SW6231203_Plansheet - Other_20240312

PROJECT DATA
PROPERTY DATA: CITY OF FAYETVILLE, BY AND
9 SOLARTHROUGH FAYETTEVILLE PUBLIC
WORKS COMMISSION
■ 0424-66-0123
DB 10301, PG 870
PB 140, PG 127
GILLESPIE B1 +/— 43.75 ACRES
PROPOSED DISTURBANCE AREA: 17.05 ACRES _ � O
UTILITY STATION
SITE ADDRESS: 3858 GILLESPIE STREET
o'h
FAYETTEVILLE, NC 28306 �� r
COUNTY: CUMBERLAND COUNTY
y/yy Qo v M�
12—DIGIT HUC WATERSHED: LITTLE ROCKFISH CREEK %
030300040610
10—DIGIT HUC WATERSHED: ROCKFISH CREEK
0303000406LO
o
ry
8—DIGIT HUC WATERSHED: UPPER CAPE FEAR z
03030004 •�
a
DEVELOPER: FAYETTEVILLE PUBLIC WORKS th
O
SITE IMPROVEMENT PLANS
FAYETTEVILLE NORTH CAROLINA COMMISSION g,� 5
I CONTACT. DAVID DESCHAMPS
955 OLD WILMINGTON ROAD CASERON Ro oa o Z
FAYETTEVILLE, NC 28301 2,000 1,00a 500 0 2,000
910-263-1453 *,e
[e-mail] O a
FOR ,"-2,000'
ENGINEER: LAURA R. HARRIS, PE m
(NC PE LICENSE NO. 056748) VICINITY MAP
BOOTH & ASSOCIATES, LLC CUMBERLAND COUNTY, FAYETTEVILLE, NC
(COMPANY LICENSE NO. NC—F-0221)
2300 REXWOODS DRIVE, SUITE 300
RALEIGH, NC 27607 919-851-8770 SCALE: 1"=2000'
PWC FAYETTEVILLE LAURA.HARRIS@BOOTH—ASSOC.COM
PLAN PREPARED: 09/15/2023 CAR
e�0,0,0,
i
S,
:Q � •
SEAL
FAYETTEVILLE NORTH CAROLINA 056748 t'
SHEET INDEX P
...R.. N �.
i2/i3/2023
CGO01 COVER SHEET © 08/2023
N N N
CGO02 CONSTRUCTION SEQUENCE, LEGEND, AND NOTES Q04 M
CGO03 GROUND STABILIZATION AND MATERIALS HANDLING o
A C0004 SELF—INSPECTION, RECORD KEEPING, AND RECORDING w
CG100 EXISTING SITE CONDITIONS n
N
O
CG101 PRE-CONSTRUCTION PROJECT DRAINAGE ANALYSIS
r`
CG102 SITE PLAN
CG200 EROSION AND SEDIMENT CONTROL PLAN - PHASE I
bA*S Ln Fi rt W, z o
CG201 EROSION AND SEDIMENT CONTROL PLAN - PHASE II O U
w
> "
w
CG202 EROSION AND SEDIMENT CONTROL PLAN — PHASE III of O Q
H MEOWN UTILITcy-
CG300 POST—CONSTRUCTION PROJECT DRAINAGE ANALYSIS o 0�
w
m m w
CG400 BASIN DETAILS o o <
CG401 BASIN DETAILS o 0 0
V) V) z
CG500 GRADING AND EROSION CONTROL DETAILS
Z
CG501 GRADING AND EROSION CONTROL DETAILS
CG502 GRADING AND EROSION CONTROL DETAILS
CG503 STORMWATER MANAGEMENT DETAILS Q
0
CG600 CHANNEL CALCULATIONS 0 O
N LW
CG601 SKIMMERS & SEDIMENT BASIN CALCULATIONS CD Q W
m N
PREPARED BY : LIJ
W H U
J
w J
w
Q C�
z �
U Z_
Oof of
a
1
a o
4 Booth
Associates
&.0 DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY: LRH
2300 Pexwoods Drive Suite 300, Raleigh NC 27607 KNOW WHAT'S BELOW DATE: 08/04/2023
NC F-0221 ALWAYS CALL 811 SCALE: AS SHOWN
BEFORE YOU DIG FILE NUMBER: 12548SCG
It's fast. It's free. It's the law. SHEET:
C0001

LEGEND CONSTRUCTION SEQUENCE GENERAL NOTES GRADING NOTES
PHASE 1 1. PERMITS PENDING. 1. CONTRACTOR WILL BE RESPONSIBLE FOR INSTALLING AND MAINTAINING GRADE STAKES AND REFERENCE STAKES.
v SILT FENCE OUTLET THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER OR THEIR ENGINEER IF ANY STAKES ARE LOST OR ^
1. OBTAIN REQUIRED PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. OWNER'S ENGINEER TO 2. CONTACT NCDEQ FAYETTEVILLE REGIONAL OFFICE AT 910-4343-3300 AND NCDOT HIGHWAY DIVISION 6 AT DESTROYED AS THE RESULT OF VANDALISM OR ACTIONS TAKEN BY SOMEONE OTHER THAN THE CONTRACTOR. ■.�/ 1
CONTACT NCDEQ FAYETTEVILLE REGIONAL OFFICE AT 910-4343-3300 AND NCDOT HIGHWAY DIVISION 910-364-0600 TO SCHEDULE A PRE-CONSTRUCTION MEETING AT LEAST 72 HOURS PRIOR TO PROJECT UPON NOTIFICATION, THE OWNER OR THE ENGINEER WILL REPLACE THESE STAKES.
® CONCRETE WASHOUT PIT 6 AT 910-364-0600 TO INVITE TO THE PRE-CONSTRUCTION MEETING AT LEAST 72 HOURS PRIOR TO ACTIVATION.
PROJECT ACTIVATION. 2. CONSTRUCTION OF EROSION AND SEDIMENT CONTROL DEVICES IS TO BE CARRIED OUT AS DESCRIBED IN THE
3. THE FOLLOWING MUST BE KEPT ON SITE UNTIL THE E.S.C. PLAN HAS BEEN CLOSED OUT BY NCDEQ: CONSTRUCTION SEQUENCE AND THEIR LOCATION IS TO BE AS SHOWN ON THE DRAWINGS. CERTAIN DEVICES ARE
CULVERT OUTLET PROTECTION 2. UNDERGROUND UTILITIES NOT SHOWN ON THIS DRAWING MAY EXIST; CONTRACTOR SHALL VERIFY TO BE CONSTRUCTED BEFORE GRADING OPERATIONS BEGIN. ALL DEVICES ARE TO BE MAINTAINED DURING
LOCATION OF BURIED UTILITIES PRIOR TO START OF CONSTRUCTION. 3.1.1.1. 30 DAYS OF SELF INSPECTION RECORDS, CONSTRUCTION AND TEMPORARY ONES REMOVED AFTERWARD. z
3.1.1.2. RAIN GAUGE,
CULVERT INLET PROTECTION 3. INSTALL STORM WATER INSPECTION BOX WITH RAIN GAUGE, STORM WATER INSPECTION REPORT, AND 3.1.1.3. APPROVAL CERTIFICATE/LETTER, 3. ALL VEGETATION AND DEBRIS SHOULD BE REMOVED FROM THE SITE. ALL SUBGRADE SOILS SHALL BE FREE OF
A COPY OF THE PERMITS. THE INSPECTION BOX WILL BE PLACED IN A PROMINENT LOCATION BY THE 3.1.1.4. APPROVED DRAWINGS AND CERTIFICATE COVERAGE. ORGANIC MATERIAL FROM GRADING ACTIVITY AND BE COMPACTED, AND INSPECTED BY AN APPROVED Q
MAIN ROAD AND DRIVEWAY. THE SELF-INSPECTION RECORDS FOR LAND DISTURBING ACTIVITIES PER GEOTECHNICAL ENGINEER PRIOR TO THE PLACEMENT OF FILL MATERIAL. ANY MATERIAL TO BE STOCKPILED ON
POWER POLE G.S. 113A-54.1 MUST BE COMPLETED WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL (ONE INCH OR THESE ITEMS SHOULD BE LOCATED NEAR THE MAIN CONSTRUCTION ENTRANCE. FAILURE TO MAINTAIN THESE ITEMS SITE SHALL BE STOCKPILED WITHIN THE CONSTRUCTION LIMITS AND IN DESIGNATED AREAS.
GREATER WITHIN TWENTY-FOUR HOURS). THIRTY (30) DAYS OF SELF-INSPECTION REPORTS SHALL BE ON SITE VIOLATES THE NPDES PERMIT. W
MAINTAINED IN THE INSPECTION BOX AT ALL TIMES. EXTRA COPIES OF THE SELF-INSPECTION FORMS 4. EXPOSED SUBGRADE SHALL BE COMPACTED TO AT LEAST NINETY FIVE PERCENT (95%) OF THE MAXIMUM DRY r _
GUY AND ANCHOR COMBINATION SHOULD BE PLACED IN THE INSPECTION BOX. 4. PROPOSED CUT/FILL SIDE SLOPES ARE 3H:1V. DENSITY WITHIN f2 FROM THE OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D698. IIh,
4. SITE TO BE CLEARED, GRADED, AND STABILIZED WITHIN SIXTY (60) CALENDAR DAYS. 5. ALL STOCKPILES SHALL BE SURROUNDED BY SILT FENCE ON ALL SIDES EXCEPT FOR THE INGRESS/EGRESS. (3 5. COMPACTED SUBGRADE SHALL BE EXAMINED BY AN APPROVED GEOTECHNICAL ENGINEER OR CERTIFIED TESTING
EDGE OF PAVED ROAD SIDES) ALL STOCKPILES MUST HAVE A MINIMUM 5' SEPARATION FROM STOCKPILE TOE TO SILT FENCE AND OTHER FIRM. FIELD COMPACTION TESTS SHOULD BE CONDUCTED EVERY TWO THOUSAND SQUARE FEET (2,000 FT 2). VIRGIN
5. INSTALL CONSTRUCTION ENTRANCE PRIOR TO ANY ADDITIONAL LAND DISTURBING ACTIVITIES. EROSION CONTROL MEASURES. SUBGRADE SOILS CAN BE PROOFROLLED TO DETECT ZONES OF SOFT OR LOOSE SOILS. ANY REPORTS BY
GEOTECHNICAL ENGINEER TO BE FORWARDED TO BOOTH & ASSOCIATES, LLC. ENGINEER.
Ex OVERHEAD POWER LINE 6. FLAG CONSTRUCTION LIMITS AND CLEAR WHAT IS NECESSARY TO INSTALL NEW SILT FENCING AND 6. CONTRACTOR IS RESPONSIBLE TO REVIEW ANY GEOTECHNICAL REPORT ATTACHED TO THE GRADING
NEW SILT FENCE OUTLETS. SPECIFICATIONS FOR SITE SOILS INFORMATION. 6. PROOFROLLING SHOULD BE DONE IN THE PRESENCE OF AN APPROVED GEOTECHNICAL ENGINEER. PROOFROLLING
MAY BE ACCOMPLISHED BY WITH A LIGHTLY TO MODERATELY LOADED DUMP TRUCK OR SIMILAR CONSTRUCTION
_SF -SF SF SILT FENCE 7. REMOVE EXISTING SILT FENCE AND SILT FENCE OUTLETS AS OUTLINED ON SHEET CG200 OF THE 7. SITE TO BE CLEARED, GRADED AND STABILIZED FOR INSTALLATION OF SOLAR ARRAY & ASSOCIATED EQUIPMENT EQUIPMENT. ANY SOILS WHICH CONTINUE TO RUT OR DEFLECT EXCESSIVELY UNDER THE ROLLING OPERATIONS 1ALO
APPROVED PLAN SET. INSTALL NEW SILT FENCING AND NEW SILT FENCE OUTLETS ALONG NORTHERN WITHIN SIXTY (60) CALENDAR DAYS. SHOULD BE UNDERCUT TO SUITABLE SOILS AND REPLACED WITH COMPACTED FILL MATERIAL AS RECOMMENDED BY
AND WESTERN PROJECT LIMIT AS OUTLINED ON THIS SAME SHEET. ANY EXISTING SILT FENCE NOT IN THE GEOTECHNICAL ENGINEER. z
EXISTING SILT FENCE ADEQUATE CONDITION SHALL BE REPLACED REGARDLESS OF WHETHER OR NOT IT IS SPECIFIED AS 8. AFTER ELECTRICAL EQUIPMENT HAS BEEN INSTALLED, EROSION CONTROL MEASURES TO REMOVED & SITE TO BE rn
BEING REPLACED ON THE PLANS. PERMANENTLY STABILIZED & APPROVED BY NCDEQ WITHIN NINETY (90) CALENDAR DAYS. 7. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED V
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY 0
PERIMETER CHAIN LINK FENCE 8. CLEAR AND GRUB WITHIN CONSTRUCTION LIMITS. ALL DEBRIS/SPOILS TO BE REMOVED AND STORED 9. ALL BARE SOILS ARE TO BE STABILIZED UNDER CONDITIONS OUTLINED IN THE NPDES PERMIT, OR, IF IN A THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS AND OTHER SPOILS FROM DEMOLITION ACTIVITIES 1A O
M
AT AN NCDEQ APPROVED LOCATION. TREES CAN BE CUT AND HAULED AWAY OR DISPOSED OF WITH CRITICAL AREA, BY THE END OF THE DAY. MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. [15A NCAC 2 LL
A CONTROLLED BURN. 4B.0110] t u
PRIVACY FENCE 10. PERMANENT GROUND COVER WILL BE PROVIDED FOR ALL DISTURBED AREAS WITHIN 14 WORKING DAYS OR NO .> Z
9 CO SEED.THE REMAINDER OF THE SITE CLEARING WITHIN THE CONSTRUCTION LIMITS THEN MULCH MORE THAN 90 CALENDAR DAYS, WHICHEVER IS SHORTER. G.S. 113A-57(3). 8. CONTRACTOR WILL BE RESPONSIBLE FOR HIRING A REPUTABLE GEOTECHNICAL ENGINEERING FIRM TO PERFORM c
DITCH CENTERLINE TESTING. O
11. STABILIZATION WILL BE PROVIDED FOR ALL DISTURBED AREAS WITHIN 14 DAYS AFTER CONSTRUCTION ACTIVITY IS
COMPLETE UNLESS CONSTRUCTION ACTIVITY IS GOING TO RESUME WITHIN 21 DAYS, SLOPES 3H:1 V OR STEEPER
- - - - C/E BUILDING SETBACK LINE PHASE 2 TO BE STABILIZED WITHIN 7 DAYS. DRIVEWAY NOTES m
10. INSTALL TEMPORARY SKIMMER BASINS #1 - #2, SEDIMENT BASIN #1, TRAPEZOIDAL DRAINAGE 12. ADDITIONAL PERTINENT EROSION CONTROL MEASURES TO BE DETAILED IN OVERALL SITE GRADING AND EROSION
CHANNELS #1 - #5, AND TEMPORARY EARTHEN BERMS. IMMEDIATELY STABILIZE BASIN SIDE SLOPES CONTROL PLAN, PHASES 1-III. 1. THE ACCESS DRIVE SHALL BE SURFACED PER THE DETAIL ON SHEET CG500.
ADJOINING PARCEL LINE AND CHANNELS WITH ROLLED EROSION CONTROL PRODUCT.
13. ALL SUBGRADE, FILL, AND STONE SHALL BE COMPACTED AS SPECIFIED IN THE GRADING SPECIFICATIONS. 2. THE SUBGRADE, DIRECTLY BELOW ACCESS DRIVE AND TWO (2) FEET OUTSIDE OF THE DRIVEWAYS SHALL BE
11. SEEDING MUST BE DONE WITHIN 7 DAYS FOR SLOPES GREATER THAN 3:1 AND 14 DAYS FOR ALL MECHANICALLY COMPACTED IN THE TOP 12" TO AT LEAST NINETY-FIVE PERCENT (95%) OF THE MAXIMUM DRY
WOODS LINE OTHERS. 14. FOLLOW CONSTRUCTION SEQUENCE NOTES FOR GENERAL PROCESS. DENSITY AT OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D698. THE DRIVEWAY SUBGRADE SHALL BE
MECHANICALLY COMPACTED DIRECTLY BELOW ONLY IN THE TOP 12" TO AT LEAST NINETY-FIVE PERCENT (95%) OF
12. INSTALL STOCKPILE LOCATION AND ASSOCIATED PERIMETER SILT FENCE. 15. LAT/LONG COORDINATES SHOWN IN THIS PLAN SET WERE DERIVED FROM NORTH CAROLINA STATE PLANE THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D698.
FENCE LINE COORDINATE SYSTEM. (NAD83/2011, US SURVEY FEET) DISTANCES SHOWN ARE US SURVEY FOOT GRID
13. ADD ADDITIONAL GRAVEL TO SURFACE LEVEL OF EXISTING GRAVEL ACCESS DRIVE. DRESS/GRADE AS DISTANCES. 3. ACCESS DRIVE AS SHOWN ON THE DRAWINGS SHALL HAVE CRUSHER RUN PLACED IN TWO FOUR INCH (4") ���NN�������II�
NEEDED TO MATCH PROPOSED ACCESS DRIVE DETAIL ON SHEET CG500. (2% CROSS-SLOPE FROM LAYERS AND COMPACTED TO NINETY-EIGHT PERCENT (98%) OF THE MAXIMUM DRY DENSITY AT OPTIMUM �����,� CA
LAYERS
P L PROPERTY LINE CROWN) 16. TOPOGRAPHIC AND PHYSICAL DATA ON SITE AND ALONG GILLESPIE STREET WERE DERIVED FROM A SURVEY MOISTURE CONTENT AS DETERMINED BY ASTM D1557. N��� ..•••"• •�"'•• ®'ice
PERFORMED BY BOOTH & ASSOCIATES, LLC ON MARCH 22-23, 2023. OFFSITE TOPOGRAPHIC DATA WAS DERIVED �� �, fj �y
EDGE OF UTILITY EASEMENT 14. INSTALL LAY DOWN AREA. FROM PUBLICLY AVAILABLE LIDAR DATA AT THE "CONNECT NCDOT" WEB SITE. WETLANDS AREAS DERIVED FROM A 4. MINIMUM GRAVEL DRIVEWAY THICKNESS SHALL BE EIGHT INCHES (8'). AGGREGATE SHALL BE PLACED IN TWO (2) ;4
DELINEATION PERFORMED BY ECS SOUTHEAST, LLP. BOUNDARY, OWNERSHIP, AND RIGHT-OF WAY DATA WAS COMPACTED LAYERS WITH A MINIMUM LIFT OF FOUR INCHES (4"), WITH A TOLERANCE OF PLUS OR MINUS HALF SEAL •_ _
15. INSTALL CONCRETE WASHOUT PIT. DERIVED FROM A SURVEY PREPARED BY MOORMAN, KIZER, AND REITZEL, INC., 115 BROADFOOT AVENUE, INCH (t 0.5") = _
FAYETTEVILLE, NC, 28305, BEARING A SEAL DATE OF FEBRUARY 1, 2018. (JOB# 17-1079-03; PLAT BOOK 140, 056748 '
goo goo goo DISTURBANCE LIMIT 16. STABILIZE AREA WITH WITH LIME, SEED, FERTILIZER, STRAW AND TACK ACCORDING TO THE APPROVED
PAGE 127) 5. COMPACTION TESTING SHOULD BE PERFORMED ONCE PER ONE-HUNDRED LINEAL FEET (100') MINIMUM. Zr�`•.<` Q"'
SEEDING APPLICATION RATES AND SPEC. SEED GRADED SLOPES AND DENUDED AREAS FOLLOWING � -9 ••.,.N �,••.•'' � .�
INITIAL SOIL DISTURBANCE, 17. CLARIFICATIONS CAN BE ADDRESSED BY CONTACTING LAURA HARRIS, P.E. � G 1 NE•..•• ��
50' WETLANDS OFFSET 17. SEEDING MUST BE DONE WITHIN 7 DAYS FOR SLOPES 3:1 OR GREATER AND 14 DAYS FOR ALL Email: LAURA.HARRISC�BOOTH-ASSOC.COM / Phone: [phone] 6. COORDINATE PAVING OF ASPHALT APRON WITH NCDOT AT END OF CONSTRUCTION PER SHEET CG501 DETAIL. wi'G�Q,gI.•'R
DRAINAGE AREA BOUNDARY
OTHERS. Z2/:Ls/2023
BACKFILL NOTES
18. HAUL AWAY OR DISPOSE OF ANY EXCESS SOILS NOT NEEDED TO BALANCE SITE. IF ANY TOPSOIL IS EROSION AND SEDIMENT CONTROL NOTES © 08/2023
SITE SOILS BOUNDARY
TO REMAIN STOCKPILED, PROTECT WITH SILT FENCING AROUND PERIMETER.
1. CONSTRUCTION OF EROSION AND SEDIMENT CONTROL DEVICES IS TO BE CARRIED OUT AS DESCRIBED IN THE 1. SAMPLES OF THE PROPOSED BACKFILL MATERIAL SHOULD BE TAKEN BY THE APPROVED GEOTECHNICAL ENGINEER o 0 0
19. GRADING CONTRACTOR TO DEMOBILIZE ONCE SITE IS TEMPORARILY STABILIZED. OTHER BEFORE FILLING OPERATIONS BEGIN. ANY REPORTS BY GEOTECHNICAL ENGINEER TO BE FORWARDED TO BOOTH & w N N N
CONSTRUCTION SEQUENCE AND THEIR LOCATION IS TO BE AS SHOWN ON THE DRAWINGS. CERTAIN DEVICES
�HHH� BAFFLE CONTRACTOR(S) SHALL THEN COME TO THE SITE FOR INSTALLATION OF SOLAR ARRAY AND ARE TO BE CONSTRUCTED BEFORE GRADING OPERATIONS BEGIN. ALL DEVICES ARE TO BE MAINTAINED DURING ASSOCIATES, LLC. ENGINEER.
ASSOCIATED EQUIPMENT. GRADING CONTRACTOR WILL STILL BE RESPONSIBLE FOR EROSION CONTROL CONSTRUCTION AND TEMPORARY ONES REMOVED AFTERWARD. rn o N
INSPECTIONS DURING THE PERIOD IN WHICH ELECTRICAL EQUIPMENT IS BEING INSTALLED. 2. MATERIAL FOR BACKFILL SHALL BE COMPOSED OF EARTH FREE OF WOOD, GRASS, ROOTS, BROKEN CONCRETE, o
R/W EDGE OF PUBLIC ROAD RIGHT-OF-WAY 20. ALL EROSION AND SEDIMENT CONTROL PROPERTIES WILL BE INSPECTED WEEKLY AND AFTER EACH 2• INSPECT SILT FENCE OUTLETS WEEKLY AFTER EACH SIGNIFICANT RAINFALL EVENT (ONE INCH OR GREATER WITHIN LARGE STONES, TRASH, OR DEBRIS OF ANY KIND. NO ROCK MATERIAL LARGER THAN SIX INCHES (6") IN MAXIMUM =
SIGNIFICANT RAINFALL EVENT. NEEDED REPAIRS WILL BE MADE IMMEDIATELY, WEEKLY AND AFTER TWENTY-FOUR HOURS) CLEAR MESH WIRE OF DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR DIMENSION SHALL BE IN THE TOP TWENTY-FOUR INCHES (24") OF FILL. z
5 SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
1 EXISTING CONTOURS, 1.OFT INTERVAL EACH SIGNIFICANT RAINFALL EVENT (ONE INCH OR GREATER WITHIN TWENTY-FOUR HOURS). REPLACE STONE AS NEEDED. 3. A STANDARD PROCTOR COMPACTION TEST SHALL BE PERFORMED ON THE PROPOSED BACKFILL MATERIAL
21. SUBMIT ALL DOCUMENTATION REQUIRED UNDER THE SITE NPDES STORM WATER PERMIT TO STORM SAMPLES. THE SAMPLES SHOULD BE TESTED TO DETERMINE THE MAXIMUM, DRY DENSITY, OPTIMUM MOISTURE
3. ADD ADDITIONAL SILT FENCE SECTIONS AS NEEDED IN ORDER TO ENSURE ADEQUATE EROSION PROTECTION AND CONTENT AND NATURAL MOISTURE CONTENT. THESE TEST RESULTS ARE TO BE USED TO ENSURE PROPER r�
-5 WATER CONTROL INSPECTIONS THROUGHOUT THE PROJECT. SILT FENCE INTEGRITY. COMPACTION DURING BACKFILLING PROCEDURES. o
1 PROPOSED CONTOURS, 1.OFT INTERVAL N
1-1
PHASE 3 4. ADD SEED AND MULCH TO ANY DISTURBED SLOPES AS NEEDED. ALL SEEDED AREAS WILL BE CHECKED 4. ALL FILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED EIGHT INCHES (8") IN UN-COMPACTED THICKNESS
REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS WILL BE FERTILIZED AND RESEEDED AS AND BE FREE OF ALL ORGANIC MATERIAL.
;x . :.:
22. AFTER ELECTRICAL EQUIPMENT HAS BEEN INSTALLED, CONTRACTOR TO RETURN TO SITE & ENSURE NEEDED.
'``" '''= -- > THAT ALL EROSION CONTROL MEASURES & THE SITE GENERALLY IS STABILIZED PER NCDEQ 4.1. FILL SHALL NOT BE PLACED IN HEAVY RAIN.
' GRAVEL DRIVE 5. ADD COIR WATTLES THROUGHOUT SITE AS NEEDED AS SLOPE BREAKS AND WHERE EXCESSIVE STORM WATER
STANDARDS. w
VELOCITIES AND SCOURING ARE OBSERVED.
4.2. FILL SHALL NOT BE PLACED ON FROZEN GROUND AND FROZEN MATERIAL SHALL NOT BE USED AS FILL.
23. THE POST-CONSTRUCTION ASPHALT APRON LOCATED AT THE PROJECT ENTRANCE SHALL 6. ALL BARE SOILS ARE TO BE STABILIZED UNDER CONDITIONS OUTLINED IN THE CURRENT NPDES PERMIT, OR, IF
INSTALLED AFTER THE DELIVERY OF ALL MAJOR EQUIPMENT AND IN COORDINATION WITH BOOTH & o oU
ASSOCIATES, LLC. IN A CRITICAL AREA, BY THE END OF THE DAY. ALL DISTURBED AREAS FLATTER THAN 3:1 TO BE STABILIZED 5. FIELD COMPACTION TESTS SHALL BE TAKEN BY THE APPROVED GEOTECHNICAL ENGINEER OR CERTIFIED TESTING 0)
WITHIN 14 DAYS. SLOPES 3:1 OR STEEPER TO BE STABILIZED WITHIN 7 DAYS. FIRM (TYP). FROM EACH FILL VOLUME MEASURING 2,000 SQUARE FEET MAXIMUM BY TWELVE INCHES (12") DEEP. > w
CONSTRUCTION ENTRANCE w
24. AFTER CONSTRUCTION IS OVER AND THE SITE IS STABILIZED, INSTALL PERMANENT VEGETATION ON of o Q
PERMANENT GROUNDCOVER TO BE INSTALLED IN ACCORDANCE WITH NCDEQ CONSTRUCTION cD
DISTURBED AREAS. THE PERIMETER SILT FENCING SHALL REMAIN UNTIL PERMANENT VEGETATION IS 7. 6. IF TESTING RESULTS INDICATE THAT COMPACTION DOES NOT MEET SPECIFIED REQUIREMENTS, FILL MATERIALS 3
ESTABLISHED (APPROXIMATELY 80% COVERAGE, 100% ON 3:1+ SLOPES). CONTRACTOR'S SCOPE STORMWATER GENERAL PERMIT NCG010000 FOR ALL DISTURBED AREAS WITHIN 14 WORKING DAYS OR SHALL BE REMOVED, REPLACED AS REQUIRED, AND COMPACTED AND RETESTED UNTIL ACCEPTABLE. I �
90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR 5i o
SHALL INCLUDE REPAIRS, RESEEDING, & REVEGETATING UNTIL THIS COVERAGE REQUIREMENT HAS N
BEEN MET, AS DETERMINED BY OWNER, ENGINEER, & NCDEQ. DEVELOPMENT. o w cn
RIPRAP APRON 7. ALL FILL AREAS SHALL BE MECHANICALLY COMPACTED TO AT LEAST NINETY-FIVE PERCENT (95%) OF THE m
8. PERIMETER SEDIMENT CONTAINMENT DEVICES ARE TO REMAIN IN OPERATING CONDITION UNTIL PERMANENT MAXIMUM DRY DENSITY WITHIN f2 PERCENT FROM THE OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM <
25. AFTER SITE STABILIZATION IS APPROVED BY NCDEQ, OWNER, AND ENGINEER, REMOVE THE <
o o
TEMPORARY SKIMMER BASINS AND TEMPORARY SEDIMENT BASIN AND STABILIZE THE DISTURBED VEGETATION IS ESTABLISHED. D698, EXCEPT IN THE FINAL FOOT WHICH SHALL BE INCREASED TO NINETY-EIGHT PERCENT (98%). 0 0 C/)
AREAS APPROPRIATELY. o 0
9. THE CONTACT PERSON RESPONSIBLE FOR EROSION CONTROL MAINTENANCE FOR PWC FAYETTEVILLE IS DAVID 8. COMPACTED SUBGRADE SHALL BE APPROVED FOR 3,000 LBS PER SQUARE FOOT BEARING CAPACITY BY bj j wo
DECOMMISSIONING A SEDIMENT BASIN DESCHAMPS. PHONE: [phone] - EMAIL: [e-mail] GEOTECHNICAL ENGINEER. CQ CQ v
STOCKPILE LOCATION 25.1 CALL BOOTH AND ASSOCIATES, LLC FOR DETERMINATION/MEETING WHEN L !�2 z
REQUESTING TO DECOMMISSION/PHASE OUT TEMPORARY BASINS. O o NI------ML
z
25.2 ONCE IT HAS BEEN AGREED THAT THE TEMPORARY BASINS CAN COME BACKFILL MATERIAL
OUT THEY MUST BE MARKED AND INITIALED BY THE INSPECTOR ON THE
LAY DOWN AREA APPROVED SET OF EROSION CONTROL PLANS.
1. MATERIAL FOR BACKFILL SHALL BE COMPOSED OF EARTH THAT IS FREE OF WOOD, GRASS, ROOTS, BROKEN
25.3 IF THE BASINS HAVE WATER IN THEM, THE WATER MUST BE PUMPED CONCRETE, LARGE STONES, TRASH, OR DEBRIS OF ANY KIND AND COMPACTED PRIOR TO PLACEMENT.
OUT FROM THE SURFACE INTO A FILTER BAG ON A LEVEL AREA FREE OF W
1w DEBRIS. 2. THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING A REPUTABLE GEOTECHNICAL ENGINEERING FIRM, U
APPROVED BY THE OWNER OR ENGINEER, TO PERFORM LABORATORY AND FIELD TESTING OF BACKFILL MATERIAL z
POST-CONSTRUCTION ASPHALT APRON 25.4 REMOVE SKIMMERS, RISER, BARREL, AND ALL BAFFLE MATERIALS. AT THE CONTRACTOR'S EXPENSE. O Z W �
25.5 IF THERE IS A LOT OF SEDIMENT/SILT IN THE BOTTOM OF THE BASINS TO BE 3. BACKFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" IN UN-COMPACTED THICKNESS AND MECHANICALLY N Q 0 O
HAULED, MIX WITH DRY MATERIAL OR SET ASIDE TO DRY THEN HAUL OFF. COMPACTED TO AT LEAST 95% OF THE MAXIMUM DENSITY AT f2% OPTIMUM MOISTURE CONTENT ACCORDING TO W Z
ASTM D698. DENSITY TESTING SHALL BE COMPLETED AND FILED FOR EVALUATION. (n
W W WETLANDS 25.6 FILL OR CONVERT BASINS AS TO THE APPROVED ELEVATION OR PRODUCT ON
W W W THE APPROVED PLANS. 4. ALL FILL MATERIAL USED AT THE SITE SHALL UTILIZE A LOW PLASTICITY SOIL. (LIQUID LIMIT LESS THAN 50, m N z z
25.7 IMMEDIATELY SEED AND STABILIZE THE AREA OF THE REMOVED BASIN WITH PLASTICITY INDEX LESS THAN 25). 0 Q
ROLLED EROSION CONTROL PRODUCT. 5. A STANDARD PROCTOR COMPACTION TEST SHALL BE PERFORMED BY THE APPROVED GEOTECHNICAL ENGINEERING W U
FIRM ON THE MATERIAL TO BE USED AS BACKFILL.
PONDS/STREAMS 26. HAUL AWAY OR DISPOSE OF ANY ADDITIONAL EXCESS SOILS NOT NEEDED TO BALANCE SITE. W D W
27. AFTER FINAL GRADING HAS BEEN COMPLETED, AREA MUST BE STABILIZED WITH LIME, SEED, J F_ W
FERTILIZER, STRAW AND TACK ACCORDING TO THE APPROVED SEEDING APPLICATION RATES AND w J z
SPEC. Q (� � O
IMPERVIOUS AREA DISCONNECTION z � U
28. LANDSCAPE BUFFER TO BE INSTALLED; ALL TREES/SHRUBS TO BE PLANTED PER ENGINEER'S
Q SPECIFICATIONS. w z
29. ALL FINAL INSPECTION DOCUMENTS SHALL BE PROVIDED TO OWNER & ENGINEER FOR PERMIT CLOSE o
OUT. ALL AS-BUILT DEVIATIONS FROM THE DESIGN SHOWN IN THE APPROVED PLAN SET SHALL BE a
VISIBILITY BUFFER CAPTURED IN INITIALED RED-LINE MARKUPS OF ALL PLAN SHEETS AND PROVIDED TO OWNER &
DRAWN BY: REA
ENGINEER RECORD DRAWING ISSUANCE.
CHECKED BY: LRH
APPROVED BY: LRH
0AREA OF TEMPORARY SEEDING DATE: 08/04/2023
SCALE: N.T.S.
FILE NUMBER: 12548SCG
SHEET:
P S AREA OF PERMANENT SEEDING
C0002

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH EQUIPMENT AND VEHICLE MAINTENANCE ONSITE CONCRETE WASHOUT
THE NCG01 CONSTRUCTION GENERAL PERMIT STRUCTURE WITH LINER
1. Maintain vehicles and equipment to prevent discharge of fluids.
Implementing the details and specifications on this plan sheet will result in the construction COHES p-A HIGH IVE & MIN B SANDBAGS (TYP.)
2. Provide drip pans under any stored equipment. CDCDLOW FILTRATION IGHSTAPES �
O O SANDBAGS (TYP.) SOIL BERM 10 MIL COHESIVE &
activity being considered compliant with the Ground Stabilization and Materials Handling O O OR STAPES O O O O /f10 MIL PLASTIC LINING LOW FILTRATION
sections of the NCG01 Construction General Permit Sections E and F respectively). The 3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the O SIDE SLOP PLASTIC
SANDBAGS (TYP.) o o l C ( ) E SLOP SOIL BERM Z
SILT FENCE - `
( ' project. O O (� �OR STAPLES 0 O
permittee shall comply with the Erosion and Sediment Control plan approved by the o 0 0 0 ,,,�,,,, .I xa �r I O
delegated authority having jurisdiction. All details and specifications shown on this sheet 4. Collect all spent fluids, store in separate containers and properly dispose as A t �� o � SECTION B-B
B w
may not apply depending on site conditions and the delegated authority having jurisdiction. hazardous waste (recycle when possible). �SANDBAGS
CLEARLY MARKED SIGNAGE SECTION A-A ORSTAP ESQ) NOTES,1. ACTUAL LOCATION DETERMINED IN
5. Remove leaking vehicles and construction equipment from service until the problem CONCRETE NOTING DEVICE (18"X24" MIN.) FIELD
WASHOUT NOTES: CLEARLY MARKED SIGNAGE
1. ACTUAL LOCATION DETERMINED IN FIELD CONCRETE NOTING DEVICE (18"X24" MIN.) 2. THE CONCRETE WASHOUT
has been corrected. WASHOUT STRUCTURES SHALL BE MAINTAINED
SECTION E: GROUND STABILIZATION 2. THE CONCRETE WASHOUT STRUCTURES SHALL WHEN THE LIQUID AND/OR SOLID
BE MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES 75%OF THE STRUCTURES
6. Bring used fuels lubricants coolants hydraulic fluids and other petroleum products REACHES 75�OF THE STRUCTURES CAPACITY. HOLDINCAPACITY TO PROVIDE ADEQUATE
Required Ground Stabilization Timeframes ' ' ' PLAN 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE PLAN NCHESGOFAFR TY EI 0 RD. A MINIMUM 12
to a recycling or disposal center that handles these materials. CEARY MARKED WITH SIGNAGE NOTING DEVICE. 3CONCRETE WASHOUT STRUCTURE. DS TO BE
Stabilize within this SIGNAGE NOTI GLEARY DEVICE.ARKED WITH
LO
� o
many calendar BELOW GRADE WASHOUT STRUCTURE ABOVE GRADE WASHOUT STRUCTURE N
Site Area Description
Timeframe variations NOT TO SCALE NOT TO SCALE J z
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. v0 o
(a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers (e.g dumpster, trash CONCRETE WASHOUTS a
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. ca Z
perimeter slopes 3. Locate waste containers at least 50 feet awayfrom storm drain inlets and surface °
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local O 1
(b) High Quality Water 7 None waters unless no other alternatives are reasonably available. and state solid waste regulations and at an approved facility. Im
(HQW) Zones 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
es are If slopes 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
(c) Slopes steeper than p g 5. Cover waste containers at the end of each workday and before storm events or lot perimeter silt fence.
3:1 7 not steeper than 2:1, 14 days are Y
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 `0CA ,,,��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 ` Ra� '
-7 days for perimeter dikes, swales, containers overflow. types of temporary concrete washouts provided on this detail. a� <,
(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 = SEAL =
sections. Stormwater accumulated within the washout may not be pumped into or 05674s t=
Zones 9. On business days, clean up and dispose of waste in designated waste containers. Y p p
discharged to the storm drains stem or receiving surface waters. Liquid waste must % ''N��"� '''��`'�
-10 days for Falls Lake Watershed g Y g q �'q '••••"HP�;.��'
be pumped out and removed from project.
-7 days for perimeter dikes, swales, PAINT AND OTHER LIQUID WASTE 2�z3��o�3
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
e Areas with slop es ditches, perimeter slopes and HQW Zones 1. Do not dump paint and other liquid waste into storm drains, streams or wetlands. © 08/2023
( ) p 14 -10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface can be shown that no other alternatives are reasonably available. At a minimum, o 0 CD
flatter than 4:1 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. o 2 i,-�3 M
spills or overflow. o o
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. w
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 round at least 50 feet away from storm drains, Z
Stabilize the round sufficient) so that rain will not dislodge the soil. Use one of the g Y 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 o 0
techniques in the table below: offset is not attainable, provide relocation of portable toilet behind silt fence or place products, follow manufacturer's instructions. w
Temporary Stabilization Permanent Stabilization on a gravel pad and surround with sand bags. o Q
LID10. At the completion of the concrete work, remove remaining leavings and dispose of 3:
• Temporary grass seed covered with straw or • Permanent grass seed covered with straw or In �
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 I ~ o
other mulches and tackifiers other mulches and tackifiers N � �
foot traffic areas. caused by removal of washout. m w
• Hydroseeding • Geotextile fabrics such as permanent soil
• Rolled erosion control products with or reinforcement matting 3. Monitor portable toilets for leaking and properly dispose of any leaked material. o o
without temporary grass seed • Hydroseeding Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace CY
• Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered with properly operating unit. V) U) z
• Plastic sheeting with mulch HERBICIDES, PESTICIDES AND RODENTICIDES o o N
• Uniform and evenly distributed ground cover 1. Store and apply herbicides, pesticides and rodenticides in accordance with label Z
sufficient to restrain erosion EARTHEN STOCKPILE MANAGEMENT restrictions.
• Structural methods such as concrete, asphalt or 1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least
retaining walls 2. Store herbicides, pesticides and rodenticides in their original containers with the CD
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls z z
• Rolled erosion control products with grass seed label, which lists directions for use, ingredients and first aid steps in case of Q o �
and surface waters unless it can be shown no other alternatives are reasonably accidental poisoning. o z Q
available.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is _
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of o, Q
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 . N Q �
or surface water. If a spill occurs, clean area immediately. m Q
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. w w
construction, selecting from the NC DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance N J 0 �
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 J o
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 J J
PAMS/Flocculants and in accordance with the manufacturer's instructions. erosion on disturbed soils for temporary or permanent control needs. Z Q
1. Create designated hazardous waste collection areas on-site. Z
4. Provide ponding area for containment of treated stormwater before discharging 2. Place hazardous waste containers under cover or in secondary containment. of
offsite.
o
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover 3. Do not store hazardous chemicals, drums or bagged materials directly on the ground. DRAWN BY: REA
CHECKED BY: LRH
or surrounded by secondary containment structures. APPROVED BY: LRH
DATE: 08/04/2023
SCALE: N.T.S.
1GROUNDSTABILIZATIONAND MATERIAL HANDLINGEFFECTIVE : 04/01 / 19 FILE NUMBER: 12548SCG
N 0SHEET:
C0003

PART III PART III PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING SELF-INSPECTION, RECORDKEEPING AND REPORTING SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF-INSPECTION SECTION B: RECORDKEEPING SECTION C: REPORTING
Self-inspections are required during normal business hours in accordance with the table 1. E&SC Plan Documentation 1. Occurrences that Must be Reported �D
below. When adverse weather or site conditions would cause the safety of the inspection The approved E&SC plan as well as any approved deviation shall be kept on the site. The Permittees shall report the following occurrences: Z
personnel to be in jeopardy, the inspection may be delayed until the next business day on approved E&SC Ian must be kept up-to-date throughout the coverage under this permit. o
which it is safe to perform the inspection. In addition, when a storm event of equal to or pp p p p g g p (a) Visible sediment deposition in a stream or wetland.
The following Items pertaining to the E&SC plan shall be kept on site and available for w
greater than 1.0 inch occurs outside of normal business hours, the self-inspection shall be inspection at all times during normal business hours. �
performed upon the commencement of the next business day. Any time when inspections (b) Oil spills if:
were delayed shall be noted in the Inspection Record. • They are 25 gallons or more, x
Item to Document Documentation Requirements • They are less than 25 gallons but cannot be cleaned up within 24 hours,
Frequency (a) Each E&SC measure has been installed Initial and date each E&SC measure on a copy . They cause sheen on surface waters (regardless of volume), or
Inspect (during normal Inspection records must include: and does not significantly deviate from the of the approved E&SC plan or complete, date N
business hours) locations, dimensions and relative elevations and sign an inspection report that lists each • They are within 100 feet of surface waters (regardless of volume). c' t
(1) Rain gauge Daily Daily rainfall amounts. 'U
shown on the approved E&SC plan. E&SC measure shown on the approved E&SC
maintained in If no daily rain gauge observations are made during weekend or 0 0
good working holiday periods, and no individual-day rainfall information is plan. This documentation is required upon the C?initial installation of the E&SC measures or if (c) Releases of hazardous substances in excess of reportable quantities under Section 311 5 LL
order available, record the cumulative rain measurement for those un- ; Z
attended days (and this will determine if a site inspection is the E&SC measures are modified after initial of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA cas
needed). Days on which no rainfall occurred shall be recorded as installation. (Ref: 40 CFR 302.4) or G.S. 143-215.85.
"zero." The permittee may use another rain-monitoring device 0
approved by the Division. (b) A phase of grading has been completed. Initial and date a copy of the approved E&SC m
(2) E&SC At least once per 1. Identification of the measures inspected, plan or complete, date and sign an inspection (d) Anticipated bypasses and unanticipated bypasses.
Measures 7 calendar 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.
hours of a rain 4. Indication of whether the measures were operating (e) Noncompliance with the conditions of this permit that may endanger health or the
event > 1.0 inch in properly, (c) Ground cover is located and installed Initial and date a copy of the approved E&SC
24 hours 5. Description of maintenance needs for the measure, in accordance with the approved E&SC plan or complete, date and sign an inspection environment. NO "CAR����,,���
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, ground cover specifications. _ a
discharge 7 calendar days 2. Date and time of the inspection, 2. Reporting Timeframes and Other Requirements SEAL
outfalls (SDOs) and within 24 3. Name of the person performing the inspection, (d) The maintenance and repair Complete, date and sign an inspection report. s 056748 t
After a permittee becomes aware of an occurrence that must be reported he shall contact
hours of a rain 4. Evidence of indicators of stormwater pollution such as oil requirements for all E&SC measures '.9• N � 'r��.'
the appropriate Division regional office within the timeframes and in accordance with the Z � •••..�',�NE.••'Q��`•`
event > 1.0 inch in sheen, floating or suspended solids or discoloration, have been performed. ''ii 4 'R"'•HP���o`�
24 hours 5. Indication of visible sediment leaving the site, other requirements listed below. Occurrences outside normal business hours may also be %�,,,,,,,,,,,,����
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 reported to the Department's Environmental Emergency Center personnel at (800) :L2/:LS �3
(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 858-0368. © 08/2023
site 7 calendar days of the following shall be made: report to indicate the Completion of the o 0 0
and within 24 1. Actions taken to clean up or stabilize the sediment that has left corrective action. M
hours of a rain the site limits, Occurrence Reporting Timeframes (After Discovery) and Other Requirements o
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. w J J
24 hours 3. An explanation as to the actions taken to control future 2. Additional Documentation to be Kept on Site
releases. p deposition in a • Within 7 calendar days, a report that contains a description of the
(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 stream or wetland sediment and actions taken to address the cause of the deposition. N
wetlands onsite 7 calendar days stream has visible increased turbidity from the construction site and available for inspectors at all times during normal business hours, unless the Division staff may waive the requirement for a written report on a
or offsite and within 24 activity, then a record of the following shall be made: Division provides a site-specific exemption based on unique site conditions that make case-by-case basis.
(where hours of a rain 1. Description, evidence and date of corrective actions taken, and this requirement not practical: • If the stream is named on the NC 303(d) list as impaired for sediment-
accessible) event > 1.0 inch in 2. Records of the required reports to the appropriate Division related causes, the permittee may be required to perform additional Z
24 hours Regional Office per Part III, Section C, Item (2)(a) of this permit.
6 Ground After each hale 1. The phase of grading Installation of perimeter E&SC (a) This General Permit as well as the Certificate of Coverage after it is received. monitoring, inspections or apply more stringent practices if staff
( ) p p g g ( p determine that additional requirements are needed to assure compliance Ln
stabilization of grading measures, clearing and grubbing, Installation of storm >> w
measures drainage facilities, completion of all land-disturbing (b) Records of inspections made during the previous twelve months. The permittee shall with the federal or state impaired-waters conditions. o Q
activity, construction or redevelopment, permanent (b) Oil spills and • Within 24 hours, an oral or electronic notification. The notificationCn
record the required observations on the Inspection Record Form provided by the Cn :20
ground cover). release of shall include information about the date, time, nature, volume and o w U)
on or a s inspection that includes a e Division ins form the required elements. Use of m w
2. Documentation that the required ground stabilization p hazardous location of the spill or release. Q
measures have been provided within the required electronically-available records in lieu of the required paper copies will be allowed if substances per Item
timeframe or an assurance that they will be provided as shown to provide equal access and utility as the hard-copy records. 0
soon as possible. 1(b)-(c) above Cn U) Z
(c) Anticipated • A report at least ten days before the date of the bypass if possible.
3. Documentation to be Retained for Three Years o o - N
NOTE: The rain inspection resets the required 7 calendar day inspection requirement. All data used to complete the e-NOI and all inspection records shall be maintained for a period bypasses [40 CFR The report shall include an evaluation of the anticipated quality and
of three years after project completion and made available upon request. [40 CFR 122.41] 122.41(m)(3)] effect of the bypass.
(d) Unanticipated • Within 24 hours, an oral or electronic notification.
CD
bypasses [40 CFR . Within 7 calendar days, a report that includes an evaluation of the � z
Ix PART II, SECTION G., ITEM (4) 122.41(m)(3)] quality and effect of the bypass. J ov o
(e) Noncompliance Within 24 hours an oral or electronic notification. 0 Z � 0
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT cn 0 w with the conditions • Within 7 calendar days, a report that contains a description of the
0) z^ �
of this permit that noncompliance, and its causes; the period of noncompliance, o
m N 0
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down may endanger including exact dates and times, and if the noncompliance has not I w Q
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather). health or the been corrected, the anticipated time noncompliance is expected to �'-' �
Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: environment[40 continue; and steps taken or planned to reduce, eliminate, and U)13- F z
CFR 122.41(I)(7)] prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6). J I
(a) The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal • Division staff may waive the requirement for a written report on a Z W w
case-by-case basis.
shall not commence until the E&SC plan authority has approved these items,
o a
(b) The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit, a- o
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include DRAWN BY: REA
CHECKED BY: LRH
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems, APPROVED BY: LRH
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the d DATE: 08/04/2023ewatering treatment devices described in Item (c) above, SCALE: N.T.S.
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and FILE NUMBER: 12548SCG
SHEET:
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States. C0004

Cumberland County, North Carolina(NC051)
\ Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Blaney loamy �
150' CAROLINA POWER AND LIGHT �-+
0 E ` POWER LINE RIGHT-OF-WAY BaB sand, 2to8 2.6 6.00%
DEED BOOK 1093, PAGE 263 percent slopes
D / 35.0' G/E + \ \
U / \ \ Candor sand, 8to
D ^~, Q
C E \ Ca 15 percent slopes 9.3 21.10%
A > /E D 0 NOW OR FORMERLY W
� �
SHEILA SIBBETT
Lakeland sand, 1 4
PIN. 0424-66-9618
\\ j \ DEED BOOK: 5130, PAGE: 653 LaB to 8 percent 4 9.20%
/
+ �\ slopes x
Lakeland-Urban
\ \ FENCED COMMUNICATIONS FACILITY land complex,
� LbB25.5 5$.20/1
1 \ C / / �\ DEED BOOK 5058, PAGE 315 to 8 percent
EXISTING SEDIMENT slopes
BASIN AND CHANNEL M t
o A
0A V
W Water 2.3 5.20°f 0 �
Lb
LLzWa ram-Urban a35' PWC FAYETTEVILE
ELECTRIC UTILITY EASEMENT
OPEN/CLEARED AREA DEED BOOK 3572, PAGE 212 pa
`� land complex,0
WgB 0.2 0.40% o
to 8 percent
C slopes es 0 a
p n
/ v y y� \ \ �� 8
� ` � � � � Totals for Area of Interest 43.8 100.00% m �
OPEN/CLEARED AREA
\\ V \ 30.0
E
`WOODED V \o .... A
�/ LG B \ \, \ \ \ NOW OR FORMERLY
\ \ \ \ CITY OF FAYETTEVILLE, BY AND j: EXISTING GRAVEL
/� \ \ ` THROUGH FAYETTEVILLE PUBLIC r„_:: ..
!� \ \ \s�\ \\ \ DRIVE �- ``,���N���a������i��i
\ - \ WORKS COMMISSION CA1v
v� �\ V A PIN: 0424-66-0123 yy o SOIL TYPES
EXISTING SILT FENCE AND SILT DEED BOOK: 10301, PAGE. 870 rn
FENCE OUTLETS ALONG WOODS LINE ,�� �
PLAT BOOK: 140 PAGE: 127
�1 I _ SEAL
+� 43.75 ACRES _
_ _ ��;`� SOIL TYPE IDENTIFIER s
C a � 056748
WETLANDS PER ECS ' ��
SOUTHEAST LLP
i 7�• � HYDROLOGIC SOIL GROUP 06 •..GINO ,,,...... •'� ����
i
\� \ L b B
�, R .
13 WIDE �� � ����ii�o��a���N��
STREAM PER ECS
SOUTHEAST LLP WOODED
i _ - C 08 2023
w O CD CD
I I\ I W WV �. �l• � N N N
,
V OPEN/CLEARED AREA o
EXISTING WALLS ON
z
y� \ 25' PWC FAYETTEVILLE „yV� ��� EITHER SIDE OF SITE �v w
\\ �� � ELECTRIC UTILITY EASEMENT r� ENTRANCE
A11 DEED BOOK 2463, PAGE 435 w �,
v / \
Q
(14
35.0 � 1 � � �_ �t 1 � v)
Oil w
_--�:50 WETLAND OFFSET o o �_ ��g0 U
0 U 7
\ _ �r w LLI
175--- $ Q
�— o
35.0' 50 w
WETLAND AND ��70 F-
_ _ STREAM BUFFER o o <
- � U)
o o CY
� w w w
to to c)
/ � !�2z
v)
-
160
/ z
165_ \
— / �� 0 z/
NOW OR FORMERLY
__-LOKIE MELTON STEPHENSON, SR.
o W H U)
AND EVELYN STEPHENSON 13- J
PIN: 0424-55-6288 (n — 0
DEED BOOK. 5751 PAGE. 520
w
z
w w (n
J
V H
LLJ
w -
i o
of
DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY:
LR H
100 50 25 0 100 DATE: 08 04 2023
SCALE: 1 1" = 100'
1"=100' REFERENCES FILE NUMBER: 12548SCG
SHEET:
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CG002

DRAINAGE AREAS
\ \ DRAINAGE AREA No.
®
AREA (ACRES)+ E— 1 �D
/ \ z
D + \ \ DRAINAGE AREA BOUNDARY
00
D C) W
C fPL
4L + � � x
\ PLLO
S \ \ 2
O
+
M
7 LL
1 aZ
ca
\\\\\ \\V\ \ a
\ _ /AREA 1 DRAINAGE POINT OF ANALYSIS \
34.9763712°N, -078.9145141°W\
'o. 1 /
0 to
111111111
1
EA
-
/ AREA 2 DRAINAGE POINT OF ANALYSIS \ \ \ ! -
\\\ \
056748 _
1 34.9752298°N, -078.9135748°W
G '�.Ci I
r i i•.:
N
N 11
190
A 11
111111
© 08/2023
04 04
LLI
\ \ \
r O \ _a/r_� W \ �C/ o
o
U)
F-
w
_ , � L
� F-
7\ mm175 � o Q
1 r \\ n owU)
m 0- W
L LL
- _
U
LLJ
� � /
/ Q —
5 _D
/ 160 �
/ i J U)
Z
/
AREA 3 DRAINAGE POINT OF ANALYSIS / / z
/ -
34.9739867°N, 078.9133302°W �\ 17p / � CA Q OLiJ
z
uj CD
/
-
i
w Q
o
/ ..
—
/ W
W -
i o
of
PRE-CONSTRUCTION DRAINAGE SUMMARY DRAWN BY: REA
CHECKED BY: LRH
Drainage Area Size(Acres) Runoff Coefficient(C) Time of Concentration (Tc) Length of Travel(ft) Height of Most Remote Point Above Outlet(ft) Average Slope(ft/ft) Percent Impervious APPROVED BY: LRH
1 3.05 0.32 3.99124353 695 31.00 0.044604317 0.00% 100 50 25 0 100 DATE: 08/04/2023
2 8.89 0.33 4.018702694 721 34.00 0.047156727 0.91% SCALE: 1" = 100'
3 10.97 0.37 6.88133056 1192 38.00 0.031879195 2.57% 1"=100' REFERENCES FILE NUMBER: 12548SCG
17 CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 SHEET:
CG101

PROJECT DATA
I 20' WIDE TREE BUFFER TO BE >_,
EXISTING SILT FENCE \ USED TO RESTRICT VISIBILITY PROPERTY DATA: CITY OF FAYETVILLE, BY AND
BEYOND DISTURBANCE IN ADDITION TO PRIVACY FENCE. THROUGH FAYETTEVILLE PUBLIC •,�
Z / / LIMIT TO REMAIN; ALL \ �\ WORKS COMMISSION
SILT FENCE WITHIN I 0424-66-0123
o / DISTURBANCE LIMIT TO f DB 10301, PG 870
\ . PG 127
0 BE REMOVED PB 140�>O / 35.0' G E f \\ +/- 43.75 ACRES z
Il I
I I / h \ \ PROPOSED DISTURBANCE AREA: 17.05 ACRES _^�\ Q
PROPOSED 6' HIGH
z >`\ \ � � � C E � � \
N \ SOLID PRIVACY FENCE SITE ADDRESS: 3858 GILLESPIE STREET
FAYETTEVILLE, NC 28306
o
o ,A
P \ A COUNTY: CUMBERLAND COUNTY
z
r*i A : C `� f J s stio
,A 35.0 \ 12-DIGIT HUC WATERSHED: LITTLE ROCKFISH CREEK
030300040610
PROPOSED SOLAR
\ 10-DIGIT HUC WATERSHED: ROCKFISH CREEK
R = 86.5' -:r ARRAY PROJECTLo
�\ 0303000406
` AREA - 12.23 ACRES G�
� �� ���� �' � � 8-DIGIT HUC WATERSHED: UPPER CAPE FEAR +� z
\ (INSIDE FENCE)
\ A \ rn \ "`"' \ \ ` 03030004'61-
.�
PROPOSED 3,300' LENGTH \\ '\ r.: ' \
;.:< . `" �- DEVELOPER: FAYETTEVILLE PUBLIC WORKS I o
8 CHAINLINK SECURITY \ ,' \ fir.; = =f .., + COMMISSION SITE
\\ PERIMETER FENCE -'':. 16.0' \ CONTACT: DAVID DESCHAMPS GAME °� Z
- RO >
R - 34.5' `r: 955 OLD WILMINGTON ROAD �SR_11 R0, pa o
PROPOSED ACCESS FAYETTEVILLE, NC 28301 13j)
910-263-1453 t o
DRIVE *'
[e-mail] Q
IMPERVIOUS AREA ENGINEER: LAURA R. HARRIS, PE m
\ o DISCONNECTION
\ \ PROPOSED \ \ ,{ I (NC PE LICENSE NO. 056748) VICINITY MAP
35.0 SOLAR ARRAY �" \ \ \ .;a>. / BOOTH & ASSOCIATES LLC
\ (BY ELECTRICAL \ °°`w``' 2 (COMPANY LICENSE NO. NC-F-0221) CUMBERLAND COUNTY, FAYETTEVILLE, NC
.;N,.
CONTRACTOR \ ::r:; } :. :;.:....... :.;:..y.::. k
2300 REXWOODS DRIVE, SUITE 300 SCALE: 1"=2000'
`x:'... ..:: . ..� PROPOSED �o
RALEIGH, NC 27607 919-851-8770
ELECTRICAL PAD
\ �� 'y �� �V 's � ?: �.,•. '� "_ �' OF CRUSHER RUN [e-mail]
-� LEGEND
(BY ELECTRICAL
w � \ \ �� ��' V� Y. :�,. •.. `�, PLAN PREPARED: 09 15 2023 �����
\' `,A o � ��`� - A , ,•r `; ' CONTRACTOR) O / / ♦♦♦♦� CAIQ
\. \ \ , ,\ \\'•`\\ \ \ Fµ �' ^;'t�+ '.r.•••«•• Y XrvL//? DOJO �V POWER POLE e���`Q�'o '�F •$�•••< /''`�i
\ \\ 11\\ t1 I I \ tS :�ti•��:�Y•;�f.i•%off•• •.'::k,` �\ _
GUY AND ANCHOR COMBINATION = EAL
..�.. .: i
� � � _•�- ••.�•: PROPOSED ASPHALT � 056748
WETLANDS PER ECS� �
"•;t y: APRON (SITE EDGE OF PAVED ROAD : '•�
LLP ` :'x• <v '. 7 •.•NG�NE�.••''��
1 ENTRANCE/EXIT)
SOUTHEAST G .P� ♦♦
v. Ex OVERHEAD POWER LINE • •
1 1
I
<C/ 111111
U �
1 STREAM PER ECS � � � , � \ \
F
Q
EXISTING SILT FENCE
SOUTHEAST LLP �' �' �90 -.y 13.0
' o ::;<:.;. � / © 08/2023
R = 30 0' 13 PERIMETER CHAIN LINK FENCE w o 0 0
1 \ \ \
a � �2
o \�vo \ \ PRIVACY FENCE
r 0`,
c9
C/E BUILDING SETBACK LINE w � J J
V ADJOINING PARCEL LINE
N
1Lo Lo
o
� �O '.J.,.• J' _--- WOODS LINE �
� , _ � FENCE LINE 35.0V - _- C/)
R 80'
P L PROPERTY LINE Lli
PROPOSED POLES AND cn �
ELECTRICAL EQUIPMENT/ — — z o
EDGE OF UTILITY EASEMENT
w __ —
1 r • _ LINES/ STRUCTURES BY > bi
ELECTRICAL CONTRACTOR of o Q
50' WETLANDS OFFSET �
cn It
0
N IADIDITIONNG GTOAPRIVACTION OY FENCEBE ED TO RESTRICT VISIBILITY o F-
I �_ 0
\\ R/W EDGE OF PUBLIC ROAD RIGHT-OF-WAY N b
CD 0- w
35.0' \ \ �� 5 o'
1 EXISTING CONTOURS, 1.OFT INTERVAL o o
�f
� --=--- \� PROPOSED 6 HIGH SOLID LL LL U,
/ :;.::: ::PRIVACY FENCE � o o cy
�� // � u• \ \\ —165 / x i ,=t. ;*.s<{ GRAVEL DRIVE
PROPOSED LAYDOWN - :," : ' L � v
Z
� AND -
STREAMo\ AREA TO REMAIN 50 WETLAND � � �-
-�� i BUFFER
LAY DOWN AREA
-
35.0 ��� � / � � �_ POST-CONSTRUCTION ASPHALT APRON�- o Q
� 160 �
/ z
165- 0
�SITE PLAN NOTES: Z/ /
WETLANDS cy) Q Q
� 1. THE SUBJECT TRACT IS WITHIN AN AREA OF MINIMAL FLOOD HAZARD
5 / ZONE X ACCORDING TO FEMA INSURANCE RATE MAP 3720042400J, m
/ J WITH AN EFFECTIVE DATE OF 01/05/2007. W �
50.0' PONDS/STREAMS � J �
rr- /� / 2. THERE ARE NO OFF-STREET PARKING REQUIREMENTS FOR UTILITY N —
10.0 STATIONS PER SECTION 1202. OFF-STREET PARKING OF THE ~
> W
�uuu� �uuu� �uuu, �uui, �
`\ /�% `\ `\ `\ `\ % CUMBERLAND COUNTY ZONING ORDINANCE. J
3. ALL PROPOSED LIGHTING SHALL BE SHIELDED IN SUCH A WAY AS TO VISIBILITY BUFFER a C'
PLANT ONE TREE EVERY 50 LF & TWO SHRUBS
DIRECT ALL LIGHT TOWARD THE EARTH'S SURFACE AND AWAY FROM
20.0' FOR EVERY 10 LF OF BUFFER (STAGGERED ROWS) ' REFLECTIVE SURFACES.
o a
of������'� ���illi��' IMPERVIOUS AREA DISCONNECTION
4. ANY NOISE GENERATED ON SITE WILL ONLY BE GENERATED DURING a-41 o
CONSTRUCTION AND WILL ADHERE TO A TYPICAL WORK DAY BETWEEN
\� \� \� \� yi11I11��\� �111I11"�\� DRAWN BY: REA
4111hmn` 'P'111111 ` "'I'"° 10.0' -- THE HOURS OF 8 AM TO 5 PM DURING A TYPICAL WORKWEEK FROM 02
MONDAY TO FRIDAY. NOISE GENERATED ONCE CONSTRUCTION IS CHECKED BY: LRH
COMPLETED WILL NOT BECOME A NUISANCE TO NEIGHBORING APPROVED BY: LRH
PRIVACY FENCE \ 100 50 25 0 100 PROPERTIES AND WILL ADHERE TO CUMBERLAND COUNTY'S NOISE DATE: 08/04/2023
ORDINANCE. SCALE: 1" = 100'
VISIBILITY BUFFER FILE NUMBER: 12548SCG
1"=100' 5. PROPOSED SIGNS WILL BE IN COMPLIANCE WITH ARTICLE XIII, SIGN
SCALE: N.T.S. REGULATIONS OF THE CUMBERLAND COUNTY ZONING ORDINANCE. CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 SHEET:
CG102

\ 1 I
EXISTING SILT FENCE
TO REMAIN IN PLACE
�D
o / C E f \� z
D / \
00
z / C E
A 0
oN \ F
ram+
71
Lo
EXISTING SEDIMENT N
EXTEND EXISTING SILT FENCE \ �+ u
BASIN AND CHANNEL
rns o� �� UPHILL ALONG WOODS LINE. g, \ f ,�
TIE INTO EXITING PERIMETER t�
SILT FENCE ALONG REAR
PROPOSED 0.15 ACRES CF � 10 PROPERTY LINE. f th
M
ADDITIONAL TREE CLEARING `.� 29
A A V \ j LL
_ FOR BASIN PLACEMENT a z
REMOVE EXISTING SILT FENCE 0a
AND SILT FENCE OUTLET\ 0 REMOVE EXISTING SILT \ o
FENCE AND SILT FENCE \
OUTLETS IN THIS AREA gi
7
NEW SILT FENCE AND k
/
�— EXISTING SILT FENCE SILT FENCE OUTLET ; � \ rn
TO REMAIN IN PLACE,
REPAIR/ REPLACE IF
••��\ � , � � � � SHEET CG503 FOR DETAILS)NEEDED '-' -� CULVERT INLET PROTECTION SEE
\ o i
O
rn � :
;;x:, CONSTRUCTION ENTRANCE :,•
_ .'
/ < :
AT EXISTING DRIVEWAY � _ z
EAL -
\ 18 DIAMETER x 48 LENGTH -
� LOCATION. SEE DETAIL
ON SHEET CG500. CLASS-V RCP 056748
i Z
! INVERT IN: 187.84 s� ••.•F` Q;.°��'�
INVERT OUT: 187.60 . .
i
-;�:,., 9 P .
W � � � � �;�� SLOPE: 0.50% � ...R ...�
20 WIDE INSTALL CULVERT INLET AND ��������������
OUTLET PROTECTION. GRADE
�� ab
PROPOSED 0.16 ACRES OF 90
�— V � FOR FLOW. © 08 2023
ADDITIONAL TREE CLEARING 'A�o )
FOR OH POLE PLACEMENT--� N 04 04
LLI O CD0
r2
oho
� O O N
REMOVE EXISTING WALLS ON
o)
\\ c9Lo vo 1 REMOVE EXISTING SILT ` loo �/ EITHER SIDE OF SITE ENTRANCE c�
FENCE AND SILT FENCE
z
�� _ �- \ • �� \ OUTLETS IN THIS AREA
CULVERT OUTLET PROTECTION
i N
J o/ (SEE SHEET CG502 FOR DETAILS) o
co
- 9
V W ) ( L � s— cn
0 z L
�:50 WETLAND OFFSET I o o �_ f1g0 U
PROPOSED 1.21 ACRES OF w� Q
�— 17 o
ADDITIONAL TREE CLEARINGLo
FOR BASIN PLACEMENT �, I o
o
w U)
w
O O
LL LL (n
0 0 cy
LLI LJ
(n (n Z
N
c
-\
W Q
NEW SILT FENCE� � 160 �
�� AND SILT FENCE, ��� _ ��
/ Z
165_
OUTLETS' � / ✓ � � (n O 0 �
/ /
i m
oz
z Q
Ld
-
/ i o
/ w
< 0 LLJ O
-
// /
DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY:
LR H
100 50 25 0 100 DATE: 08 04 2023
SCALE: 1" = 100'
1"=100' REFERENCES FILE NUMBER: 12548SCG
SHEET:
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 CG200

58' TEMPORARY EARTHEN TEMPORARY CHANNEL DESIGN
/ BERM (1' HIGH, 3: 1 SIDE \ MAX DEPTH SIDE SLOPE BOTTOM LENGTH LINER ALLOWABLE SHEAR
121' TEMPORARY EARTHEN / SLOPE, 2' TOP WIDTH). SEE CHANNEL# SHEARSTR
(IN) (FT/FT) WIDTH (FT) (FT) MATERIAL ESS STRESS
BERM (1' HIGH, 3: 1 SIDE DETAIL ON SHEET CC502 z z
o // , .SLOPE 2' TOP WIDTH) SEE I 1 HIGH VELOCITY (LB/FT ) (LB/FT ) •
E 1 12 3:1 2.0 289.0 1.55 1.37
Z DETAIL ON SHEET CG502 �{ LINER
D / I I I I I I I / 35.0' C�E I \ / 2 12 3:1 2.0 38.0 HIGH VELOCITY 1.55 1.31
m I \ / LINER
co / 125 TEMPORARY EARTHEN ` \ - � 0
z / BERM (1' HIGH, 3: 1 SIDE C E/ \ 3 12 3:1 2.0 343.0 HIGH VELOCITY 1.55 1.5 O
ASLOPE, 2' TOP WIDTH . SEE 20' WIDE TREE BUFFER TO BE LINER
) E USED TO RESTRICT VISIBILITY \ �' HIGH VELOCITY W
D DETAIL ON SHEET CG502 P 4 12 3:1 2.0 186.0 1.55 0.92
\ o \\ �'� IN ADDITION TO PRIVACY FENCE. f LINER
289' LENGTH TEMPORARY HIGH VELOCITY
\ � � � 5 12 3:1 2.0 124.0 1.55 0.25
f
DRAINAGE CHANNEL #1. SEE LINER
\ \ DETAIL ON SHEET CG500. A \V 3 5.0 3,300' LENGTH PERIMETER
I \ E FENCE (BY ELECTRICAL
EXTEND EXISTING SILT FENCE CONTRACTOR). DETAIL ON 8'
\\
UPHILL ALONG WOODS LINE. ����t. � SHEET CG501
\ TIE INTO EXITING PERIMETELo
R
P 520 LENGTH �,A SILT FENCE ALONG REAR ' \
PRIVACY FENCE, r-.
PROPERTY LINE. .{ .. z
PROPOSED SOLAR f I ,�
E o 86.5 x`?" - ARRAY PROJECT 2' 3H•1 V SIDE V
\\ \ \\ \ AREA = 12.23 ACRES SLOPE 0
IA
\�\ TS, fir.:= (INSIDE FENCE)�� ^ Q EROSION CONTROL LINER. USE 5 LL
\ � \ �� Q ROLLMAX ERONET S75 EROSION � U
::;, 16.0 PROPOSED ACCESS \ o a
;;:;.,. CONTROL BLANKET OR >_
R = 34.5' w ` DRIVE. SEE DETAIL � EQUIVALENT. SEE PRODUCT oa s
\ \ ';,. ON SHEET CG500 - TRAPEZOIDAL CHANNEL SPECIFICATIONS ON SHEET CG501.
��', ,\ �� STABILIZE SIDE SLOPES ;::. �w
\ •`V V A WITH ROLLED EROSION '`
`� CONCRETE WASHOUT � CROSS SECTION (TYP.) C o CONTROL PRODUCT. SEE � Q
DETAILS ON SHEET CG501 `' PIT. SEE DETAIL ON m
N.T.S.
v o \ SHEET CG500. <v
35.0 30.0'
. �I �$ \ \ EARTHEN FILL EROSION CONTROL LINER. USE
TEMPORARY SKIMMER BASIN \\\ ° 38 LENGTH TEMPORARY }� TEMPORARY STOCKPILE / 2° ROLLMAX ERONET S75 EROSION
\ \� \DRAINAGE CHANNEL 2. SEE �;:::;,- :. o �"
CONTROL BLANKET OR
1. SEE SHEETS f....:.: ;.. . :;.;:.v. 9
� # � \ � # ��-a'-:: µ-=• �>-•-• LOCATION. SEE DETAIL 1 EQUIVALENT. SEE PRODUCT
\` \ \ \� DETAIL ON SHEET CG5 0. •'�"� �;�>�:x±'� �:`_ ::�` ';< � \/
CG400-CG401 FOR DETAILS. \ \ '• '�� \\� �s \ :;�:�.:,�t:;'..., `' ..� ON SHEET CG500. 4v / vv SPECIFICATIONS ON SHEET CG501.
\ \ �V 6' Yr.�.:r. H: 3 3 CA �i
\ _ i 111 �
\� \\� \ •; ,.a;. f . � / /ADD ADDITIONAL GRAVEL TO 1 1 1 .�Q�
/ \ �\\ 1 Y ` �, ;`.' � ...• ��:.;� ^ ��° SURFACE LEVEL OF EXISTING GRAVEL
EXISTING SILT FENCE '<°q �'' Y�` '`k I ACCESS DRIVE. DRESS/GRADE AS
, NEEDED TO MATCH 2% CROSS-SLOPE _ EAL _ -
/ TO REMAIN IN PLACE �� .�'�::• ''
REPAIR/ REPLACE IF •`.�: '•;: FROM CROWN FINISHED SURFACE AS z _ •
LENGTH TEMPORARY �:��- •:•• :::•:-.::� :. ...: �-`�. � / � � � i � � : 056748
SHOWN IN DETAIL ON SHEET CG500. EARTHEN BERM �•'
NEEDED DRAINAGE CHANNEL #3. SEE ,'..4 '
W W W e. �3.:`;.± "`' \ ,$ NATIVE SOIL ���49G••'�!G ...��••••����``
'''� IN
1 i DETAIL ON SHEET CG500. •., �`
W _ _ N.T.S. i�� ^1I ��R R .
v� \ /
TEMPORARY SKIMMER BASIN \ � �
\ \ � � �//IIIIIa11N
v 2. SEE SHEETS .� •v v. \ \ �\ {'
-� # .'S�> '1p � 13.0' *MAINTENANCE* �2/13/2023
CG400-CG401 FOR DETAILS. �. �. .� \\� TS �90A �,:
08 2023
/ O �
24.0 co 1. DURING THE ESTABLISHMENT PERIOD CHECK CHANNEL
AFTER EVERY RAINFALL. AFTER ESTABLISHMENT, CHECK o 0 0
- i CHANNEL AFTER EVERY SIGNIFICANT RAINFALL EVENT Y2 ~a M
STABILIZE SIDE SLOPES �:;�; ( o
ou
o '��I _ �� WITH ROLLED EROSION �:f, oo OR GREATER). IMMEDIATELY MAKE REPAIRS. o o �,
� �I '��,� CONTROL PRODUCT. SEE _ SITE ENTRANCE 2. CHECK THE CHANNEL OUTLET AND ALL ROAD CROSSINGS
o �,\ �;, R 35.0 _ 34.9752819°N, -078.9108826°W
AVA DETAILS ON SHEET CG501 FOR BANK STABILITY AND EVIDENCE OF PIPING OF
-� � �� \ SCOUR HOLES. of Of Of
3. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO
MAINTAIN THE DESIGNED CARRYING CAPACITY.
4. SHOULD EROSION CONTROL LINER TEAR OR BECOME
EXISTING TREES ALONG GILLESPIE STREET N
: ' ARE TO BE USED TO RESTRICT VISIBILITY INEFFECTIVE, REPLACE IT PROMPTLY. N
�° >
IN ADDITION TO THE PRIVACY FENCE.
186' LENGTH TEMPORARY FOR DETAIL OF CURRENT CONDITION OF
35.0'\ DRAINAGE CHANNEL #4. SEE --- , - - EXISTING TREES, PLEASE SEE SHEET CG502
v DETAIL ON SHEET CG500. "� ---_ R 80
l .ti.•�4 ,•, w
-��%�l/ ` `' '' '' ' _-- 340' LENGTH o_ 0
�� ...:...Y�..
•r�... • �' �"�`• PRIVACY FENCE
124' LENGTH TEMPORARY �� Fc;�`:�,
\DRAINAGE CHANNEL #5. SEE "` "+ w F-
�� �� - '
Q
DETAIL ON SHEET CG500. '--�X`:�` -
is I o
a y_ LAY DOWN AREA (6" DEPTH 1
CRUSHER RUN STONE) o Lu o
173 CD 0- bj
35.0 \ 355 TEMPORARY EARTHEN � Of �
o o <
- o � BERM (1' HIGH, 3: 1 SIDE '� '�
TS SLOPE, 2' TOP WIDTH). SEE \ cy
TEMPORARY SEDIMENT o
� � _165 �,� DETAIL ON SHEET CG502 � � �
In z
BASIN #1. SEE SHEETS 30.0 - -
/ �� V CG400-CG401 FOR DETAILS. \ �� 184' TEMPORARY EARTHEN o o N
\ q� BERM (1' HIGH, 3: 1 SIDE z
SLOPE, 2' TOP WIDTH). SEE -�
DETAIL ON SHEET CG502
/ _ LLJ
I
35.0 � � � � �- z (n
Q W
� 160 � � Q
Z Z
165- STABILIZE SIDE SLOPES 50.0 Q
/ /
WITH ROLLED EROSION � - � W
CONTROL PRODUCT. SEE � (n I
/ / �1111pj �1111pj �1111pj �1111�j �1111�j �1111pj �11111�j • F
DETAILS 0 N SHEET CG501 I ��� N ��\ /,,, ��N �,,, ���� �,� ���� �,� ���� N ��\ �,�
o o o o 0
W Q
PLANT ONE TREE EVERY 50 LF & TWO SHRUBS
20.0' FOR EVERY 10 LF OF BUFFER STAGGERED ROWS (n 0
/ ( ) O
/ w
uuu uuu uuu uuu i (n
/god J �
..
i A i A i A i A i A i A
W
Ilm Ilm Ilm II i� II i� Ilm
10.0
U Z
w -
i o
PRIVACY FENCE
VISIBILITY BUFFER
DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY:
SCALE: N.T.S.
LR H
DATE: 08 04 2023
100 50 25 0 100
SCALE: 1" = 100'
NOTE: i 1"=100' REFERENCES FILE NUMBER: 12548SCG
�
1. SEE TEMPORARY SEEDING SCHEDULE AND SPECIFICATIONS ON SHEET CG501.) CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CG002 SHEET:
CG201

i
EXISTING SILT FENCE
PROPOSED SOLID BEYOND DISTURBANCE \ •,�
LIMIT TO REMAIN; ALL
PRIVACY FENCE
z SILT FENCE WITHIN
z /� REMOVE SILT FENCE DISTURBANCE
REMIT TOOVED — % E— \
o / I & TEMPORARY C/E — f \ z
EARTHEN BERMS
00 o
�
D P � � E \ 0 W
rr-
\ / PROPOSED SOLAR
ARRAY PROJECTLo
AREA = 12.23 ACRES \ \
\\V �� o \V� s P ` :{.:'. (INSIDE FENCE) �0 z
Ar
IMPERVIOUS AREA DISCONNECTION , � M
w;. PROPOSED ACCESS
c o`
P S DRIVE. SEE DETAIL \ r
\\ \ \\ / 0.011
O
+"" ON SHEET CG500
�A o r : ��
DECOMMISSION TEMPORARY SKIMMER A �� ��'> ' 00
BASIN #1 AND RESTORE AREA TO\ �\ , \ .�� � � \ ,^ `� lcp
PREEXISTING GRADE AFTER SITE
/ STABILIZED. USE FILTER BAG DEWATERING \ \� �\ ° \ P S ""='.'Ws= g' \ 6-
DEVICE AS PER DETAIL ON SHEET CG401. ` �� '"'''
,�\ � v� �o °° � .'�=;'x���;�>°� •�,�.', PROPOSED
'�._:. .. �� ELECTRICAL PAD
ss OF CRUSHER RUN
PROPOSED �\ \ � A \�' ��� " ��:;�;••:_ : ;;• (BY ELECTRICAL
-- SOLAR ARRAY \� � �:.::::,• '•:
o A\ > sp,.. .. • �: �g,CONTRACTOR) ����`� CAIQD���i
»;: i
(BY ELECTRICAL � �� ��`,A 1'���\� � � \`� -,;y:.� y .:, . •;:r �rkf ��.� .............•,,. .� '�
CONTRACTOR) "°F�: rnr.:`; a;'•a <<: °` �°�° �� pF S� ���
OUT
DECOMMISSION TEMPORARY SKIMMER ! ��� :: :: .:::•`• ��;..., •`•: ;>� FUSED CUT
P S � 056748
BASIN #2 AND RESTORE AREA TO i:' RISER �' %�`••.F �'�
PREEXISTING GRADE AFTER SITE i • •.,.. • ->.;;�b / � �. (iR..., IN ••''
STABILIZED. USE FILTER BAG DEWATERINGPT Po �� � �
DEVICE AS PER DETAIL ON SHEET CG401. \ � R CLOSER '� �R�"�►P`��O
� 12/i3/2023
IA
190 cq� GOAB
w/ LOADBREAK / © 08/2023
VAC TRANS ORMER
CN
PROPOSED o 0 0
- I moo POINT OF
00 ►' ►' %'. : INTERCONNECTION i o
�\ _ ,A _'. GUY O31
LEADS
o
1
U -� \ \ \\ \ \ \ I
° -— 4
��, y �o POST—CONSTRUCTION
V`, :~ ASPHALT APRON. SEE
,` DETAIL ON SHEET CG501. N
(14
� LID ^° `°/ o , 'ty% _—- GUY
— 1g✓ ---
LEADS ' PROPOSED POLES AND \
ELECTRICAL EQUIPMENT/ �,
w ` LINES/ STRUCTURES BY z
_ I "j„• \ _ — -- °° ELECTRICAL CONTRACTOR
�� J \ - LLI
� LLJ
PS \ LLLLU)
oo �
PROPOSED LAYDOWN — `� `� z
AREA TO REMAIN o o N
71
X > //
Lv
U)
W
/ 160 Q
Z
165_ \ \ \ 0 0 CL
REMOVE SILT FENCE LLJ
/ /
DECOMMISSION TEMPORARY SEDIMENT BASIN #1. \ 0 & TEMPORARY Q (n
RESTORE AREA TO PREEXISTING GRADE AFTER / � � EARTHEN BERMS � H
/ / N
/ � z
SITE STABILIZED. USE FILTER BAG DEWATERING
i
DEVICE AS PER DETAIL ON SHEET CG401. �U) U
w
..
Lij J LL
\ / / C� z
U
w -
N OTE: / / �� �� �� a- o
DRAWN BY: REA
1. SEE PERMANENT SEEDING SCHEDULE AND SPECIFICATIONS ON SHEET CG501., ����
Y: LRH
2. PERMANENT SEEDING TO BE A MIX OF TALL FESCUE & WHITE CLOVER AT —�\� / APPROVED CHECKED BBY: LRH
THE RATES GIVEN ON SHEET CG501. SEED MIXES OR RATES VARYING FROM \ DATE: 08 04 2023
/ 100 50 25 0 100 / /
THOSE PROVIDED WILL REQUIRE APPROVAL FROM OWNER & OWNERS SCALE: 1" = 100'
ENGINEER. SHEET CG501 ALSO PROVIDES GENERAL PERMANENT SEEDING i RECOMMENDATIONS. 1 REFERENCES FILE NUMBER: 12548SCG
"=100'
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................00002 SHEET'
CG202

DRAINAGE AREAS
\ DRAINAGE AREA No.
®
1 AREA (ACRES) �D
/ z
DRAINAGE AREA BOUNDARY
00
0 W
No \ _
LO
\ \�\ Ago PROPOSED SOLAR O
ARRAY PROJECT-AREA - 12.23 ACRES \ 5 z
''�'':r (INSIDE FENCE) n� � >
0
�\V V� IMPERVIOUS AREA DISCONNECTION /
- /AREA 1 DRAINAGE POINT OF ANALYSIS
34.9763712°N -078.9145141°W '
\ J;.
A \ \ f %%sl
SEAL -
-
/ AREA 2 DRAINAGE POINT OF ANALYSIS \ I:<:�.'�••�• •• -• � :�•= • _ -
- ;x.. x•• .. i��� / i°•'- FUSED CUTOUT
34.9752298°N, -078.9135748°W \ :�' _� .•�: `� / / : 056748
RISPT P
ER . y .� �•• �
w
i
I
i
o �
.. R CLOSER
\ \ 1 1
1
\ 1 1 Q' 111111
1g0 GOAB
i \
w/ LOADBREAK V / © 08/2023
LVAC TRA
PROPOSE[ w o 0 0
INT
a
�� o oo �� �' •r •r A�� ~'r INTERPOCONN�TION i
GUY <v o
LEADS 2Lo
w
J U w J J J
-
- = / (14
GUY
LEADS
U)
Ld
Ld
� � \ <
/ / \ ♦ O O
��� ��� -_- --_— --- �� ♦ o Ld
o Ld
71
-\ Lw
/ ♦ / �_ O
Ir -
/ 160 �
/ i J U)
/ — / �/ z
AREA 3 DRAINAGE POINT OF ANALYSIS
_
34.9739867°N, 078.9133302°W �\ 170 / � cy) Q — Z
U
/ I
-
i U) CD
NJ zz
w Q
,
/ Lij ..
� � J I
0
U)
0
w -
a- 0
POST-CONSTRUCTION DRAINAGE SUMMARY DRAWN BY: REA
CHECKED BY: LRH
Drainage Area Size(Acres) Runoff Coefficient(C) Time of Concentration (Tc) Length of Travel(ft) Height of Most Remote Point Above Outlet(ft) Average Slope(ft/ft) Percent Impervious APPROVED BY: LRH
1 3.05 0.35 3.99124353 695 31.00 0.044604317 1.45% 100 50 25 0 100 DATE: 08/04/2023
2 8.89 0.35 4.018702694 721 34.00 0.047156727 8.47% SCALE: 1" = 100,
REFERENCES FILE NUMBER: 12548SCG
3 10.97 0.39 6.88133056 1192 38.00 0.031879195 20.65% 1"=100'
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 SHEET:
CG300

GEOTEXTILE FABRIC =
EL 164.5
UNDER RIP RAP� EL 163.5 (TOP OF ROCK)
TEMPORARY DRAINAGE z \ \ TEMPORARY DRAINAGE\ \
CHANNEL #1 0 CHANNEL #3 � o TEMPORARY ■. �z z SKIMMER BASIN #1 6"0 CLASS B
\ \ \ \ \ D
\ '� o c, o c, COMPACTED �/ RIP RAP
6 DIAMETER RIP RAP > SLOPE FILL
� \ v v
o \ > APRONS AT AREAS OF o 3: 1
s o \ w r \
z � CONCENTRATED FLOW � � z
D \ � D �G
\ \
\ EL = 160.0 COMPACTED �
o o NATIVE SOIL
_ NATIVE SOIL
\ I � 18 � Z
\ \ �. m 6' m
EMBANKMENT/SPILLWAY CROSS SECTION
\ � 61
V \
� � \ EL 164.5
\ \ \ \ BAFFLES
0
COMPACTED COMPACTED o
\ \
-Cr 6" DIAMETER RIP RAP
\ v ��� \ V �. ' ° FILL FILL + u
\ APRONS AT AREAS OF s� \ \ �p t
\ CONCENTRATED FLOW SCH 40 PVC 4 0 SKIMMER
�. o \ _ .—
V
(2.00 ORIFICE) \\ EL 163.5' PI W Y 0 a
"
BAFFLES \ o � A \ \ - \ (TOP OF ROCK) IA M
6 CLASS B 'w U
RIP RAP � z
\ \ \ v V ca
EMBANKMENT SPILLWAY PROFILE VIEW
DISTURBANCE \ \ \ SPILLWAY s /
LIMIT AND SILT 26
FENCE ALONG \ , j� SKIMMER BASIN 1 OO
\ 50 OFFSET \ \ \ DISTURBANCE
FROM WETLANDS \ \ \ LIMIT AND SILT EMBANKMENT SPILLWAY DETAILS
\ \ /
\ SPILLWAY \ 'a� FENCE
OFFOSET ' \'�
FROM WETLANDS \ 'a \ N.T.S.
\ \ \ \ \ \ TEMPORARY DRAINAGE ,o�
CHANNEL #3 '� 0o _ y
\ \ \ �O, \ GEOTEXTILE FABRIC = �������•�•CA ••D�i���
UNDER RIP RAP EL 161.5 `�. �.• . � '��
EL - 160.5 S(TOP OF ROCK) _
SILT FENCE 4
OUTLET ' TEMPORARY
\ 6"0 CLASS B 2 EAL
� \ SKIMMER BASIN
s
RIP RAP z 056748 t
1 COMPACTED ��
\ SILT FENCES o� o SLOPE _ 9•.,F`N Q-.°��
OUTLET \
.y.V G,✓••••
3: 1 FILL G ; G A• IN
\� a TEMPORARY DRAINAGE
\ \ CHANNEL #2
V \ EL 157.0 COMPACTED NATIVE SOIL C /
SCH 40 PVC 4" 0 SKIMMER o NATIVE SOIL o8 2023
� �, \ � �
(1.25" ORIFICE) V o
0
• ` Lo �O '. Hc' N N N
\ oa ' a �
TEMPORARY DRAINAGE /
\ \ o EMBANKMENT SPILLWAY CROSS SECTION
/ 0 � �l
\ CHANNEL #4 / / 0
\ \ \ EL 161.5 b = =
\ \ I z
\ \ \ CS \ \ \ I w J J J
\ \ \ \ \ $> N
\ \ COMPACTED COMPACTED
\ \
\ _ o
30 15 7.5 0 30 FI LL FI LL
� 30 15 7.5 0 30 � I � �
\ i
o \ \ \ I PI1 -30' EL - 160.51 -30'
(TOP OF ROCK) bi
Z
SKIMMER BASIN 1 PLAN VIEW SKIMMER BASIN 2 PLAN VIEW 6"� CLASS B
RIP RAP z o
o U
L orf
SCALE: 1" = 30' SCALE: 1" = 30' EMBANKMENT/SPILLWAY PROFILE VIEW of 0
I V) :2
SKIMMER BASIN #2 N o
owe
EMBANKMENT/SPILLWAY DETAILS m OfUJ
SKIMMER BASIN #1 DETAILS SKIMMER BASIN #2 DETAILS o o Cn
N.T.S. 0w 0w cy
> > 0
DESCRIPTION # DESCRIPTION # DESCRIPTION # DESCRIPTION # � z
BOTTOM ELEVATION 160.0' SURFACE AREA (FT )2 3432 BOTTOM ELEVATION 157.0' SURFACE AREA (FT )2 5435 USE COIR FIBER o �'
BAFFLES
POOL ELEVATION 163.0' STORAGE VOLUME (FT )3 7306 POOL ELEVATION 160.0' STORAGE VOLUME (FT )3 20958
EMERGENCY SPILLWAY OUTLET PIPE LENGTH EMERGENCY SPILLWAY OUTLET PIPE LENGTH SUPPORT POST,
ELEVATION 163.5 4"0 SCHEDULE 40 PVC BARREL 40.0 ELEVATION 160.5 4"0 SCHEDULE 40 PVC BARREL 49.0 SUPPORT ROPE TO 24 INTO BOTTOM
00
WIRE TO PREVENT OR SIDE STAKE TO SUPPORT
TOP OF BANK 164 � OUTLET PIPE INLET INVERT ELEV. � TOP OF BANK 1615� OUTLET PIPE INLET INVERT ELEV. � SAGGING WIRE Ix5. . . .
ELEVATION @ SKIMMER DEWATERING DEVICE 160 ELEVATION @ SKIMMER DEWATERING DEVICE 1577 � J
OUTLET PIPE OUTLET INVERT ELEV. OUTLET PIPE OUTLET INVERT ELEV. Q Z U)
SIDE SLOPE RATIO 3H: 1 V @ LOW END 158.5 SIDE SLOPE RATIO 3H: 1 V @ LOW END 156.5 N Q
SKIMMER ORIFICE PLATE 0 SKIMMER ORIFICE PLATE 0 F- Q
FOR 3 DAY DRAW DOWN
SPILLWAY WIDTH 9.0 1.25 SPILLWAY WIDTH 25.0 FOR 3 DAY DRAW DOWN 2.00 CD < W
m N
I z
COIR MESH, STAPLED OR W H
TRENCHED INTO BOTTOM OR SIDE N J Q
~*MAINTENANCE* J � m
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REPAIRS w J w
IMMEDIATELY. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF THE BAFFLES a C�
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE SEDIMENT z
DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN z
AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING
CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH. AFTER THE o
CONTRIBUTING DRAINAGE HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS AND a- 0
UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE AND STABILIZE IT. DRAWN BY: REA
BAFFLE DETAIL CHECKED BY: LRH
APPROVED BY: LRH
N.T.S. DATE: 08/04/2023
SCALE: I AS SHOWN
REFERENCES FILE NUMBER: 12548SCG
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 SHEET:
CG400

PVC VENT 4" SCHEDULE 40
I 1 PVC END PIPE PVC PIPE
CAP
TEMPORARY DRAINAGE \
PVC ELBOW
CHANNEL #5
WATER SURFACE
I FILTER BAG PVC END •,� �"
I
CAP �
D PVC TEE `-'
0
! PVC PIPE ORIFICE PLATE •
ty ____ -- -- -- _ .S 1/2 HOLE IN
\ \ + ► '' , , :`. UNDERSIDE PVC TEE
z \ • • ti ! � Z
6 DIAMETER RIP RAP
Z D . 1
\ .� I , ..,:: .:,.;:<.:': ...:. : ':`;::;. :
I U) APRONS AT AREAS OF FLOW
D CONCENTRATED FLOW V . •. i; :':;:`: :°` :, ; '::: ,':.". :.`"' 4 SCHEDULE 40
m \ \ \ \ 36" DIAMETER METAL RISER Y i' ' ' " ' ' PVC PIPE
AND SCH 40 2.5" _-` �=
z \ � \SKIMMER (2.75" � ORIFICE) _ � .l•��' j«. � �..,..,, ,• ^� W
m SSG \ \ \ PUMP DISCHARGE HOSE 12 IN MIN.
6S \ \ MULCH, LEAF/WOOD COMPOST,
I 6 \ PLAN VIEW WOODCHIPS, SAND, OR STRAW BALES
�s STRAP
FLOW SLOPE
5% MAX.
2
� FLEXIBLE
s.. ... HOSE
�7�� ELEVATION FILER BAG
8 IN MIN.
\ S9S \ CONSTRUCTION SPECIFICATIONS z
BAFFLES 0 ,\ \ 1. TIGHTLY SEAL SLEEVE AROUND THE PUMP DISCHARGE HOSE WITH A STRAP OR SIMILAR DEVICE. •�
\ �S8 \ \ 2. PLACE FILTER BAG ON SUITABLE BASE (E.G., MULCH, LEAF/WOOD COMPOST, WOODCHIPS, SAND, OR BOTTOM SURFACE 0
STRAW STABILIZED LES) LOCATED ON A LEVEL OR AREA. EXTEND BASE A MINIMUM OF 2MUM INCHES OFING ROMSEDGESEO DISCHARGE TO A FRONT VIEW\ s END VIEW
ASS \ 3. CONTROL PUMPING RATE TO PREVENT EXCESSIVE PRESSURE WITHIN THE FILER BAG IN ACCORDANCE v
1S \\\ \ WITH THE MANUFACTURER RECOMMENDATIONS. AS THE BAG FILLS WITH SEDIMENT, REDUCE PUMPING Z
\ 1 A \ RATE. � o
o \ \\ 4. REMOVE AND PROPERLY DISPOSE OF FILER BAG UPON COMPLETION OF PUMPING OPERATIONS OR ARM ASSEMBLY t o
\ \ AFTER BAG HAS REACHED CAPACITY, WHICHEVER OCCURS FIRST. SPREAD THE DEWATERED SEDIMENT g
FROM THE BAG IN AN APPROVED UPLAND AREA AND STABILIZE WITH SEED AND MULCH BY THE END Q s
\ \ OF THE WORK DAY. RESTORE THE SURFACE AREA BENEATH THE BAG TO ORIGINAL CONDITION UPON "C" ENCLOSURE
\ 1 \ \ REMOVAL OF THE DEVICE. /y0 O
W r�
1 \ \ \ 5. USE NONWOVEN GEOTEXTILE WITH DOUBLE STITCHED SEAMS USING HIGH STRENGTH THREAD. SIZE
SLEEVE TO ACCOMMODATE A MAXIMUM 4 INCH DIAMETER PUMP DISCHARGE HOSE. THE BAG MUST BE
1 \ \ \ \ MANUFACTURED FROM A NONWOVEN GEOTEXTILE THAT MEETS OR EXCEEDS MINIMUM AVERAGE ROLL
\ \ \ \ VALUES (MARV) FOR THE FOLLOWING:
WATER ENTRY
GRAB TENSILE 250 LB ASTM D-4632 UNIT
\ PUNCTURE 150 LB ASTM D-4833
\ \24" DIAMETER BARREL FLOW RATE 70GAL/MIN/W ASTM D-4491 PERSPECTIVE VIEW
PERMITTIVITY (SEC-') 1.2 SEC- ASTM D_
4491
\� BARREL\ INV. IN= 154.0' \ UV RESISTANCE 70% STRENGTH @ 500 HOURS ASTM D-4355 CONSTRUCTION SPECIFICATIONS:\ �_ \ APPARENT OPENING SIZE (AIDS) 0.15-0.% ASTM MM ASTM ASTM
51
D-4632 >BARREL INV. OUT= 152.50' SEAM STRENGTH 90 1. CLEAR GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL I
BARREL LENGTH- 58.25' SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY.
6. REPLACE FILER BAG IF BAG CLOGS OR HAS RIPS, EARS, OR PUNCTURES. DURING OPERATION KEEP �� ••••..•
MATERIAL= CORRUGATED METAL / l CONNECTION BETWEEN PUMP HOSE AND FILER BAG WATER TIGHT. REPLACE BEDDING IF IT BECOMES HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT �.�4 .-•� S� •• '�,�
DISPLACED. CONTROL MEASURES BELOW BASIN AS NEEDED. O
\ ass \ 2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, = 4 <•�:
\ \ ass \ o� STANDARDS AND SPECIFICATIONS FOR SOIL EROSION AND SEDIMENT CONTROL AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE s EAL ?
COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT. 056748
U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE - 2011 Z 3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD '% -V%
s '•••N•. E.0•'' `�
BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF .wog .....G 1 N ••�``���
> 9 STONE AND TIMBER. �ii�q P ��
45 WIDE > \ \ s
EMERGENCY 4. PLACE THE BARREL (TYP. 4 SCH. 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT
/ ' o \ \� / / USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE Z�/�3/2023
SPILLWAY / \ \ FILTER BAG DEWATERING DEVICE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4" LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE
© 08/2023
/ / TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE M
5 SILT FENCE OUTLET \ / N.T.S. PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A
/ o 0 0
/ / C) ,D\ / o^ MINIMUM DEPTH OF 2' OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH o '2 M
/ \ j� CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD BE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH o N
THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE. o
SEDIMENT BASIN 1 DETAILS / / 5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURER'S INSTRUCTIONS OR AS DESIGNED.
# Z _ _ of
> / 6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOIN AT THE INLET OF THE w
/ J / BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE
DESCRIPTION # - / EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF
\ / / THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE. �
SURFACE AREA (FT )2 20,568 / / Practice Standards and Specifications 7, EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATER EXTENT POSSIBLE. THE 0
30 15 7. 0 ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE
STORAGE VOLUME (FT (14
)3 22,614 - /� •Dewatering-Allow the maximum reasonable detention period before the CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED
basin is completely dewatered(at least 48 hours).
PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE
�� / = o' • Inflow rate-Reduce the inflow velocity and divert all sediment-free BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY cn
runoff.
BE SECURED WITH 8" STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND w
SEDIMENT BASIN #1 PLAN VIEW EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED;
OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE Z 0
LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, PLANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER i/-) or_
SCALE: 1" = 30' Plan View SECTIONS) SHOULD OVERLAP THE LOWER SECTIONS) SO THAT WATER CANNOT FLOW UNDER THE FABRIC. � Q
SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS. 3:
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE
to :2SEDIMENT BASIN #1 SECTIONAL VIEW DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT-LADEN WATER TO TEH UPPER END OF THE C/) � o
POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY. CD a- U)
5' MINIMUM I BASIN LENGTH Inflow Y 9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE <
1� I STORMWATER structure o � � Q
RUNOFF WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BVEFORE THE AREA IS CLEARED. STABILIZE THE o o U)
TOP OF EMBANKMENT"A" W L.L L.L (n
EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE TEH CRFEST OF THE PRINCIPAL o 0
EMERGENCY SPILLWAY"B" � bCY
j
(SEE DETAIL) - 10-YR WATER SURFACE ELEVATION "c" SPILLWAY IMMEDIATELY AFTER CONSTRUCTION. =)bi UJ=)
RISER CREST "D" � 10. INSTALL POROUS BAFFLES AS SPECIFIED IN BAFFLE DETAIL. v v
EARTHEN DAM SKIMMER
�• � - - Z
(SEE D`ETAIL) ,: 11. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, MOVE TEH STRUCTURE AND
PRINCIPLE \, BAFFLE HEIGHT"E" ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE
SILT FENCE
ANTI-SEEP COLLAR N
(SE ORIFICE DETAIL) D Skimmer
l SP I LLWAY
OUTLET \ dewatering PROPERLY.
--- 111 -- SKIMMER ORIFICE ELEVATION "F J device Emergency
spillway MAINTENANCE NOTES:
BARREL BASIN BOTTOM
----- - ' 1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1 INCH OR GREATER)
I I�I�I -TIT- POROUS BAFFLES IP-RAP STABILIZATION Average = Area* _ RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
RISER ANTI-FLOATATION - - (O0 N(5 ESDETAIL)E SILT ENCE) width w L T
/ DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER
TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE <
' Area of basin water surface at Baffles
TRASH RACK AND PRINCIPLE SPILLWAY DETAIL top of principal spillway elevation ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE THE VEGETATION GROWING IN J
0 Z
ANTI-VORTEX DEVICE THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER. C/)
EMERGENCY SPILLWAY DETAIL WEIR 2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR BAFFLES IF WATER IS FLOWING UNDERNEATH OR N
RIP-RAP, 6-INCH CLASS B AROUND THEM. F- Q
I'Freeboard Embankment 3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE • H
Inflow Baffles � - LJ_I
GEOTEXTILE FABRIC ~ F�H = RISER HEIGHT 4.0' structure WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT m N 0
WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE
_l RISER 2 = RISER DIAMETER 30' \i ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS. Ld z
RH Ck = ORIFICE DIAMETER 0.23' OeZaateerIng 6"m� invertelevatiortof 4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION FL J �
�-III-I i-III- n
d V� = WEIR INVERT HEIGHT 3.5 emergert¢yspillway CLEARED WITH A PLUMBERS SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE N � Q
-III-III-I�I- I I-III- � =,a -� : Emergency La.J m
Filter fabric spillway REPOSITIONING THE SKIMMER. J �
�-III-III-III- _ l I I-�I I SPILLWAY WIDTH 37.0' d = BARREL DIAMETER 2°' 5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS Lv J Lv
II�I�I-I I I-I�I-I I I-I I 1=1 I 1=1 I 1=1 I 1=1 171171 I-I 15 � staragezone Cross-section THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, Q U' _j
-III-I I-I I-I I-I I-III-I I-III-I I-III-III-�I INSTALL SKIMMER INTO ORIFICE View Z
III=I I=III=I I=III-I I=III-I I=III-I I-I I= cR AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY.
1-III=III-III-III-III-III-III-III-III=II BARREL Figure6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS. z
III=III=III=III=III=III=III=III- Erosion and Sediment Pollution Control Manual,March,2000. 6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKENbi
IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE. o
SEDIMENT BASIN #1 DESIGN TABLE D- 0
e Skimmer Average
Sediment Basin Skimmer Skimmer Skimmer Daily Dewatering No. of Rev.5/13 6.64.7 SKIMMER DEWATERING DEVICE DRAWN BY: REA
"A" "B" "C" "D" "E" "F" "G" Discharge Capacity Discharge Rate CHECKED BY: LRH
Name/Number Size (in.) Orifice (in.) FT�3 DAY CFS Time (Days)Skimmers N.T.S. APPROVED BY: LRH
1 159.5'158.5'158.0'158.0' 3.0' 154.0'154.0' 2.5" 2.75" 8,163.90 0.094489571 2.77 1
DATE: 08/04/2023
SCALE: AS SHOWN
SKIMMER BASIN (TYP.) REFERENCES FILE NUMBER: 12548SCG
CONSTRUCTION SEQUENCE, LEGEND, AND NOTES..................CGO02 SHEET:
N.T.S. CG401

15'
2' 2' 1' 2' 6' 2' NOTE:
SILT PIT CAPACITY IS MINIMUM OF 6 CUBIC FEET PER 10 CUBIC YARDS
CONSTRUCTION SPECIFICATIONS FENCE OF CONCRETE.
1. SET STEEL POSTS 2'-0" DEEP AND EXCAVATE 3. ATTACH THE SILT FENCE GEOTEXTILED
35' RADIUS �--+
rl
A 4 X 8 TRENCH UPSLOPE ALONG THE LINE FABRIC TO THE SECOND WIRE FROM d'
OF POSTS. THE TOP ON THE WIRE FENCE AND \ god 2"-3" COARSE 1 I t1
EXTEND IT INTO THE TRENCH. 1' PIT SUMP
2. ATTACH WIRE FENCING TO �. �• s ' ' ' AGGREGATE
4. THE END OF THE SILT FENCE NEEDS •'' •a 20' z
THE POSTS. a •: KEY IN REMOVABLE LINING
MIN. 10 GA. TO BE TURNED UPHILL \ .�'p :a ANCHOR PLASTIC LINER
�' • ' ; p, • .. .• WITH #57 STONE BERM 10 MIL. PLASTIC LINING 2' 2' 1' 2' 6' 2' 1' 2' 2'
LINE WIRES a f EARTH BERM SECTION A-A SILT FENCE 1' 1'
5. BACKFILL AND COMPACT THE \ \ f. a
..�a : ,�•:.:� SILT
EXCAVATED SOIL. a" ' ". i � � FENCE
\ „ .,
8' • ' 'a: • :' ' •' z,% w
: • • • •�•.' :• • '' / SILT FENCE
1 PIT SUMP
/ PLASTIC OR / C \
•. .a GEOTEXTILE NON-WOVEN FABRIC
WIRE TIES // \ \ �p •: �• ANCHOR PLASTIC LINER
9 • •. . `�. � yy �, .,''v ."see��;a:,et:+.,5.•;rs%^•��;�; 10 MIL. PLASTIC LINING WITH #57 STONE BERM
MIN. 12-1/2 GA. / \ • ' �' QD
sr SECTION B B OR EARTH BERM
�• - / / INTERMEDIATE WIRES ;"� t A
O �•:� O
�, / / \ \ '+••� + PLYWOOD 48"x24"
A ....... i ,. ,.�.�u • PAINTED WHITE 4 Lo
/ \ \ \ 2:1LINEDiFy ~� n
\ \ 35' RADIUS ^-- 6 PIT ,,. ° BLACK LETTERS z
\ \ �'• +• CONCRETE
EXTENSION OF FABRIC AND t: M �` 0.5" LAc N °WASHOUT° s" HEIGHT •U
\ :qr• �. SCREWS O
°' WIRE INTO THE TRENCH ?�' j. c" _ 3"x3"x8' 4A M
8 MIN. � .. :.,.. ,•..",;�.:.,..r._
*MAINTENANCE* WOOD POSTS o
'\\�
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM A •w^ �, U
LL
STEEL POST z
\� LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING • *•�� `)�:4ti?t�91`%.'_:>'�:''°' `` "•a - Q
FILTER FABRIC- WITH 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO ==?=!=i ?`• •t ;:, ca
*MAINTENANCE* -0
TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL 1 "CONCRETE WASHOUT" SIGN o
IR INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS. (SEE NOTE 2) O
AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS a
ir
BACKFILL TRENCH IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE © SIDE VIEW FRONT VIEW o
AND COMPACT COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, PUBLIC ROAD 6" MIN. m
THOROUGHLY REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o PLAN VIEW )'CONCRETE WASHOUT)' SIGN DETAILS
NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT GEOTEXTILE NON-WOVEN FABRIC CONSTRUCTION SPECIFICATIONS AND MAINTENANCE NOTES:
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN TEMPORARY CONSTRUCTION 1. INSTALL CONCRETE WASHOUT PIT AT LOCATIONS) SHOWN ON PLANS.
PROPERLY STABILIZED.
ENTRANCE DETAIL 2. LINE PIT WITH IMPERVIOUS FABRIC OR POLYETHYLENE SHEET. ANCHOR FABRIC INTO GROUND OUTSIDE PIT AS SHOWN.
CONSTRUCTION OF A SILT FENCE ��•����;"�CAR�o��%,
N.T.S. 3. MAXIMUM WATER AND SEDIMENT DEPTH IS 12". PIT MUST BE EXCAVATED AND RE-LINED WHEN DEPTH OF SEDIMENT REACHES 12" OR COMBINED WATER/SEDIMENT ��� .... ......••..,•..
N.T.S. DEPTH EXCEEDS 12" FOLLOWING WASHOUT OF CONCRETE TRUCK. a���Q�'j ' F S 2
/ �
0 s
4. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO EXCAVATING PIT. AL <
8' 5. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 50' TO DRAINS, INLETS, OR SURFACE WATERS. 056748
s
CONCRETE MATERIALS ONSITE, INCLUDING EXCESS CONCRETE, MUST BE CONTROLLED AND MANAGED TO AVOID CONTACT WITH SURFACE WATERS, WETLANDS OR
CONSTRUCTION SPECIFICATIONS: TOP OF SILT FENCE BUFFERS. NO CONCRETE OR CEMENT SLURRY SHALL BE DISCHARGED FROM THE SITE. 9'•.�4, �Q;'�\��
1 SET STEEL
UPSLOPE A OS STH' DL E AND
EXCAVATE
SEE PLAN MUST BE AT LEAST 1' (%•'•q,C'•.�NE..•P�``���
i
( ABOVE THE TOP OF 6. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK-PROOF CONTAINMENT FACILITY OR IMPERMEABLE i,��'� R.•H `��
SHEETS FOR INDIVIDUAL PIT DIMENSIONS.) THE WASHED STONE LINER. PLASTIC LINING MATERIAL SHOULD BE A MINIMUM OF 10MIL POLYETHYLENE SHEETING, OR SIMILAR-STRENGTH MATERIAL, AND FREE OF HOLES OR TEARS 1iNN���
2. ATTACH WIRE FENCING TO THE POSTS. 2' 3H:1V SIDE THAT COMPROMISE THE IMPERMEABILITY OF THE MATERIAL. 12/13/2023
3. ATTACH THE SILT FENCE FILTER FABRIC AND SLOPE 7, ALL WASHOUT OPERATIONS MUST BE AT LEAST 50 FEET FROM STORM DRAINS OR WATERBODIES UNLESS INDIVIDUAL SITE DIFFICULTIES MAKE THIS REQUIREMENT
HARDWARE CLOTH TO THE SECOND WIRE FROM THE © 08/2023
TOP ON THE WIRE FENCE AND EXTEND IT INTO THE -illy EROSION CONTROL LINER. USE IMPRACTICAL. A REDUCTION OF THIS DISTANCE REQUIREMENT WILL BE ALLOWED ON A CASE-BY-CASE BASIS IF THE PERMITTING AUTHORITY DETERMINES THAT THE
II WASHOUT FACILITY WITH A REDUCED BUFFER WILL ADEQUATELY PROTECT THE WATER QUALITY IN ADJACENT STREAMS. r7
PIT. ROLLMAX ERONET S75 EROSION o 0 0
TT'
4. THE END OF THE SILT FENCE NEEDS TO BE TURNED "' "' "' "' "' "' "' CONTROL BLANKET OR �
UPHILL. EQUIVALENT. SEE PRODUCT 8. WASHOUT OF CONCRETE TRUCKS SHALL BE PERFORMED DESIGNATED AREAS ONLY. a l
5. FILL THE PIT WITH #57 WASHED STONE. FRONT VIEW BURY WIRE FENCE, SPECIFICATIONS ON SHEET CG501. �
6. PLACE AT LEAST 16" OF #57 WASHED STONE IN WIRE FENCE HARDWARE CLOTH FILTER FABRIC, TRAPEZOIDAL CHANNEL 9. A SIGN MUST BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY TO INFORM CONCRETE EQUIPMENT OPERATORS ABOUT THE REQUIREMENT TO USE THE FACILITY. o 0
FRONT OF THE HARDWARE CLOTH. II AND HARDWARE
*MAINTENANCE* HARDWARE CLOTH STEEL FENCE POST u CLOTH IN PIT CROSS SECTION (TYP.) 10. THE HARDENED RESIDUE FROM THE CONCRETE WASHOUT WILL BE DISPOSED OF IN THE SAME MANNER AS OTHER NON-HAZARDOUS CONSTRUCTION WASTE z
MAINTENANCE MATERIALS OR MAY BE BROKEN UP AND USED ON SITE AS DEEMED APPROPRIATE BY THE CONTRACTOR. MAINTENANCE OF THE WASHOUT IS TO INCLUDE REMOVAL w � J J
1. INSPECT SILT FENCE OUTLETS AT LEAST ONCE A N.T.S. OF HARDENED CONCRETE. FACILITY SHALL HAVE SUFFICIENT VOLUME TO CONTAIN ALL THE CONCRETE WASTE RESULTING FROM WASHOUT AND A MINIMUM
WEEK AND AFTER EACH RAINFALL. MAKE ANY STEEL FENCE POST FREEBOARD OF 12 INCHES. FACILITY SHALL NOT BE FILLED BEYOND 95% CAPACITY AND SHALL BE CLEANED OUT ONCE 75% FULL UNLESS A NEW FACILITY IS
REQUIRED REPAIRS IMMEDIATELY. STONE MUST BE SET MAX 2' APART CONSTRUCTED.
2. SHOULD THE CLOTH COLLAPSE, TEAR, DECOMPOSE, OR � EARTHEN FILL EROSION CONTROL LINER. USE �
NO LESS THAN 'tig 3' FILTER FABRIC MIN. 18" INTO SOLID c14
BECOME INEFFECTIVE, REPLACE IT PROMPTLY. ° 2' ROLLMAX ERONET S75 EROSION 11. PORTABLE, REMOVABLE CONTAINERS MAY BE USED AS ABOVE GRADE CONCRETE WASHOUTS PROVIDED TRUCK OPERATORS ARE ABLE TO WASH INDIVIDUAL CHUTE N 16" ABOVE ON GROUND GROUND
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO � � CONTROL BLANKET OR SECTIONS OUT OVER THE WASHOUT.
PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT GRADE gg8 EQUIVALENT. SEE PRODUCT
RAIN AND TO REDUCE PRESSURE ON THE FENCE. FILTER OF #57 ��g ag o 8a / SPECIFICATIONS ON SHEET CG501. 12. IF STORED LIQUIDS HAVE NOT EVAPORATED AND THE WASHOUT IS NEARING CAPACITY, THE LIQUIDS MAY BE VACUUMED AND DISPOSED OF OFF-SITE IN A LEGALLY
TAKE CARE TO AVOID UNDERMINING THE FENCE WASHED STONE ° ° a-°� o `
ACCEPTABLE MANNER OR DISPOSED ON ON-SITE IN A MANNER AND LOCATION THAT IT WILL NOT REACH STREAMS AND OTHER BODIES OF WATER. ON-SITE PITS
DURING CLEANOUT.
$ age �� a � I I I I I I I AND OTHER INFILTRATION DEVICES WILL BE ACCEPTABLE IF THE DEVICE IS DESIGNED TO INFILTRATE THE ANTICIPATED VOLUME OF WATER AND APPROVED PRIOR TO U)5. REPLACE STONE IF ANY EROSION HAS OCCURRED �a°a ��8°�a � 3 I 1 3 ITS USE BY THE PERMITTING AUTHORITY. Z
AROUND OR BELOW THE STONE, OR IF STONES HAVE w
BECOME DISLODGED. BURY A MIN. OF 6" OF UPPER 1 1 1 1' m
6. REMOVE ALL FENCING MATERIALS AND UNSTABLE II EDGE OF FILTER FABRIC IN PIT zo 0
SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE BURY WIRE FENCE AND CONCRETE WASHOUT PIT
AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE
HARDWARE CLOTH; LAY CLOTH IN
SECTION VIEW
BOTTOM AND AROUND SIDES OF I 1 N.T.S. <
AREA HAS BEEN PROPERLY STABILIZED. w b\
SEE PLAN SHEETS EXCAVATION PIT I V) �
FOR DIMENSIONS EARTHEN BERM
NATIVE SOIL N
N.T.S. m w
SILT FENCE OUTLET
<
N.T.S.
CONSTRUCTION SPECIFICATIONS o o Ld
cy
> > 0
(TYP.) 1. USE MINIMUM 18 IN. DIAMETER COIR FIBER (COCONUT FIBER) WATTLE. L/) !�2 Z
2. WATTLES SHALL BE FILLED WITH STRAW OR OTHER APPROVED MATERIAL.
3. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION. O o N � 7
SILT FENCE 4. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT Z
AN ANGLE TO WEDGE WATTLE TO THE GROUND.
_i-III IIIIIIIgIIgII-III I-III-III�II�II- (SEE DETAIL) 5. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A
U SHAPE NOT LESS THAN 12" IN LENGTH.
6. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF
SUBGRADE � I -III-_ WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
COMPACTED iI=III- III- WOODEN STAKE WITH WATTLE 18" DIAMETER STRAW 7. SPACE WATTLES PER PLAN SHEETS UNLESS SITE CONDITIONS DEEM
CRUSHER RUN ELEVATION FILTER FABRIC ANCHORED TO THE TOP FILLED WATTLE OTHERWISE.
2' SIDE ^�� III SOIL/SEDIMENT =III- � OR DITCH LINER
z
I� -III DITCHLINE Q O
SHOULDER 2' SIDE I'Ilr STOCKPILE AREA III J U)
SHOULDER Ifs = 18" DIAMETER STRAW FILLED WATTLE Z
=III /� WOODEN STAKE FASTENED TO WOODEN STAKE 0 0 O -
STABILIZE W 2 W 2 STABILIZE 117 BY NAIL OR STAPLE N - � Q
WITH GRASS AND / / WITH GRASS AND I 1 , 1 -III %\%\/\/\ /j\ \j� W �
ROLLED EROSIONF 8' I I I I \ \/\�\ ,\\\/\/\j\\ \ Q W
ROLLED EROSION _ _ i�j\\\/\j //\�\\�� FILTER FABRIC DITCHLINE
CONTROL PRODUCT 29° 2% CONTROL PRODUCT TT-TTT- - TT�TTT-TTT- -ill m TTT�TT- - - ���\j\�/\\/\ \\ //\\/\ \\!�� OR DITCH LINER FLOW 03H:1 V 3H:1 V
ORIGINAL GROUND SURFACE m Q
NOTES: J U
COMPACTED 12" FABRIC STAPLE 0 z z
1. SILT FENCE TO EXTEND AROUND THREE SIDES OF ANY STOCKPILE, OR IF STOCKPILE AREA IS LOCATED ON/NEAR A SLOPE
EARTHEN FILL W � � O
OVER NATIVE SOIL THE SILT FENCE IS TO EXTEND ALONG CONTOURS OF THE DOWN-GRADIENT AREA.
PROFILE VIEW w J w
*MAINTENANCE* 2. IF STOCKPILE IS TO REMAIN FOR MORE THAN 14 DAYS, TEMPORARY STABILIZATION MEASURES MUST BE IMPLEMENTED. Q U
INSPECT CONSTRUCTION ROADS AND PARKING AREAS PERIODICALLY FOR CONDITION OF SURFACE. Z ~
TOPDRESS WITH NEW GRAVEL AS NEEDED. CHECK ROAD DITCHES AND OTHER SEEDED AREAS FOR 3. STOCKPILE SILT FENCE SHALL BE MAINTAINED UNTIL STOCKPILE AREA HAS EITHER BEEN REMOVED OR PERMANENTLY v Z
EROSION AND SEDIMENTATION AFTER RUNNOFF-PRODUCING RAINS. MAINTAIN ALL VEGETATION IN A
HEALTHY, VIGOROUS CONDITION. SEDIMENT-PRODUCING AREAS SHOULD BE TREATED IMMEDIATELY. STABILIZED. *MAINTENANCE* o a
WATTLES SHOULD BE INSPECTED REGULARLY AND AFTER EACH SIGNIFICANT RAINFALL. SEDIMENT, DEBRIS, of of
STRAW, AND OTHER ITEMS SHOULD BE REMOVED FROM THE WATTLE. IF THE NATURAL FIBERS OF THE
4. THE KEY TO FUNCTIONAL TEMPORARY STOCKPILE AREAS IS WEEKLY INSPECTIONS, ROUTINE MAINTENANCE, AND REGULAR WATTLE BECOME TOO SATURATED WITH DEBRIS AND SEDIMENT AND REMOVAL OF THE ITEMS IS NOT
GRAVEL ACCESS DRIVE DETAIL SEDIMENT REMOVAL. POSSIBLE THEN THE WATTLE SHOULD BE REPLACED. VERIFY PROPER INSTALLATION OF ANCHORS TO DRAWN BY: REA
SECURE WATTLES TO THE GROUND TO PREVENT SCOURING AND WASHOUT DURING STORM EVENTS. CHECKED BY: LRH
APPROVED BY: LRH
N.T.S. TEMPORARY STOCKPILE DATE: 08/04/2023
N.T.S.
COIR FIBER WATTLE DETAIL SCALE: N.T.S.
2 N.T.S.
FILE NUMBER: 12548SCG
SHEET:
CG500

12"
(30CM) TEMPORARY SEEDING IN NORTH CAROLINA PERMANENT SEEDING IN NORTH CAROLINA 2" MINIMUM
_�- SEEDING MIXTURE TYPE SF9.5A
SPECIES RATE (LB/ACRE 1 S-0"
-r SEEDING MIXTURE TALL FESCUE 80
s° ® SPECIES RATE (LB/AC WHITE CLOVER 4RE
(15CM) /
--______ GERMAN MILLET 40 PLANT A MIX OF TALL FESCUE AND WHITE CLOVER FOR THE ENTIRE SITE AT THE PROVIDED
© RATES. ANY CHANGE IN SEEDING MIX OR RATES WILL REQUIRE NOTIFICATION AND APPROVAL 25' R
;� 4 SUMMER FROM OWNER AND OWNER'S ENGINEER. 25' R '�
-i 20'-g„
(10CM) o
NURSE PLANTS
��/ f� FALL, LATE RYE (GRAIN) 120 BETWEEN MAY 1 AND AUGUST 15, ADD 10 LB/ACRE GERMAN MILLET OR 15LB/ACRE
' , �1� WINTER, & SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUGUST 15 ADD 40 LB/ACRE RYE (GRAIN).
EARLY SPRING
I O SEEDING DATES SEEDING DATES
�� - - - - - - - - - -
2"-5" BEST POSSIBLE
- -MOUNTAINS ABOVE 2500 ft: FEB. 15 MAY 15
;;;; (5CM-12.5CM)
11
1 -
1
BELOW 2500 ft: FEB. 1 MAY 1
:: e %' LATE WINTER &
FALL: AUGUST 25 SEPTEMBER 15 AUGUST 20 OCTOBER 25 EDGE OF DOT PAVEMENT
- _ _ PLAN VIEW
k t1 iiike:::::1
EARLY SPRING
PIEDMONT JAN. 1 MAY 1
COASTAL PLAIN DEC. 1 APR. 15
LATE WINTER: FUBRUARY 15 MARCH 21 FEBRUARY 1 APRIL 15
(10CM-15CM)
' I MOUNTAINS MAY 15 - AUG. 15 " r�+as « ::.... 1 2 MINIMUM TYPE SF9.5A
- r -1 SUMMER PIEDMONT MAY 1 AUG. 15
------------------------- COASTAL PLAIN - APR. 15 - AUG. 15 PUBLIC ROAD 8 AGGREGATE BASE COURSE
® CRITICAL POINTS --
A.OVERLAPS AND SEAMS •: ,• • '•i •a'�•'?�°� ,�, 6.� •:' '
A . MOUNTAINS - AUG. 15 - DEC. 15 • �: :• •: ,
B B C.CHANNEL BOTTOM/SIDE PROJECTED WATER LINE FALL COASTAL PLAIN AND PIEDMONT - AUG. 15 - DEC. 30
SEEDING SCHEDULE
C SLOPE VERTICESLO
o
HORIZONTAL STAPLE SPACING SHOULD BE ALTERED SOIL AMENDMENTS 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE N
SECTION VIEW
A IF NECESSARY TO ALLOW STAPLES TO SECURE THE SOIL CONDITIONS, IF AVAILABLE. 'M U
g CRITICAL POINTS ALONG THE CHANNEL SURFACE.
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB ACRE GROUND 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. M�M t
-
AGRICULTURAL LIMESTONE AND 750 LBS/ACRE 10-10-10 FERTILIZER. 3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE .0
IN LOOSE SOIL CONDITIONS,THE USE OF STAPLE V
C OR STAKE LENGTHS GREATER THAN 6"(15 CM)MAY MULCH REASONABLY SMOOTH AND UNIFORM. POST-CONSTRUCTION PAVED 0 a
BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS. 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND UNIFORMLY MIX WITH SOIL (SEE {n o
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT OR
1.
NOTES:INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. NETTING. BELOW*>. ENTRANCE DETAIL
5. CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM, REASONABLY UNIFORM 11 :5 LL u
ROLLED EROSION CONTROL PRODUCT MAINTENANCE SEEDBED IS PREPARED. N.T.S. .> z
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH 6. SEED ON A FRESHLY PREPARED SEEDBED AND SEED LIGHTLY WITH SEEDING o
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. EQUIPMENT OR CULTIPACK. o
2"-5" 7. MULCH IMMEDIATELY AFTER SEEDING. d.1
(5CM-12.5CM) (30CM) 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY RESEEDINGS WITHIN THE O
PLANTING SEASON, IF POSSIBLE. SHOULD AREAS BE OVER 60% DAMAGED, C
0
REESTABLISH ORIGINAL LIME, FERTILIZER AND SEEDING RATES. m
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE AND FERTILIZATION AFTER
PERMANENT COVER IS ESTABLISHED.
w �
" ® SEEDBED PREPARATION
,•, - s" * APPLY:
^^ - - - (15CM) MAINTENANCE: AGRICULTURAL LIMESTONE - 3 TONS/ACRE
B
.����` NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED
\ AS NEEDED. IF RILLS ANG GULLIES DEVELOP, THEY MUST BE FILLED, RE-SEEDED, FERTILIZER - 1,000 lb/ACRE - 10-10-10
3" AND MULCHED AS SOON AS POSSIBLE. DIVERSIONS MAY BE NEEDED UNTIL NEW SUPERPHOSPHATE - 500 lb/ACRE - 20% ANALYSIS
(7.5CM) PLANTS TAKE HOLD. MULCH - 2 TONS/ACRE (5,000 lb/ACRE FOR STEEP SLOPES) - SMALL GRAIN STRAW
3A DAMAGE TO VEGETATION FROM DISEASE, INSECTS, TRAFFIC, ETC., CAN OCCUR AT ANOTHER - ASPHALT EMULSION @ 400 GAL/ACRE ,,11111111111R �
ANY TIME. HERBICIDES AND REGULAR MOWING MAY BE NEEDED TO CONTROL WEEDS. TM ��� CA fymoz
DUST AND SPRAYS MAY BE NEEDED TO CONTROL INSECTS. 'II� ROLLMAX
�•`�`��•"• •' < �',,
WEAK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED 1 I ROLLED EROSION CONTROL
.Q
AS PROMPTLY AS POSSIBLE. ^ -- - -
_ _ - EAL
Specification Sheets - _ -�49 -
s 056748
SLOPE INSTALLATION EroNetT"" 5751 Erosion Control Blanket _ r - -�
•:,•
.. •...G I N
CONSTRUCTION SPECIFICATIONS: DESCRIPTION Index Property MethodTest ��%� �P, .....•...E
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND The short-term single net erosion control blanket shall be a machine- 0.28 in. ��/IIIN11111N�
SEED. NOTE: WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH ° Thickness ASTM D6525
PAPER SIDE DOWN. produced mat of 100/o agricultural straw with a functional longevity (7 mm) 12/13/�023
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15CM) DEEP X 6" (15CM) WIDE TRENCH 96 of up to 12 months.(NOTE:functional longevity may vary depending Resiliency ECTC Guidelines 78.8%
WITH APPROXIMATELY 12" (30CM) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR upon climatic conditions,soil,geographical location,and elevation). Water Absorbency ASTM D1117 301% © 08/2023
THE BLANKET WITH A ROW OF STAPLES STAKES APPROXIMATELY 12" 30CM APART IN THE BOTTOM OF THE TRENCH. 2 i The blanket shall be of consistent thickness with the straw evenly 9.76 oz/sy o 0 0
/ ( ) Mass/Unit Area ASTM D6475 (332 g/sm) w ) \ \
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" distributed over the entire area of the mat.The blanket shall be
Swell ECTC Guidelines 15% Q r7
(30CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL covered on the top side with a lightweight photodegradable o
WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30CM) APART ACROSS THE WIDTH OF THE BLANKET. Zq 6m Wof "I polypropylene netting having an approximate C.50 x 0.50 in.(1.27 x Smolder Resistance ECTC Guidelines Yes o CD N
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH 1.27 cm)mesh.The blanket shall be sewn together on 1.50 inch(3,81 Stiffness ASTM D1388 6.31 oz-in
APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY c� _
PLACING STAPLES/ STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING cm)centers with degradable thread.The blanket shall be manufac Light Penetration ASTM 36567 6.0% w of of Of
OPTIONAL DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS tured with a colored thread stitched along both outer edges(approxi- 122.41bs/ft
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. mately 2-5 inches[5-12.5 cm]from the edge)as an overlap guide for Tensile Strength-MD ASTM D6818 (1.81 kN/m)
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5CM-12.5CM) OVERLAP adjacent mats. Elongation- MD ASTM D6818 36.1%
DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING N
79.2 Ibs/ft
BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED +' fir, The S75 shall meet Type 2.0 specification requirements established by Tensile Strength-TO ASTM D6818 N
BLANKET. (1.17 ki
the Erosion Control Technology Council(ECTC)and Federal Highway °
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN Elongation-TO ASTM D6818 26.8/0
APPROXIMATE 3" 7.5CM OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" 30CM APART Administration's(FHWA) FP 03 Section 713.17
( ) ( ) Biomass Improvement ASTM D7322 301%
ACROSS ENTIRE BLANKET WIDTH. Material Content U)
PRODUCT MAINTENANCE _ _ ° 0.51bs/sgyd "y w
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1 INCH OR 0-) N Matrix 100/o Straw Fiber 0.271< /sm) �
( � � ( g Unvegetated Shear Stress 1.55 psf(74 Pa) � :2GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY. To side only,lightweight 1.5 Ib/1000 s ft Z Ov
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP. ANY Netting p Yq Unvegetated velocity 5.00 fps(1.52 m/s)
hotode radable (0.73 I< 100 sm) > w
AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND p g g/
STAPLED. Thread Degradable , , . r . r p Q
3. CHECK FOR GENERAL SIGNS OF EROSION, INCLUDING VOIDS BENEATH THE MAT. IF VOIDS ARE APPARENT, FILL THE 3:
VOID WITH SUITABLE SOIL AND REPLACE THE EROSION CONTROL BLANKET, FOLLOWING THE APPROPRIATE STAKING Slope Gradients(5) I V) o
PATTERN. cV �
4. CHECK FOR DAMAGED OR LOOSE STAKES AND SECURE LOOSE PORTIONS OF THE BLANKET. o Slope Length(L) <_3:1 3:1-2:1 >_2:1 Np w U)
5. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA Width 6.67ft(2.03 m) 8.0 ft(2.4 m) 16 ft(4.87 m) m b w
PROTECTED. <-20 ft(6 m) 0.029 N/A N/A l­__
6. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED. Length 108 ft(32.92 m) 112 ft(34.14 m) 112 ft(34.14 m) 20-50 ft 0.11 N/A N/A O O
ILL ILL U)
Weight±10% 40 Ibs(18.14 kg) 50 Ibs(22.68 kg) 100 Ibs(45.36 l(g) >_SO ft(15.2 m) 0.19 N/A N/A p p C',NOTES: NTPEP Large-Scale Slope Testing � � o
1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. t Area 80 sq yd(66.9 sm) 100 sq yd 200 sq yd ASTM D6459-C-factor=0.012 L7 V) C)2. IN LOOSE SOIL CONDITIONS THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15CM) MAY BE NECESSARY TO x &-h�1%Fitt! Ali flms (83.61 sm) (167.22 sm) V) fn Z
PROPERLY SECURE THE BLANKETS.
3. NO PLASTIC LINER IS TO BE USED IN WETLANDS OR RIPARIAN BUFFERS. Roughness O o N
Flow Depth Manning's n
ROLLED EROSION CONTROL <0.50 ft(0.15 m) 0.055
PRODUCT INSTALLATION 0.50-2.0ft 0.055-0.021
N.T.S.
>_2.0 ft(0.60 m) 0.021
o z
Q o
10' (MAX) SPACING GATE OPENING (24' WIDE) NORTH Western Green @2019,North American Green is a registered trademark from Western Green.Certain J 0 U)
products and/or applications described or illustrated herein are protected under one or more
4609 E.Boonville-New Harmony Rd. U.S.patents.Other U.S.patents are pending,and certain foreign patents and patent /�
TENSION BAR (TYP.) (3) STRANDS OF 12Y2 GAUGE AMERICAN Evansville,IN47725 applications may also exist.Trademarkrightsalsoapplyasindicatedherein.Final N 0 [):� Q
7 GAUGE COIL WIRE BARBED WIRE, EA CONSISTING OF 2 determination of the suitability of any information or material for the use contemplated,and W �
45• B/W (ATTACH - HOG STRAND LINE WIRE W/ 4PT BARBS 10' (SCH 40) GREEN' nagreen.com its manner°fuse,is the sole responsibility of the user.Printed in the U.S.A. Q LL_I
ARM ROUND END & 800-772-2040 0
RING) CORNER POST EC_RMX_MPDS_575_7.20 m N z
f BRACE RAIL
Q
(ATTACH - RAIL11 Li � 11�
TIE) TENSION ROD ' EL J
(TYP 4 SIDES) STRIKE STRAP U)
PRIVACY FENCE DETAIL (PVC) ROLLED EROSION CONTROL PRODUCT SPECIFICATIONS
J � 00
ADJUSTABLE TRUSS
8' (SCH 20) LINE ROD 7' 8' N.T.S. N.T.S. w J w < U POST (ATTACH - Q _J (D
LINE POST TI ) 3/8" ROUND ROD Z ~
U Z
I TII II � III=-1 11==1 I I III--G1 I AI TIEI I FIRIIAME (TYP)-I-=III-=III-=III-=III-=III =II =1 11=1 11=1 11=1 I I -
o9" x 30" FOOTING I I = � 2j" DIAMOND MESH -I I I I 1 =
of
- ' 112" GAGE CHAIN LINKII 7 GAUGE COIL WIRE - I_ _ a- a
0
TURNBUCKLE L�I -1 I�I 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I;'' FABRIC
- DRAWN BY: REA
23/$' DIAMOND MESH - 11Y2" GAGE x 6' CHAIN LINK - 1-"1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1' CHECKED BY: LR H
FABRIC, TOP SELVAGE TWISTED, BOTTOM SELVAGE 10" x 36" FOOTING (GATE APPROVED BY: LRH
KNUCKLED (TYP.) AND CORNER POSTS ONLY
DATE: 08/04/2023
POST SCHEDULE: (SCH 40J ELEVATION SCALE: N.T.S.
TERMINAL - 2-O" OD PERIMETER FENCE DETAIL
GATE - 4" OD FILE NUMBER: 12548SCG
POST SCHEDULE: (SCH 20)
LINE - 1-�i6" OD (CH AI N LI N K)
ALL FENCING MATERIALS TO BE GALVANIZED. SHEET:
BRACE RAIL - 1-%" OD
N.T.S.

Practice Standards and Specifications Practice Standards and Specifications
•
6.20 downhill side with the spoil than to build diversions by other methods.Where Channel design- shape: parabolic,trapezoidal,or V-shaped `,•i
TEMPORARYspace is limited,it may be necessary to build the ridge by hauling in diking side slope: 2:1 or flatter r -
T D material, or using a silt fence to divert the flow. Use gravel to form the 3:1 or flatter where vehicles cross
diversion dike when vehicles must cross frequently(Figure 6.20b).
o ridge or excavated channel or combination ridge and channel Grades-Either a uniform or a gradually increasing grade is preferred.
A temporary P rary g g Sudden decreases in grade accumulate sediment and should be expected to s- l--I
constructed across sloping land on a predetermined grade. - =
Coarse aggregate cause overtopping. A large increase in grade may erode. �+ �
Purpose To protect work areas from upslope runoff,and to divert sediment-laden water 3:1 max t Outlet-Design the outlet to accept flow from the diversion plus any other i
contributing areas. Divert sediment-laden runoff and release through a � F-7
to appropriate traps or stable outlets. sediment-trapping device Practice 6.60, Temporary Sediment Trap and Z
18"min FLOW PP g ( P r1' P r �• �� ��r
w� Practice 6.61,Sediment Basin). Flow from undisturbed areas can be dispersedi>• .�. ■ � �, r�
Conditions Where This practice applies to construction areas where runoff can be diverted and - _ - by a level spreader(Practice 6.40,Level Spreader). + z, �• ,. f/
disposed of properly to control erosion, sedimentation, or flood damage. - _ \ Q
Practice Applies IIII 1111=II I== I Illy II I _ Small diversions-Where the diversion channel grade is between 0.2 and � '. - �i•I
Specific locations and conditions include: _�j(jiTj e �� -r
� 9'typical --� .',�i Il'-! 1-w 3/o,a permanent vegetative cover is required. A parabolic channel and ridge _ f *
•above disturbed existing slopes,and above cut or fill slopes to prevent I� I I_ E 1.5 feet deep and 12 feet wide may be used for diversions with flows up to 5 ��' ' ti ■4lr-3v OF w
runoff over the slope; cfs. This depth does not include freeboard or settlement. Side slopes should + W4
•across unprotected slopes,as slope breaks,to reduce slope length; Figure 6.2ob Temporary gravel diversion dike for vehicle crossing(modified from Va SWCC). be 3:1 or flatter,and the top of the dike must be at least 2 feet wide. r T
•below slopes to divert excess runoff to stabilized outlets; , ?F 7.11 r• -L
•where needed to divert sediment-laden water to sediment traps; ]Plan temporary diversions to function 1 year or more, or they may be Construction 1. Remove and properly dispose of all trees, brush, stumps, and others
constructed anew at the end of each day's grading operation to protect new fill. objectionable material. ■ i; ,
•at or near the perimeter of the construction area to keep sediment from Specifications
leaving the site;and ]Diversions that are to serve longer than 30 working days should be seeded and 2. Ensure that the minimum constructed cross section meets all design e ;
mulched as soon as they are constructed to preserve dike height and reduce
•above disturbed areas before stabilization to prevent erosion,and maintain maintenance. requirements.
acceptable working conditions. 3.Ensure that the top of the dike is not lower at any point than the design do �• j
•Temporary diversions may also serve as sediment traps when the site has 'Where design velocities exceed 2 ft/sec,a channel liner is usually necessary to elevation plus the specified settlement. ! ++
prevent erosion(Table 8.05a,Appendix 8.05). �7
been overexcavated on a flat grade;they may also be used in conjunction ti• ti -
with a sediment fence. 4.Provide sufficient room around diversions to permit machine regrading and ti ' % 1 Z� Lo
Temporary diversions may serve as in-place sediment traps if overexcavated I v % ti , ,, , �
to 2 feet and placed on a nearly flat grade. The dike serves to divert water as cleanout. ,y
�R' � � � - •r ,� Z
the stage increases. A combination silt fence and channel in which fill from 5.Vegetate the ridge immediate) after construction,unless it will remain in ti t r 5
Planning It is important that diversions are properly designed, constructed and g g Y _ ti 3 ' L
the channel is used to stabilize the fence can trap sediment and divert runoff lace less than 30 working days. + r t "�' 9w •� rn
maintained since they concentrate water flow and increase erosion potential P g Y }r ti , .2
Considerations simultaneously. _I r 0
(Figure 6.20a). Particular care must be taken in planning diversion grades. I , r t �•
Too much slope can result in erosive velocity in the diversion channel or at the ' r•,
'Wherever feasible,build and stabilize diversions and outlets before initiatingMaintenanceInspect or diversions once aweek and after eve rainfall.Immediate) ,
outlet.A change of slope from steeper grade to flatter may cause deposition to P temporary every Y , 1A rot
other land-disturbing activities. remove sediment from the flow area and repair the diversion ridge. Carefully v o
occur. The deposition reduces carrying capacity,and may cause overtopping _ .�
and failure. Frequent inspection and timely maintenance are essential to the check outlets and make timely repairs as needed. When the area protected is F LL
proper functioning of diversions. Drainage area-5 acres or less. permanently stabilized,remove the ridge and the channel to blend with the I u
Design Criteria g natural ground level and appropriately stabilize it. � z
Sufficient area must be available to construct and properly maintain diversions. Capacity-peak runoff from 10-year storm. t o
It is usually less costly to excavate a channel and form a ridge or dike on the
Stabilization a Surfce
'Velocity-See Table S.OSa, Permissible Velocities for Erosion Protection, References
Appendix 8.05. 6.10,Temporary Seeding -
Compacted soil 2' 6.11,Permanent Seeding + _ _ 4 1
min ♦ Ridge design- side slope: 2:1 or flatter 6.14,Mulching
( I 3:1 or flatter at points where cross
minimum ft Outlet Protection
top width: 2 T■ _
FtoW freeboard: 0.3 ft minimum 6.40,Level Spreader
18' min t/ e 6.41,Outlet Stabilization Structure ■
settlement: 10/o of total fill height minimum _
I(111 �rrr1_i�iiii-ill . �1 4 - - - - _
I�►-�flTi=� IiI1
6' typical --------
Figure 6.20a Temporary earthen diversion dike.
6.20.1 6.20.2 6.20.3 '
CA
iL
eIg
9 %
TEMPORARY DIVERSION EAL
EXISTING TREES ALONG GILLESPIE STREET
s 056748
(AS SEEN FROM EXISTING SITE ENTRANCE LOOKING SOUTHWEST) �`...F
N.T.S. i 9 ��'••NG IN
OBTAINED FROM GOGGLE EARTH STREET VIEW, IMAGERY DATED APRIL 2022 '%,,GRq R•.
N.T.S. 12/13/2023
© 08/2023
CV N N
a r2
O O N
Practice Standards and Specifications Practice Standards and Specifications Practice Standards and Specifications w
6.41 Tail-water depth-Determine the tail-water depth immediately below the Construction 1. Ensure that the subgrade for the filter and riprap follows the required lines
OUTLET STABILIZATION STRUCTURE culvert or pipe outlet based on the design discharge. The ratio of tail-water and grades shown in the plan.Compact any fill required in the subgrade to the
Pipe Outlet to Flat Area- Specifications dens; of the undisturbed material.Low areas in the subgradeon CV
depth to pipe diameter must be determined in order to select the appropriate density g
No Well-defined Channel o
riprap apron or plunge pool design method. A undisturbed soil may also be filled by increasing the riprap thickness. N
M i n I m u m 2. The riprap and gravel filter must conform to the specified grading limits
A structure designed to control erosion at the outlet of a channel or conduit. Plunge Poolil plunge pool methods are presented in Appendix 8.06, do v Tailwater 0.5 do r-
Definitior g shown on the plans.
the USDA Plunge Pool Design at Submerged Pipe Spillway Outlets,and the � _„_
USDA Riprap Lined Plunge Pool for Cantilevered Outlet. Software from the r 3d o A --- A 3. Filter cloth,when used,must meet design requirements and be properly
To prevent erosion at the outlet of a channel or conduit b reducing the velocity Federal Highway Administration can be downloaded at h //www.f iwa.dot. protected from punching or tearing during installation. Repair any damage by
Purpose P Y g ty g Y ttP - - /I-i�= do removing the riprap,and lacin another piece of filter cloth over the damaged 1n
of flow and dissipating energy. gov/engineering/hydraulics/software.efm. Excel spreadsheets for the USDA g placing P g H
�_ II- - { =IIII;=IIII �- --- area. All connecting joints should overlap so the top layer is above the Z
methods are available through the Land Quality web-site at http://www.dlr. � III-11 III III I I III I �I�I I Jib fIl 1= w
encstate.ne.us/pages/links.htm. - _�_ _ downstream layer a minimum of 1 foot. If the damage is extensive,replace M
Conditions Where This practice applies where the discharge velocity of a pipe,box culvert, ��- I _ I' I _ IIII-� U) �
�_I�T� - - �(���-�-� I I!I i��I� the entire filter cloth.
diversion, open channel, or other water conveyance structure exceeds the Figure 6.41 a Typical plunge pool =I I I l l I 1=�I I I �I!I I J 1I 1 l�I I I I-I I II- I I TII�I t r 1-1 r 4. Ri ra ma be laced b e ui ment,but take care to avoid dama m the Z O
Practice Applies permissible velocity of the receiving channel or disposal area. design showing variable dimensions. Plan Riprap Y P Y equipment, g g O U
filter. U)
Maximum La ---♦{ 5. The minimum thickness of the riprap should be 1.5 times the maximum > W
Planning; The outlets of channels,conduits,and other structures are points ofhigh erosion D, T. Z v Tailwater > 0.5 do I stone diameter. of 0 Q
potential because the frequently carry flows at velocities that exceed the _ O
Considerations. P Y q Y � 1 Zx Z, 1 A ....� � ..,,,_ �.� ,... . _ {=1 { 6. Riprap may be field stone or rough quarry stone. It should be hard, tD �
allowable limit for the area downstream. To prevent scour and undermining, 4 6 ^- �'- angular,hi hl weather-resistant and well graded.
V)
dollll-II d IIII= highly gr I
an outlet stabilization structure is needed to absorb the impact of the flow and Ln M w -I _ -Fill
reduce the velocity to non-erosive levels. A riprap-lined apron is the most ` 4 ' 7. Construct the apron on zero grade with no overfill at the end. Make the N O
L. ♦ Fi Iter to of the riprap at the downstream end level with the receiving area or slightly 0r
common) used practice for this purpose because of its relative) low cost _ Section AA Notes P g Y �_ 1n
Y P P rP Y _ blanket w
below it.
and ease of installation. The riprap apron should be extended downstream _ _ m � W
_ _ _ 1. La is the length of the riprap 8. Ensure that the apron is properly aligned with the receiving stream
until stable conditions are reached even though this may exceed the length _''II''II_ _� _I-_ _ �I I I P P P Y gn g
calculated for design velocity control. 111i�� I I i (I I I,I=I I III I I I I�i�L�I I I I apron' and preferably straight throughout its length. If a curve is needed to fit site O O �
]� -_ ,f ,,, �_ Pipe Outlet to Well-defined U)
011 T�III+� - I I Channel 2. d=1.5 times the maximum conditions,place it in the upper section of the apron.
Riprap-stilling basins or plunge pools reduce flow velocity rapidly. They -IIIIt�I(II1=��III IIIF�1111- IIII- IIII= I(-IIII�II�I stone diameter but not less 0
W, 9. Immediately afterconstruction,stabilizealldisturbedareaswithvegetation L,J L,J Ll
should be considered in lieu of aprons where pipe outlets are cantilevered than 6". (Practices 6.10,Temporary Seeding,and 6.11,Permanent Seeding). =) =) 0
or where high flows would require excessive apron length(Figure 6.41 a). Figure 6.41b stage showing maximum and minimum tailwater condition. V) V) U
Consider other energy dissipaters such as concrete impact basins or paved 3. In awell-defined channel channel
L � Z
outlet structures where site conditions warrant. tend the apron up the channel
banks to an elevation of 6" Maintenance Inspect riprap outlet structures weekly and after significant(1/2 inch or greater)
Materials-Ensure that riprap consists of a well-graded mixture of stone. A A rainfall events to see if an erosion around or below the riprap has taken lace, O o N
Alternative methods of energy dissipation can be found in Hydraulic Design ---- above the maXlrTlUm tallWater Y P Z
Larger stone should predominate,with sufficient smaller sizes to fill the voids depth or t0 the t0 of the bank, or if stones have been dislodged. Immediately make all needed repairs to
of Energy Dissipaters for Culverts and Channels, Hydraulic Engineering P P
Circular No. 14, U.S. Department of Transportation, Federal Highway Riprap Aprons size-The apron length and width can be determined between the stones.The diameter of the largest stone size should be no greater than 1.5 times the d50 size. 1 whichever is less. prevent further damage.
--
Administration. according to the tail-water condition. If the water conveyance structure 4. A filter blanket or filter fabric References Surface Stabilization
discharges directly into a well-defined channel,extend the apron across the Thickness-Make the minimum thickness of riprap 1.5 times the maximum should be installed between 6.10,Temporary Seeding
The installation of a culvert in a stream is subject to the conditions of a U.S. channel bottom and up the channel banks to an elevation of 0.5 foot above the stone diameter. Plan the riprap and soil foundation. 6.11,Permanent Seeding
Army Corps of Engineers 404 Permit and a N.C.Division of Water Quality maximum tail-water depth or to the top of the bank,whichever is less(Figure 6.15,Riprap
401 Certification. These permit conditions may not allow the use of a riprap 6.41 c). Stone quality-Select stone for riprap from field stone or quarry stone. The
apron,and may require that the bottom of the culvert be buried below the stone should be hard, angular,and highly weather-resistant. The specific Appendix z
natural stream bed elevation.Apre-formed scour pool or plunge pool should be Determine the maximum allowable velocity for the receiving stream, and gravity of the individual stones should be at least 2.5. 8.06,Design of Riprap Outlet Protection
considered in these situations.Plunge pool designs in streams should not use a design the riprap apron to reduce flow to this velocity before flow leaves Q O
cantilevered outlet because it would pose a barrier to migration of aquatic life the apron. Calculate the apron length for velocity control or use the length Filter-Install a filter to prevent soil movement through the openings in ;�.; La Rice,C.E.,Kadavy,K.0 "Riprap Design for Pipe Spillways at J C (�
through the culvert. Reducing the outlet velocity may require a combination required to meet stable conditions downstream,whichever is greater. the riprap. The filter should consist of a graded gravel layer or a synthetic -1<TW/D<0.7" Presented at the December 13,1994 International Winter O Z O
of techniques,including a culvert with a flat bottom,a downstream cross vane filter cloth. Design filter blankets by the method described in Practice 6.15, Meeting,American Society of Agricultural Engineers,Paper Number N O Q
to create tail-water at the pipe outlet,and/or a preformed scour pool.
Grade-Ensure that the apron has zero grade. There should be no overfall Riprap. 942541.
P• -va
at the end of the apron;that is,the elevation of the top of the riprap at the I i A' �I I Ad-(I I= LLI
downstream end should be the same as the elevation of the bottom of the I II _ I Rice,C.E.and K.C.Kadavy.1994,Plunge Pool Design at Submerged Pipe Q W
Design Criteria, Capacity-l0-year, peak runoff or the design discharge of the water receiving channel or the adjacent ground if there is no channel. II Section AA I i gl llry Spillway Outlets. Transactions of the ASAE 37(4):1167-1173. Q
9 g gr it lil _
conveyance structure,whichever is greater. Filter FHWA. 1983. Hydralic Design of Energy Dissipaters for Culverts and im N Z
Alignment-The apron should be straight throughout its entire length,but if blanket Channels. Hydraulic Engineering Circular Number 14.
a curve is necessary to align the apron with the receiving stream,locate the Figure 6.41c Riprap outlet protection(modified from Va SWCC). I Q O
curve in the upstream section of riprap. UJ
Rev.6106 6.41.1 V)6.41.2 Rev.6/07 Rz 6/06 6.41.3 6.41.4 Rev.6106 Rev.6/06 6.41.5 J F_ Q O
w J Lij
Q C� 0
z �
RIPRAP OUTLET PROTECTION Z
0 a
of of
a- 0
N.T.S. DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY: LRH
DATE: 08/04/2023
SCALE: N.T.S.
FILE NUMBER: 12548SCG
SHEET:
CG502

Practice Standards and Specifications Practice Standards and Specifications
6.55 _ PROTECTIONOCK PIPE INLET Construction 1. Clear the area of all debris that might hinder excavation and disposal of ^�
Specifications spoil' Y�—I
2. Install the Class B or Class I riprap in a semi-circle around the pipe
A horseshoe shaped rock dam structure at a i inlet with a sediment storage inlet. The stone should be built up higher on each end where it ties into the 0
Definition P pipe g
area around the outside perimeter of the structure. embankment. The minimum crest width of the riprap should be 3 feet,with a
minimum bottom width of 11 feet. The minimum height should be 2 feet,but
Purpose To prevent sediment from entering,accumulating in and being transferred also t foot lower than the shoulder of the embankment or diversions.
by a culvert or storm drainage system prior to stabilization of the disturbed 3. A 1 foot thick layer of NC DOT#5 or#57 stone should be placed on the
drainage area. This practice allows early use of the storm drainage system. outside slope of the riprap. A `
4. The sediment storage area should be excavated around the outside of the
Conditions Where Rock pipe inlet protection may be used at pipes with a maximum diameter
of 36 inches. This inlet protection may be used to supplement additional r stone horseshoe 18 inches below natural grade. r T,
Practice Applies sediment traps or basins at the pipe outlet,or used in combination with an / w
+ \ 5. When the contributing drainage area has been stabilized,fill depression
excavated sediment storage area to serve as a temporary sediment trap. Pipe Class 8 Riprop and establish final grading elevations,compact area properly,and stabilize
inlet protection should be provided to protect the storm drainage system and Pipe Invert,36'
downstream areas from sedimentation until permanent stabilization of the t pipe Max with ground cover.
disturbed drainage area. Flow
Flow 2W Maintenance Inspect rock pipe inlet protection at least weekly and after each significant(%:
Do not install this measure in an intermittent or perennial stream. �1 inch or greater)rainfall event and repair immediately. Remove sediment and
restore the sediment storage area to its original dimensions when the sediment
Planning When construction on a project reaches a stage where culverts and other storm �°ti has accumulated to one-half the design depth of the trap. Place the sediment
Considerations drainage structures are installed and many areas are brought to the desired .yin that is removed in the designated disposal area and replace the contaminated
grade,there is a need to protect the points where runoff can leave the site pan of the gravel facing.
through culverts or storm drains. Similar to drop and curb inlets,culverts
receiving runoff from disturbed areas can convey large amounts of sediment !' Check the structure for damage.Any riprap displaced from the stone horseshoe
to lakes or streams. Even if the pipe discharges into a sediment trap or basin, must be replaced immediately. Lo
the pipe or pipe system itself may clog with sediment.
0 After all the sediment-producing areas have been permanently stabilized,
Smooth the area to L
Design Criteria When used in combination with an excavated sediment storage area to serve remove the structure and all the unstable sediment. •� 0
g as a temporary sediment trap,the design criteria for temporary sediment traps blend with the adjoining areas and provide permanent ground cover(Surface .2
must be satisfied. The maximum drainage area should be 5 acres,and 3600 Stabilisation). O
cubic feet of sediment storage per acre of disturbed drainage area should be o3 o
provided. Q� References Inletprotection fw r0i
6.52,Block and Gravel Inlet Protection(Temporary) QJ+ 2 4
The minimum stone height should be 2 feet,with side slopes no steeper than tLL
o U
2:1. The stone"horseshoe"around the pipe inlet should be constructed of Sediment Trap and Barriers > Z
Class B or Class I riprap,with a minimum crest width of 3 feet. The outside 6.60,Temporary Sediment Trap o
face of the riprap should be coved with a 12-inch thick layer of#5 or#57 Natural Ground
Surface Stabilisation
washed stone. o
Riprop Headwall,I'min 6.15,Riprop
In preparing plans for rock pipe inlet protection,it is important to protect the r 1'+�3' height from road shoulder
P P g P from
P P P COD
a
embankment over the pipe from overtopping. The top of the stone should be a � F/ol,, c="
minimum of 1 foot below the top of the fill over the pipe.The stone should tie �� 2' M
�1S y North Carolina Department of Transportation W
into the fill on bout sides of the pipe. The inside toe of the stone should s.no Erosion&Sedimentation Guidelines for Division Maintenance Operation,
closer than 2 feet from the culvert opening to allow passage of high flows. ;� ipe Invert 1993.
The sediment storage area should be excavated upstream of the rock pipe inlet 1.5'
protection,with a minimum depth of 18 inches below grade. Vr8 Erosion and Sediment Control Handbook. leer STD & SPEC
" ,, 3.08,Culvert Inlet Protection.pages III-46-III-51(Culvert Inlets Sediment
Trap).
Figure 6.55a Rock pipe inlet protection plan view and cross-section view
Rev.6106 6.55.1 6.55.2 Rec 6116 Rev.6(06 6.55.3 00016 fill
..........
.....•O� >�
AL
INLET PROTECTION s 056748
N.T.S.
���, A..................P````�
1-2/1-3/2023
QC 08/2023
C`4 N N
cq
\ \ \
a u7 r2
o
EnHr°nmenlal EnHrartmenlal NCEnNr°nmenral
NCDEQ Stormwater Design Manual °°°"" NCDEQ Stormwater Design Manual NCDEQ Stormwater Design Manual °°°ll`r tj =
wof c-_ c_-
Figure 2: Example Disconnected Pavement: Plan View
E-6. Solar Farms Important Links RECOMMENDATION 3: AVOID CONCENTRATION OF STORMWATER
Panels should be positioned to allow stormwater to run off their surfaces; however,collection
N.C.G.S. 143-214.7(b2):"For purposes of implementing stormwater programs, 'built-upon and concentration of stormwater flow is to be avoided. Arrays should be installed on a VEGETETATED RECEIVING AREA SPECIFICATIONS o
area'means impervious surface and partially impervious surface to the extent that the uniform plane such that stormwater will sheet flow off the panels and remain unconcentrated. 1)NO BUA WITHIN FOOTPRINT N
When considering a potential build site,it's a good idea to consider the slope of the land in 2)TRAVERSE SLOPE: \
partially impervious surface does not allow water to infiltrate through the surface and into the the areas of the site where the solar arrays are most likely to be installed. Areas with steep A.LESS THAN 8%(HSG B,C,AND D),OR r-
subsoil." B.LESS THAN 15%(HSG A) \
slopes may not be suitable or may require considerable grading.
3)ADJUST PH,COMPACTION AND OTHER
ATTRIBUTES OF FIRST 8 INCHES OF SOIL TO
to
PROMOTE PLANT GROWTH
4)PLANT WITH NON-CLUMPING,DEEP-ROOTED w
RECOMMENDATION 1: AVOID COMPACTION OF SUBSOIL RECOMMENDATION 4: MINIMIZE USE OF HERBICIDES AND FERTILIZERS GRASS M
Subsoil compaction should be minimized during and after installation of solar arrays to allow Weed control and vegetation management is particularly important for ground-mounted solar 5)STABILIZE SOILS UNTIL COVER HAS BEEN to 0
the maximum amount of natural infiltration. If compaction occurs during construction,subsoil systems.Overuse of herbicides and fertilizers can contribute to degraded water quality. Limit ESTABLISHED LD 0
should be tilled and amended to return the soil to its pre-compaction condition. the use of fertilizers to that necessary to maintain vegetation. Use mowing for vegetation
100'MAX 10,MINIMUM 0O Q
control instead of herbicides. w o w
to
RECOMMENDATION 2: DISCONNECT RUNOFF FROM SOLAR PANEL ARRAYS In
8%MAX SLOPE
Solar arrays should be designed and installed to allow growth of vegetation under and RECOMMENDATION 5: PLANT MIX OF WARM-&COOL-SEASON GRASSES SHEET FLOW I ~ O
Image between the solar arrays. Rows of panels should be installed with sufficient distance Large solar arrays can have the effect of creating microclimates under the panels. To help —- -_ (15%IF HSG A) o Ld C/)
Ld between rows to allow for capture of rainfall from at least 1.0 inch of rain(Figure 1).Where account for this, plant a mixture of warm-season and cool-season grasses to account for i CD0- w
installed on slopes greater than 8%,consider options for maintaining sheet flow and differences in temperature and shading created from the installation of large solar arrays. In (If (If Design <
Objective dissipating energy at the drip edge of each row of panels. addition, use low-growing, low-maintenance grass mixtures. Planting mixtures can also O O
p 9 9Y P 9 P 9 9• 9 9
include low-growing wildflowers such as white clover and other types of vegetation that can
Solar farms consisting of large arrays of ground-mounted photovoltaic systems are becoming be attractive to pollinators. A win-win for the grass and the bees! o o �
increasingly common in North Carolina. Responsible development of solar farms must Figure 1: Disconnection of flow path between solar panels when average slope is
> > o
balance the growth of this valuable industry with the need to protect our natural resources, less than 8%. CQ CQ U
including addressing issues related to stormwater runoff. Solar farms that use traditional — — Z
elevated solar panels are unique because they contain an impervious surface(elevated solar Disconnection Length>_Xft RECOMMENDATION 6: LIMIT VERTICAL CLEARANCE TO:5 10 FEET C) o N
panel)that often pervious (vegetation)underneath the panel. Stormwater Solar Panel Width=Xft Solar Panel Width SOLAR PANEL DISCONNECTION
p ) P ( 9 ) P Stormwater runoff falling from solar panels can cause scouring and erosion at the driplines.
management may be achieved in a cost-effective manner by disconnecting rows of solar Limiting the lowest vertical clearance to no greater than 10 feet will help prevent erosion and
panels and directing runoff over the vegetated areas between the rows. scouring along the dripline.
N.T.S.
Regulatory
Disconnection Flow Path Q
DEMLR allows solar panels associated with ground-mounted solar farms to be considered Q (�
pervious if they are configured in accordance with the recommendations in this chapter.
These recommendations promote sheet flow of stormwater from the panels and natural J Q
infiltration of stormwater into the ground beneath the panels.The consideration of the panels Avg Slope<8% O O
as pervious may be used as a tool to keep a solar panel project below the BUA threshold for N — LLJ LLJ
high density or to reduce the volume of the SCM that is treating the balance of the project. Q F__ Q
Other structures associated with the solar farm such as buildings,entrance roads, In general,the minimum disconnection length between two rows of solar panels is equal to the Q
transformers,and footings are still considered impervious. width of each row,as shown in Figure 1. However,some panel layouts include horizontal gaps m N Z
between individual modules that allow stormwater to drip off the panels at intervals much I W
smaller than the width of each row. In these instances,the solar farm can be designed with a
smaller disconnection length, provided that they will not cause concentration of stormwater w ~ 0 LLJ
runoff. The disconnection length should not be less than 80%of the total solar panel width. J
N (� Q
E-6.Solar Farms 1 Revised: 12-13-2018 E-6.Solar Farms 2 Revised: 12-13-2018 E-6.Solar Farms 3 Revised: 12-13-2018 J Q
w w
Q
Z �
H C�
U Z_
SOLAR PANEL DISCONNECTION a- o
DRAWN BY: REA
CHECKED BY: LRH
L,_� APPROVED BY: LRH
Q DATE: 08/04/2023
SCALE: N.T.S.
FILE NUMBER: 12548SCG
SHEET:
CG503

PWC Fayetteville Date: 10/26/2023 PWC Fayetteville Date: 10/26/2023 PWC Fayetteville Date: 10/26I2023 PWC Fayetteville Date: 10/26/2023 PWC Fayetteville Date: 10/26I2023
Gillespie Solar Project Run By: MCW Gillespie Solar Project Run By: MCW Gillespie Solar Project Run By: MCW Gillespie Solar Project Run By: MCW Gillespie Solar Project Run By: MCW
Fayettevile, NC Page: 1 of 2 Fayettevile, NC Page: 1 of 2 Fayettevile, NC Page: 1 of 2 Fayettevile, NC Page: 1 of 2 Fayettevile, NC Page: 1 of 2
Temporary Grass Lined Channel #1 Temporary Grass Lined Channel #2 Temporary Grass Lined Channel #3 Temporary Grass Lined Channel #4 Temporary Grass Lined Channel #5 >_4
Green Values=Inputs,Channel Design Dimension Inputs at Bottom of Sheet 2 Green Values=Inputs,Channel Design Dimension Inputs at Bottom of Sheet 2 Green Values=Inputs,Channel Design Dimension Inputs at Bottom of Sheet 2 Green Values=Inputs,Channel Design Dimension Inputs at Bottom of Sheet 2 Green Values=Inputs,Channel Design Dimension Inputs at Bottom of Sheet 2
(Source:North Carolina Erosion and Sediment Control Planning and Design Manual) (Source:North Carolina Erosion and Sediment Control Planning and Design Manual) (Source:North Carolina Erosion and Sediment Control Planning and Design Manual) (Source:North Carolina Erosion and Sediment Control Planning and Design Manual) (Source:North Carolina Erosion and Sediment Control Planning and Design Manual)
a) Estimate Drainage Area and Determine Peak Flow Into Channel : a) Estimate Drainage Area and Determine Peak Flow Into Channel : a) Estimate Drainage Area and Determine Peak Flow Into Channel : a) Estimate Drainage Area and Determine Peak Flow Into Channel : a) Estimate Drainage Area and Determine Peak Flow Into Channel
Peak Runoff:Q=CiA Peak Runoff:Q=CiA Peak Runoff:Q=CiA Peak Runoff:Q=CiA Peak Runoff:Q=CiA •
1)Drainage Area: 1.82 Acres (Entire drainage area to be serviced by channel) 1)Drainage Area: 0.29 Acres (Entire drainage area to be serviced by channel) 1)Drainage Area: 3.81 Acres (Entire drainage area to be serviced by channel) 1)Drainage Area: 1.14 Acres (Entire drainage area to be serviced by channel) 1)Drainage Area: 0.30 Acres (Entire drainage area to be serviced by channel)
2)Runoff Coefficient(C)= 0.35 (TABLE#1) 2)Runoff Coefficient(C)= 0.35 (TABLE#1) 2)Runoff Coefficient(C)= 0.35 (TABLE#1) 2)Runoff Coefficient(C)= 0.35 (TABLE#1) 2)Runoff Coefficient(C)= 0.35 (TABLE#1)
3)Time of Concentration(Tc)= 2.0875758 Minutes 3)Time of Concentration(Tc)= 0.3059476 Minutes 3)Time of Concentration(Tc)= 2.9055507 Minutes 3)Time of Concentration(Tc)= 1.5442398 Minutes 3)Time of Concentration(Tc)= 0.842737 Minutes
Length of Trawl= 289 ft Length of Trawl= 38 ft Length of Travel= 343 ft Length of Trawl= 186 ft Length of Travel= 124 ft �V
Height of Most Remote Point Above Outlet= 12.00 ft Height of Most Remote Point Above Outlet= 4.00 ft Height of Most Remote Point Above Outlet= 8.50 It Height of Most Remote Point Above Outlet= 7.00 ft Height of Most Remote Point Above Outlet= 10.00 It
Average Slope= 0.0415225 Average Slope= 0.1052632 Average Slope= 0.0247813 Average Slope= 0.0376344 Average Slope= 0.0806452 w
4)Rainfall Intensity Factor(i)= 7.97 irVhr (TABLE#2) 4)Rainfall Intensity Factor(i)= 7.97 irVhr (TABLE#2) 4)Rainfall Intensity Factor(i)= 7.97 in/hr (TABLE#2) 4)Rainfall Intensity Factor(i)= 7.97 irVhr (TABLE#2) 4)Rainfall Intensity Factor(i)= 7.97 in/hr (TABLE#2) r T
10-Year Storm -10-Year Storm -10-Year Storm -10-Year Storm -10-Year Storm w
Appropriate Rainfall Duration(From Tc) -Appropriate Rainfall Duration(From Tc) -Appropriate Rainfall Duration(From Tc) -Appropriate Rainfall Duration(From Tc) -Appropriate Rainfall Duration(From Tc) �+
5)Peak Runoff: Qio= 5.105 cfs 5)Peak Runoff: Qio= 0.809 cfs 5)Peak Runoff: Qio= 10.628 cfs 5)Peak Runoff: Qio= 3.180 cfs 5)Peak Runoff: Qio= 0.837 cfs
b) Proposed Channel Grade : 4.15% b) Proposed Channel Grade : 10.53% b) Proposed Channel Grade: 2.48% b) Proposed Channel Grade : 3.76% b) Proposed Channel Grade: 8.06%
c) Proposed Vegetation: Tall Fescue c) Proposed Vegetation: Tall Fescue c) Proposed Vegetation: Tall Fescue c) Proposed Vegetation: Tall Fescue c) Proposed Vegetation: Tall Fescue o
LO
N
d) Soil : Blaney Loamy Sand,Lakeland-Urban Land Complex d) Soil : Lakeland-Urban Land Complex d) Soil : Candor Sand,Lakeland-Urban Land Complex d) Soil : Lakeland-Urban Land Complex d) Soil : Candor Sand,Lakeland-Urban Land Complex -0 U
e) Permissible Velocity(Vp) : 4.0 ft/s (TABLE#3) e) Permissible Velocity(Vp) : 4.0 ft/s (TABLE#3) e) Permissible Velocity(Vp) : 4.0 ft/s (TABLE#3) e) Permissible Velocity(Vp) : 4.0 ft/s (TABLE#3) e) Permissible Velocity(Vp) : 4.0 ft/s (TABLE#3) V .
0 a
f) Retardance Class : D (Mowed) B (Unmowed) f) Retardance Class : D (Mowed) B (Unmowed) f) Retardance Class : D (Mowed) B (Unmowed) f) Retardance Class : D (Mowed) B (Unmowed) f) Retardance Class : D (Mowed) B (Unmowed) t� M�
(TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) {TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) (TABLE#4-Avg.Veg. Length) {TABLE#4-Avg.Veg. Length) _3 o
a 5 LL
U
g) Trapezoidal Channel Dimensions : g) Trapezoidal Channel Dimensions : g) Trapezoidal Channel Dimensions : g) Trapezoidal Channel Dimensions : g) Trapezoidal Channel Dimensions : .> Z
�
Depth(d)= 1.0 ft Depth(d)= 1.0 ft Depth(d)= 1.0 ft Depth(d)= 1.0 ft Depth(d)= 1.0 ft o`
�o
Try: Bottom Width(b)= 2.0 ft Try: Bottom Width(b)= 2.0 ft Try: Bottom Width(b)= 2.0 ft Try: Bottom Width(b)= 2.0 ft Try: Bottom Width(b)= 2.0 ft � o
Side Slope(z)= 3.0 ft/ft Side Slope(z)= 3.0 ft/ft Side Slope(z)= 3.0 ft/ft Side Slope(z)= 3.0 ft/ft Side Slope(z)= 3.0 ft/ft 0 a
Roughness Coeff. (n) V Max Roughness Coeff. (n) V Max Roughness Coeff. (n) V Max Roughness Coeff. (n) V Max Roughness Coeff. (n) V Max 0 0
A= bd+zd {ft� P=b+2d(zZ+1)12 R=A/P(ft) TABLE#4 (fps) Q Nix(cfs) A= bd+zd {ft� P=b+2d(zZ+1)12 R=A/P(ft) TABLE#4 (fps) Q Nix(cfs) A= bd+zd {ft� P=b+2d(zZ+1)ir2 R=A/P(ft) TABLE#4 (fps) Q Max(cfs) A= bd+zd {ft� P=b+2d(zZ+1)12 R=A/P(ft) TABLE#4 (fps) Q Nix(cfs) A= bd+zd {ft� P=b+2d(zZ+1)ir2 R=A/P(ft) TABLE#4 Q Max(cfs) M
5.00 8.32 0.60 0.043 5.03 25.13 5.00 8.32 0.60 0.043 8.00 40.02 5.00 8.32 0.60 0.043 3.88 19.42 5.00 8.32 0.60 0.043 4.79 23.93 5.00 8.32 0.60 0.043 7.01 35.03 Y.1
Depth from Rio=A/P Roughness Coeff. (nio) Depth from Rio=A/P Roughness Coeff. (nio) Depth from Rio=A/P Roughness Coeff. (nio) Depth from Rio=A/P Roughness Coeff. (nio) Depth from Rio=A/P Roughness Coeff. (nio)
010 (ft)fuse A10=bd+zd2(ftZ) P10=b+2d(z2+1)11 (� TABLE#4 V10(fps) 010 (ft)fuse A10=bd+zdZ(ftZ) P10=b+2d(z2+1)"2 (� TABLE#4 V10(fps) 010 (ft)fuse A10=bd+zdZ(ftZ) Pi =b+2d(z2+1)1� kftl TABLE#4 V10(fps) 010 (ft)fuse A10=bd+zdZ(ftZ) P10=b+2d(z2+1)12 M TABLE#4 V10(fps) 010 (ft)fuse A10=bd+zdZ(ftZ) Pi =b+2d(z2+1)'� kftl TABLE#4 V10(fps)
n=.0351 n=.0351 n=.0351 n=.0351 n=.0HJ
0.42 1.37 4.66 0.29 0.058 2.31 0.16 0.40 3.01 0.13 0.079 1.58 0.78 3.39 6.93 0.49 0.047 3.09 0.30 0.87 3.90 0.22 0.060 1.77 0.04 0.08 2.25 0.04 0.160 0.30
Comments : Q Max>Q10, OK V10<Vp,OK Comments : Q Max>Q10, OK V10<Vp,OK Comments : Q Max>Q10,OK V10<Vp, OK Comments : Q Max>Q10, OK V10<Vp,OK Comments : Q Max>Q10,OK V10<Vp,OK
Copyright 2023 Booth&Assoc., LLC Copyright 2023 Booth&Assoc., LLC Copyright 2023 Booth&Assoc., LLC Copyright 2023 Booth&Assoc., LLC Copyright 2023 Booth&Assoc., LLC
Date: 10/26/2023 Date: 10/26/2023 Date: 10/26/2023 Date: 10/26/2023 Date: 10/26/2023 ..••• • •..•••
Run By: MCW Run By: MCW Run By: MCW Run By: MCW Run By: MCWOF�••
Page: 2 of 2 Page: 2 of 2 Page: 2 of 2 Page: 2 of 2 Page: 2 of 2
h) Evaluate Protective Channel Lining For High Velocity Channels(If V>Vp) h) Evaluate Protective Channel Lining For High Velocity Channels(If V>Vp) h) Evaluate Protective Channel Lining For High Velocity Channels(If V>Vp) h) Evaluate Protective Channel Lining For High Velocity Channels(If V>Vp) h) Evaluate Protective Channel Lining For High Velocity Channels(If V>Vp) S i SEAL < _ Z
s 056748 J
Permissible Velocity(Vp') : 5.0 ft/s (TABLE#3 or Product Spec Sheet) Permissible Velocity(Vp') : 5.0 ft/s (TABLE#3 or Product Spec Sheet) Permissible Velocity(Vp') : 5.0 ft/s (TABLE#3 or Product Spec Sheet) Permissible Velocity(Vp') : 5.0 ft/s (TABLE#3 or Product Spec Sheet) Permissible Velocity(Vp') : 5.0 ft/s (TABLE#3 or Product Spec Sheet) Z r
•'••' Q"i
Rainfall Intensity Factor(i)= 7.97 in/hr Rainfall Intensity Factor(i)= 7.97 in/hr Rainfall Intensity Factor(i)= 7.97 in/hr Rainfall Intensity Factor(i)= 7.97 in/hr Rainfall Intensity Factor(i)= 7.97 in/hr // �/�
10- 10- 10- 10- 10- 0.837 cfs
RNNP\\\\�
Peak Runoff: Q 5.105 cfs Peak Runoff: Q 0.809 cfs Peak Runoff: Q 10.628 cfs Peak Runoff: Q 3.180 cfs Peak Runoff: Q
Channel Lining: Rollmax S75 Erosion Control Blanket or Equivalent Channel Lining: Rollmax S75 Erosion Control Blanket or Equivalent Channel Lining: Rollmax S75 Erosion Control Blanket or Equivalent Channel Lining: Rollmax S75 Erosion Control Blanket or Equivalent Channel Lining: Rollmax S75 Erosion Control Blanket or Equivalent
QC 08/2023
V Max V Max V Max V Max V Max
Lining Rough.Coeff. (n)= Q Max Lined Lining Rough.Coeff. (n)= Q Max Lined Lining Rough.Coeff. (n)= Q Max Lined Lining Rough.Coeff. (n)= Q Max Lined Lining Rough.Coeff. (n)= Q Max Lined
Lined Lined Lined Lined Lined � �
TABLE#4 or Spec.Sheet cfs z z z v2 TABLE#4 or Spec.Sheet cfs z z z v2 TABLE#4 or Spec.Sheet (� z z z v2 TABLE#4 or Spec.Sheet cfs z z z v2 TABLE#4 or Spec.Sheet � w cv cv N
A= bd+zd04
z{ftz} P=b+2d(zz+1)12 R=A/P(ft) (fps A= bd+zd (ft)} P=b+2d(z +1) R=A/P(ft) (fps A= bd+zd (ft)} P=b+2d{z +1) R=A/P(ft) �fp� A= bd+zd (ft)} P=b+2d(z +1) R=A/P(ft) (fps A= bd+zd (ft)} P=b+2d{z +1) R=A/P(ft) fps Q - _ M
5.00 8.32 0.60 0.055 3.93 19.65 5.00 8.32 0.60 0.055 6.26 31.29 5.00 8.32 0.60 0.055 3.04 15.18 5.00 8.32 0.60 0.055 3.74 18.71 5.00 8.32 0.60 0.055 5.48 27.38 c" o N
V10 v10 v10 v10 v10 b
Depth from Rio A/P Lined- Depth from Rio=A/P Lined- Depth from Rio A/P Lined- Depth from Rio A/P Lined- Depth from Rio A/P Lined- Z o- o- o-
= = = =
Q10 Lined A10=bd+zdZ(ft) P10=b+2d(z2+1)112 (fps) Q10 Lined A10=bd+zdZ(ft) P10=b+2d(z2+1)112 fm (fps) Q10 Lined A10=bd+zdZ(ft) Pio=b+2d(z2+1)112 (� (fps) Q10 Lined A10=bd+zdZ(ft) P10=b+2d(z2+1)112 (fps) Qio Lined A10=bd+zdZ(ft) Pio=b+2d(z2+1)"Z (fps) w
= J J
T) T) T)
0.53 1.90 5.35 0.36 2.77 0.20 0.52 3.26 0.16 2.58 0.97 4.76 8.13 0.59 2.98 0.39 1.24 4.47 0.28 2.23 0.05 0.11 2.32 0.05 0.99
n
N
Comments : Q Max Lined>Q10,OK V10<Vp,Adequate Comments : Q Max Lined>Q10,OK V10<Vp,Adequate Comments : Q Max Lined>Q10,OK V10<Vp,Adequate Comments : Q Max Lined>Q10,OK V10<Vp,Adequate Comments : Q Max Lined>Q10,OK V10<Vp,Adequate N
Channel Lining Velocity Capacity Is Adequate Channel Lining Velocity Capacity Is Adequate Channel Lining Velocity Capacity Is Adequate Channel Lining Velocity Capacity Is Adequate Channel Lining Velocity Capacity Is Adequate
Calculate Rolled Erosion Control Product and Turf Mat Sheer Stress for Q10= i) Calculate Rolled Erosion Control Product and Turf Mat Sheer Stress for Q10= i) Calculate Rolled Erosion Control Product and Turf Mat Sheer Stress for Q10= ) Calculate Rolled Erosion Control Product and Turf Mat Sheer Stress for Q10= ) Calculate Rolled Erosion Control Product and Turf Mat Sheer Stress for Q10= H
Rip Rap Channel?(YeslNo) No Rip Rap Channel?(YeslNo) No Rip Rap Channel?(YeslNo) No Rip Rap Channel?(YeslNo) No Rip Rap Channel?(Yes/No) No w
Temporary Liner: Rollmax S75 Erosion Control Blanket or Equivalent Temporary Liner: Rollmax S75 Erosion Control Blanket or Equivalent Temporary Liner: Rollmax S75 Erosion Control Blanket or Equivalent Temporary Liner: Rollmax S75 Erosion Control Blanket or Equivalent Temporary Liner: Rollmax S75 Erosion Control Blanket or Equivalent M
U) O
Shear Stress(T : T=yds= 1.37 Ib/ft2 Shear Stress(T : T=yds= 1.31 IblftZ Shear Stress(T : T=yds= 1.50 Ib/ft2 Shear Stress(T : T=yds= 0.92 IblftZ Shear Stress(T : T=yds= 0.25 Ib/ft2 O U
w>
Permissible Unit Shear Stress(Td): 1.55 Ib/ft2 Permissible Unit Shear Stress(Td): 1.55 Iblft2 Permissible Unit Shear Stress(Td): 1.65 Ib1ft2 Permissible Unit Shear Stress(Td): 1.55 Iblft2 Permissible Unit Shear Stress(Td): 1.65 Ib1ft2 � o Q
O
(Perimissble Shear Stress for Rolled Erosion Control Product and Turf Mat Entered Directly Into Cell F88 From (Perimissble Shear Stress for Rolled Erosion Control Product and Turf Mat Entered Directly Into Cell F88 From (Perimissble Shear Stress for Rolled Erosion Control Product and Turf Mat Entered Directly Into Cell F88 From (Perimissble Shear Stress for Rolled Erosion Control Product and Turf Mat Entered Directly Into Cell F88 From (Perimissble Shear Stress for Rolled Erosion Control Product and Turf Mat Entered Directly Into Cell F88 From 3
Product Spec Sheet OR Use Input Below for Rip Rap.) Product Spec Sheet OR Use Input Below for Rip Rap.) Product Spec Sheet OR Use Input Below for Rip Rap.) Product Spec Sheet OR Use Input Below for Rip Rap.) Product Spec Sheet OR Use Input Below for Rip Rap.) I �
:2 O
Rip Rap Diameter(WA OR ft) NIA Rip Rap Diameter(WA OR ft) NIA Rip Rap Diameter(WA OR ft) NIA Rip Rap Diameter(WA OR ft) NIA Rip Rap Diameter(WA OR ft) NIA O w U)
m o w
Channel Lining Sheer Stress Capacity Is Adequate Channel Lining Sheer Stress Capacity Is Adequate Channel Lining Sheer Stress CapacitVISAdeguate Channel Lining Sheer Stress Capacity Is Adequate Channel Lining Sheer Stress CapacitylsAdeguate O O <
w w U)
O 0 CY
w w w
Trapezoidal Channel Design Data Trapezoidal Channel Design Data Trapezoidal Channel Design Data Trapezoidal Channel Design Data Trapezoidal Channel Design Data o
� z
Bottom Width= 2.0 ft. Temporary Liner: Rollmax S75 Erosion Bottom Width= 2.0 ft. Temporary Liner: Rollmax S75 Erosion Bottom Width= 2.0 ft. Temporary Liner: Rollmax S75 Erosion Bottom Width= 2.0 ft. Temporary Liner: Rollmax S75 Erosion Bottom Width= 2.0 ft. Temporary Liner: Rollmax S75 Erosion - -
Side Slopes= 3.0 ft.lft. (TABLE#3 or Product Control Blanket or Side Slopes= 3.0 ft.lft. (TABLE#3 or Product Control Blanket or Side Slopes= 3.0 ft./ft. (TABLE#3 or Product Control Blanket or Side Slopes= 3.0 ft.lft. (TABLE#3 or Product Control Blanket or Side Slopes= 3.0 ft./ft. (TABLE#3 or Product Control Blanket or O o - N
Depth= 1.00 ft. Spec Sheet) Equivalent Depth= 1.00 ft. Spec Sheet) Equivalent Depth= 1.00 ft. Spec Sheet) Equivalent Depth= 1.00 ft. Spec Sheet) Equivalent Depth= 1.00 ft. Spec Sheet) Equivalent z
Copyright 2023 Booth&Assoc., LLC Copyright 2023 Booth&Assoc., LLC it 2823 Booth Assoc., ELe lCopyright 2023 Booth&Assoc. LLC
U)
J O
N O Q
� Q D
m N
U
H __J
13- J
U) z
_J z
a _
z U
U Z_
O a
of of
a- 0
DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY: LRH
DATE: 08/04/2023
SCALE: N.T.S.
FILE NUMBER: 12548SCG
SHEET:
CG600

r ^ �
Skimmer Basin #1 PWC -Gillespie Skimmer Basin #2 PWC -Gillespie Sediment Basin #1 PWC -Gillespie
Drainage Area (Acres) Drainage Area (Acres) Drainage Area (Acres)
Peak Flow from 10-year Storm (cfs) Peak Flow from 10-year Storm (cfs) 45.8231 Peak Flow from 10-year Storm (cfs)
5 Required Volume (ft3) <--------- Required Volume = 3.14 * 1800 Required Volume (ft3) <--------- Required Volume = 8.89 * 1800 197 Required Volume (ft3) <--------- Required Volume = 10.97 * 1800
2866.11 Required Surface Area (ft <--------- Required Surface Area = 8.818805 * 325 8335.7424Required Surface Area (ftz� <--------- Required Surface Area = 25.64746 * 325 19960.723 Required Surface Area {ftz> <--------- Required Surface Area = 45.823515 * 435.6
37.85 Suggested Width (ft) <--------- Suggested Width = v(2866.111625 1 2} 64.557 Suggested Width (ft) <--------- Suggested Width = v(8335.4245/ 2) 99.901 Suggested Width (ft) <--------- Suggested Width = �(19960.723134/2) w
7 Suggested Length (ft) <--------- Suggested Length = 37.8557236425352 *2 120Suggested Length (ft) <--------- Suggested Length = 64.557820982434 *2 19 Suggested Length (ft) <--------- Suggested Length = 99.9017595790985 *2 '
1�
44 Trial Top Width at Impoundment Level (ft) IRR SHAPE Trial Top Width at Impoundment Level (ft) IRR SHAPE Trial Top Width at Impoundment Level (ft)
78 Trial Top Length at Impoundment Level (ft) IRR SHAPE Trial Top Length at Impoundment Level (ft) IRR SHAPE Trial Top Length at Impoundment Level (ft)
3 Trial Side Slope Ratio ZA (ft) 3 Trial Side Slope Ratio ZA (ft) 3 Trial Side Slope Ratio Z:1 (ft)
3 Trial Depth (ft) 3 Trial Depth (ft) 4 Trial Depth from Impoundment Level (ft)
Bottom Width (ft) <--------- Bottom Width = 44 -(3 * 3 * 2) Bottom Width (ft) <--------- Bottom Width = IRR SHAPE - (3* 3 * 2) IRR SA�Bottom Width (ft) <--------- Bottom Width = IRR SHAPE -(3 * 4 * 2)
60 Bottom Length (ft) <--------- Bottom Width = 78 -(3 * 3 * 2) IRR SH Bottom Length (ft) <--------- Bottom Width = IRR SHAPE - (3* 3 * 2) IRR SHAPE Bottom Length (ft) <--------- Bottom Width = IRR SHAPE -(3 * 4 * 2)
1560 Bottom Area (ftz� <--------- Bottom Area = 26 * 60 Bottom Area (ft2> <--------- Bottom Area = IRR SHAPE * IRR SHAPE Bottom Area (ft2> < Bottom Area = IRR SHAPE * IRR SHAPE N
Actual Volume (ft3 <--------- Volume = 1/3 * 3* ((1560 + 3432) + {ti (1560 + 3432))) 20 Actual Volume (ft3 <--------- Volume = 1/3 * 3 * ((5435 + 8662) + (v (5435 + 8662))) 22 Actual Volume (ft <_________ Volume = 1/3 *4 * (IRR SHAPE + IRR SHAPE + IRR SHAPE * II z
Actual Surface Area ftz <_________ Surface Area = 44 * 78 2 * 'V .
( ) Actual Surface Area (ft ) <--------- Surface Area = IRR SHAPE IRR SHAPE Actual Surface Area (ft } <--------- Surface Area = IRR SHAPE IRR SHAPE m
O �
9 Trial Weir Length (ft) 25 Trial Weir Length (ft) 45 Trial Weir Length (ft) 1A M
0.5 Trial Depth of Flow (ft) 0.5 Trial Depth of Flow(ft) 0.5 Trial Depth of Flow(ft) 2 LL
_Spillway Capacity (cfs) < Q = 3 * 9 * (0.5"1.5), Capacity>Peak Flow= Okay Spillway Capacity (cfs) <--------- Q = 3 * 25 * (0.5"1.5), Capacity>Peak Flow = Okay Spillway Capacity (cfs) <--------- Q = 3 *45 * (0.5"1.5), Capacity>Peak Flow = Okay > z
0
4 Skimmer Size (in) Skimmer Size Head on Skimmer 4 Skimmer Size (in) Skimmer Size Head on Skimmer 2.5 Skimmer Size (in) Skimmer Size Head on Skimmer
0.333 Head on Skimmer(ft) (Inches) (Feet) 0.333 Head on Skimmer(ft) (Inches) (Feet) 0.167 Head on Skimmer(ft) (Inches) (Feet) 0
1.25 Orifice Diameter Size (1/4 in. increments) 1.5 0.125 2 Orifice Diameter Size (1/4 in. increments} 1.5 0.125 2.75 Orifice Diameter Size (1/4 in. increments) 1.5 0.125 Site Data Inputs o
Dewatering (days)VOL/(2310*(D"2)*(�'H)) 2 0.167 Dewatering (days) VOL!2310 D 2 NH 2 0.167 Dewatering (days) VOL/(2310*(D"2)*(JH)) 2 0.167 Drainage Area Into Basin (acres) 10.97 m n
(Suggest +/- 3 days) 2.5 0.167 (Suggest +/- 3 days) 2.5 0.167 (Suggest +/-3 days) 2.5 0.167 C total (Runoff coeff.) 0.52 (From Tab )
3 0.25 3 0.25 3 0.25 Longest Channel Into Basin (ft) 1192
rDewateriTime = 5652/ (2310 * (1.25^2) * (v-0.333)) 4 0.333 Site Data Inputs Dewatering Time = 16002/ (2310 *(2"2)* (v0.333)) 4 0.333 Site Data Inputs Dewatering Time = 19746/ (2310 *(2.75A2) * (,,'0.167)) 4 0.333 Drainage Area Elev. Change (ft) 39
5 0.333 Drainage Area Into Basin (acres) 3.14 5 0.333 Drainage Area Into Basin (acres) 8.89 5 0.333 Time of Concentration (min)
Note: Use Basin Riser& Spillway Calc To Determine 61 0.417 C total (Runoff coeff.) 0.35 (From Tab#2) Note: Use Basin Riser& Spillway Calc To Determine 61 0.417 C total (Runoff coeff.) 0.36 (From Tab#2) Note: Use Basin Riser& Spillway Calc To Determine 61 0.417 Rainfall Intensity (in/hr, 10-yr) 7.97 (From Tab #3)
Spillway Width 81 Longest Channel Into Basin (ft) 823 Spillway Width 81 0.5 Longest Channel Into Basin (ft) 921 Spillway Width r 81 0.5
Drainage Area Elev. Change (ft) 25 Drainage Area Elev Change (ft) 31 N,CAIQ�D��iii
Blue = Inputs Time of Concentration (min) 5.270719893 Blue - Inputs Time of Concentration (min) Blue = Inputs `���`'��..•�•""""�••.• r�
Red = Calculated Values Intensity (in/hr, 10-yr) 7.97 (From Tab#3) Red = Calculated Values Intensity (in/hr, 10-yr) 7.97 (From Tab#3) Red = Calculated Values S�
•. Z
056748 t
'.,,yG,•NG1N��,.
1�/13/�023
© 08/2023
N N N
\ \ \
a �2
O O N
W � -j -j
n
N
Late: 10/26/2023 By: MCW
Checked: By
Temporary Sediment Basin #1 Spillway Capacity Spreadsheet
Pipe Flow Pipe Flow Ld
(Outlet Control) (Inlet Control) Weir Flow Orifice Flow Primary Emergency Spillway Flow Total Spillway Capacity Z o
O U
Full Orifice Riser Riser Barrel V
Spillway � o Q
Inlet Invert = 154.00 Co = 0.6 Crest Elev. = 158 Crest Elev. = 158 Flow/ Bottom Elevation 158.5 � V) �
Outlet Invert = 152.50 I ~ o
Material = Cor. Metal Pipe Diameter(ins.) = 36 Pipe Diameter (ins.) = 36 Bottom Width 45 o w V)
Diameter (ins) = 24 OR OR m W
Ke = 0.36 Box Box o o
n for Pipe = 0.02T L (ft) = 0 L (ft) = 0 Weir Equation Q= C L H11.5 r` r` L/'
Length (ft) = 58.25 W (ft) = 0 W (ft) = 0 UW UW UJ
Kp = 0.04237 Cw= 2.8 V) V) v
Area (sq ft) = 3.14159 Cw = 3.1 Co = 0.6 - - Z
Z
Area (sq ft) = 7.068578
Elevation H Q Outlet H Q H Q H Q Q max Elevation Head Q
cfs Elevation Elevation Notes
CFS. V CFS. CFS. CFS. CFS. Z_
158.00 4.5 27.32 8.70 3.00 26.18 0.00 0.00 0.00 0.00 0.00 158.00 0.00 0.00 0.00 158.00 Riser Crest Un
Q
158.50 5 28.80 9.17 3.50 28.28 0.50 10.33 0.50 24.05 10.33 158.50 0.00 0.00 10.33 158.50 Emergency Spillway m
159.50 6 31.54 10.04 4.50 32.07 1.50 53.67 1.50 41.66 31.54 159.50 1.00 126.00 157.54 159.50 Top of Bank J
ND wz
rnQ � o
n VALUE -PIPE FRICTION COEFFICIENT Ke -FRICTION LOSS RESISTANCE COEFFICIENT - F- 0 ~
LLJ
m U) U) Q
PIPE COEFFICIENT NOMINAL PIPE DIAMETER IN INCHES (RISER INTO OUTLET PIPE, USE LARGEST WIDTH) I >- D
SMOOTH CEMENT 0.013 2"-4" 4"-6" 6"-8" 8"-10" 12"-18" 18" + Ld
ROUGH CEMENT 0.015 J z
Q Q
CORRUGATED METAL 0.024 Ke VALUE W U
SMOOTH STEEL 0.013 90' TO 135' BEND ANGLE 0.57 0.51 0.45 0.42 0.39 0.36 J
RIVETED STEEL 0.016 STANDARD ELBOW W
w �
CAST IRON 0.014 135°+ BEND ANGLE 0.30 0.27 0.24 0.22 0.21 0.19 Z
U Z_ U)
o <
of of
W 0
DRAWN BY: REA
CHECKED BY: LRH
APPROVED BY: LRH
DATE: 08/04/2023
SCALE: N.T.S.
FILE NUMBER: 12548SCG
SHEET:
CG601