20230228_Mine_Maps

HAVELOCK DRUGSTORE MINE
ORROW SOURC
MIN RMIT
VIEW NICHOLSON ROAD
SITE DATA TABLE MARTIN COUNTY , NORTH CAROLINA
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
ITE
REQUIRED:
1 SPACE/PER EMPLOYEE X 10 EMPLOYEES: 10 SPACES
PROPOSED: 10 SPACES (INCLD H.C.)
0
Q
SHEET INDEX ® PROVIDED FOR:
C1 COVER HAVELOCK DRUGSTORE, LLC.
1500 SUNDAY DR. SUITE 300
C2 MINE SITE LAYOUT PLAN LOCATION MAP Z 0 RALEIGH, NC, 27607
M
SCALE: NTS CONTACT: MELTON "SKIP" VALENTINE III
C3 MINE PLAN - PIT #1 & 2
PHONE: [phone]
C4 MINE PLAN - PIT #3 & 4
FEBRUARY 2023
C5 MINE PLAN - PIT #5
C6 RECLAMATION PLAN - PIT #1 & 2
C7 RECLAMATION PLAN - PIT #3 & 4 PLANS BY:
C8 RECLAMATION PLAN - PIT #5
RAFTING AND DESIGN
DA1 DRAINAGE AREA MAP SERVICES, INC.
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

GENERAL NOTES:
1. EXISTING TOPO IS STATE LIDAR FROM PENDER COUNTY GIS DATA. RAFTING AND DESIGN O
2. BOUNDARY PER MARTIN COUNTY GIS DATA.
3. A PRELIMINARY STREAMS AND WETLANDS EVALUATION HAS BEEN COMPLETED BY WETLANDS SERVICES, INC.
SOLUTIONS.
4. SITE TO BE RECLAMATED TO MEET THE NCDEQ MINE PERMIT RECLAMATION BOND REQUIREMENTS.
5. AS PART OF THE NCDEQ MINE PERMIT THE OWNER IS REQUIRED TO BOND THE RECLAMATION OF 6728 CARBONTON ROAD
THE AFFECTED AREA OF PROJECT BASED ON THE STATE MINING PROGRAM REQUIRED AMOUNTS.
6. A PROPOSED 50 FOOT MINIMUM UNDISTURBED BUFFER WITH AN ADDITIONAL 50 FT WIDE x 6.25 FT Sanford, North Carolina 27330
HIGH VEGETATED BERM FOR A TOTAL OF 100 FOOT MINIMUM BUFFER WILL BE MAINTAINED [phone] phone
BETWEEN THE EXCAVATION AND ANY ADJOINING PROPERTY BOUNDARY. draftinganddesignCymail.Com
6. A PROPOSED 30 FOOT MINIMUM UNDISTURBED BUFFER WITH AN ADDITIONAL 20 FT WIDE x 2.0 FT
HIGH VEGETATED BERM FOR A TOTAL OF 50 FOOT MINIMUM BUFFER WILL BE MAINTAINED BETWEEN
THE EXCAVATION AND ANY WETLAND BOUNDARIES.
7. THERE ARE FEMA FLOODPLAINS CONTAINED ON THIS SITE PER FIRM PANEL
3720576800K, PANEL 5768, EFFECTIVE DATE FEB 4,2009.
RT CA LI S TE F
/O AT P PE Y FI
EE RE .AG 4/1
PROPOSED MINING AREAS
W D, AM RBER II T PIT #1 2.8 AC
RIF58,
74 /
PR E /P M B ND Y P
W W W W W DE s PIT #2 19.7 AC
PIT #3 46.2 AC
W W W W W
RT CA OLI A S T F y y W W W W PIT #4 9.0 AC
/O AT P PE FI �" �" �" W �" �" �" W
DE R 4/6 OR C O A AT OF PIT #5 30.3 AC
v ET TIV BE ( P W W W W W W W W W W W D D F.P 5/ 3 TOTAL MINE EXCAVATION 108.0 AC
W W W W W W W W W W W W W
TAILINGS/SEDIMENT PONDS 5.1 AC
ND IE IC OL N A W/ AT W W W W W W W W W W W W W PROCESSING AREA/HAUL ROADS 12.1 AC UJ
OTHER MISC. AREA 7.0 AC
E c (BERMS, TEMP. DIVERSIONS, ETC.)
IV E UI
Z
a
I� % TOTAL AFFECTED AREA 132.2 AC
y W W y y l W W W W y y W W W W W y y W W W J
q.. • •..... W ' W W W W 11 y W W W W W W W W W W W W W W W W W W W W W W W
SIT AC ES
UNDISTURBED BUFFER 507.8 AC
w w w w w I$ R B FF ( ) w w w w w w w UJ o Ix z
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PERMIT AREA 640.0 AC _J
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A . I 050 E 10 w y y w w w w w w y y w y w w w w w y y w w w w Z
v v v v v v v v v v v v v v v v v v v v LO L v v v v v v v v O O O
w W W W W W W MF U ST B B FE TY w W W W W W W W W W W W W Z
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AL G ET ND w w w w w w w w w w w w w LLI u
W W W W W W• � •W W V W W W W W W W W W W V W W W � O � I-
W W W W W W '; W W W W W W W t W •''. W W W W W W W � � Z /�)1//�
W W W y W W W W fF ••W W W W W W ' C /
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SILVERTHORNE,JAME H •,
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SILVERTHORNE, DELORES 3. , ,
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PAR. ID.=1104231 5 Z
DEED REF.X-13/9 w w w w w w w w w w w w w w w w w w w w w
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WETLA I N RY W v v v v v v Q
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VANLANDINGHAM,'JOHN MI L
VANLANDINGHAM, GAIL C /
PAR. ID.=0502403
DEED REF. F-27/35 ET ND (T ) W - - y
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REVISIONS
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W W W W W W W W W W .20' ID HA R D P W .7 W W W
W W ✓ W W W W W i N
LEGEND
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W W W W W W W PERMIT BOUNDARY. a
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W W W W W W W W W 0
y W W y WETLAND -
AR. = 765 I IA o F M c W PROPOSED PIT a
D R .W 73
W DE R C 8/3 W
BUFFER """""',,,,,,,,,,,,
U
W y W O
500 YR FLOOD PLAIN(TYP
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100-YR FLOOD PLAIN (TYP W W W W PLANT SITE
AFFECTED AREA o
W W W W CREEK PRELIMINARY Q
W W W NOT FOR CONSTRUCTION
W BERM
0
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U IST B B FE (TY )RI B N Y Scale: Drawn by: m
XT D R
1"=800' MTB g
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Z Sheet: Designed by-
0 LARRY W.
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D50556 MTB 00
D R -14/ 4
= Reviewed by: o
C2 of 21 MTB N
400 0 200 400 800 Project Number: Date:
2022-08 FEB 2023
N
HORIZONTAL SCALE: 1" = 800'

30'UNDISTURBED BUFFER(TYP) CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE
RAFTING AND DESIGN O
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION(252)946-6481.
DOUBLE ROW SILT FENCE(TYP) INSTALLATION 2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD. SERVICES, INC.
INSTALLATION 1. REMOVE ALL TREES, BRUSH 3. UPGRADE ACCESS ROADS PER PLAN.
1. REMOVE ALL TREES, BRUSH INSTALL4. SILT FENCE
ALONG ACCESS D PER PLAN.
SLOPE TOWARDS PIT 5. MAINTAIN FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING,AND GOOD GROUND COVER 6728 CARBONTON ROAD
AUL ROAD TO CONTINUE THROUGH PIT(TYP) SLOPE TOWARDS PIT BERM ON FILL SLOPES IS ESTABLISHED. Sanford, North Carolina 27330
INSTALL SILT FENCE ALONG SIDES OF HAUL ROAD 4 4
3 BERM 3 / j��j�\j��j��/� w Q [phone] phone
WETLAND BOUNDARY(TYP) \ \ '� ��/ / / / / / '� _ it a PHASE 1 -SITE CONSTRUCTION draftinganddesignC�ymail.com
EXISTING I//i//i/�/i�Aiy/iy/i\iy!i��/i�/ice _ > LU
/1 1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS IN LOW AREAS.
'�, //////\//\//\//\//j//\//\//\//\ / = 4 GROUND BOTTOM WIDTH PIT 2. INSTALL SEDIMENT BASINS IN MINING PHASE AREA FOR CLEARING AND BERM INSTALLATION.STABILIZE AND SEED ALL SLOPES
50, IMMEDIATELY.ONLY CLEAR AS NECESSARY TO INSTALL BASINS.MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL
\� 20'BOTTOM WIDTH 1PIT r 1 GOOD 3. UND INSTALLVER IS ESTABLISHED.RY DIVERS ONS. N STABILIZE AND SEED ALL SLOPES IMMEDIATELY.ONLY CLEAR AS NECESSARY TO INSTALL
\ `\ WETLANDS I I DIVERSIONS.MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING,AND GOOD
�\\\ GROUND COVER ON FILL SLOPES IS ESTABLISHED.
NOTE 4. INSTALL PERMANENT BERMS AROUND PIT.
1 �\\ 1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES. 5. ONCE BERMS ARE COMPLETE AROUND EXCAVATION AREA AND ARE STABILIZED AND SEEDED. MAINTAIN SILT FENCE UNTIL THIS
NOTE 2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH. ACHIEVED. REMOVE TEMPORARY DIVERSIONS AND TEMPORARY SKIMMER BASINS ONCE POSITIVE DRAINAGE IS ACHIEVED TO THE PIT.
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES. 3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH. MAINTAIN ALL DOWNSTREAM DIVERSIONS AND SILT FENCE UNTIL GOOD GROUND COVER IS ESTABLISHED.
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN.
PIT #3 � ,Y 3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE. 5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES. 6. ONCE GOOD GROUND COVER IS ESTABLISHED AND NO RUTTING OF SLOPES IS OCCURRING REMOVE ALL EROSION CONTROL MEASURES
rn
�p \\� 4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN. 6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION WHILE MAINTAINING SILT FENCE ON DOWNSTREAM SIDE.
46.2 AC 5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES. TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. 7. MINE EXCAVATION WILL START IN SEDIMENT BASINS AND ALL DRAINAGE WITHIN PIT LIMITS SHALL BE DIRECTED IN TO THE PIT.3
\ 6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION 7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING 8. PIT AREAS WILL BE BERMED AND DRAINED TEMPORARILY FOR EXCAVATION.
\ TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. PERENNIAL VEGETATIVE COVER. 9. MAINTAIN SILT FENCE AFTER MAJOR RAIN EVENTS.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING 10. STABILIZE AND SEED ALL DENUDED AREAS IN WHICH WORK WILL NOT RECOMMENCE WITHIN 7 WORKING DAYS OR 14 CALENDAR DAYS.
PERENNIAL VEGETATIVE COVER.
\ \ \ MAINTENANCE 11. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION(252)946-6481.
MAINTENANCE 1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY PHASE 2-MINING
(;
/��;' „�/;• / RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON
%�' ""\ „ ;;,;,• RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE THIS DETAIL AND RE-ESTABLISH VEGETATION. 1. BEGIN MINING ACTIVITIES.
fit / ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON 2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT.
- THIS DETAIL AND RE-ESTABLISH VEGETATION. 3. SITE WILL BE MINED FROM SOUTHERN MOST PIT/AREA OF PIT TOWARDS NORTHERN END WHILE RECLAMATING SLOPES AS THE MATERIAL
IS MINED.
1 E.
INTERNAL WETLANDS BOUNDARY VEGETATIVE PERIMETER VEGETATIVE BERM (TYP) 4. TEMTAINALPORARY SE OSTOCKPILEOLDEVIC AREAS S WILL EKLYANDAFTERMAJORST RMEVE OR T
\ \ 5. MAINTAIN ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
NTS 6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION(910)796-7215.
BUFFER/BERM CROSS-SECTION
NTS
\ AFFECTED AREA(TYP \ DISTURBED AREAS
132.2 AC+/ LU
-
_________________ I, ( O UTLET PROi CTION# TAILINGS/SEDIMENT PONDS 5.1 AC Z
CULVERT#2 La=7.5' \
N \\ �.
IIII „„ 36 LF 15"HDPE @ 0.5% W=5.0'MATCH CHANNEL
d=18" STOCKPILES 16.0 AC* Z
- - -__I'I' /6 �H STONE 0=CLASS A
\ W ��<6 INSIDE MINE EXCAVATION
Ul_________________Jp `'
'. . . . �,''. . V OUTLET PROTECTION# \ FENCE(TYP) ( ) J
La=7.5' ULVER 1 OUBLE SILT FEN
;\ \\ �1 _ \ ALONG WETLANDS O
W=5.0'MATCH CHANNEL / SL 36 LF 18"HD @ 0.5% W
d=18" r � i = \� PROCESSING AREA/HAUL ROADS 12.1 AC W in ce
STONE 0
-CLASS A
V BUFFER(TYP) MINE EXCAVATION 108 0 AC\
� / � EXTERIOR
'MINI UNDISTURBED B RO
XTER OR BOUNDARY
'
'70 OTHER MISC EXCAVATION 7.0 AC
(BERMS, DIVERSIONS, ETC.) Z
I 0
a 0 0 Q
/ ••, � ,• � ( �• •` ' �TD 06 �. '.. 20'WIDE VEGETATIVE BERM(TYP) TOTAL AFFECTED AREA 132.2 AC � O J
J
SIL FENCE(TYP � � INTERIOR PROPERTY PIT BOUNDARY U) W z
\ \ \ BW=2 .0 AREAS BONDED AS HIGHER BOND AMOUNT 0
�V � �l ( � � l � � \ � � BW=25.0 FT � � M w
A TW=0.0 FT x
SB#2C SIDE SLOPES=4:1 Z
\0 SB#2B
\ X.20'WIDE HAUL ACCESS ROAD(TYP) �� �` a( e , r
� - �� � PIT #1 30'MIN UNDISTURBED BUFFER(TYP) INTERNAL DRAINAGE = 116.3 AC Z Z
%,,,,, I ��„-=' rp ALONG WETLANDS
2.8 AC EXTERNAL DRAINAGE= 15.9 AC
\ �✓T\NCE(TYP) \ \ \ )� erg' C
\ v`
\4/ \V \L/ TD 07\� J TD 0 -- W
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1 \ < Nor i�i. O
TD 05 IIIII III•,\ \ v\\\
l ` lil:8 . P
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CP HIGH�OINT
\ A/ � �� �� \ \ EROSION CONTROL LEGEND a
\ 0'MIN UNDISTURBED BUFFER(TYP) 10 c9 `p SILENCE(TYP
EXTERIOR BOUNDARY \4/
\\ TD 0\ \ \ TOP OF BERM
PIT #2
\ \ 30'MIN UNDISTURBED BUFFER(TYP 19.7 AC SKIMMER BASIN SKIMMER
ROPERTY/PERMIT BOUNDARY(TYP) ALONG WETLANDS �Tp 04&p5 BAFFLES
640.0 AC+/- HIGH ROINT H•
SPILLWAY
OUBLE SILT FENCE(TYP)
ALONG WETLANDS ROCK CHECK DAMS -
0'MIN UNDISTURBED BUFFER(TYP)+
50'MIN UNDISTURBED BUFFER(TYP \ EXTERIOR BOUNDARY
EXTERIOR BOUNDARY SILT FENCE SF
TEMPORARY DIVERSION DITCH
20'WIDE VEGETATIVE BERM(TYP REVISIONS
INTERIOR PROPERTY PIT BOUNDARY
H=3.0 FT
BW=25.0 FT \\ OUTLET PROTECTION
TW=0.0 FT �\
SIDE SLOPES=4:1
50'MIN UNDISTURBED BUFFER(TYP \ J-HOOK W/SILT FENCE OUTLET
EXTERIOR BOUNDARY TD 0�
SILT FENCE OUTLET
DOUBLE SILT FENCE(TYP \� l
ALONG WETLANDS \ N
TD 04 LEGEND
N
V
N
�'`•, CU
PERMIT BOUNDARY
0
EXISTING CONTOUR a
WETLAND W W W a
PROPOSED DIVERSION TABLE
\\ BUFFER o
CHANNEL ID CHANNEL SLOPE SIDE SLOPES BOTTOM WIDTH CHANNEL DEPTH B TEMPORARY LINING PERMANENT LINING LINING DEPTH
TD#1 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS
TD#2 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS - j AFFECTED AREA
TD#3 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASSto
TD#4 0.0% 3:1 3.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS
TD#5 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS ��� CREEK N
TD#6 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS '' PRELIMINARY
TD#7 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS BERM + + + + + + + NOT FOR CONSTRUCTION Y
TD#8 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS SB#2A
INSTALL CHECK DAMS IN CHANNELS POND
U
Scale: Drawn by:
PROPOSED BASIN TABLE
1"=200' MTB
Y
BASIN ID TOP BOTTOM POOL TOP BOTTOM VOLUME VOLUME WEIR WEIR WIER RISER BARREL RISER SKIMMER SKIMMER BAFFLES Z Sheet: Designed by:
DIM DIM DEPTH EL. EL. REQUIRED PROPOSED LENGTH DEPTH LINING SIZE SIZE BASE ORIFICE SIZE
CU
SB#1 60X120 45X90 3 7.0 4.0 6,660 SF 14,823 SF NA NA NA NA NA NA NA NA NA MTB z
SB#2A 104X208 89X178 3 7.0 4.0 22,140 SF 52,757 SF NA NA NA NA NA NA NA NA NA 0'MIN UNDISTURBED BUFFER(TYP) X o
SB#2B 65X130 50X100 3 7.0 4.0 8,100 SF 17,943 SF NA NA NA NA NA NA NA NA NA EXTERIOR BOUNDARY = Reviewed by: o
SB#2C 64X128 49X98 3 7.0 4.0 7,560 SF 17,295 SF NA NA NA NA NA NA NA NA NA �I� cz,
J of MTB N
SB-SEDIMENT BASIN 200 O 100 200 400
STABILIZE AND SEED ALL SLOPES IMMEDIATELY Project Number: Date: N
SEE DETAIL CROSS-SECTION FOR ELEVATIONS
2022-08 FEB 2023
HORIZONTAL SCALE: 1" = 200'

SLOPE TOWARDS PIT CONSTRUCTION SEQUENCE MINING ACTIVITY
30'UNDISTURBED BUFFER(TYP) INSTALLATION BERM
DOUBLE ROW SILT FENCE(TYP) T /\ \ 4 I 1. REMOVE ALL TREES, BRUSH SITE ENTRANCE
INSTALLATION 1 ///// ///// // /// 1 _w a RAFTING AND DESIGN O
1. REMOVE ALL TREES, BRUSH EXISTING I / //�\/�\/�\/�\/�\/�\/�\/�\/� 'W 1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION(252)946 6481.
/ // // // // // // // // // // / N 2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD. SERVICES, INC.
SLOPE TOWARDS PIT GROUND BOTTOM WIDTH PIT 3. UPGRADE ACCESS ROADS PER PLAN.
50' 4. INSTALL SILT FENCE ALONG ACCESS ROAD PER PLAN.
ETLAND BOUNDARY(TYP) I 3 BERM 3 5. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING,AND GOOD GROUND COVER 6728 CARBONTON ROAD
ON FILL SLOPES IS ESTABLISHED. Sanford, North Carolina 27330
% ��%��%��%��%���� _ [phone] phone
// // // // // // // �/ 4 NOTE PHASE 1 -SITE CONSTRUCTION [e-mail]
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES. 1. INSTALL SILT FENCE BELOW ALL DISTURBED AREAS WITH SILT FENCE OUTLETS IN LOW AREAS.
20'BOTTOM WIDTH 1 2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH.
� � PIT 3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE. 2. INSTALL SEDIMENT BASINS IN MINING PHASE AREA FOR CLEARING AND BERM INSTALLATION.STABILIZE AND SEED ALL SLOPES
WETLANDS
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN. IMMEDIATELY.ONLY CLEAR AS NECESSARY TO INSTALL BASINS. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL
I 5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES. GOOD GROUND COVER IS ESTABLISHED.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION 3. INSTALL TEMPORARY DIVERSIONS.STABILIZE AND SEED ALL SLOPES IMMEDIATELY.ONLY CLEAR AS NECESSARY TO INSTALL
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. DIVERSIONS. MAINTAIN SILT FENCE AND SILT FENCE OUTLETS DOWN STREAM UNTIL TEMPORARY/PERMANENT LINING,AND GOOD
NOTE 7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING GROUND COVER ON FILL SLOPES IS ESTABLISHED.
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES. PERENNIAL VEGETATIVE COVER. 4. INSTALL PERMANENT BERMS AROUND PIT.
2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH. 5. ONCE BERMS ARE COMPLETE AROUND EXCAVATION AREA AND ARE STABILIZED AND SEEDED.MAINTAIN SILT FENCE UNTIL THIS
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE. MAINTENANCE
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN. ACHIEVED.REMOVE TEMPORARY DIVERSIONS AND TEMPORARY SKIMMER BASINS ONCE POSITIVE DRAINAGE IS ACHIEVED TO THE PIT.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES. 1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY 0'UNDISTURBED BUFFER(TYP) MAINTAIN ALL DOWNSTREAM DIVERSIONS AND SILT FENCE UNTIL GOOD GROUND COVER IS ESTABLISHED.
6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE EXTERIOR BOUNDARY 6. ONCE GOOD GROUND COVER IS ESTABLISHED AND NO RUTTING OF SLOPES IS OCCURRING REMOVE ALL EROSION CONTROL MEASURES
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON WHILE MAINTAINING SILT FENCE ON DOWNSTREAM SIDE.
7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING THIS DETAIL AND RE-ESTABLISH VEGETATION. 0'WIDE VEGETATIVE BERM(TYP) 7. MINE EXCAVATION WILL START IN SEDIMENT BASINS AND ALL DRAINAGE WITHIN PIT LIMITS SHALL BE DIRECTED IN TO THE PIT.3
PERENNIAL VEGETATIVE COVER. EXTERIOR BOUNDARY AFFECTED AREA(TYP) 8. PIT AREAS WILL BE BERMED AND DRAINED TEMPORARILY FOR EXCAVATION.
H=6.0 FT 132.2 AC+/- 9. MAINTAIN SILT FENCE AFTER MAJOR RAIN EVENTS.
MAINTENANCE BW=50.0 FT 10. STABILIZE AND SEED ALL DENUDED AREAS IN WHICH WORK WILL NOT RECOMMENCE WITHIN 7 WORKING DAYS OR 14 CALENDAR DAYS.
PERIMETER VEGETATIVE BERM (TYP) TW=2.0 FT 11. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION(252)946-6481.
1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY SIDE SLOPES=4:1
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE NTS f y-
ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON 10-�__-- _ PHASE 2-MINING
THIS DETAIL AND RE-ESTABLISH VEGETATION. 0'WIDE VEGETATIVE BERM TYP --
50'UNDISTURBED BUFFER(TYP (TYP) ---
EXTERIOR BOUNDARY EXTERIOR BOUNDARY 1. BEGIN MINING ACTIVITIES.
H=6.0 FT 2. AS EXCAVATION AREA IS EXPANDED POSITIVE DRAINAGE TO BE MAINTAINED TO EXCAVATION PIT.
-- ..
INTERNAL WETLANDS BOUNDARY VEGETATIVE BW=50.0 FT _ I : :: :: :: '. 3. SITE WILL BE MINED FROM SOUTHERN MOST PIT/AREA OF PIT TOWARDS NORTHERN END WHILE RECLAMATING SLOPES AS THE MATERIAL
TW=2.0-FT y� -= `;,' IS MINED.
BUFFER/BERM CROSS-SECTION -- -- sIDESLQPEs=4:1 „ - �,,''t
l :.:. . ,. .. .. ..
\J -=-- 5. ALL EROSION CONTROL DEVICES WEEKLY AND AFTER MAJOR STORM EVENTS.
4
:: : *'.** . ' 4 TEMPORARY SEED STOCKPILE AREAS THAT WILL BE DENUDED FOR 30 DAYS OR MORE
. .' *' '- MAINTAIN
NTS SB#3G-/ 6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION(910)796-7215.
PROPERTY/PERMIT BOUNDARY(TYP i TD 2
640.0 AC+/- - ..
,.. ..r. A
TD
.. .. . 2 ...
&
✓ \ TD 24&2 TD24 TD22&23��
i '�`
TD 14 « H G POINT~ ��
�✓ s#3c yc c H HIGH Po T DISTURBED AREAS
a �S TD14&15 \ o „n
HIGH POI °` H,�
N, TSB#3D '"
a
�g TD23 TAILINGS/SEDIMENT PONDS 5.1 AC
*
SB#3
STOCKPILES 16.0 AC*
( TD 20 /TD 25 (INSIDE MINE EXCAVATION)
BUFFER(TYP)
*`•, ALONG WETLANDS
---- ��,� �, � � � •, , �. � � PROCESSING AREA/HAUL ROADS 12.1 AC O
W W o oc
TD',1
TD 2 SB#4c �, \ i \ SB#3F \ MINE EXCAVATION 108.0 AC a Q
O H o
��� .��� TD 1 �� �I;�- ��\ I
• ,
OTHER MISC EXCAVATION 7.0 AC _
TD 2 II,`o• �' TD 16&1 ��z 2;; : O J (BERMS, DIVERSIONS, ETC.) Z
I
HIGH POINT. "0
A TD29&3 B#4B - ce 0
q, �I/ �I/ HIGH POINT : �I/ `b
:
� � vs o
�� `HIGH POINT •,, ,�� *AREAS BONDED AS HIGHER BOND AMOUNT
OUBLE SILT FENCE(TYP) _ 20'WIDE VEGETATIVE BERM(TYP) \ " W
TD 3 ALONG WETLANDS '. INTERIOR PROPERTY PIT BOUNDARY � �
\ 20'WIDE VEGETATIVE BERM(TYP \ z
INTERIOR PROPERTY PIT BOUNDARY :* j H=3.0 FT W _
PIT #4 _ BW=25.0 FT
H=3.0 FT 3 -- '� � - ��l V -1 �� TW=0.0 FT INTERNAL DRAINAGE = 116.3 AC 0 Z
1 BW=25.0 FT J TD 1 _ , _ Z
/ TW=0.0 FT 9.0 A� \ f \ +�\ TD 17 \, SIDE SLOPES=4.1 ,�' EXTERNAL DRAINAGE= 15.9 AC Z
�TD12
I SIDE SLOPES=4:1 TD 26&3 I � ,•* J �p /
HIGH POINT `I/ \ `/ \ * t 1 w\ `/ `/
\ 30'UNDISTURBED BUFFER(TYP _ Cl) / > / \ W
ALONG WETLANDS\ Z
,o OUBLE IL FENCE TYP
i�
ALONG WETLANDSmi
LLI
Iv PIT #3
TD
/ `.. �... •: 46.2 AC � I � ` � EROSION CONTROL LEGEND
DOUBLE SILT FENCE(TYP
ALONG WETLANDS
SB' 3 iar= __ vJv >I✓ �i TOP OF BERM Z
// �I/ �I/ �I �I SKIMMER BASIN
N� � (���% ��I/ � �6c � `I/ / / \ � � � SKIMMER
BAFFLES
50'UNDI F P \ u SPILLWAY
TD 1 • � � � � � ROCK CHECK DAMS
OUBLE SILT FENCE(TYP TD 09&1 SILT FENCE SF
l l \
ALONG WETLANDS HIGH POINT �*
J
>Y /-
TEMPORARY DIVERSION DITCH
REVISIONS
PROPOSED DIVERSION TABLE
30'U ISTURBED BUFFER(TYP OUTLET PROTECTION
AL WETLANDS * * ,*
CHANNEL ID CHANNEL SLOPE SIDE SLOPES BOTTOM WIDTH CHANNEL DEPTH TEMPORARY LINING PERMANENT LINING LINING DEPTH .* \\ SB#3 \ _.
TD#9 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - � ✓ �1 �1 '*''. ���
TD#10 0.0% 3:1 2.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - \
20'WIDE VEGETATI E BERM(TYP
TD#11 0.0% 3:1 1.5 FT 2.0 FT NAG BC75BN BERMUDAGRASS - TD 11
TD#12 0.0% INTERIOR PROPERTY PI BOUNDARY__ - _ ( �� �l/ I/ �I/ I/ �I/ �/ J-HOOK W/SILT FENCE OUTLET
3:1 4.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS TD 10&11 TD 0 \ O
H=3.0 FT
TD#13 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - ��1� f HIGH POINT
W=25.0 FT \I/ 1;;1 �L/ �I/ �I/ w \
TD#14 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS - IIII l SILT FENCE OUTLET
W=0.0 FT nn un :*
TD#15 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - SIDE$ ES=4:1- \�I/� U�_=_______________Jlj
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 -
\ �I LEGEND N
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 10 ;,,
TD#20 0.0 /° 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - �' ,�{ SB#3A
PERMIT BOUNDARY
TD#21 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - \ ✓/ "' °'
N
TD#22 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - `1 I 2J "ti'* / I �_
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 - \ I ( I \ u� / \ \ EXISTING CONTOUR a
TD#25 0.0 /0 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - I y� �jl * UTLET PROTE TION#3 ` \
TD#26 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - \ �I/ , La=8.0' WETLAND W W a
TD#27 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - *. W=6.0'MATCH CH NEL W W W W W
TD#28 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - �l/ I� ` , d=18"
TD#29 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS - :' STONE Q1=CLASS A I BUFFER
TD#30 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS 1�
\ m
TD#31 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS � �
INSTALL CHECK DAMS IN CHANNELS �� 36 LF 24"HDPE @ 0.5% f \ \ AFFECTED AREA
,I/ LO
o
CREEK
PRELIMINARY
PROPOSED BASIN TABLE � � � \ � � I �` � �� � BERM + + + + + + + + + NOT FOR CONSTRUCTION Y
\� \ X.20'WIDE HAUL R ADy(TYP) ✓ + + . .
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 I \ \ \ POND o
SB#3B 101X202 86X172 3 7.0 4.0 20,700 SF 49,263 SF NA NA NA NA NA NA NA NA NA \ U
SB#3C 61X122 46X96 3 7.0 4.0 7,020 SF 15,423 SF NA NA NA NA NA NA NA NA NA \I/ I �\ � -� Scale: Drawn by:
SB#3D 68X136 53X106 3 7.0 4.0 8,820 SF 19,959 SF NA NA NA NA NA NA NA NA NA 1"_200� MTB
SB#3E 101X202 86X172 3 7.0 4.0 20,520 SF 49,263 SF NA NA NA NA NA NA NA NA NA Y
SB#3F 79X158 64X128 3 7.0 4.0 12,240 SF 28,275 SF NA NA NA NA NA NA NA NA NA o
SB#3G 59X118 44X88 3 7.0 4.0 6,300 SF 14,235 SF NA NA NA NA NA NA NA NA NA Z Sheet: Designed by:
SB#3H 42X84 27X54 3 7.0 4.0 2,880 SF 6,075 SF NA NA NA NA NA NA NA NA NA O MTB =
SB#4A 81X162 66X132 3 7.0 4.0 12,780 SF 29,943 SF NA NA NA NA NA NA NA NA NA X o
0
SB#4B 37X74 22X44 3 7.0 4.0 2,160 SF 4,335 SF NA NA NA NA NA NA NA NA NA cv
SB#4C 43X86 28X56 3 7.0 4.0 3,060 SF 6,459 SF NA NA NA NA NA NA NA NA NA = Reviewed by: N
C4 of 21 MTB N
SB-SEDIMENT BASIN 200 0 100 200 400 Project Number: Date: N
STABILIZE AND SEED ALL SLOPES IMMEDIATELY
SEE DETAIL CROSS-SECTION FOR ELEVATIONS ai
2022-08 FEB 2023
HORIZONTAL SCALE: 1" = 200'

CONSTRUCTION SEQUENCE MINING ACTIVITY
SITE ENTRANCE
RAFTING AND DESIGN \
1. PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITIES CONTACT NCDEQ LAND QUALITY SECTION(252)946-6481.
2. INSTALL CONSTRUCTION ENTRANCE ON ACCESS ROAD THAT TIES TO VIEW NICHOLSON ROAD. SERVICES, INC.
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 6728 CARBONTON ROAD
ON FILL SLOPES IS ESTABLISHED.
Sanford, North Carolina 27330
[phone] phone
PHASE 1 -SITE CONSTRUCTION [e-mail]
\ / \ 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
\Ak \1/ A/ \L/ \1/ \1/ \1� 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(252)946-6481.
X.20'WIDE HAUL ROAD(TYP) PHASE 2-MINING
0'UNDISTURBED BUFFER(TYP) 1. BEGIN MINING ACTIVITIES.
EXTERIOR BOUNDARY \1 \1/ \I. 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.
A/ 6. CALL NCDEQ LAND QUALITY SECTION FOR INSPECTION(910)796-7215.
SB#5D
ILT FENCE(TYP)
'. �\�`' ' '. . . \ \ \ DISTURBED AREAS W
'• ` ' D 40 \T
If='+'+ . .
H GH0
TD 3 DINT TAILINGS/SEDIMENT PONDS 5.1 AC Z
1
+ : ` , \ \
STOCKPILES 16 0AC
w - (INSIDE MINE EXCAVATIO )
OUBLE SILT FENCE(TYP) �\ PROCESSING AREA/HAUL ROADS 12.1 AC W W in ALONG WETLANDS
TD37&38 Q Q
HIGH POINT • . \ MINE EXCAVATION 108.0 AC O Q V
TD 4 w/
ii
�' �' �' `• `'' � ` `' '' B#6E BUFFER(TYP) � V O EXCAVATION 7.0 AC
S 30'UNDISTURBED BU ROTHER MISC EXCAVA O
�\ ALONG WETLANDS (BERMS, DIVERSIONS, ETC.) Z Z
OUBLE SILT FENCE(TYP 20'WIDE VEGETATIVE BERM(TYP) / O O
°j%' _ INTERIOR PROPERTY PIT BOUNDARY �, f
\+ � � cno
TD 34 ALONG WETLANDS�,J \
J "~ BW-00 F FT \ TOTAL AFFECTED AREA 132.2 AC W J Z
1 �''. TW=0.0 FT C *AREAS BONDED AS HIGHER BOND AMOUNT Q W
/ 7 �' /�
`; TD 3 \\``... DOUBLE SILT�FEN�(TYP SIDE SLOPES=4:1 x' �`'. . /
ALONG WETLANDS TD 4 - ` - � 7 L
` .
+ se#5c � '•' s6#5B �`•, TD 42&43\ � • •.. - � � � � � INTERNAL DRAINAGE = 116.3 AC Z Z Z
I I :r�,,,v: PIT #5 SB#5F _
/ V HIGH P \� �� Sim -
�'% i °ANT \�``'' EXTERNAL DRAINAGE 15.9 AC
30.3 AC ,,, Lu
O
\ kh♦ i4,
r
. . . . . . . . . . ���:"7(�
+�', - 1+ ILI��NCE(TP)
20'WIDE VEGETATIVE BERM(TYP TD 3 / u
INTERIOR PROPERTY PIT BOUNDARY + TD 50�\ TD 33� /
H=3.0 FT ; `�� 20'WIDE VEGETATIVE BERM(TYP) TD d SB#5H
- >
BW=25.0 FT �, �� \\ INTERIOR PROPERTY PIT BOUNDARY \ E RO S I O N CONTROL LEGEND
TD35&36-'
TW=0.0 FT '., :'. H=3.0 FT `'� \ TD�4 &4� ` ' ` ' ` ' ` ' �✓ PROPERTY/PERMIT BOUNDARY(TYP
^a
SIDE SLOPES=4:1 HIGH POINT BW=25.0 FT + \� HIGH POINT __�'i ;;%%' %`'�, 640.0 AC+/-
TW=0.0 FT SB#5 TD 4 ;' ,';
TOP OF BERM
SIDE SLOPES=4:1
D 3 - -- �\� SKIMMER BASIN
���, SB#5A �� - ==_ SKIMMER BAFFLES
TD 32&33 I\
I 50'UNDISTURBED BUFFER(TYP
HIGH POINT + l "" ;jl TD 49 \Jill EXTERIOR BOUNDARY SPILLWAY
DOUBLE SILT FENCE(TYP ;;. ------ -
ALONG WETLANDS ;,'% _`- TD 46� v
'.•\� ♦♦�♦`-"°4' TD 48&49 \ ROCK CHECK DAMS -
50'UNDISTURBED BUFFER(TYP \ `� `� \ l HIGH POINT
EXTERIOR BOUNDARY �, �\ I TD 46&47 SILT FENCE SF
HIGH POINT
;� /TQ 3 30'UNDISTURBED BUFFER((TYP) \ TD 48
' I ALONG WETLANDS \ TEMPORARY DIVERSION DITCH
�\ y TD 47 '• • REVISIONS
z
OUTLET PROTECTION
\I J-HOOK W/SILT FENCE OUTLET
PROPOSED DIVERSION TABLE
30'UNDISTURBED BUFFER(TYP) SILT FENCE OUTLET
CHANNEL ID CHANNEL SLOPE SIDE SLOPES BOTTOM WIDTH CHANNEL DEPTH TEMPORARY LINING PERMANENT LINING LINING DEPTH
DOUBLE ROW SILT FENCE(TYP)
TD#32 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS - M
TD#33 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS INSTALLATION N
TD#34 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS 1. REMOVE ALL TREES, BRUSH LEGEND
v
TD#35 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS N
TD#36 0.0 /° : . .31 00 FT 15 FT NAG BC75BN BERMUDAGRASS I SLOPE TOWARDS PIT PERMIT BOUNDARY
o SLOPE TOWARDS PIT m
TD#37 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS BERM `°
TD#38 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS BERM 4 4
° WETLAND BOUNDARY(TYP) 3 �� �� �� z INSTALLATION i TD#39 0.0 /0 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS I \\ \\ \ \ �/ /\/\/\/\/\ a EXISTING CONTOUR a
TD#40 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS �// //\//\//\//\//\ 1 /\//\//\//\//\//\//\ \ 1 = a 1.REMOVE ALL TREES,BRUSH
\ \ \ \ \ \ \ \ N \ \ \ \ \ \ \ \ Q W
TD#41 0.0 /° 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS \\\\\\\\\\\\\\\\\ EXISTING \ 'w W W W a TD#42 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS I /////////////////////////////// / �_ �I / / / / / / / / / / P't WETLAND
TD#43 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS `F GROUND BOTTOM WIDTH W W W
TD#44 0.0% 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS 50,
20'BOTTOM WIDTH PIT TD#45 0.0°% T BUFFER 3:1 0.0 FT 1.5 FT NAG BC75BN BERMUDAGRASS - WETLANDS I r I o
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 m
TD#48 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS I AFFECTED AREA
TD#49 0.0% 3:1 0.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS o
TD#50 0.0% 3:1 2.0 FT 2.0 FT NAG BC75BN BERMUDAGRASS NOTELO
NOTE 1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES.
1. SEE PLAN SHEET FOR WIDTH HEIGHT DETERMINED BY SIDE SLOPES. 2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH. CREEK N
INSTALL CHECK DAMS IN CHANNELS 2. WIDTH INDICATED ON PLAN IS BOTTOM WIDTH. 3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE. PRELIMINARY
N
3. SEED PER TEMPORARY/PERMANENT SEEDING SCHEDULE. a
4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN. 4. NATURAL VOLUNTEER VEGETATION SHALL REMAIN. BERM +++++++++++++++++ NOT FOR CONSTRUCTION
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES.
5. BERM ENDS SHALL BE 4:1 SLOPES LIKE SIDE SLOPES. 6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION
PROPOSED BASIN TABLE 6. SLOPES SHALL BE TRACKED WITH A DOZER DURING CONSTRUCTION c
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. �
TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER. 7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING POND
BASIN ID TOP BOTTOM POOL TOP BOTTOM VOLUME VOLUME WEIR WEIR WIER RISER BARREL RISER SKIMMER SKIMMER BAFFLES 7. ALL EXPOSED AREA SHALL BE STABILIZED BY ESTABLISHING PERENNIAL VEGETATIVE COVER.
DIM DIM DEPTH EL. EL. REQUIRED PROPOSED LENGTH DEPTH LINING SIZE SIZE BASE ORIFICE SIZE PERENNIAL VEGETATIVE COVER. Scale: Drawn by:
SB#5A 61X122 46X96 3 7.0 4.0 7,020 SF 15,423 SF NA NA NA NA NA NA NA NA NA
MAINTENANCE
SB#5B 58X116 43X86 3 7.0 4.0 6,120 SF 13,659 SF NA NA NA NA NA NA NA NA NA MAINTENANCE 1 =200 MTB Y
SB#5C 65X130 50X100 3 7.0 4.0 7,920 SF 17,943 SF NA NA NA NA NA NA NA NA NA o
SB#5D 57X114 42X84 3 7.0 4.0 5,940 SF 13,095 SF NA NA NA NA NA NA NA NA NA 1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY 1. INSPECT ALL PERIMETER BERMS ONCE A WEEK AND AFTER EVERY Z Sheet: Designed by:
RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE cu
SB#5E 67X134 52X104 3 7.0 4.0 8,460 SF 19,275 SF NA NA NA NA NA NA NA NA NA RAINFALL. IMMEDIATELY REPAIR ERODED SLOPES, RESTORE ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON O MTB =
SB#5F 45X90 30X60 3 7.0 4.0 3,420 SF 7,263 SF NA NA NA NA NA NA NA NA NA ERODED SLOPES TO THEIR ORIGINAL CONDITION AS SHOWN ON X co
THIS DETAIL AND RE-ESTABLISH VEGETATION. o
SB#5G 81X162 66X132 3 7.0 4.0 12,780 SF 29,943 SF NA NA NA NA NA NA NA NA NA THIS DETAIL AND RE-ESTABLISH VEGETATION. cv
= N
SB#5H 46X92 31X62 3 7.0 4.0 3,600 SF 7,683 SF NA NA NA NA NA NA NA NA NA Reviewed by:
C►5 Of 21 o
SB#5I 50X100 35X75 3 7.0 4.0 4,500 SF 9,483 SF NA NA NA NA NA NA NA NA NA MTB N
SB-SEDIMENT BASIN
INTERNAL WETLANDS BOUNDARY VEGETATIVE PERIMETER VEGETATIVE BERM (TYP) 200 0 100 200 400 N
Project Number: Date: N
STABILIZE AND SEED ALL SLOPES IMMEDIATELY BUFFER/BERM CROSS-SECTION NTS
SEE DETAIL CROSS-SECTION FOR ELEVATIONS 2022-08 FEB 2023
NTS HORIZONTAL SCALE: 1" = 200'

RAFTING AND DESIGN O
SERVICES, INC.
PROPOSED MINING AREAS
6728 CARBONTON ROAD
Sanford, North Carolina 27330
[phone] phone
+ + +
PIT #1 2.8 AC [e-mail]
_ +
PIT #2 19.7 AC
.. .. ..::. .... .. .... .. .... . PIT #3 46.2 AC
.. .. .... .. .... .. .... .. .... .. ....
.. .... .. .... .. .... .. .... ....
.. .. •
PIT #4 9.0 AC
.... .. ....
....
.
PIT #5 30.3 AC
.: i
+
TOTAL MINE EXCAVATION 108.0 AC
46 2 AG
TAILINGS/SEDIMENT PONDS 5.1 AC
r�c� •''.
PROCESSING AREA/HAUL ROADS 12.1 AC
roi
u I,
u
un \
uu
OTHER MISC. AREA 7.0 AC
N! (BERMS, TEMP. DIVERSIONS, ETC.)
u /
\ _
..... . TOTAL AFFECTED AREA 132.2 AC
.. .... .. .... .. .... .. ...
. .. .... .. .... .. .... .. ..
+
UNDISTURBED BUFFER 507.8 AC
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POND
j�EPOIT /j j////j//jj//j///j// HORT.AND 10'VERTICAL DISTANCE 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 Scale: Drawn by:
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. 1"=200' MTB
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PIT SIDE WALL RECLAMATION (TYP) C6 21
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of MTB N
200 0 100 200 400 Project Number: Date: N
N TS
2022-08 FEB 2023
HORIZONTAL SCALE: 1" = 200'

PROPOSED MINING AREAS
RAFTING AND DESIGN \
ATE(TYP) PIT #1 2.8 AC0 SERVICES, INC.
PIT ACCESS FOR MAINTENANCE ROPERTY/PERMIT BOUNDARY(TYP)
640.0 AC+/- PIT #2 19.7 AC 6728 CARBONTON ROAD
ACCESS ROAD(TYP) Sanford, North Carolina 27330
ATE(TYP) TO REMAIN FOR PIT
PIT ACCESS FOR MAINTENANCE ACCESS FOR MAINTENANCE PIT #3 46.2 AC [phone] phone
SEDIMENT BASIN(TYP) [e-mail]
TO BE REMOVED DURING MINING ACTIVITIES
PIT #4 9.0 AC
ACCESS ROAD(TYP 9—
TO REMAIN FOR PIT 10—
�` � J PIT #5 30.3 AC
ACCESS FOR MAINTENANCE \ / --- -
ATE(TYP) / TOTAL MINE EXCAVATION 108.0 AC
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!;�Ll-�� --- TAILINGS/SEDIMENT PONDS 5.1 AC
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200 0 100 200 400 Project Number: Date: N
PIT SIDE WALL RECLAMATION (TYP)
2022-08 FEB 2023
NTS HORIZONTAL SCALE: 1" = 200'

PROPOSED MINING AREAS RAFTING AND DESIGN
SERVICES INC. O
PIT #1 2.8 AC
ROPERTY/PERMIT BOUNDARY(TYP)
640.0 AC+I_ 6728 CARBONTON ROAD
PIT #2 19.7 AC Sanford, North Carolina 27330
[phone] phone
PIT #3 46.2 AC [e-mail]
f PIT #4 9.0 AC
\ / PIT #5 30.3 AC
TOTAL MINE EXCAVATION 108.0 AC
�i TAILINGS/SEDIMENT PONDS 5.1 AC
PROCESSING AREA/HAUL ROADS 12.1 AC
OTHER MISC. AREA 7.0 AC
�- \ \t'— \ \1/ (BERMS, TEMP.DIVERSIONS, ETC.)
ACCESS ROAD(TYP)
TOTAL AFFECTED AREA 132.2 AC
TO REMAIN FOR PIT
ACCESS FOR MAINTENANCE
UNDISTURBED BUFFER 507.8 AC
\� \/ PERMIT AREA 640.0 AC
J3:1 MAX SLOPE ABOVE WATER LINE A/
ATE(TYP)
TO BE VEGETATED DISTURBED AREAS
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HORT.AND 10'VERTICAL DISTANCE 3. TOPSOIL STOCKPILE MATERIAL SHALL BE USED TO PROVIDE FERTILE SOIL DURING RECLAMATION TO AID IN THE U
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HORIZONTAL SCALE: 1" = 200'

A/ RAFTING AND DESIGN
SERVICES, INC.
6728 CARBONTON ROAD
J l Sanford, North Carolina 27330
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2022-08 FEB 2023
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH EQUIPMENT AND VEHICLE MAINTENANCE ONSITE CONCRETE WASHOUT RAFTING AND DESIGN O
THE NCG01 CONSTRUCTION GENERAL PERMIT 1. Maintain vehicles and equipment to prevent discharge of fluids. STRUCTURE WITH LINER
Implementing the details and specifications on this plan sheet will result in the construction "" a "DTB GAG " SERVICES, INC.
2. Provide drip pans under any stored equipment. o o sa°°A°ss,P>
activity being considered compliant with the Ground Stabilization and Materials Handling 3. Identify leaks and repair as soon as feasible,or remove leaking equipment from the ° ° °RSFE"E p1LBERM " LO
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sections of the NCG01 Construction General Permit(Sections E and F, respectively). The ° AN-11 T. 0project. o 0 4 permittee shall comply with the Erosion and Sediment Control plan approved by the 4. Collect all s ent fluids,store in se arate containers and ro erl dis ose asdelegated authority having jurisdiction.All details and specifications shown on this sheet p p p p y p A Q� sE`TIGNB-B 6728 CARBONTON ROAD
hazardous waste(recycle when possible). B Sanford North Carolina 27330
may not apply depending on site conditions and the delegated authority having jurisdiction. srP, q ,
5. Remove leaking vehicles and construction equipment from service until the problem °E°E,A . sE° °NAA Eos'"NgEE "°°""°"°E'E""'"E°'""E`°
SECTION E:GROUND STABILIZATION has been corrected. cLE "°`""°"°E.ER"'"E°'""E °T [phone] phone
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6. Bring used fuels,lubricants,coolants,hydraulic fluids and other petroleum products "°"„`'°°"°°Es°^'^°" M",M°M„"="ElN.0"ACa_W1 draftlr)garlddeSlgr)C�ymajLCOm
Required Ground Stabilization Timeframes PAN °w„„s,°"A°E"°„"°°E°,E LLAN °wTMs"a NE s
to a recycling or disposal center that handles these materials. E.
Stabilize within this
BELOW GRADE WASHOUT STRUCTURE ABOVE GRADE WASHOUT STRUCTURE
Site Area Description many calendar Timeframe variations
days after ceasing LITTER,BUILDING MATERIAL AND LAND CLEARING WASTE
land disturbance 1. Never bury or burn waste. Place litter and debris in approved waste containers.
(a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers(e.g dumpster,trash CONCRETE WASHOUTS
swales,ditches,and 7 None receptacle)on site to contain construction and domestic wastes. 1. Do not discharge concrete or cement slurry from the site.
perimeter slopes 3. Locate waste containers at least 50 feet away from storm drain inlets and surface 2. Dispose of,or recycle settled,hardened concrete residue in accordance with local
(b) High Quality Water waters unless no other alternatives are reasonably available. and state solid waste regulations and at an approved facility.
(HQW)Zones 7 None 4. Locate waste containers on areas that do not receive substantial amounts of runoff 3. Manage washout from mortar mixers in accordance with the above item and in
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If slopes are 10'or less in length and are from upland areas and does not drain directly to a storm drain,stream or wetland. addition place the mixer and associated materials on impervious barrier and within
3:1
(c) Slopes steeper than 7 not steeper than 2:1,14 days are 5. Cover waste containers at the end of each workday and before storm events or lot perimeter silt fence.
allowed provide secondary containment. Repair or replace damaged waste containers. 4. Install temporary concrete washouts per local requirements,where applicable. If an
-7 days for slopes greater than 50'in 6. Anchor all lightweight items in waste containers during times of high winds. alternate method or product is to be used,contact your approval authority for
length and with slopes steeper than 4:1 7. Empty waste containers as needed to prevent overflow. Clean up immediately if review and approval. If local standard details are not available,use one of the two
-7 days for perimeter dikes,swales, containers overflow. types of temporary concrete washouts provided on this detail.
(d) Slopes 3:1 to 4:1 14 ditches,perimeter slopes and HQW 8. Dispose waste off-site at an approved disposal facility. 5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
Zones 9. On business days,clean up and dispose of waste in designated waste containers. sections. Stormwater accumulated within the washout may not be pumped into or
-10 days for Falls Lake Watershed discharged to the storm drain system or receiving surface waters. Liquid waste must
-7 days for perimeter dikes,swales, PAINT AND OTHER LIQUID WASTE be pumped out and removed from project.
ditches, perimeter slopes and HQW Zones 1. Do not dump paint and other liquid waste into storm drains,streams or wetlands. 6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
(e) Areas with slopes can be shown that no other alternatives are reasonably available. At a minimum,
flatter than 4:1 14 -10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface install protection of storm drain inlet(s)closest to the washout which could receive
there is zero slope waters unless no other alternatives are reasonably available. spills or overflow.
Note:After the permanent cessation of construction activities,any areas with temporary 3. Contain liquid wastes in a controlled area. 7. Locate washouts in an easily accessible area,on level ground and install a stone
ground stabilization shall be converted to permanent ground stabilization as soon as 4. Containment must be labeled,sized and placed appropriately for the needs of site. entrance pad in front of the washout. Additional controls may be required by the
practicable but in no case longer than 90 calendar days after the last land disturbing 5. Prevent the discharge of soaps,solvents,detergents and other liquid wastes from approving authority.
activity. Temporary ground stabilization shall be maintained in a manner to render the construction sites. 8. Install at least one sign directing concrete trucks to the washout within the project
surface stable against accelerated erosion until permanent ground stabilization is achieved. limits. Post signage on the washout itself to identify this location.
PORTABLE TOILETS 9. Remove leavings from the washout when at approximately 75%capacity to limit
GROUND STABILIZATION SPECIFICATION 1. Install portable toilets on level ground,at least 50 feet away from storm drains,
Stabilize the round sufficient) so that rain will not dislodge the soil. Use one of the overflow events. Replace the tarp,sand bags or other temporary structural
g Y g streams or wetlands unless there is no alternative reasonably available. If 50 foot components when no longer functional. When utilizing alternative or proprietary
techniques in the table below: offset is not attainable,provide relocation of portable toilet behind silt fence or place products,follow manufacturer's instructions.
Temporary Stabilization Permanent Stabilization on a gravel pad and surround with sand bags. 10. At the completion of the concrete work,remove remaining leavings and dispose of
• Temporary grass seed covered with straw or • Permanent grass seed covered with straw or 2. Provide staking or anchoring of portable toilets during periods of high winds or in high in an approved disposal facility. Fill pit,if applicable,and stabilize any disturbance
other mulches and tackifiers other mulches and tackifiers foot traffic areas. caused by removal of washout.
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• Hydroseeding • Geotextile fabrics such as permanent soil 3. Monitor portable toilets for leaking and properly dispose of any leaked material.
• Rolled erosion control products with or reinforcement matting Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
without temporary grass seed • Hydroseeding with properly operating unit.
• Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered HERBICIDES,PESTICIDES AND RODENTICIDES
• Plastic sheeting with mulch 1. Store and apply herbicides,pesticides and rodenticides in accordance with label
• Uniform and evenly distributed ground cover EARTHEN STOCKPILE MANAGEMENT restrictions. I1
sufficient to restrain erosion 1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least 2. Store herbicides, pesticides and rodenticides in their original containers with the C
• Structural methods such as concrete,asphalt or 50 feet away from storm drain inlets,sediment basins, perimeter sediment controls label,which lists directions for use,ingredients and first aid steps in case of U)
retaining walls and surface waters unless it can be shown no other alternatives are reasonably L �.
• Rolled erosion control products with grass seed accidental poisoning. � J
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2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of 3. possible
not store herbicides,pesticides and rodenticides o areas where flooding d O O
POLYACRYLAMIDES(PAMS)AND FLOCCULANTS five feet from the toe of stockpile. possible or where they may spill or leak into wells,stormwater drains,ground water
or surface water. If a spill occurs,clean area immediately. w
1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access point when feasible. 4. Do not stockpile these materials onsite.
construction,selecting from the NC DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance Q
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures. with the approved plan and any additional requirements. Soil stabilization is defined
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved as vegetative, physical or chemical coverage techniques that will restrain accelerated HAZARDOUS AND TOXIC WASTE C) O z
PAMS/Flocculants and in accordance with the manufacturer's instructions. erosion on disturbed soils for temporary or permanent control needs. LU U) O O
1. Create designated hazardous waste collection areas on-site.
4. Provide ponding area for containment of treated Stormwater before discharging 2. Place hazardous waste containers under cover or in secondary containment.
offsite. 3. Do not store hazardous chemicals,drums or bagged materials directly on the ground. IL O
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover In
or surrounded by secondary containment structures. Z >111111 U
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NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19 ce Z z Z I-_
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PART III PART III PART III O u I� O
SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING O m , Z r l
SECTION A:SELF-INSPECTION SECTION C:REPORTING v
SECTION B:RECORDKEEPING Self-inspections are required during normal business hours in accordance with the table 1. E&SC Plan Documentation 1. Occurrences that must be reported
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below. When adverse weather or site conditions would cause the safety of the inspection Permittees shall report the following occurrences:
personnel to be in jeopardy,the inspection may be delayed until the next business day on The approved E&SC plan as well as any approved deviation shall be kept on the site. The
p 1 p Y p Y Y Y (a) Visible sediment deposition in a stream or wetland.
which it is safe to perform the inspection. In addition,when a storm event of equal to or approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
greater than 1.0 inch occurs outside of normal business hours,the self-inspection shall be The following items pertaining to the E&SC plan shall be documented in the manner
described: (b) Oil spills if:
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record. They are 25 gallons or more,
•Item to Document Documentation Requirements They are less than 25 gallons but cannot be cleaned up within 24 hours,
Frequency They cause sheen on surface waters(regardless of volume),or
(a) Each E&SC Measure has been installed Initial and date each E&SC Measure on a copy
Inspect (during normal Inspection records must include: and does not significantly deviate from the of the approved E&SC Plan or complete,date • They are within 100 feet of surface waters(regardless of volume).
business hours)
(1)Rain gauge Daily Daily rainfall amounts. locations,dimensions and relative elevations and sign an inspection report that lists each
maintained in If no daily rain gauge observations are made during weekend or shown on the approved E&SC Plan. E&SC Measure shown on the approved E&SC
good working holiday periods, and no individual-day rainfall information is Plan. This documentation is required upon the (a) Releases of hazardous substances in excess of reportable quantities under Section 311
order available,record the cumulative rain measurement for those un- initial installation of the E&SC Measures or if of the Clean Water Act(Ref:40 CFR 110.3 and 40 CFR 117.3)or Section 102 of CERCLA
attended days (and this will determine if a site inspection is the E&SC Measures are modified after initial (Ref:40 CFR 302.4)or G.S. 143-215.85.
needed). Days on which no rainfall occurred shall be recorded as installation.
"zero." The permittee may use another rain-monitoring device
approved by the Division. (b) A phase of grading has been completed. Initial and date a copy of the approved E&SC (b) Anticipated bypasses and unanticipated bypasses.
(2) E&SC At least once per 1. Identification of the measures inspected, Plan or complete,date and sign an inspection REVISIONS
Measures 7calendar days 2. Date and time of the inspection, report to indicate completion of the
and within 24 3. Name of the person performing the inspection,
construction phase. (C) Noncompliance with the conditions of this permit that may endanger health or the
hours ofa rain 4. Indication ofwhether the measures were operating
event>1.0 inch in properly. (c) Ground cover is located and installed Initial and date a copy of the approved E&SC environment.
24 hours 5. Description of maintenance needs forthe measure, in accordance with the approved E&SC Plan or complete,date and sign an inspection
6. Description,evidence,and date of corrective actions taken. Plan. report to indicate compliance with approved
(3)Stormwater At least once per 1. Identification of the discharge outfalls inspected, 2.Reporting Timeframes and Other Requirements
discharge 7 calendar days 2. Date and time of the inspection, ground cover specifications.
outfalls SDOs) and within 24 3. Name of the person performing the inspection, After a permittee becomes aware of an occurrence that must be reported,he shall contact
( re The maintenance and repair Complete,date and sign an inspection report. the appropriate Division regional office within the timeframes and in accordance with the
hours of a rain 4. Evidence of indicators of stormwater pollution such as oil g
requirements for all E&SC Measures
event>1.0 inch in sheen,floating or suspended solids or discoloration, other requirements listed below. Occurrences outside normal business hours may also be
24 hours 5. Indication of visible sediment leaving the site, have been performed. reported to the Division's Emergency Response personnel at(800)662-7956,(800)
6. Description,evidence,and date of corrective actions taken. (e) Corrective actions have been taken Initial and date a copy of the approved E&SC 858-0368 or(919)733-3300.
(4)Perimeter of At least once per If visible sedimentation is found outside site limits,then a record to E&SC Measures. Plan or complete,date and sign an inspection r,
site 7 calendar days of the following shall be made: N
report to indicate the completion of the o
and within 24 1. Actions taken to clean up or stabilize the sediment that has left N
hours of a rain the site limits, corrective action. Occurrence Reporting Timeframes(After Discovery)and Other Requirements N
event>1.0 inch in 2. Description,evidence,and date of corrective actions taken,and (a)Visible sediment • Within 24 hours,an oral or electronic notification. N
24 hours 3. An explanation as to the actions taken to control future deposition in a • Within 7 calendar days,a report that contains a description of the m
releases. 2.Additional Documentation stream or wetland sediment and actions taken to address the cause of the deposition. CU
(5)Streams or At least once per If the stream or wetland has increased visible sedimentation or a In addition to the E&SC Plan documents above,the following items shall be kept on the
Division staff may waive the requirement for a written report on a c
wetlands onsite 7calendar days stream has visible increased turbidity from the construction site y p i
or offsite and within 24 activity,then a record of the following shall be made: case-by-case basis.
where hours of a rain 1. Description,evidence and date of corrective actions taken,and and available for agency inspectors at all times during normal business hours,unless the
( p • If the stream is named on the NC 303(d)list as impaired for sediment-
accessible) event>1.0 inch in 2. Records ofthe required reports to the appropriate Division Division provides a site-specific exemption based on unique site conditions that make this related causes,the permittee may be required to perform additional
24 hours Regional Office per Part III,Section C,Item(2)(a)of this permit a
requirement not practical: monitoring,inspections or apply more stringent practices if staff ai
of this permit. c
determine that additional requirements are needed to assure compliance
(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 (a) This general permit as well as the certificate of coverage,after it is received. with the federal or state impaired-waters conditions.
measures drainage facilities,completion of all land-disturbing (b)Oil spills and . Within 24 hours,an oral or electronic notification. The notification
activity,construction or redevelopment,permanent (b) Records of inspections made during the previous 30 days. The permittee shall record release of shall include information about the date,time,nature,volume and
ground cover). the required observations on the Inspection Record Form provided by the Division or hazardous location of the spill or release. _
2. Documentation that the required ground stabilization substances per Item p
measures have been provided within the required a similar inspection form that includes all the required elements. Use of 1(b)-(c)above
timeframe oran assurance that they will be provided as electronically-available records in lieu of the required paper copies will be allowed if o
soon as possible. (c)Anticipated • A report at least ten days before the date of the bypass,if possible.
P shown to provide equal access and utility as the hard-copy records. N
bypasses[40 CFR The report shall include an evaluation of the anticipated quality and o
NOTE:The rain inspection resets the required 7 calendar day inspection requirement. 122.41(m)(3)] effect of the bypass. PRELIMINARY N
(c) All data used to complete the Notice of Intent and older inspection records shall be (d)Unanticipated within 24 hours,an oral or electronic notification. NOT FOR CONSTRUCTION 2
maintained for a period of three years after project completion and made available bypasses[40 CFR • Within 7calendar days,a report that includes an evaluation of the
00
upon request. [40 CFR 122.411 122.41(m)(3)] quality and effect of the bypass.
(e)Noncompliance . Within 24 hours,an oral or electronic notification.
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with the conditions • Within 7calendar days,a report that contains a description of the U
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of this permit that noncompliance,and its causes;the period of noncompliance, Scale: Drawn by:
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 NTS MTB
environment[40 continue;and steps taken or planned to reduce,eliminate,and Uo
CFR 122.41(I)(7)] prevent reoccurrence of the noncompliance.[40 CFR 122.41(I)(6). Sheet: Designed by:
• Division staff may waive the requirement for a written report on a CU
case-by-case basis. MTB co
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Project Number: Date: N
NCGO 1 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19 2022-08 FEB 2023

MAINTENANCE PLAN TEMPORARY SEEDING PERMANENT SEEDING
THE OPERATOR IS RESPONSIBLE FOR MAINTAINING EROSION CONTROL DEVICES THROUGHOUT THE PROJECT DURATION. SEE SEEDING SCHEDULE FOR SEED TYPE AND RATE. RAFTING AND DESIGN O
PROVIDE TEMPORARY SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN THE FOLLOWING SCHEDULE:
ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY RUNOFF-PRODUCING PERMANENT DITCHES--> IMMEDIATELY(ROCK LINED) PROVIDE PERMANENT SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE COVERED BY PAVING, BUILDINGS,OR OTHER LANDSCAPING. AREAS SERVICES, INC.
RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL DEVICES AS RECEIVING PERMANENT VEGETATION MUST BE STABILIZED WITHIN THE FOLLOWING TIMEFRAMES AFTER FINAL GRADE IS REACHED, UNLESS
DESIGNED. SLOPES 4:1 OR STEEPER--> 7 DAYS
ALL OTHER AREAS--> 14 DAYS TEMPORARY STABILIZATION IS APPLIED.
6728 CARBONTON ROAD
SKIMMER BASINS: IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8 INCHES. PERMANENT DITCHES--> IMMEDIATELY(ROCK LINED) Sanford, North Carolina 27330
SLOPES 4:1 OR STEEPER--> 7 DAYS 919 499-8759 hone
1. BASINS ARE TO BE CLEANED OF SEDIMENT WHEN ITS STORAGE CAPACITY IS REDUCED BY 50%. PLACE SEDIMENT REMOVED FROM THE ALL OTHER AREAS-->14 DAYS P
BASIN IN A STOCKPILE AREA AS SHOWN ON THE PLAN OR AN AREA THAT HAS ADEQUATE EROSION CONTROL MEASURES. SEEDBED PREPARATION: [e-mail]
2. CHECK BERM STRUCTURE,SPILLWAYS,AND SKIMMER PIPE EVERY WEEK FOR EROSION AND PIPING.
3. MAINTAIN BAFFLES AS DIRECTED BELOW. LIME: APPLY LIME ACCORDING SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN,APPLY AT A RATE OF 1 TO 1 Y2 TONS PER COMPLETE GRADING BEFORE PREPARING SEEDBEDS. IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8
4. ANY RIP RAP DISPLACED FROM SPILLWAY MUST BE REPLACED IMMEDIATELY. 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. INCHES.
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 FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE,APPLY A 10-10-10 GRADE SEEDBED REQUIREMENTS:
REQUIRED IF STRUCTURE IS PROPOSED FOR THAT AREA. STABILIZE AREA.
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 THE SOIL SHOULD MEET THE FOLLOWING MINIMUM CRITERIA FOR VEGETATION ESTABLISHMENT:
BAFFLES: MIX SEED AND FERTILIZER MORE THAN 30 MINUTES BEFORE APPLICATION. ENOUGH FINE-GRAINED(SILT AND CLAY)MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY(AVAILABLE WATER
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED,SEALED,OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY CAPACITY OF AT LEAST 0.05 INCHES OF WATER TO 1 INCH OF SOIL
1. MAINTAIN ACCESS TO BAFFLES.SHOULD THE FABRIC COLLAPSE, DECOMPOSE,TEAR,OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
2. REMOVE BUILDUP SEDIMENT WHEN IT REACHES ONE-HALF FULL. TAKE CARE NOT TO DISTURB BAFFLES DURING CLEANOUT. DISKING, RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR .BEFORE SEEDING. 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.
SILT FENCE: PLANT SELECTION: • 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
1. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FT DEEP AT THE FENCE. THE FENCE STEEPER THAN 3:1 IF THEY ARE TO BE HYDROSEEDED.
SHALL BE REPAIRED AS REQUIRED TO MAINTAIN A SUFFICIENT BARRIER. SELECT THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, DECOMPOSE,TEAR,OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. IF THE ABOVE CRITERIA CANNOT BE MET,SPECIAL SOIL CONDITIONERS OR TOPSOIL MAY BE APPLIED.
3. AFTER ALL AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT. GRADE AREA SEEDING:
TO GRADING PLAN OR BLEND WITH ADJACENT GRADES. STABILIZE AREA. SEEDBED PREPARATION:
APPLY SEED WITH A BROADCAST SEEDER, DRILL,CULTIPACKER SEEDER,OR HYDROSEEDER. USE SEEDING RATES GIVEN IN TABLES.
TEMPORARY DIVERSIONS: BROADCAST SEEDING AND HYDROSEEDING IS ACCEPTABLE ON STEEP SLOPES WHERE EQUIPMENT CANNOT BE DRIVEN. HAND
BROADCASTING IS NOT RECOMMENDED. LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, FOLLOW RATES ON THE SEEDING SPEC
TABLE.
1. IMMEDIATELY REMOVE EXCESS SEDIMENT FROM FLOW AREA AND REPAIR DIVERSION RIDGE.
2. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND LEGUMES ON MORE THAN Y2 INCH. BROADCAST FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES ON THE
3. AFTER ALL AREAS HAVE BEEN STABILIZED REMOVE THE RIDGE AND THE CHANNEL AND GRADE ACCORDING TO GRADING PLAN OR SEED MUST BE COVERED BY RAKING OR CHAIN DRAGGING,AND THEN LIGHTLY FIRMED WITH A ROLLER OR CULTIPACKER. HYDROSEEDED SEEDING SPEC TABLE.
BLEND WITH ADJACENT GRADES. STABILIZE AREA. MIXTURES SHOULD NOT INCLUDE A WOOD FIBER MULCH.
MULCHING: SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED,SEALED,OR CRUSTED,LOOSEN IT JUST PRIOR TO SEEDING BY
RIP RAP LINED DITCHES/CHANNELS/OUTLETS: DISKING,RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR
1. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
MULCHING IS REQUIRED FOR ALL TEMPORARY SEEDING AT A MIN RATE OF 2 TONS/ACRE WITH ASPHALT TACK. BEFORE SEEDING.
2. INSPECT FOR INDICATIONS OF PIPING,SCOUR HOLES,OR BANK FAILURES. MAKE REPAIRS IMMEDIATELY. PLANT SELECTION:
3. MAINTAIN VEGETATION ADJACENT TO THE ROCK LINING IN A HEALTHY,VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION MAINTENANCE:
AND SCOUR. CONTRACTOR TO MONITOR GRASS ESTABLISHMENT. PROMPTLY RESEEED AREAS WHERE A HEALTHY, DENSE GROWTH DOES NOT SELECT THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON,SOIL TYPE,SLOPES,AND LAND USES. SEE SEEDING SPEC TABLES
GRASS LINED DITCH ES/C HANN ELS/SWALES:
ESTABLISH. CONTRACTOR MAY NEED TO PROVIDE NETTING OR TEMPORARY LINERS TO AREAS WHERE GRASS CANNOT BE ESTABLISHED IN PLANS FOR RECOMMENDED PERMANENT SEEDING MIXTURE.
DUE TO EROSION. SEEDING:
1. DURING GRASS ESTABLISHMENT PERIOD, INSPECT AFTER EVERY RAINFALL.
2. AFTER GRASS HAS ESTABLISHED, INSPECT PERIODICALLY AND AFTER HEAVY RAINFALL. IMMEDIATELY MAKE REPAIRS. USE CERTIFIED SEED(INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION).
3. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS. Q
4. GRASS SHOULD BE MAINTAINED IN A HEALTHY VIGOROUS CONDITION AT ALL TIMES,SINCE IT IS THE PRIMARY EROSION PROTECTION. APPLY SEED WITH A BROADCAST SEEDER, DRILL,CULTIPACKER SEEDER,OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. USE SEEDING
RATES GIVEN IN TABLES. E
WHEN USING A DRILL OR CULTIPACKER SEEDER,SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND J
LEGUMES ON MORE THAN Y2 INCH. W Q 0 U)
WHEN BROADCAST SEEDING,SUBDIVIDE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH Q J
SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA AND APPLY THE REMAINING SEED IN THE SAME
TEMPORARY SEEDING SCHEDULE MANNER BUT AT RIGHT ANGLES TO THE FIRST PASS. COVER SEED BY RAKING OR CHAIN DRAGGING,AND THEN LIGHTLY FIRM WITH A 0 0
WINTER & EARLY SPRING TEMPORARY SEEDING SCHEDULE TEMPORARY SEEDING SCHEDULE ROLLER OR CULTIPACKER.
FALL SUMMER Z W
Seeding mixture - - - - - - MULCH AREAS IMMEDIATELY AFTER SEEDING IN ACCORDANCE WITH RATES GIVEN IN TABLES. ANCHOR MULCH WITH NETTING OR LIQUID 0
Species Rate lb/acre Seeding mixture ASPHALT AT A RATE OF 0.10 GALLON PER SQUARE YARD(10 GAL/1000 SQ FT). O O 7
p ( ) Seeding mixture U) O L
Rye rain 120 Species Rate (lb/acre) Species Rate (lb/acre) � � 0
y (grain) Rye (grain) 120 p HYDROSEEDING:
Annual lespedeza (Kobe in German millet 40 � _
Piedmont and Coastal Plain, SURFACE ROUGHENING IS REQUIRED. FINE SEEDBED PREPARATION IS NOT NECESSARY. O n
Korean in Mountains) 50 Seeding dates In the Piedmont and Mountains, a small-stemmed Sudangrass may be _ U
Mountains—Aug. 15-Dec. 15 substituted at a rate of 50 lb/acre. RATE OF WOOD FIBER APPLICATION SHOULD BE AT LEAST 4,000-6,000 LB/ACRE.
Omit annual les edeza when duration of temporary cover is not to Coastal Plain and Piedmont—Aug. 15- Dec. 30
p p ry APPLY LEGUME INOCULANTS AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULANT TO HYDROSEEDER SLURRY. � O
Seeding extend beyond June. Soil amendments g dates ce Mountains—May 15-Aug. 15 APPLY LIME IN DRY FORM. Z Z
Seeding dates Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1000 lb/acre 10-10-10 fertilizer. Piedmont—May 1 -Aug. 15 � at O
Mountains—Above 2500 feet: Feb. 15- May 15 , . Coastal Plain—Apr. 15-Aug. 15 APPLICATION
Below 2500 feet: Feb. 1- May 1 Mulch W z
Piedmont—Jan. 1 - May 1 Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,netting, Soil amendments STEP 1 -1/3 MULCH RATE,ALL SEEDING AND ALL INOCULANT SPREAD IN ONE DIRECTION O O
Coastal Plain—Dec. 1 -Apr. 15 or a mulch anchoring tool. A disk with blades set Hearty straight can be
Follow recommendations of soil tests or apply 2,000 lb/acre ground STEP 2-2/3 MULCH RATE APPLIED IN OPPOSING DIRECTION O Z `
agricultural limestone and 750 lb/acre 10-10-10 fertilizer. � v
Soil amendments used as a mulch anchoring tool. MAINTENANCE:
Follow recommendations of soil tests or apply 2,000 lb/acre ground Maintenance Mulch
agricultural recommendations
limestone and 750 lb/acre 10-10-10 fertilizer. Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,netting, IF STAND IS INADEQUATE, RE-EVALUATE PLANT CHOICE AND QUANTITIES OF LIME AND FERTILIZER. REESTABLISH THE STAND AFTER
g Repair and refertilize damaged areas immediately. Topdress with 50 or a mulch anchoring tool. A disk with blades set nearly straight can be SEEDBED PREPARATION OR OVER-SEED THE STAND. CONSIDER SEEDING TEMPORARY,ANNUAL SPECIES IF THE TIME OF YEAR IS NOT 1114
lb/acre of nitrogen in March. If it is necessary to extent temporary APPROPRIATE FOR PERMANENT SEEDING.
Mulch cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and used as a mulch anchoring tool.
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,netting, es
or a mulch anchoring tool. A disk with blades set nearly straight can be Coastal Plain) or Korean (Mountains) d pedeza in late February or Maintenance Z
used as a mulch anchoring tool. early March. Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Maintenance
Refertilize if growth is not fully adequate. Reseed,refertilize and mulch
immediately following erosion or other damage.
REVISIONS
PERMANENT SEEDING SCHEDULE TEMPORARY SEEDING SCHEDULE
HERBACEOUS PLANTS-Seeding recommendations for primary stabilization
Successful development depends on planting date (effectiveness goal: 6 mo.-3 yrs.without an ongoing maintenance program) Table 6.11.b
NON-NATIVE SPECIES
Optimal Plantin j Dates
Broadcast
NEW STABILIZATION TIMEFRAMES
Seeding Fertilization/
Botanical Name I native I Rates limestone coastal Sun/Shade Riparian :Invasive Installation/Maintenance
Common Name Cultivar ntroduced lbs/scre Ibs/acre Mountains Piedmont Plains tolerant Wetlands Bufferss or o Considerations Other information,commentaryHERBACEOUS PLANTS-Seeding recommendations for primary stabilization (Effective Aug.3,2t111)
Sericea Lespedial Lespedeze cuneate 1 15 Ibis 8 soil test 911-6/1 9/1-511 1011-4/1 Sun NR NR Yes Responds wall to controlled Severe Threat Successful)development depends on planting date(effectiveness goal: a mo.-3 yrs.without an ongoing maintenance program) Table 6.11.0 c7
Dumont'___ —_ _-_— _„____ _._ _-__ __-_ ___-- —_.__._ ____ -_-- burns _ _ --Invasive species NATIVE SPECIES N
Do emal Plartinta Dates
SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS 11
See Table 45
— 6.11.tl for Fertilization/ Invasive
Botanical Name Native/ va,,w limestone Coaster Sun/Shade Riparian Yes or Installation/Maintenance Otherimormati- Q
Crown Vetch $BGU'ere Vane I 15lbs B soil test 3/154/30 NR NR Sun NR NR Yes Highly competitive, Prefers neutral soNs Common Name Gulliver Introduced seeaimgaes Ibs/acre Mountains Pledmo Plains Sun
Wetlands Buffer No Considerations mentary
switch less Pan;cum v�r emmi N A B seo test 1v1�n5 NR NR sun NR eu drains No Reasons—eu to .�
(Coroniflavaria) _ _ __ not recommended unless _-_ cane-m-Rock only controlled bums Mix with
Perimeter dikes,SWat@S, ditches,slopes T days None a
_— —_ ._ — an axe tableaNamative 3 to 5 other seed varieties
is not available. that have similar soil
--------- ------ -- - —_ —"_-- ------- ----'--- .---- -_--- ---- ----------- -- --------- drainage adaptations.
3
Cent) e�de Grass__..-Eremochloa iuro! - I 51bs B�soil test NR___- Eastern 911-5/1 Sun_ NR NR,._ _No Sl ni cant maintenance _-- Does not tolerate h traffic._-__ Smuchgrass Pee—"'garami A ev soil ten 12/14/15 12/1-4/1 12/1411 sun NR ell drama No Responds well to a
controlled b M with
N
--- - may ber required Acceptable for sodding B,a°we/' N enI 3to5other d varieties High Quality Water(HQW)Zones a days None Y
10 Ibs.for road shoulders only P /V)
desired cover < "';J
---- ----- -----------------------'-- ---..__ that haves 1 1
------`-- -- ------ ---- - —'----- ----- ---- ------- ------ drainageach talons.
U
KY 31 Tall Fescue Schedonorus phoeng I 100 Ibs B soil test 8/15-5/1 9/14/15 9/30-3/15 Sun! NR NR Yes If utilized,it is imperative Acceptable for sodding
Switchgreav fro-rmvir arum/ N A B ,Dilt,,t 12/14/15 12/1-411 12/14/1 Sun NR Voll drainel No Res ondswellto
Festuca arundinacea _ mod.Shade that maintenance Includes _
----__. ------- ----- --- --- —— -- - --- ---- ---- ------ sne/rer_ _ controlled bums.Mix with
a containment plan 3 to 5 other seed varieties
that have similar soil
drainage adaptations.
KY Blue Grass Poa ratensis 1 15lbs B sod test 8/15S/1 NR NR Sun NR NR Yes If utilized,it is imperative Prefers neutral soils,highly
O
that maintenance includes_ coin etifve,notrecommended sw¢a m Panbamv'det-1 N A a s ltesr 1 /14/15 12/1-4/1 12/14/1 sun Yes yes No Res endswelito r
—� apt Slopes steeper than 3:1 7 days If slopes are 10 or less in length and are o
---------- ------------ --- --- -- -_- -- -- -- ---- -- -- ------ ahhe9e controlled Mix not steeper than 2:1 14 days are allowed, N
a containment Ian unless an acceptable alternative
is not available. o s otherseed varetes r
-- -- —_---- -- _----- ---__----- -----.---..--._.__..---__—. _.._—_--__--._ that have simllarsoll
------- ------ -- --- ---- Acceptable for soddin drainage adaptations
PRELIMINARY
N
Switchgrass Pamcum vngarum, N A Bysoilt,A 12/14/15 12/1-4/1 12/14/1 Sun No Poorly No Respondswellto NOT FOR CONSTRUCTION _
Kanbw drained controlled b M with (Y
Hard Fescue Festuca brevipila - I 151bs By sail test 8/1_6/1 NR NR_ _-Shade _-NR NR_ - No____Not rewmmended for - Low rowing bunch_fL - 3 at 5 timer varieties
Festuca to ifolla slopes realer than 5% at have similar sod
drana sadadept Slopes 3:1 or flatter 14 days 7 days for slopes greater than 50' in length.
----- ---- ----- ------ ---- ----- --._. _---------- ------- ------------__-
Bermuda Gress C nodon dac n I 25lbs B soil test NR 4/15-6/30 4/15.6/30 Sun NR NR Yes If utilized,R is imperative
Extreme a ressive,not sit g ass Aia om v/gar�mi N A By sou tan NR v1-Sri v1-Sri sun No drained No R bums Mix with
U
that maintenance Includes recommended and should be 3 controlled 5 other seed Mix ties
with c
_ acontainrl an _ avoidedunlessanax�ptable-_- that have similar soil Scale: Drawn by:
alternative ls not available. drainage adaptations.
May be sodded ors ri ed— _ MTB
v—_-- -.P_!�@_ diangmss 5o Has m x�a, N B B snilten ,ti,1/,5 ,ti,-4„ ,ti,4/, sun NR Well No Res ondswellto Western al lainonl All other areas with slopes flatter than 4:1 14 days None, except for perimeters and HQW Zones. NTS U
Rumsey drained controlled bums.Mix with
3 to 5 otherseed varieties
------_-- -------- -- --- ---- that have similar soil Sheet: Designed by:
drainage adaptations. N
(13
_—.__..._.—_._..._.._____. _...__—____—.... ___. Indiangrass Solgnesrrum nu(ensl N B Bysniltest 12/111/15 12/1-411 12/14/1 Sun NR Well No JR.Ipondaw.1111to Western coastal plain only MTB
Osage drained controlled bums.Mixwith co
3 to 5 otherseed varieties
that have similar soil
-- --_-_- __-- --_-- -----_--_.___-- —_-__--_ -_.-- enthuses adaptations STABILIZATION TIME TABLES
�+ Reviewed by: N
NTS ^1 0 of 21 MTB o
Project Number: Date: N
2022-08 FEB 2023

RAFTING AND DESIGN O
SERVICES, INC.
6728 CARBONTON ROAD
Sanford, North Carolina 27330
3:1 MAX 3:1 MAX 3:1 MAX 3:1 MAX 3:1 MAX 3:1 MAX [phone] phone
SLOPES TOP EL=7.0 SLOPES SLOPES TOP EL=7.0 SLOPES SLOPES TOP EL=7.0: I :SLOPES [e-mail]
i l l i i l l i i l i i i l i i
I I I
VOLUME REQUIRED VOLUME REQUIRED VOLUME REQUIRED
1800 CF/Q25 - 1800 CF/Q25 - 1800 CF/Q25
3:1 MAX SLOPE(TYP) 3:1 MAX SLOPE(TYP) - 3:1 MAX SLOPE(TYP) 3:1 MAX SLOPE(TYP) - 3:1 MAX SLOPE(TYP) 3:1 MAX SLOPE(TYP) T-1-
-
I I I
6n M F=I- 0 11 D: 0 R D: C M 0
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NOTES NOTES NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS. 1. BASIN TO BE INSTALLED WITHOUT OUTLETS. 1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND. 2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND. 2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN. 3. INSTALL TEMPORARY DIVERSIONS TO BASIN. 3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED. 3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED. 3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN. 4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN. 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 5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING 5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE. THE SITE. THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE. 6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE. 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. 7. PIT TO BE EXCAVATED FROM BASIN OUT.BASIN SIZE WILL INCREASE WITH EXCAVATION. 7. PIT TO BE EXCAVATED FROM BASIN OUT.BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING. 8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING. 8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED. 9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED. 9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED.
10. BASINS TO BE INSPECTED WEEKLY. 10. BASINS TO BE INSPECTED WEEKLY. 10. BASINS TO BE INSPECTED WEEKLY.
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED 11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED 11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED. AND SEEDED. AND SEEDED.
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED. 12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED. 12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED. UJ
SEDIMENT BASIN #1 NO OUTLET SEDIMENT BASIN #2A-C NO OUTLET SEDIMENT BASIN #3A-H NO OUTLET Z a
z
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SLOPES TOP EL=7.0 SLOPES SLOPES TOP EL=7.0 SLOPES O
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P
VOLUME REQUIRED VOLUME REQUIRED W
1800 CF/Q25 _ 1800 CF/Q25
3:1 MAX SLOPE(TYP) 3:1 MAX SLOPE(TYP) - 3:1 MAX SLOPE(TYP) 3:1 MAX SLOPE(TYP) -
I - I
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M EL=-4 0 11 Rf1T EL=410111
III � � � III III i -III � � � III III �
REVISIONS
NOTES NOTES
1. BASIN TO BE INSTALLED WITHOUT OUTLETS. 1. BASIN TO BE INSTALLED WITHOUT OUTLETS.
2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND. 2. BASIN IS TO BE EXCAVATED BELOW EXISTING GROUND.
3. INSTALL TEMPORARY DIVERSIONS TO BASIN. 3. INSTALL TEMPORARY DIVERSIONS TO BASIN.
3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED. 3. BASINS ARE TO BE INSTALLED AND MARKET MATERIAL STOCKPILED.
4. OVERBURDEN TO BE USED TO CONSTRUCT BERMS ADJACENT TO BASIN. 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 5. INSTALL PERIMETER BERMS BELOW BASIN THROUGH LOW LYING AREAS TO PREVENT RUNOFF FROM LEAVING
THE SITE. THE SITE.
6. WHEN BASINS OVERFILL THE WATER WILL POND INSIDE THE PERIMETER BERM AND INFILTRATE AND EVAPORATE. 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. 7. PIT TO BE EXCAVATED FROM BASIN OUT.BASIN SIZE WILL INCREASE WITH EXCAVATION.
8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING. 8. MATERIAL WILL BE EXCAVATED WET NO PIT DEWATERING.
9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED. 9. BASIN HAVE BEEN DESIGNED WITH TWICE THE VOLUME CAPACITY THAN REQUIRED. N
10. BASINS TO BE INSPECTED WEEKLY. 10. BASINS TO BE INSPECTED WEEKLY. o
11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED 11. ALL SLOPES THAT ARE DENUDED MORE THAN 7 WORKING DAYS OR 14 CALENDAR DAYS SHALL BE STABILIZED
AND SEEDED. AND SEEDED. N
12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED. 12. ONCE SEDIMENT REACHES 1 FT DEPTH THE SEDIMENT SHALL BE REMOVED.
ai
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SEDIMENT BASIN #4A-C NO OUTLET SEDIMENT BASIN #5A-1 NO OUTLET
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PRELIMINARY N
NOT FOR CONSTRUCTION Y
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NTS MTB
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Sheet: Designed by:
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MTB =
03
Reviewed by: IN
C 11 of 21 MTB N
0
Project Number: Date: N
45 2022-08 FEB 2023

TYPICAL FENCE SPACING CORNER BRACING CORNER BRACING 15.5 GA BARBED WIRE
RAFTING AND DESIGN
U METAL"T"POST O
CORNER BRACE 6'x 4"MIN TREATED POST 6'x 4"MIN TREATED POST CORNER BRACE r_ SERVICES, INC.
4.5'MIN HEIGHT 6'x 4"MIN TREATED POST °oo 0 0 0 6'x 4"MIN TREATED POST o�..g.,� °oo 00 0 0 0° o
STAPLE WIRE TWIST ABOVE GROUND # 57 WASHED STONE °°° °o° °o$O} o ooso 0 5�0° `z o° o°�-�o°o c�0 (5 o 0 0
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Sanford North Carolina 27330
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PLAN VIEW NOTE:
4.5'MIN HEIGHT n 2'x 1"x 1"WOOD STICK USE SILT FENCE OUTLETS ONLY WHEN
ABOVE GROUND e # 57 WASHED STONE DRAINAGE AREA DOES NOT EXCEED 1/4
INSTALLATION: POST TO BE DRIVEN OR BORED AND TAMPED ACRE AND THERE IS A LOW AREA. USE
u FLOW DIRECTION ° 18" AS A REPAIR OF SILT FENCE FAILURES.
NOTE:USE ONE SECTION OF CORNER BRACING $�° °o° o°
u AT GATES AND FENCE ENDS o ° o ° GRADE STEEL FENCE POST SET
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SEE PLAN pp P � s �j - = -
-III-I III-III-III=III-III-III-III-III- � III=1 III-1
specifications. If silt fence is not installed correctly the first time, it will have to 1111 1 qiI Illl�l�illl III I'�- "�' I i.I' Ii=III= I e 11�111-
u LJ �ITII u 11TII
be reconstructed. Determine the exact location of the outlet before completing III"-"'-III- "
1I1-1I NOTE: 1T1-1,Li 1 111
MIN.STONE DEPTH p g _ - r BURY WIRE FENCE, HARDWARE CLOTH,
EXISTING installation of the silt fence,taking into consideration: AND SILT FENCE FABRIC 6 INCHES INTO
GRADE SEE NOTE B. FRONT VIEW
THE TRENCH
1. Installation at the lowest point(s) in the fence where water will pond.
a -III=1 I= W
-'I I=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 =1 11=1 11=1 11- ''I=1 11=1 11=1 11=1 I I- -I 11=1 11=1 11='� Maintenance aspect sediment fences at least once a week and after each rainfall. Make any
STONE BED TO BE RELATIVELY FLAT -III..-III-III=III=III=III=III=III= 1-1III=ITI- -III-III-III=III=III=III=III=III= 2. Maximum allowable drainage area restriction for silt fence. required repairs immediately.
=11 I-I 11=1 I-III-111- g
-I L-III-I 1=ITI=ITI=1i' -' 1=1 I I r"= -
INSTALLATION &MAINTENANCE FILTER Should the fabric of a sediment fence collapse, tear, decompose or become
T.USE NO.5 OR NO.57 STONE FOR SEDIMENT CONTROL STONE- NOTES:
FABRIC 3. Installation where the outlet is accessible for installation, maintenance and ineffective,replace it promptly. Z
removal.
2.PROVIDE STABILIZED OUTLET TO STREAM BANK. Remove sediment deposits as necessary to provide adequate storage volume
3.WOOD PALLETS MAY BE USED IN LIEU OF STONE AND GEOTEXTILE AS A) MINIMUM WIDTH OF CONSTRUCTION ENTRANCE PAD SHALL BE 20 FT. 4. Placement of the outlet so that water flowing through it will not create an for the next rain and to reduce pressure on the fence. Take care to avoid W C )'^
DIRECTED-A SUFFICIENT NUMBER OF PALLETS MUST BE PROVIDED undermining the fence during cleanout. V
TO ELEVATE THE ENTIRE SPECIAL STILLING BASIN ABOVE NATURAL GROUND. B) STONE SHALL BE 2-3"WASHED STONE, 12"THICK. erosion hazard below - avoid steep slopes below the outlet and areas W ce J
4.THE SIZE AND NUMBER OF SILT BAGS SHOULD BE BASED ON THE without protective vegetation. Use slope drains if necessary. Remove all fencing materials and unstable sediment deposits and bring the Q 14
DEwnrE RING PUMP AND MANUFACTURER RECOMMENDATIONS. ING OF SEDIMENT ONTO PUBLIC RIGHTS-OFF-
C) THE ENTRANCE SHALL BE MAINTAINED -WAY. THIS MAY REQUIRE PREVENT TRACKING OR FLOW- area to grade and stabilize it after the contributingdrainage area has been O H 0
_
5.TIGHTLY SECURE THE PUMP DISCHARGE TO THE SILT BAG SLEEVE WITHA PERIODIC TOP DRESSING WITH ADDITIONAL STONE AND REPAIR AND/O The silt fence outlet shall be installed in accordance with the standard detailR , and properly stabilized. � x
STRAP OR SIMILAR DEVICE TO PREVENT WATERlSEDIMENT FROM LEAKING Uj
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. the approved erosion control plan.
WITHOUT TREATMENT- Z Q
&CONTROL PUMPING RATE TO PREVENT EXCESSIVE PRESSURE WITHIN THE SILT D) INSTALL PADS WHERE SHOWN ON PLANS OR OTHERWISE DIRECTED O � 0 � 7
BAG IN ACCORDANCE WITH THE MANUFACTURER RECOMMENDATIONS.AS THE BY ENGINEER. C L
BAG FILLS WITHIN SEDIMENT,REDUCE THE PUMP RATE- SILT FENCE OUTLET C'
7.REPLACE THE SILT BAG WHEN ONE HALF(112)FULL OF SEDIMENT. W Z O
NTS ' 0 0 n
a AND WATER MUSSILT RAG DrVICGT BE DISCHARGED IN A DIFFUSE MANNER.UST BE k 5OFT FROM THE TOP OF THE #57
BANK #57 STONE �P�G 0�bo S
ENTRANCE 2.0%MIN SLOPE 31�sN = 0 W t� N
SEDIMENT FILTER BAG CONSTRUCTIONC PAD �No �� Fx�
SHOP 4.0/°MAX SLOPE � II�II„ � � � Z �/
NTS NTS �S'I\NG GRO L�L
END J-HOOK OFWFABRIC TOPr'(TYP.) / O F
4R/ VARIES 150 \I�11 O
LOWEST ELEVATION IS TOPP)OF FABRIC �- MIN Q W�/ O
END J-HOOK OF FABRIC TOP (TYP.) __ IVJ.JJ``'"`''' O 0
�4R, �ARIES _ -s =_ - - TEMPORARY INTERNAL SITE ROAD J P
50
LOWEST ELEVATION -
END J-HOOK OF FABRIC TOP (TYP.) BEGIN SILT FENCE LU
�4q�F VARIES _ (TYP) NTS
#' BOTTOM OF FABRIC
OP OFBEGIN NEXT LINE (TYP)
OF SILT FENCE
- --- -- (TYP)
_____________ ___
{ GROUND LINE M A I
15 iW FABRIC�_ 'T (TYP) (TYP)
BEGIN NEXT LINE - ,,�aT�
OF SILT FENCE (MIND ��" �_ ,�,cy� BEGIN NEXT LINE
(TYP) cR\ F OF SILT FENCE
\BOTTOM 0 FABRIC (TYP) SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
(TYP) SECTION B-B Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
VARIESLINES(TPFA.IDR C)FENCE
o TYPICAL J HOOK SPACING Y g p Y
P T FABRIC + SLOPE PERCENT TYPE OF SILT FENCE MINIMUM inserts the fabric into a cut sliced in the ground with a disc(Figure 6.62b). 8'MAX.
SPACING
w 10 'TYP. TOE OF SLOPE
(METERS)
I% TO 2% TYPE A 30 ±
--- 2 FLOW ---- 2% TO 3% TYPE A Is ± 12"NCDOT#5 or Installation '- The base of both end posts should be at least one foot higher than the
FLOW
(SLOPE 3. TO 4% TYPE C 15 . #57 WASHED middle of the fence. Check with a level if necessary.
8 B a% TO s% TYPE C Ts t STONE Specifications
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
PLAN applications.
SINGLE ROW SILT FENCE MIN.12-1/2GA.
3. Install posts 2 feet deep on the downstream side of the silt fence, and INTERMEDIATE
NOTE: MIN. 10 GA. WIRES REVISIONS
LINES OF SILT FENCE a I.IF THE GRADE IS BETWEEN 0 TO I PERCENT•THE as close as possible to the fabric, enabling posts to support the fabric from
VARIES (TP•A,OR C) SILT FENCE SHALL BE PLACED ACROSS THE DITCH. Upstream water pressure.
LINE WIRES
2.TEMPORARY SILT FENCE SHALL NOT BE PLACED 9� SI FEN E FAB IC
POST FABRIC + WITHIN STATE WATERS. 4. Install posts with the nipples facing away from the silt fabric. IN TALLE TO SECON
w 10'TYP. TOE OF SLOPE XA-11 RA
-----_� -------- ------ -------------- ---- ---------------------- ----- ---� 5. Attach the fabric to each post with three ties,all spaced within the top 8
FLOW FLOW FLOW SLOPE inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, GRADE
d
- Idin with each puncture at least 1 inch vertically apart. Also, each tie should be
- I I I I II I I I I 1 I 1 , -- = = = -- - - -=--- - -=---=-11 =-=----positioned to hang on a post nipple when tightened to prevent sagging. , , „ „ , I11 „ , I11 „ , I11 „ -, „ „ „ , , - -
III I I III 1--I 11
PLAN I-
6. Wrap approximately 6 inches of fabric around the end posts and secure I
DOUBLE ROW SILT FENCE Construction '. Place stone to the lines and dimensions shown in the plan on a filter fabric with 3 ties. _
foundation. 7. No more than 24 inches of a 36 inch fabric is allowed above ground -II III III N
Installation: Refer to the approved erosion control plan for location, extent,and Specifications =III 1=
specifications. If silt fence is not installed correctly the first time, it will have to 2. Keep the center stone section at least 9 inches below natural ground level level. 1�I I II II I II N
be reconstructed. Determine the exact location of the outlet before completing where the dam abuts the channel banks. 8. The installation should be checked and corrected for any deviations before =1 11= I III N
8_D• installation of the silt fence taking into consideration: com action. ==1 =1 1= 1= u
g' p -ICI= FRONT VIEW )=TI=T, o
3. Extend stone at least 1.5 feet beyond the ditch bank(Figure 6.83b)to keep
1. Installation at the lowest point(s)in the fence where water will pond. water from cutting around the ends of the check dam. 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, a
4. Set spacing between dams to assure that the elevation at the top of the skid steer,or roller exerting at least 60 pounds per square inch. Compact the
2. Maximum allowable drainage area restriction for silt fence.
MAXIMUM ANGLE 13Y lower darn is the same as the toe elevation of the upper dam. upstream side first,and then each side twice for a total of 4 trips. - -- STEEL POST a
ai
3. Installation where the outlet is accessible for installation,maintenance and 5. Protect the channel after the lowest check dam from heavy flow that could WOVEN WIRE FABRIC
removal. Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any NOTE: SILT FENCE GEOTEXTILE FABRIC
cause erosion. required airs immediately. DOES NOT EXCEED 1/4 ACRE AND NEVER IN °
q repairs Y
4. Placement of the outlet so that water flowingthrow it will not create an AREAS OF CONCENTRATED FLOW
J 6. Make sure that the channel reach above the most upstreamn dam is stable. Should the fabric of a sediment fence collapse, tear, decompose or become -USE SILT FENCE ONLY WHEN DRAINAGE AREA =
erosion hazard below - avoid steep slopes below the Outlet and areas END OF SILT FENCE NEEDS TO BE TURNED UPHILL. = o
ineffective,replace it promptly. a
without protective vegetation. Use slope drains if necessary. 7. Ensure that other areas of the channel,such as culvert entrances below the cN ❑_ LO
check dams.are not sutsiect to damage or blackaee from displaced stones. Remove sediment deposits as necessaryto q g provide adequate storage volume c o
The silt fence outlet shall be installed in accordance with the standard detail, and Maintenance tcheckdamandchannelsatleastweeklyand after each Sighlfieant(1/2 ? FOR REPAIR OF SILT �I
Inch or ter rainfall event and immediate) Clean opt sediment, for the next rain and to reduce pressure on the fence. Take care to avoid FENCE FAILURES,USE PRELIMINARY
the approved erosion control plan. ) r yNo.57 WASHED STONE.undermining the fence during cleanout. coY
straw,limbs,or other debris that Gould clog the channel when needed FOR ANCHOR WHEN SILT NOT FOR CONSTRUCTION
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any I-III-III _i:i:== BACKFILL TRENCH FENCE IS PROTECTING
required repairs immediately. Remove all fencing materials and unstable sediment deposits and bring the JI .:III OVER SILT FENCE c
Anticipate submergence and deposition above the check dam and erosion from �= CATCH BASIN.
area to grade and stabilize it after the contributing drainage area has been
flows around the es of the dam. Correct all damage immediately. If
Should the fabric of a sediment fence collapse,tear, decompose or become � �$ $ y
properly stabilized. q
ineffective,replace it promptly. significant erosion occurs between dams, additional measures can be taken N ii I Scale: Drawn by
Remove sediment deposits as necessary to provide adequate storage volume
such as, installing a protective riprap liner m that portion of the channel SECTION VIEW -III MTB
=1 - ,
for the next rain and to reduce pressure on the fence. Take care to avoid (Practice 6.31,RWap-line mid Paved Ch mnels). II NTS U
undermining the fence during cleanout.
Remove sediment accumulated behind the dams as needed to prevent damage ==,I==,I Sheet: Designed by:
Remove all fencing materials and unstable sediment deposits and bring the 10 Channel vegetation,allow file channel to drain through the stone check dam, SILT FENCE MTB cu
area to grade and stabilize it after the contributing drainage area has been and prevent large flows from Carrying sediment over the dam. Add stones to NTS o
properly stabilized. ril
dams as needed to maintain design height and Cross section. Reviewed by: o
CHECK DAM C12ot 21 MTB
N
SILT FENCE J_HOOK NTS Project Number: Date: N
NTS 2022-08 FEB 2023

NATURAL GROUND
MAXIMUM SLOPES
Construction 1. Clear the foundation area of trees, stumps, roots, loose rock, and other RAFTING AND DESIGN O
objectionable material. w '� NATURAL GROUND
Specifications
2.Excavate the cross section to the lines and grades of the foundation of the 0 SERVICES' INC.
u
liner as shown on the plans. Bring over-excavated areas to grade Iry MAXIMUM SLOPES increasing 2/3 w 24"MIN.
the thickness of the liner or by back-filling with moist soil compacted to the
density of the surrounding material. _T_ = III-IIIII=
3.Concretelinings: -.II - = I-IIIII-IIIII="
- - o 0=IIII- - \, "� 111= 6728 CARBONTON ROAD
lu- o o In- a°to�z°
Sanford, North Carolina 27330
• Place concrete linings to the thicluuess shown on the plans auud finish them 18" II, III -00 0000� -- Ili-, I - I_ 2 z [phone] phone
in a workmanlike manner. 6, _ IIIII- /�
•Take adequate precautions to protect freshly placed concrete from extreme III11llIiice"C7� FILTER FABRIC OR / GRASS LINED
- GRAVEL BEDDING SEE PLAN 1 1 [e-mail]
temperatures to ensure proper cueing.
•Ensure that subgrade is moistwhen concrete is poured. PARABOLIC-SHAPED WATERWAY WITH STONE CENTER DRAIN -III
• Install foundation drains or weep holes where needed to protect against (SHAPED BY BULLDOZER) COMPACTED SOILS /
uplift and piping.
• Provide transverse(contraction)joints to control cracking at approximately Construction 1. Remove all trees, brush, stumps, and other objectionable material from the
20-feet intervals. These joints may be formed by using a 1/2-inch thick W foundation area, and dispose of properly.
removable template or by sawing to a depth of at least 1 inch. Specifications COMPACTED SOILS
• Install expansion joints at intervals not to exceed 100 feet. =IIIII-IIIII-IIIII= d - W IIIII= 2. Excavate the channel, and shape it to neat lines and dimensions shown on
4.Rock riprap linings:Practice 6.15,Riprap. =j=_ moo I_ I IIIII=""'-
5. Place filters, beddings, and foundation drains to line and grade in the t s° =lllll - ill-ll"'- a°to tr' the plans plus a 0.2-foot overcut around the channel perimeter to allow for PERMANENT DIVERSION BERM
manners specified. Place filter and bedding materials immediately after sloe 6^ = LII bulking during seedbed preparations and sod buildup. NTS
P $ P - I111-_CCU-� FILTER FABRIC OR
preparation. For synthetic filter fabrics,overlap the downstream edge by at -IIIII=IIII, GRAVEL BEDDING
least 12 inches with the upstream edge which is buried a minimum 12 inches - 3. Remove and properly dispose of all excess soil so that surface water may
in a trench. See figure 6.14a,page 6.14.6. Space anchor pins every 3 feet enter the channel freely.
along the overlap. Spread granular materials in a uniform layer. When more V-SHAPED WATERWAY WITH STONE CENTER DRAIN NATURAL GROUND
than one gradation is required,spread the layers so there is minimal mixing. (SHAPED BY MOTOR GRADER) 4. The procedure used to establish grass in the channel will depend upon the
Filter material should consist of at least 3 inches of material on all sides of MAXIMUM SLOPES
the drain pipe. The drain pipe conduit should be a minimum of 4 inches in severity of the conditions and selection of species. Protect the channel with
diameter. Acceptable materials include perforated, continuous,closed joint mulch or a temporary liner sufficient to withstand anticipated velocities during
conduits of clay,concrete,metal,plastic,or other suitable material(Practice
6.81,Subsurface Drain). TYPICAL RIP RAP CHANNEL the establishment period(Appendix 8.05).
6. Perform all channel construction to keep erosion and water pollution = IIII Z Z
to a minimum. Immediately upon completion of the channel, vegetate all II1111111 _
disturbed areas or otherwise protect them against soil erosion. Where channel -NI7_ a�
w IIIII II Maintenance During the establishment period,check grass-lined channels after every rainfall. 1 1 D 1
construction will take longer than 30 days,stabilize channels by reaches. IIIII IIII=_ After grass is established, periodically check the channel; check it after every
Maintenance Inspect channels at regular intervals as well as after major rains,and make �I III=IIIII heavy rainfall event. Immediately make repairs. It is particularly important to
I-IIII-IIIII-III II-III II-IIIII=
repairs promptly. Give special attention to the outlet and inlet sections and check the channel outlet and all road crossings for bank stability and evidence / -
other points where concentrated flow enters. Carefully check stability at road FILTER FABRIC OR of piping or scour holes. Remove all significant sediment accumulations to
crossings, and look for indications of piping, scour holes, or bank failures. GRAVEL BEDDING
Make repairs immediately. Maintain all vegetation adjacent to the channel in maintain the designed carrying capacity. Keep the grass in a healthy,vigorous
a healthy,vigorous condition to protect the area from erosion and scour during condition at all times, since it is the primary erosion protection for the channel COMPACTED SOILS
out-of-bank flow'. TRAPEZOIDAL
(Practice 6.11,Permanent Seeding).
GRASS LINED TEMPORARY/PERMANENT W
RIP RAP LINED TEMPORARY/PERMANENT DIVERSION DITCH Z
DIVERSION DITCH NTS TEMPORARY/PERMANENT DIVERSION DITCH Z
NTS NTS
Figure 6.17d Temporary Channel Liners; Washington State Department of Ecology Construction Construction J
Figure 6.17e Channel Installation and Slope Installation; Washington State Ecology Department Specifications Even if properly designed, if not properly installed, RECP's will probably UJ 0
not function as desired. Proper installation is imperative. Even if properly �/ W in W
Excavate channel to design installed, if not properly timed and nourished, vegetation will probably not 19 � ♦ tQ Q J
r��/
Overlap 6' min. grade and cross-section r/
y
grow as desired. Proper seed/vegetation selection is also imperative O 0 <
�' Grade the surface of installation areas so that the ground is smooth and loose.
Longitudinal anchor „ ` Q,70-1. Terminal slope and Z L1�
1 o
trench channel anchor trench b When seeding prior to installation, follow the steps for seed bed preparation,
1 soil amendments, and seeding in Surface Stabilization, 6.1. All gullies, rills, O O 19
Design depth and anv other disturbed areas must be fine graded prior to installation. Spread 1� � z
. Longitudinal V W O
anchor trench seed before RECP installation. (Important: Remove all large rocks dirt clods Z 0
, 9
stumps,roots,grass clumps,trash, and other obstructions from the soil surface ' IL IO
Overcut channel to
Strike at 3'-5' during seedbed
preparation allow tlrl F_ ' ' � to allow for direct contact between the soil surface and the RECP.) _ U
� _ - � � LU
intervals
Terminal anchor trenches are required at RECP ends and intermittent trenches Q O Z
--� must be constructed across channels at 25-foot intervals. Terminal anchor Notes Z
trenches should be a minimum of 12 inches in depth and 6 inches in width, 1. La is the length of the riprap A/ � O (�
6" while intermittent trenches need be only 6 inches deep and 6 inches wide. apron. ■� z
2. d=1.5 times the maximum O LU
ro is Typical installation stone diameter but not less
Installation for Slopes- Place the RECP 2-3 feet over the to of the sloe 0
with erosion control p p p than s°.
and into an excavated end trench measuring approximately 1_2 inches der
blankets or turf g PP y p Pipe Outlet to Flat Area- 3. In a well-defined channel ex- U
iN reinforcement mats y by 6 inches wide. Pm the RECP at 1 foot Intervals along the bottom of the No Well-defined Channel tend the apron up the channel I
rpt� banks to an elevation of 6"
C 0 6" ` trench, backfill, and compact. Unroll the RECP down (or along) the slope above the maximum tailwater W
�p0 6" - depth or to the top of the bank,
maintaining direct contact between the soil and the RECP. Overlap adjacent 3d0 A - A whichever is less.
slot at 25' Intermittent check slot Longitudinal anchor trench rolls a minimum of 3 inches. Pin the RECP to the ground using staples or d 4. A filter blanket or filter fabric
Q
° should be installed between
intervals pins in a 3 foot center-to-center pattern. Less frequent stapling/pinning is the riprap and soil foundation.
acceptable on moderate slopes.
Shingle-lap spliced ends orb in new
g p begin Plan 1. Ensure that the sub rode for the filter and riprap follows the required lines
Intermittent Installation in Channels---Excavate terminal trenches(12 inches deep and 6 Construction g p p q
Initial channel roll in an intermittent check slot La Ifieatlon and grades shown in the plan. Compact any fill required in the subgrade to the
anchor trench check slot inches Aide)across the channel at the upper and lower end of the lined channel K Spec S density of the surrounding undisturbed material. Low areas in the subgrade on
. + Sections. At 25-foot intervals along the charnel, anchor the RECP across the undisturbed soil may also be filled by ncreasing the riprap thickness.
channel either in 6 inch b 6 inch trenches or Installmi two closely spaced �d IIII= 2. The riprap and gravel filter must conform to the specified grading limits
Prepare soil and apply seed befit y by g PI�ll � Q_i �,- "=IIII shown on the plans.
installing blankets, mats or oth rows of anchors. Excavate longitudinal trenches 6 inches deep and wide along 'Filter 3. Filter cloth,when used,must meet design requirements and be properly
Section AA g q p p y
temporary channel liner `.;' blanket
P ,. 3 channel edges (above water line) In which to billy the outside RECP edges. protected from punching or tearing during installation. Repair any damage by
10 Place the first RECP at the dowmstream end of the channel. Place the end of removing the riprap and placing another piece of filter cloth over the damaged
NOTE' U. Pipe Outlet to Well-defined area. All connecting joints should overlap so the top layer is above the
1. Check slots to be constructed per manufacturers specifications. _ the first RECP in the terminal trench and pin it at I foot intervals along the Channel downstream layer a minimum of I foot. If the damage is extensive,replace
2. Staking or stapling layout per manufacturers specifications. = bottom of the trench. the entire alter cloth. REVISIONS
4. Riprap maybe placed by equipment,but take care to avoid damaging the
R Note:The RECP should be placed upside down in the trench with the roll on alter.
tir i a .k _ the downstream side of the bench. A A S. The minimum thickness of the riprap should be 1.5 times the maximum
Slope surface shall be smooth before If there is a berm at the top of ---- stone diameter.
placement for proper soil contact. slope anchor upslope of the berm. ( q �p I s t = . 6. Riprap may be field stone or roe quarry stone. It should be hard,
Once pinned and backfilled, the RECP is deployed by wrapping over the , r, p y � q ry
angular,highly weather-resistant and well graded.
top of the trench and unrolling upstream. If the channel is wider than the
Min. 2" "� ��• :i 7. Construct the apron on zero grade with no overfill at the end. Make the
Stapling pattern as overlap Anchor in 6"x6" min. Trench provided rolls,place ends of adjacent rolls in the terminal trench,overlapping Plan top of the riprap at the downstream end level with the receiving area or slightly
per manufacturers and staple at 12" intervals. below it.
p .�♦ p _ the adjacent rolls a minimum of 3 inches. Pin at 1 foot intervals, backfill, and
recommendations. �' ��► � ;} ' l_ 8. Ensure that the apron is properly aligned with the receiving stream
„ compact Unroll the RECP in the upstream direction until reaching the first
i r, �F ,jr � � �; � if y t z � ;a and preferably straight throughout its length. If a curve is needed to fit site
-_ Min. 6 overlap.
'. '• elf, positioning the roll on La conditions,place it in the upper section of the apron.
. -. intermittent trench Fold the RECP back over i N
.�,; .:� P is
the downstream side of the trench, and allowing the mat to conform to the 9. Imm ediately after construction,stabilize all disturbed areas withvegetation N
^+ trench. (Practices 6.10,Temporary Seeding,and 6.11,Permanent Seecii'ng). N
I j III �d-III=
�' .• :, � Staple overlaps ���. N
45
max. 5" spacing.acin . ' _111TI
IIII-I 1 I_____ ICU
Then in the RECP tvco layers) to the bottom of the trench, backfill and I Section AA _ l Maintenance p p p y gn ( greater)p ( ay ) h, , li,l��IIII _li _i gl-IIN� Ins ectn ra outlet structuresweekl andaftersi ificant 1/2inchor reater p
Bring material down to a level area, NOTES' compact. Continue up the channel (wrapping over the top of the intermittent Filter rainfall events to see if any erosion around or below the riprap has taken place, c
Do not stretch blankets/matting tight-allow turn the end under 4" and staple at 12" 1, Design velocities exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect blanket or if stones have been dislodged. Immediately make all needed repairs to a
the rolls to conform to any irregularities. intervals. seed and soil until vegetation becomes established. trench) repeating this step at other intermittent trenches, until reaching the Figure 6.41c Riprap outlet protection(modifiedfrom Va swccf. prevent further damage.
upper terminal trench. References Surface Stabilization a
Lime, fertilize, and seed before installation. Planting 2• Grass-lined channels with design velocities exceeding 6 ft/sec should include turf reinforcement 6.10,Temporary Seeding
For slopes less than 3H:1 V, rolls of shrubs, trees,etc. should occur after installation. mats At the upper terminal trench, allow the RECP to conform to the trench, 6.41.4 6.11,Permanent seeding
may be placed in horizontal strips. 6.15,Riprap o
secure with pins or staples. backfill, compact and then bring the mat back
over the to of the trench and onto the existingmat 2 to 3 feet overlapin the Appendix8.06,
p ( 8.06,Design of Riprap Outlet Protection I
downstream direction), and pin at 1 foot intervals across the RECP. When o
Rice,C.E.,Kadavy,K.0 "Riprap Design for Pipe Spillways at
starting installation of a new roll,begin in a trench or shingle-lap ends of rolls -1 <TW/D<0.7" Presented at the December 13,1994International Winter O
a minimum of I foot with upstream RECP on top to prevent uplifting. Place Meeting,American Society of Agricultural Engineers,Paper Number o
the outside edges of the RECP(s) in longitudinal trenches, pin, backfill, and 942541. PRELIMINARY
N
compact. Rice,C.E.and K.C.Kadavy. 1994,Plunge Pool Design at Submerged Pipe NOT FOR CONSTRUCTION
Spillway Outlets. Transactions of the ASAE 37(4):1167-1173.
Anchoring Devices--I I gauge,at least 6 inches length by I inch width staples FHWA. 1983. Hydralic Design of Energy Dissipaters for Culverts and
TEMPORARY LINING FOR Channels. Hydraulic Engineering Circular Number 14 �j
or 12 inch minimum length wooden stakes are recommended for anchoring the
TEMPORARY/PERMANENT DIVERSION DITCH RECP to the ground. OUTLET PROTECTION Scale: NTS Drawn by:
NTS MTB
NTS Drive staples or pins so that the top of the staple or pin is flush with the ground o
surface. Anchor each RECP every 3 feet along its center. Longitudinal Sheet: Designed by:
ICU
overlaps must be sucient to accommodate a row of anchors and uniform MTB 03
ffi
along the entire length of overlap and anchored every 3 feet along the overlap Reviewed by: IN
length. Roll ends may be spliced by overlapping 1 foot (in the direction of �+,' 2 7
water flow),with the upstream/upslope mat placed on top of the downstream/ V of MTB N
downslope RECP. This overlap should be anchored at I foot spacing across Project Number: Date: N
the RECP. When installing multiple width mats heat seamed in the factory,all 2022-08 FEB 2023
factory seams and field overlaps should be similarly anchored.

00
RAFTING AND DESIGN O
Sediment Basin# 1 Sediment Basin# 2A Sediment Basin# 2B Sediment Basin# 2C 0 SERVICES, INC.
6728 CARBONTON ROAD
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Sanford, North Carolina 27330
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm [phone] phone
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
[e-mail]
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 '^
V - To Area+Bottom Area/2 xD To 5832.00 sf V -((To Area+Bottom Area /2 xD To 19208.00 sf V -((To Area+Bottom Area/2 xD To 6962.00 sf V -((To Area+Bottom Area /2 xD To 6728.00 sf W vz
P-(( p ) ) p= P- p ) ) p= P- p ) ) p= P- p ) ) p= � L
Bottom= 4050.00 sf Bottom= 15842.00 sf Bottom= 5000.00 sf Bottom= 4802.00 sf O
VP= 14823.00 ft3 D= 3.00 ft VP= 52575.00 ft3 D= 3.00 ft VP= 17943.00 ft3 D= 3.00 ft VP= 17295.00 ft3 D= 3.00 ft z
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Sediment Basin# 3A Sediment Basin# 3B Sediment Basin# 3C Sediment Basin# 311) D IL O Z
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DzCalculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method OW0 0� � � � 7
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm O
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 gel � O
1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 O UJ U � )
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 _ v
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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 w
1= 6.10 1= 6.10 1= 6.10 1= 6.10 W a
Q2= 14.15 A= 5.80 Q2= 28.06 A= 11.50 Q2= 9.52 A= 3.90 Q2= 11.96 A= 4.90 > N
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Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area ��F^^
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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 REVISIONS
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 Cl)
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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 N
Bottom= 6728.00 sf Bottom= 14792.00 sf Bottom= 4232.00 sf Bottom= 5618.00 sf
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VP= 23559.00 ft3 l 3.00 ft VP= 49263.00 ft3 l 3.00 ft VP= 15423.00 ft3 l 3.00 ft VP= 19959.00 ft3 D= 3.00 ft
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2022-08 FEB 2023

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RAFTING AND DESIGN O
Sediment Basin# 3E Sediment Basin# 3F Sediment Basin# 3G Sediment Basin# 3H 0 SERVICES, INC.
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 6728 CARBONTON ROAD
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm Sanford, North Carolina 27330
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
[phone] phone
1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 [e-mail]
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
V - To Area+Bottom Area 2 xD Top= 18050.00 sf V -((To Area+Bottom Area)/2)xD Top= 10658.00 sf V -((To Area+Bottom Area)/2)xD Top= 5618.00 sf V -((To Area+Bottom Area)/2)xD Top= 2592.00 sf W V J
Bottom= 14792.00 sf Bottom= 8192.00 sf Bottom= 3872.00 sf Bottom= 1458.00 sf O
VP= 49263.00 ft3 D= 3.00 ft VP= 28275.00 ft3 D= 3.00 ft VP= 14235.00 ft3 D= 3.00 ft VP= 6075.00 ft3 D= 3.00 ft z
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 Q
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Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 0 O W Z U�
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm Z Z
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 O O
1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 I= 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 OUJ
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2-Yr Storm 2-Yr Storm 2-Yr Storm 2-Yr Storm 0 z 0
Q2=CIA C= 0.40 Q2=CIA C= 0.40 Q2=CIA C= 0.40 Q2=CIA C= 0.40 P W
1= 6.10 1= 6.10 1= 6.10 1 W 1
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Q2= 17.32 A= 7.10 Q2= 2.93 A= 1.20 Q2= 4.15 A= 1.70 9.52 A= 3= 3..90 10 2
=
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Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area ��F^^
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 V J
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 REVISIONS
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
R R R ft
V -- 12780.00 ft V -- 2160.00 ft V -- 3060.00 ft VR= 7020.00 3
Volume Proposed Volume Proposed Volume Proposed Volume Proposed
Cl)
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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 o
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 N
VP= 29943.00 ft3 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 m
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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 a
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PRELIMINARY N
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Sheet: Designed by:
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Reviewed by: N
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Project Number: Date: N
2022-08 FEB 2023

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RAFTING AND DESIGN O
Sediment Basin# 5B Sediment Basin# 5C Sediment Basin# 5D Sediment Basin# 5E 0 SERVICES, INC.
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 6728 CARBONTON ROAD
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm Sanford, North Carolina 27330
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 [phone] phone
1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 [e-mail]
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 ft2 SA= 6806.18 ft2 SA= 5104.64 ft2 SA= 7270.24 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= 58.00 x 116.00 = 6728 ft2 Top= 65.00 x 130.00 = 8450 ft2 Top= 57.00 x 114.00 = 6498 ft2 Top= 67.00 x 134.00 = 8978 ft2
Weir= 52.00 x 104.00 = 5408 ft2 Weir= 59.00 x 118.00 = 6962 ft2 Weir= 51.00 x 102.00 = 5202 ft2 Weir= 61.00 x 122.00 = 7442 ft2
Bottom= 43 x 86 = 3698 ft2 Bottom= 50 x 100 = 5000 ft2 Bottom= 42 x 84 = 3528 ft2 Bottom= 52 x 104 = 5408 ft2
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 W v J
Bottom= 3698.00 sf Bottom= 5000.00 sf Bottom= 3528.00 sf Bottom= 5408.00 sf Z z
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VP= 13659.00 ft D= 3.00 ft VP= 17943.00 ft D= 3.00 ft VP= 13095.00 ft D= 3.00 ft VP= 19275.00 ft ft
D= 3.00 a
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
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Sediment Basin# 5F Sediment Basin# 5G Sediment Basin# 5H Sediment Basin# 51 ' O z
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Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method in O W x
10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm 10-Yr Storm 25-Yr Storm Z Z z
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 O
1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 1= 7.90 1= 8.89 O -^
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 Q2S= 7.11 A= 2.00 Q10= 7.90 A= 2.50 Q25= 8.89 A= 2.50 U v)
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2-Yr Storm 2-Yr Storm 2-Yr Storm 2-Yr Storm O m z
Q2=CIA C= 0.40 Q2=CIA C= 0.40 Q2=CIA C= 0.40 Q2=CIA C= 0.40 mi P w
1= 6.10 1= 6.10 1= 6.10 1= 6.10 W 19 C�
Q2= 4.64 A= 1.90 Q2= 17.32 A= 7.10 Q2= 4.88 A= 2.00 Q2= 6.10 A= 2.50 G
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Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area Calculate Required Surface Area ���t)^1
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 v
SA= 2939.03 ft2 SA= 10982.71 ft2 SA= 3093.72 ft2 SA= 3867.15 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= 45.00 x 90.00 = 4050 ft2 Top= 81.00 x 162.00 = 13122 ft2 Top= 46.00 x 92.00 = 4232 ft2 Top= 50.00 x 100.00 = 5000 ft2
Weir= 39.00 x 78.00 = 3042 ft2 Weir= 75.00 x 150.00 = 11250 ft2 Weir= 40.00 x 80.00 = 3200 ft2 Weir= 44.00 x 88.00 = 3872 ft2 REVISIONS
Bottom= 30 x 60 = 1800 ft2 Bottom= 66 x 132 = 8712 ft2 Bottom= 31 x 62 = 1922 ft2 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
Cl)
N
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 Ov
Bottom= 1800.00 sf Bottom= 8712.00 sf Bottom= 1922.00 sf Bottom= 2450.00 sf N
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 ?
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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 a
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PRELIMINARY N
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NOT FOR CONSTRUCTION
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Scale: Drawn by: m
NTS MTB g
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Sheet: Designed by:
MTB =
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Reviewed by: N
C 16 of 21 MTB N
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Project Number: Date: N
iv
2022-08 FEB 2023

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RAFTING AND DESIGN O
Temporary Diversion# 1 =>DA# 101 Temporary Diversion#RL 3 =>DA# 103 Temporary Diversion# 5 =>DA# 105 Temporary Diversion# 7 =>DA# 107 0 SERVICES, INC.
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 6728 CARBONTON ROAD
25-YrStorm 25-Yrstorm 25-Yrstorm 25-Yrstorm Sanford, North Carolina 27330
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 [phone] phone
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 [e-mail]
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 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= 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 UJ
Shear Calculation Shear Calculation Shear Calculation Shear Calculation Z
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs a O
dwater= 0.75 ft dwater= 1.58 ft dwater= 1.3 ft dwater= 1.18 ft z
T= 0.0468 Ibs/ft2 s= 0.001 ft/ft T= 0.098592 Ibs/ft2 s= 0.001 ft/ft T= 0.08112 Ibs/ftz 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 0 J
Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass W ■ ■ aD
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Temporary Diversion# 9 =>DA# 109 Temporary Diversion# 11 =>DA# 111 Temporary Diversion# 13 =>DA# 113 Temporary Diversion# 15 =>DA# 115 D O Z
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Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Q O LU U I V
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 O O
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 O UJ (J V�^)
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 O m z
Side Slopes= 3.00 Side Slopes= 3.00 Side Slopes= 3.00 Side Slopes= 3.00 H 1 1 1
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 LU
Channel Lining Channel Lining Channel Lining Channel Lining > I..L
Shear Calculation Shear Calculation Shear Calculation Shear Calculation a O
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs = H
dwater= 1.27 ft dwater= 0.86 ft
dwater= 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 REVISIONS
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 N
0
N
Shear Calculation Shear Calculation Shear Calculation Shear Calculation v
N
N
T=yds y= 62.4lbs T=yds y= 62.4lbs T=yds y= 62.4lbs T=yds y= 62.4lbs a3
dwater= 1.44 ft dwater= 1.7 ft dwater= 0.86 ft dwater= 1.49 ft m
O
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
i
a
Temporary=NAG S75 BN Temporary= NAG S75 BN Temporary=NAG S75 BN Temporary= NAG S75 BN
Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass 3
a
ai
c
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N
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L6
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N
PRELIMINARY N
Y
NOT FOR CONSTRUCTION
w
0
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Scale: Drawn by: m
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Sheet: Designed by:
MTB =
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Reviewed by: o
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Project Number: Date: N
iv
2022-08 FEB 2023

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RAFTING AND DESIGN O
Temporary Diversion# 17 =>DA# 117 Temporary Diversion# 19 =>DA# 119 Temporary Diversion# 21 =>DA# 121 Temporary Diversion# 23 =>DA# 123 0 SERVICES, INC.
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 6728 CARBONTON ROAD
25-YrStorm 25-YrStorm 25-YrStorm 25-YrStorm Sanford, North Carolina 27330
Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 [phone] phone
1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr [e-mail]
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/ftZ s= 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
Q25= 5.33 A= 1.20 ac Q25= 8.00 A= 1.80 ac Q25= 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 @ 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 L V J
Shear Calculation Shear Calculation Shear Calculation Shear Calculation Z
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs 4 O
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 BN Temporary=NAG S75 BN Temporary=NAG S75 BN Temporary=NAG S75 BN LU 10
Permanent=Bermudagrass ' Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass LU Q 1% I
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Temporary Diversion# 25 =>DA# 125 Temporary Diversion# 27 =>DA# 127 Temporary Diversion# 29 =>DA# 129 Temporary Diversion# 31 =>DA# 131 O
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Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Q O L 1-- U
25-Yr Storm 25-Yr Storm 25-Yr Storm 25-Yr Storm Z z Z
Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 O
1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr O
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 O UJ (J '^
Channel Slope= 0.10 Channel Slope= 0.10 Channel Slope= 0.10 Channel Slope= 0.10 0
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 W
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 LU
Channel Lining Channel Lining Channel Lining Channel Lining
Shear Calculation Shear Calculation Shear Calculation Shear Calculation O
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs x U)
V J
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/ftZ 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 REVISIONS
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 Cl)
N
Shear Calculation Shear Calculation Shear Calculation Shear Calculation N
N
T=yds y= 62.4lbs T=yds y= 62.4lbs T=yds y= 62.4lbs T=yds y= 62.4lbs a3
cl-w= 1.38 ft dwater= 1.11 ft
dwater=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 a
Temporary=NAG S75 BN ' Temporary=NAG S75 BN Temporary=NAG S75 BN Temporary=NAG S75 BN 3
Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass a
ai
c
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N
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PRELIMINARY N
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NTS MTB g
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Sheet: Designed by:
MTB =
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Reviewed by: o
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Project Number: Date: N
iv
2022-08 FEB 2023

00
RAFTING AND DESIGN O
SERVICES, INC.
Temporary Diversion# 33 =>DA# 133 Temporary Diversion# =>DA# ' 135' Temporary Diversion# 37 =>DA# 137 Temporary Diversion# 39 =>DA# 139
6728 CARBONTON ROAD
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Sanford, North Carolina 27330
25-Yr Storm 25-Yr Storm 25-Yr Storm 25-Yr Storm
[phone] phone
Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 [e-mail]
1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr
Q25= 8.00 A= 1.80 ac Q25= 2.22 A= 0.50 ac Q25= 15.11 A= 3.40 ac Q25= 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 lbs T=yds y= 62.4 lbs T=yds y= 62.4 lbs T=yds y= 62.4 lbs
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= 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 Q29=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= 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 '^
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Channel Lining Channel Lining Channel Lining Channel Lining z
Shear Calculation Shear Calculation Shear Calculation Shear Calculation Q O
T=yds y= 62.4 lbs T= ds y y= 62.4 lbs T=yds y= 62.41bs T=yds y= 62.4 lbs
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 J
Temporary=NAG S75 BN Temporary=NAG S75 BN Temporary=NAG S75 BNJ W inTemporary=NAG S75 BN O
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Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass Permanent=Bermudagrass
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Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method Z Z z z
25-Yr Storm 25-Yr Storm 25-Yr Storm 25-Yr Storm O
QZ5=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 O
1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr 1= 8.89 in/hr � O � (J U)
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 O
Channel Slope= 0.10 Channel Slope= 0.10 Channel Slope= 0.10 Channel Slope= 0.10 > Z
Channel Depth= 2.00 Channel Depth= 1.50 Channel Depth= 1.50 Channel Depth= 1.50 W
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 LU
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 O
Shear Calculation Shear Calculation Shear Calculation Shear Calculation Z ;
T=yds y= 62.4 lbs T=yds y= 62.4 lbs T=yds y= 62.4 ibs T=yds y= 62.4 lbs (�,
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
REVISIONS
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 Cl)
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Channel Lining Channel Lining Channel Lining Channel Lining v
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Shear Calculation Shear Calculation Shear Calculation Shear Calculation
m
T=yds y= 62.4 lbs T= ds y y= 62.4 lbs T=yds y= 62.4 lbs T=yds y= 62.4 lbs
dwater= 1.18 ft dwater= 0.91 ft dwater=-ft dwater= 1.15 ft a
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
3
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PRELIMINARY N
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Project Number: Date: N
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2022-08 FEB 2023

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RAFTING AND DESIGN O
Temporary Diversion# 49 =>DA# 149 CULVERT#1 CULVERT#3 0 SERVICES, INC.
Calculate Flow-Rational Method Calculate Flow-Rational Method Calculate Flow-Rational Method 6728 CARBONTON ROAD
25-Vr storm 25-Yr Storm 25-Yr Storm
Q25=CIA C= 0.50 Q25=CIA C= 0.50 Q25=CIA C= 0.50 Sanford, North Carolina 27330
1= 8.89 in/hr
1= 8.89 in/hr 1= 8.89 in/hr [phone] phone
Qzs= 5.78 A= 1.30 ac
Q25= 6.22 A= 1.40 ac Q25= 16.89 A= 3.80 ac [e-mail]
Channel Slope= 0.10
Channel Depth= 2.00
Channel Bottom W= 0
Side Slopes= 3.00 Per Manning Equation Per Manning Equation
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
Channel Lining Pipe Slope= 0.50% Pipe Slope= 0.50%
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
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Shear Calculation z
New York Method 8.06.5 Manual � O
T=yds y= 62.4 Ibs
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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
Temporary=NAG S75 BN A
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MTB =
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Reviewed by: N
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Project Number: Date: N
iv
2022-08 FEB 2023