill, , 4„to12„
FILTER FABRIC OR
GRAVEL BEDDING
PARABOLIC -SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY BULLDOZER)
W
IIn1=11111=11111---Zlliia d
IIll=1 - II-
�OII Ilii - a" to 12"
18"
l_ FILTER FABRIC OR
-1�11 Ill GRAVEL BEDDING
V-SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY MOTOR GRADER)
RIP RAP LINED TEMPORARY/PERMANENT
DIVERSION DITCH
NTS
Figure 6.17e Channel Installation and Slope Installation; Washington State Ecology Department
Longitudinal anchor
trench
Stake at T-5' - -
intervals
ry
Initial channel
anchor trench
00
.4 `slot at 25'
intervals
NOTE:
1. Check slots to be constructed per manufacturers specifications.
2. Staking or stapling layout per manufacturers specifications.
Slope surface shall be smooth before
placement for proper soil contact.
Stapling pattern as Min. 2"
per manufacturers
recommendations.
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.
a
•AAVI•AI IKA ci npGc
SEE PLAN ..
COMPACTED SOILS
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.
Terminal slope and
channel anchor trench
44
Overcut channel 2" to allow'"i-n! g
"'.'
during seedbed preparation
Intermittent
check slot
If there is a berm at the top of
slope, anchor upslope of the berm.
Anchor in 6"x6" min. Trench
and staple at 12" intervals.
Min. 6" overlap.
i
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.
Intermittent check slot
Shingle -lap spliced ends or begin new
roll in an intermittent check slot
Prepan
Install)
tempt
Excavate channel to design
grade and cross-section
1 b
Design depth ,
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
Construction Construction
Specifications Even if properly designed, if not properly installed, RECP's will probably
not function asdesired. 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 author
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.
Installation for Slopes- Place the RECP 2-3 feet over the top of the slope
and into an excavated end trench measuring approximately 121 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 terminal 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 backfilled, the RECP is deployed 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 mat (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 I 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 --I 1 gauge, at least 6 inches length by I 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 mat placed on top of the downstream/
downslope RECP. This overlap should be anchored at I 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.
PERMANENT DIVERSION BERM
NTS
TEMPORARY/PERMANENT DIVERSION DITCH
NTS
ado A
C
Pipe Outlet to Flat Area -
No Well-defined Channel
Pipe Outlet to Well-defined
Channel
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 the subgrade for the filter and riprap follows the required lines
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 the subgrade on
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.
S. 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
Q
La
conditions, place it in the upper section of the apron.
9. Imm ediately after construction, stabilize all disturbed areas withvegetation
(Practices 6.10, Temporary Seeding, and 6.11, Permanent Seecii'ng).
q>
III -II
dill �d III-
c �li��lllll
IflISection AA _li _ g1J="IiIN
Maintenance Inspect riprap outlet structures weekly and after significant (1 /2 inch or greater)
Filter
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
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 1
3 of 21
Reviewed by:
MTB
Project Number:
Date:
2022-08
FEB 2023

Sediment Basin # 1
Sediment Basin # 2A
Sediment Basin # 2B
Sediment Basin # 2C
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 11.69
A=
3.70
Q25 =
13.16
A= 3.70
Q10 = 38.87
A=
12.30
Q25 =
43.74
A= 12.30
Q10 = 14.22
A=
4.50
Q25 =
16.00
A= 4.50
Q10 = 13.27
A=
4.20
Q25 =
14.94
A= 4.20
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
1=
6.10
Q2 = 9.03
A=
3.70
Q2 = 30.01
A=
12.30
Q2 = 10.98
A=
4.50
Q2 = 10.25
A=
4.20
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
13.16
SA=Q25 x 435 sf/cfs
Q25 =
43.74
SA=Q25 x 435 sf/cfs
Q25 =
16.00
SA=Q25 x 435 sf/cfs
Q25 =
14.94
SA= 5723.38 ft2
SA= 19026.38 ft2
SA= 6960.87 ft2
SA= 6496.81 ft2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
60.00
x
120.00 =
7200 ft2
Top =
104.00
x
208.00 =
21632 ft2
Top =
65.00
x
130.00 =
8450 ft2
Top =
64.00
x
128.00 =
8192 ft2
Weir =
54.00
x
108.00 =
5832 ft2
Weir =
98.00
x
196.00 =
19208 ft2
Weir =
59.00
x
118.00 =
6962 ft2
Weir =
58.00
x
116.00 =
6728 ft2
Bottom =
45
x
90 =
4050 ft2
Bottom =
89
x
178 =
15842 ft2
Bottom =
50
x
100 =
5000 ft2
Bottom =
49
x
98 =
4802 ft2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
3.70 ac
VR=Ax1800 cf/ac
A=
12.30 ac
VR=Ax1800 cf/ac
A=
4.50 ac
VR=Ax1800 cf/ac
A=
4.20 ac
VR= 6660.00 ft 3
VR= 22140.00 ft 3
VR= 8100.00 ft 3
VR= 7560.00 ft 3
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 5832.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 19208.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 6962.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 6728.00
sf
Bottom= 4050.00
sf
Bottom= 15842.00
sf
Bottom= 5000.00
sf
Bottom= 4802.00
sf
VP= 14823.00 ft 3
D= 3.00
ft
VP= 52575.00 ft 3
D= 3.00
ft
VP= 17943.00 ft 3
D= 3.00
ft
VP= 17295.00 ft 3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Sediment Basin # 3A
Sediment Basin # 3B
Sediment Basin # 3C
Sediment Basin # 311)
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q2S = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 18.33
A=
5.80
Q25 =
20.62
A= 5.80
Q10 = 36.34
A=
11.50
Q25 =
40.89
A= 11.50
Q10 = 12.32
A=
3.90
Q25 =
13.87
A= 3.90
Q10 = 15.48
A=
4.90
Q25 =
17.42
A= 4.90
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
l
6.10
Q2 = 14.15
A=
5.80
Q2 = 28.06
A=
11.50
Q2 = 9.52
A=
3.90
Q2 = 11.96
A=
4.90
20700.00
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
20.62
SA=Q2S x 435 sf/cfs
Q25 =
40.89
SA=Q21 x 435 sf/cfs
Q25 =
13.87
SA=Q2S x 435 sf/cfs
Q25 =
17.42
SA= 8971.79 ft2
SA= 17788.89 ft2
SA= 6032.75 ft2
SA= 7579.61 ft2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
73.00
x
146.00 =
10658 ft2
Top =
101.00
x
202.00 =
20402 ft2
Top =
61.00
x
122.00 =
7442 ft2
Top =
68.00
x
136.00 =
9248 ft2
Weir =
67.00
x
134.00 =
8978 ft2
Weir =
95.00
x
190.00 =
18050 ft2
Weir =
55.00
x
110.00 =
6050 ft2
Weir =
62.00
x
124.00 =
7688 ft2
Bottom =
58
x
116 =
6728 ft2
Bottom =
86
x
172 =
14792 ft2
Bottom =
46
x
92 =
4232 ft2
Bottom =
53
x
106 =
5618 ft2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
5.80 ac
VR=Ax1800 cf/ac
A=
11.50 ac
VR=Ax1800 cf/ac
A=
3.90 ac
VR=Ax1800 cf/ac
A=
4.90 ac
VR= 10440.00 ft 3
VR= 20700.00 ft 3
VR= 7020.00 ft 3
VR= 8820.00 ft 3
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 8978.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 18050.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 6050.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 7688.00
sf
Bottom= 6728.00
sf
Bottom= 14792.00
sf
Bottom= 4232.00
sf
Bottom= 5618.00
sf
VP= 23559.00 ft 3
l 3.00
ft
VP= 49263.00 ft 3
l 3.00
ft
VP= 15423.00 ft 3
l 3.00
ft
VP= 19959.00 ft 3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
RAFTING AND DESIGN
SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 14 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
3
00,
2

Sediment Basin # 3E
Sediment Basin # 3F
Sediment Basin # 3G
Sediment Basin # 3H
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10 = CIA
C=
0.40
Q25 =CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 =CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 36.02
A=
11.40
Q25 =
40.54
A= 11.40
Q10 = 21.49
A=
6.80
Q25 =
24.18
A= 6.80
Q10 = 11.06
A=
3.50
Q25 =
12.45
A= 3.50
Q10 = 5.06
A=
1.60
Q25 =
5.69
A= 1.60
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
1=
6.10
Q2 = 27.82
A=
11.40
Q2 = 16.59
A=
6.80
Q2 = 8.54
A=
3.50
Q2 = 3.90
A=
1.60
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
40.54
SA=Q25 x 435 sf/cfs
Q25 =
24.18
SA=Q25 x 435 sf/cfs
Q25 =
12.45
SA=QzS x 435 sf/cfs
Q25 =
5.69
SA= 17634.20 ft 2
SA= 10518.65 ft 2
SA= 5414.01 ft2
SA= 2474.98 ft2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
101.00
x
202.00 =
20402 ft 2
Top =
79.00
x
158.00 =
12482 ft 2
Top =
59.00
x
118.00 =
6962 ft 2
Top =
42.00
x
84.00 -
3528 ft 2
Weir =
95.00
x
190.00 =
18050 ft 2
Weir =
73.00
x
146.00 =
10658 ft 2
Weir =
53.00
x
106.00 =
5618 ft 2
Weir =
36.00
x
72.00 =
2592 ft 2
Bottom =
86
x
172 =
14792 ft 2
Bottom =
64
x
128 =
8192 ft 2
Bottom =
44
x
88 =
3872 ft2
Bottom =
27
x
54 =
1458 ft 2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
11.40 ac
VR=Ax1800 cf/ac
A=
6.80 ac
VR=Ax1800 cf/ac
A=
3.50 ac
VR=Ax1800 cf/ac
A=
1.60 ac
VR= 20520.00 ft 3
VR= 12240.00 ft 3
VR= 6300.00 ft3
VR= 2880.00 ft 3
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 18050.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 10658.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 5618.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 2592.00
sf
Bottom= 14792.00
sf
Bottom= 8192.00
sf
Bottom= 3872.00
sf
Bottom= 1458.00
sf
VP= 49263.00 ft 3
D= 3.00
ft
VP= 28275.00 ft 3
D= 3.00
ft
VP= 14235.00 ft 3
D= 3.00
ft
VP= 6075.00 ft 3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Sediment Basin # 4A
Sediment Basin # 4B
Sediment Basin # 4C
Sediment Basin # 5A
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 22.44
A=
7.10
Q25 =
25.25
A= 7.10
Q10 = 3.79
A=
1.20
Q25 =
4.27
A= 1.20
Q10 = 5.37
A=
1.70
025
= 6.05
A= 1.70
Q10 = 12.32
A=
3.90
Q25 =
13.87
A= 3.90
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
1=
.10
Q2 = 17.32
A=
7.10
Q2 = 2.93
A=
1.20
Q2 = 4.15
A=
1.70
Qz = 9.52
A=
3
3.90
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
25.25
SA=Q25 x 435 sf/cfs
Q25 =
4.27
SA=Q25 x 435 sf/cfs
Q25 =
6.05
SA=Q25 x 435 sf/cfs
Q25 -
13.87
SA= 10982.71 ft 2
SA= 1856.23 ft2
SA= 2629.66 ft 2
SA= 6032.75 ft 2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
81.00
x
162.00 =
13122 ft2
Top =
37.00
x
74.00 =
2738 ft 2
Top =
43.00
x
86.00 =
3698 ft2
Top =
61.00
x
122.00 =
7442 ft 2
Weir =
75.00
x
150.00 =
11250 ft2
Weir =
31.00
x
62.00 =
1922 ft 2
Weir =
37.00
x
74.00 =
2738 ft2
Weir =
55.00
x
110.00 =
6050 ft2
Bottom =
66
x
132 =
8712 ft 2
Bottom =
22
x
44 =
968 ft 2
Bottom =
28
x
56 =
1568 ft 2
Bottom =
46
x
92 =
4232 ft 2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
7.10 ac
VR=Ax1800 cf/ac
A=
1.20 ac
VR=Ax1800 cf/ac
A=
1.70 ac
VR=Ax1800 cf/ac
A=
3.90 ac
V - - 12780.00 ft
R
V - - 2160.00 ft
R
V - - 3060.00 ft
R
3
VR= 7020.00 ft
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 11250.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 1922.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 2738.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 6050.00
sf
Bottom= 8712.00
sf
Bottom= 968.00
sf
Bottom= 1568.00
sf
Bottom= 4232.00
sf
VP= 29943.00 ft
D= 3.00
ft
VP= 4335.00 ft
D= 3.00
ft
VP= 6459.00 ft
D= 3.00
ft
VP= 15423.00 ft3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
or
RAFTING AND DESIGN
Z? SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 15
of 21
Reviewed by:
MTB
Project Number:
Date:
2022-08
FEB 2023
3
00,
2

Sediment Basin # 5B
Sediment Basin # 5C
Sediment Basin # 5D
Sediment Basin # 5E
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 10.74
A=
3.40
Q25 =
12.09
A= 3.40
Q10 = 13.90
A=
4.40
Q25 =
15.65
A= 4.40
Q10 = 10.43
A=
3.30
Q25 =
11.73
A= 3.30
Q10 = 14.85
A=
4.70
Q25 =
16.71
A= 4.70
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
1=
6.10
Q2 = 8.30
A=
3.40
Q2 = 10.74
A=
4.40
Q2 = 8.05
A=
3.30
Q2 = 11.47
A=
4.70
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
12.09
SA=Q25 x 435 sf/cfs
Q25 =
15.65
SA=Q25 x 435 sf/cfs
Q25 =
11.73
SA=Q25 x 435 sf/cfs
Q25 =
16.71
SA= 5259.32 ft 2
SA= 6806.18 ft2
SA= 5104.64 ft 2
SA= 7270.24 ft 2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
58.00
x
116.00 =
6728 ft 2
Top =
65.00
x
130.00 =
8450 ft 2
Top =
57.00
x
114.00 =
6498 ft 2
Top =
67.00
x
134.00 =
8978 ft 2
Weir =
52.00
x
104.00 =
5408 ft 2
Weir =
59.00
x
118.00 =
6962 ft 2
Weir =
51.00
x
102.00 =
5202 ft 2
Weir =
61.00
x
122.00 =
7442 ft 2
Bottom =
43
x
86 =
3698 ft 2
Bottom =
50
x
100 =
5000 ft 2
Bottom =
42
x
84 =
3528 ft 2
Bottom =
52
x
104 =
5408 ft 2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
3.40 ac
VR=Ax1800 cf/ac
A=
4.40 ac
VR=Ax1800 cf/ac
A=
3.30 ac
VR=Ax1800 cf/ac
A=
4.70 ac
3
VR= 6120.00 ft
VR= 7920.00 ft 3
VR= 5940.00 t
VR= 8460.00 t
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 5408.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 6962.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 5202.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 7442.00
sf
Bottom= 3698.00
sf
Bottom= 5000.00
sf
Bottom= 3528.00
sf
Bottom= 5408.00
sf
VP= 13659.00 ft 3
D= 3.00
ft
VP= 17943.00 ft 3
D= 3.00
ft
VP= 13095.00 ft 3
D= 3.00
ft
VP= 19275.00 ft 3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Sediment Basin # 5F
Sediment Basin # 5G
Sediment Basin # 5H
Sediment Basin # 51
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
Q10 = CIA
C=
0.40
Q25 = CIA
C= 0.40
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
1=
7.90
1= 8.89
Q10 = 6.00
A=
1.90
Q25 =
6.76
A= 1.90
Q10 = 22.44
A=
7.10
Q25 =
25.25
A= 7.10
Q10 = 6.32
A=
2.00
Q215 =
7.11
A= 2.00
Q10 = 7.90
A=
2.50
Q25 =
8.89
A= 2.50
2-Yr Storm
2-Yr Storm
2-Yr Storm
2-Yr Storm
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
Q2 = CIA
C=
0.40
1=
6.10
1=
6.10
1=
6.10
1=
6.10
Q2 = 4.64
A=
1.90
Q2 = 17.32
A=
7.10
Q2 = 4.88
A=
2.00
Q2 = 6.10
A=
2.50
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
Calculate Required Surface Area
SA=Q25 x 435 sf/cfs
Q25 =
6.76
SA=Q25 x 435 sf/cfs
Q25 =
25.25
SA=Q25 x 435 sf/cfs
Q25 =
7.11
SA=Q25 x 435 sf/cfs
Q25 =
8.89
SA= 2939.03 ft 2
SA= 10982.71 ft2
SA= 3093.72 ft 2
SA= 3867.15 ft 2
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Side Slopes = 3.00 :1
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Pond Depth= 3.00 ft
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Basin Dims (Per SA)
Top =
45.00
x
90.00 =
4050 ft'
Top =
81.00
x
162.00 =
13122 ft 2
Top =
46.00
x
92.00 =
4232 ft'
Top =
50.00
x
100.00 =
5000 ft2
Weir =
39.00
x
78.00 =
3042 ft 2
Weir =
75.00
x
150.00 =
11250 ft 2
Weir =
40.00
x
80.00 =
3200 ft 2
Weir =
44.00
x
88.00 =
3872 ft 2
Bottom =
30
x
60 =
1800 ft 2
Bottom =
66
x
132 =
8712 ft2
Bottom =
31
x
62 =
1922 ft 2
Bottom =
35
x
70 =
2450 ft2
Volume Required
Volume Required
Volume Required
Volume Required
VR=Ax1800 cf/ac
A=
1.90 ac
VR=Ax1800 cf/ac
A=
7.10 ac
VR=Ax1800 cf/ac
A=
2.00 ac
VR=Ax1800 cf/ac
A=
2.50 ac
VR= 3420.00 ft 3
VR= 12780.00 ft 3
VR= 3600.00 ft 3
VR= 4500.00 ft 3
Volume Proposed
Volume Proposed
Volume Proposed
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top= 3042.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 11250.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 3200.00
sf
VP=((Top Area + Bottom Area)/2)xD
Top= 3872.00
sf
Bottom= 1800.00
sf
Bottom= 8712.00
sf
Bottom= 1922.00
sf
Bottom= 2450.00
sf
VP= 7263.00 ft 3
D= 3.00
ft
VP= 29943.00 ft 3
D= 3.00
ft
VP= 7683.00 ft 3
D= 3.00
ft
VP= 9483.00 ft 3
D= 3.00
ft
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
Basin has no outlet - to be permanent pond dug
out with excavation
or
RAFTING AND DESIGN
Z? SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 16 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
3
00,
2

Temporary Diversion # 1 => DA #
101
Temporary Diversion # RL 3 => DA # 103
Temporary Diversion # 5 => DA # 105
Temporary Diversion # 7 => DA #
107
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
zs = CIA C=
0.50
Q25 = CIA C=
0.50
Qzs = CIA C=
0.50
Qzs = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 10.22 A=
2.30 ac
Q25 = 25.78 A=
5.80 ac
Q25 = 7.11 A=
1.60 ac
Q25 = 7.56 A=
1.70 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 3
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.64
Velocity= 1.64
Velocity= 1.50
Velocity= 1.52
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
dwater=
1.44 ft
dwater= 1.44 ft
clmter= 1.24 ft
clmter=
1.27 ft
T= 0.089856 Ibs/ft2
S=
0.001 ft/ft
T= 0.089856 Ibs/ft2
s= 0.001 ft/ft
T= 0.077376 Ibs/ft2
s= 0.001 ft/ft
T= 0.079248 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 2 =>
DA #
102
Temporary Diversion # 4 =>
DA # 104
Temporary Diversion # 6 => DA # 106
Temporary Diversion # 8 =>
DA #
108
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
zs = CIA C=
0.50
Qzs = CIA C=
0.50
Qzs = CIA C=
0.50
Qzs = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 1.78 A=
0.40 ac
Q25 = 24.89 A=
5.60 ac
Q25 = 8.00 A=
1.80 ac
Q25 = 6.22 A=
1.40 ac
Channel Slope= 0.10
Channel Slope= -W 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 1.50
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 3
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.05
Velocity= 2.04
Velocity= 1.54
Velocity= 1.45
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
dwater=
0.75 ft
dwater= 1.58 ft
dwater= 1.3 ft
dwater=
1.18 ft
T= 0.0468 Ibs/ft2
s=
0.001 ft/ft
T= 0.098592 Ibs/ft2
s= 0.001 ft/ft
T= 0.08112 Ibs/ft2
s= 0.001 ft/ft
T= 0.073632 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 9 =>
DA #
109
Temporary Diversion # 11 =>
DA # 111
Temporary Diversion # 13 => DA # 113
Temporary Diversion # 15 =>
DA #
115
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 7.56 A=
1.70 ac
Q25 = 2.67 A=
0.60 ac
Q25 = 11.11 A=
2.50 ac
Q25 = 6.67 A=
1.50 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 2.00
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.52
Velocity= 1.16
Velocity= 1.68
Velocity= 1.48
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
dwater
1.27 ft
dwater= 0.86 ft
water- 1.47 ft
dwater
1.21 ft
T= 0.079248 Ibs/ft2
S=
0.001 ft/ft
T= 0.053664 Ibs/ft2
s= 0.001 ft/ft
T= 0.091728 Ibs/ft2
s= 0.001 ft/ft
T= 0.075504 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 10 =>
DA #
110
Temporary Diversion # 12 =>
DA # 112
Temporary Diversion # 14 => DA # 114
Temporary Diversion # 16 =>
DA #
116
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
zs = CIA C=
0.50
Q21 = CIA C=
0.50
Qzs = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 16.89 A=
3.80 ac
Q25 = 33.78 A=
7.60 ac
Q25 = 2.67 A=
0.60 ac
Q25 = 11.56 A=
2.60 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 1.50
Channel Bottom W= 2
Channel Bottom W= 4
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.86
Velocity= 2.18
Velocity= 1.16
Velocity= 1.70
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
dwater=
1.44 ft
dwater= 1.7 ft
dwater= 0.86 ft
dwater=
1.49 ft
T= 0.089856 Ibs/ft2
s=
0.001 ft/ft
T= 0.10608 Ibs/ft2
s= 0.001 ft/ft
T= 0.053664 Ibs/ft2
s= 0.001 ft/ft
T= 0.092976 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
or
RAFTING AND DESIGNZ?
SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 17
of 21
Reviewed by:
MTB
Project Number:
Date:
2022-08
FEB 2023
3
00,
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c
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Temporary Diversion # 17 => DA #
117
Temporary Diversion # 19 => DA # 119
Temporary Diversion # 21 => DA # 121
Temporary Diversion # 23 => DA # 123
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 40.01 A=
9.00 ac
Q25 = 7.11 A=
1.60 ac
Q25 = 9.33 A=
2.10 ac
Q25 = 0.44 A=
0.10 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.50
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 2.28
Velocity= 1.50
Velocity= 1.61
Velocity= 0.74
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T= ds y
y= 62.4 lbs
T=y s
y= 62.4 lbs
T=y s
y= 62.4 lbs
cl-t.r
1.84 ft
cl-ter 1.24 ft
dw, w= 1.37 ft
dwatef 0.43 ft
T= 0.114816 Ibs/ft2
s=
0.001 ft/ft
T= 0.077376 Ibs/ft2
s= 0.001 ft/ft
T= 0.085488 Ibs/ft2
5= 0.001 ft/ft
T= 0.026832 Ibs/ft2
s= 0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
■■
Permanent= Bermudagrass
Temporary Diversion # 18 =>
DA # 118
Temporary Diversion # 20 =>
DA # 120
Temporary Diversion # 22 =>
DA # 122
Temporary Diversion # 24 => DA # 124
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q21 = 5.33 A=
1.20 ac
Q25 = 8.00 A=
1.80 ac
Q21 = 3.56 A=
0.80 ac
Q25 = 4.89 A=
1.10 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.39
Velocity= 1.54
Velocity= 1.24
Velocity= 1.36
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandyloarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandyloarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
cl-w=
1.11 ft
dl_ter 1.3 ft
dwaw= 0.96 ft
dl-ter= 1.08 ft
T= 0.069264 Ibs/ft2
s=
0.001 ft/ft
T= 0.08112 Ibs/ft2
S= 0.001 ft/ft
T= 0.059904 Ibs/ft2
s= 0.001 ft/ft
T= 0.067392 Ibs/ft2
s= 0.001 ft/ft
Temporary= NAG S75 BN11
Temporary= NAG S75 BN
Temporary= NAG S75 BN
11
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 25 =>
DA #
125
Temporary Diversion # 27 =>
DA # 127
Temporary Diversion # 29 =>
DA # 129
Temporary Diversion # 31 => DA # 131
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q21 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 13.34 A=
3.00 ac
Q25 = 18.22 A=
4.10 ac
Q25 = 1.33 A=
0.30 ac
Q25 = 2.22 A=
0.50 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 1.50
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.77
Velocity= 1.89
Velocity= 0.91
Velocity= 1.10
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
dwate
1.57 ft
dwate 1.49 ft
dwate 0.59 ft
dwate,= 0.8 ft
T= 0.097968 Ibs/ft2
s=
0.001 ft/ft
T= 0.092976 Ibs/ft2
s= 0.001 ft/ft
T= 0.036816 Ibs/ft2
s= 0.001 ft/ft
T= 0.04992 Ibs/ft2
s= 0.001 ft/ft
Temporary= NAG S75 BN
'
Temporary= NAG S75 BN
Temporary= NAG S75 BN
�
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 2> =>
DA #
126
Temporary Diversion # -� =>
DA # 128
Temporary Diversion # 30 =>
DA # r 130
Temporary Diversion # 32 => DA # 132
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 9.33 A=
2.10 ac
Q25 = 5.33 A=
1.20 ac
Q21 = 3.11 A=
0.70 ac
Q25 = 13.34 A=
3.00 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.59
Velocity= 1.40
Velocity= 1.21
Velocity= 1.76
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Soil Type @ sandy loan Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds
y=
62.4lbs
T=yds
y= 62.4lbs
T=yds
y= 62.4lbs
T=yds
y= 62.4lbs
cl-w=
1.38 ft
dwater= 1.11 ft
dwaW=k 0.91 ft
dwater- 1.57 ft
T= 0.086112 Ibs/ft2
s=
0.001 ft/ft
T= 0.069264 Ibs/ft2
S= 0.001 ft/ft
T= 0.056784 Ibs/ft2
5= 0.001 ft/ft
T= 0.097968 Ibs/ft2
s= 0.001 ft/ft
Temporary= NAG S75 BN
'
Temporary= NAG S75 BN
Temporary= NAG S75 BN
41
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
or
RAFTING AND DESIGN
Z? SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 1 8 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
3
[0,
a>
c
g
Y
U
O
N
_O
L6
O
N
N
O
N
Q
Y
w
0
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2

Temporary Diversion # 33 => DA # 133
Temporary Diversion # => DA # ' 135 '
Temporary Diversion # 37 => DA # 137
Temporary Diversion # 39 => DA #
139
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
zs = CIA C= 0.50
Q25 = CIA C=
0.50
Qzs = CIA C=
0.50
Qzs = CIA C=
0.50
1= 8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Qzs = 8.00 A= 1.80 ac
Qzs = 2.22 A=
0.50 ac
Q25 = 15.11 A=
3.40 ac
Qzs = 4.45 A=
1.00 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 2.00
Channel Depth= 1.50
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.54
Velocity= 1.11
Velocity= 1.81
Velocity= 1.33
Soil Type C@ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
cl-tef 1.3 ft
d_tef 0.8 ft
dWd1ef 1.65 ft
dwdLef
1.04 ft
T= 0.08112 Ibs/ft2 s= 0.001 ft/ft
T= 0.04992 Ibs/ft2
s= 0.001 ft/ft
T= 0.10296 Ibs/ft2
s=a 0.001 ft/ft
T= 0.064896 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG 575 BN 9M
Temporary= NAG S75 BN
Temporary= NAG S75 BN
41
Temporary= NAG 575 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 34 => DA # ' 134
Temporary Diversion # 36 =>
DA # 136
Temporary Diversion # "A' =>
DA # IbLaIIIIIIIIIIIIIII
Temporary Diversion # 40 =>
DA #
140
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C= 0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Qzs = CIA C=
0.50
1= 8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 8.45 A= 1.90 ac
Q25 = 3.56 A=
0.80 ac
Q25 = 6.22 A=
1.40 ac
Q25 = 3.11 A=
0.70 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 1.50
Channel Depth= 1.50
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.55
Velocity= 1.24
Velocity= 1.24
Velocity= 1.21
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds y= 62.4lbs
T=yds
y= 62.4lbs
T=yds
y= 62.41bs
T=yds
y=
62.4lbs
dwater= 1.33 ft
dwater= 0.96 ft
dwater= Oft
dwater=
0.91 ft
T= 0.082992 Ibs/ft2 s= 0.001 ft/ft
T= 0.059904 Ibs/ft2
s= 0.001 ft/ft
T= 0.059904 Ibs/ft2
s= 0.001 ft/ft
T= 0.056784 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN
Temporary= NAG S75 BN
Temporary= NAG S75 BN
qJ
Temporary= NAG S75 BN
_A
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 41 => DA # 141
Temporary Diversion # 43 =>
DA # 143
Temporary Diversion # 45 =>
DA # 145
Temporary Diversion # 47 =>
DA #
147
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Qzs = CIA C= 0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1= 8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 10.67 A= 2.40 ac
Q25 = 4.89 A=
1.10 ac
Q25 = 3.11 A=
0.70 ac
Q25 = 3.56 A=
0.80 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 1.50
Channel Depth= 1.50
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.65
Velocity= 1.36
Velocity= 1.21
Velocity= 1.24
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y= 62.4 Ibs
T=yds
y=
62.4 Ibs
cl-te 1.45 ft
dwater= 1.08 ft
dwate _ft
dwater=
0.96 ft
T= 0.09048 Ibs/ft2 s= 0.001 ft/ft
T= 0.067392 Ibs/ft2
s= 0.001 ft/ft
T= 0.056784 Ibs/ft2
s= 0.001 ft/ft
T= 0.059904 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG 575 BN �
Temporary= NAG S75 BN
Temporary= NAG 575 BN
19
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Temporary Diversion # 42 => DA # 142
Temporary Diversion # 44 =>
DA # 144
Temporary Diversion # 46 =>
DA # . 146
Temporary Diversion # 48 =>
DA #
148
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Yr Storm
25-Yr Storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C= 0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
Q25 = CIA C=
0.50
1= 8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Q25 = 6.22 A= 1.40 ac
Q25 = 3.11 A=
0.70 ac
Q25 = 4.00 A=
0.90 ac
Q25 = 5.78 A=
1.30 ac
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Slope= 0.10
Channel Depth= 2.00
Channel Depth= 1.50
Channel Depth= 1.50
Channel Depth= 2.00
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Channel Bottom W= 0
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Side Slopes= 3.00
Velocity= 1.44
Velocity= 1.21
Velocity= 1.29
Velocity= 1.42
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Channel Lining
Channel Lining
Channel Lining
Shear Calculation
Shear Calculation
Shear Calculation
Shear Calculation
T=yds y= 62.4 Ibs
T= ds y
y= 62.4 lbs
T=y s
y= 62.4 lbs
T=y s
y=
62.4 lbs
dwater= 1.18 ft
dwater= 0.91 ft
dwater=-ft
dwater=
1.15 ft
T= 0.073632 Ibs/ft2 s= 0.001 ft/ft
T= 0.056784 Ibs/ft2
s= 0.001 ft/ft
T= 0.0624 Ibs/ft2
5= 0.001 ft/ft
T= 0.07176 Ibs/ft2
s=
0.001 ft/ft
Temporary= NAG S75 BN M
Temporary= NAG S75 BN
Temporary= NAG 575 BN
19
Temporary= NAG S75 BN
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
Permanent= Bermudagrass
or
RAFTING AND DESIGN
Z? SERVICES, INC.
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6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
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Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
C 19 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
3
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Temporary Diversion # 49 => DA #
149
CULVERT #1
CULVERT #3
Calculate Flow - Rational Method
Calculate Flow - Rational Method
Calculate Flow - Rational Method
25-Vr storm
25-Yr Storm
25-Yr Storm
Q25 = CIA C= 0.50
Q25 = CIA C=
0.50
Q25 = CIA
C=
0.50
1= 8.89 in/hr
1=
8.89 in/hr
1=
8.89 in/hr
Qzs = 5.78 A= 1.30 ac
Q25 = 6.22 A=
1.40 ac
Q25 = 16.89
A=
3.80 ac
Channel Slope= 0.10
Channel Depth= 2.00
Channel Bottom W= 0
Per Manning Equation
Per Manning Equation
Side Slopes= 3.00
Velocity= 1.42
Soil Type @ sandy loarr slopes= 0-5
Pipe Diameter 18.00 "
Allowable Flow=
8.04 cfs OK
Pipe Diameter
24.00 "
Allowable Flow=
17.30 cfs OK
Pipe Slope=
0.50%
Pipe Slope=
0.50%
Channel Lining
Shear calculation
Outlet Protection #1
Outlet Protection #2
T=yds y=
62.4 Ibs
New York Method 8.06.5 Manual
New York Method 8.06.5
Manual
d-ter=
1.15 ft
T= 0.07176 Ibs/ftZ s=
0.001 ft/ft
Pipe Diameter 18.00 "
La=
7.5
Pipe Diameter
24.00 "
La=
8
Temporary= NAG S75 BN
Velocity= 4.5 ft/s
W=
4.5
Velocity=
5.5 ft/s
W=
6
Permanent= Bermudagra�
Zone= 1
Stone Diameter=
Class A
Zone=
1
Stone Diameter=
Class A
CULVERT #2
Temporary Diversion # 50 => DA #
150
Calculate Flow - Rational Method
25-Yr Storm
Calculate Flow - Rational Method
25-Vr Storm
Q25 = CIA C=
0.50
Q21=CIA C= 0.50
1=
8.89 in/hr
1= 8.89 in/hr
Q25 = 8.00 A=
1.80 ac
QZs = 19.56 A= 4.40 ac
Channel Slope= 0.10
Channel Depth= 2.00
Per Manning Equation
Channel Bottom W= 2
Side Slopes= 3.00
Pipe Diameter 18.00 "
Allowable Flow=
8.04 cfs OK
Velocity= 1.92
Soil Type @ sandy loarr Slopes= 0-5
Pipe Slope=
0.50%
Channel Lining
Outlet Protection #2
Shear Calculation
New York Method 8.06.5 Manual
T=yds y=
62.4 Ibs
d-te
1.54 ft
Pipe Diameter 18.00 "
La=
7.5
T= 0.096096 Ibs/ftZ s=
0.001 ft/ft
Velocity= 4.5 ft/s
W=
4.5
Zone= 1
Stone Diameter=
Class A
Temporary= NAG S75 BN
Permanent= Bermudagras
RAFTING AND DESIGN
SERVICES, INC.
O
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
[e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale:
Drawn by:
NTS
MTB
Sheet:
Designed by:
MTB
CZ 0 of 21
Reviewed by:
MTB
Project
Number:
Date:
2022-08
FEB 2023
3
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