20221135 Ver 2_TriWest BC - Building 2_2023.02.21_20230224

l`
BUILDING 2
CONSTRUCTION DRAWING PACKAGE
US HIGHWAY 158
DAVIE COUNTY, NORTH CAROLINA
MOCKSVILLE DEVELOPMENT PARTNERS, LLC
x isazs5zzso _ — ,� . W
r soa9»izo � — R/W R/W
z zazsso — — — — i R R/W R/W /
R/W R/W /W—
DAVIE COUNTY TRC NOTES
1. CONSTRUCTION SITE SHALL BE KEPT CLEAN WITH DUMPSTERS COVERED TO PREVENT DEBRIS
FROM LEAVING THE SITE.
2. ANY HVAC, DUMPSTER OR OTHER STORAGE OF THE LIKE SHALL BE SCREENED.
3. OUTDOOR STORAGE OF ANY KIND SHALL BE SCREENED FROM PUBLIC VIEW. OUTDOOR
STORAGE INCLUDES MATERIALS, EQUIPMENT, PARTS, SUPPLIES OF ANY TYPE, OR ANY OTHER
ITEM LOCATED ON THE PROPERTY.
4. THE CONSTRUCTION ENTRANCE NEEDS TO BE KEPT CLEAN OF MUD/ROCK AND DEBRIS.
CONTRACTOR SHOULD HAVE PLAN READY TO IMPLEMENT.
5. EXISTING TREES THAT ARE TO BE USED IN LIEU OF LANDSCAPING REQUIREMENTS OR EXISTING
TREES THAT ARE NOT TO BE REMOVED SHALL BE PROTECTED. A PROTECTIVE BARRIER SHALL BE
PLACED AROUND THE ROOT PROTECTION AREA (DRIP LINE) PRIOR TO GRADING OF THE
PROPERTY.
6. SITE LIGHTING REQUIREMENTS:
6.1. MAXIMUM POLE HEIGHT IS 30 FEET
6.2. ALL LIGHTS MUST BE CUT OFF FIXTURES
6.3. LIGHT SHALL BE CONFINED TO STAY WITHIN PROPERTY
6.4. NO OUTDOOR LIGHTING SHALL BE INSTALLED OTHER THAN NORMAL RESIDENTIAL DUSK
TO DAWN LIGHTING. NO LIGHTING SHALL BE DIRECTED ONTO ADJACENT PROPERTY.
FLOOD LIGHTS OR OTHER HIGH -INTENSITY LIGHTING SHALL BE PROHIBITED
ANY NEW SIGN OR CHANGE IN EXISTING SIGN WOULD REQUIRE THE ISSUANCE OF A
PERMIT, DETAILED DESIGNS SHOWING ALL RELEVANT INFORMATION REQUIRED TO DETERMINE
COMPLIANCE WITH THE SIGN REGULATIONS SHALL BE REQUIRED AS PART OF THE COMPLETE
APPLICATION.
SIGNAGE WILL NEED TO COMPLY WITH SECTIONS 155.090 AND 155.148 OF THE DAVIE
COUNTY UDO, INCLUDING NO OFF PREMISE SIGNAGE.
FIRE HYDRANTS AND FDC SHALL HAVE 5-INCH STORZ CONNECTION FACING THE STREET (NOT
BUILDING)
o s / �f���p e366
y �!
1000
711
,
` . . / D ed Book 1019CPo9e 912
...... .... 1 PIN 5�02 66
:•.•.•.•.•.....:•:•:-: . 1
� ....:
i
i
I
1 \ 1
1 I
� � � P,� sssa35z36z
_ 1
° P�ss814,Pz9'3011
1 t
_ 1
1
I`I .. 1
sesoo<929z i
Ali
VICINITY MAP SCALE: 1 " = 2,500'
PROJECT SUMMARY
PROJECT NAME:
TRIWEST BUSINESS CENTER - BUILDING 2
DEVELOPER/CONTRACTOR:
MOCKSVILLE DEVELOPMENT PARTNERS, LLC
PLANS PREPARED BY:
OAK ENGINEERING, PLLC
TAX PARCEL NUMBER:
F500000053
ZONING:
GI
JURISDICTION:
DAVIE COUNTY
RIVER BASIN:
YADKIN PEE DEE
HUC:
YADKIN PEE DEE
FEMA INFORMATION:
MAP NO. 3710584000J
MAP DATE: 9/7/2008
FLOOD ZONE: IN
LOT SIZE:
+201.14 ACRES
CONSTRUCTION DATES:
7/1 /22 - 2/2/23
DENUDED AREA:
1 13.0 ACRES (PERMITTED SEPARATELY)
EXISTING BUILDING USE: N/A
PROPOSED BUILDING USE: SPEC INDUSTRIAL
BUILDING SIZE: 297,600-SF (1 STORY)
PROPOSED FAR: 297,600-SF / 201.14 AC = 0.034 FAR
REQUIRED PARKING: 1 SPACE PER 300-SF OFFICE, PLUS
1 SPACE PER EACH EMPLOYEE ON THE LARGEST SHIFT, PLUS
1 SPACE PER EACH VEHICLE IN BUSINESS USE
to
Q
W
N
N �
Z�
LL w
r z
Z
Ow
J V O7
V � �
a Q a)
OZ o
AncO 0
Oa
�U
Z
0�
::E 0
0 01
[V Z
U
It
PE SEAL:
CA
Y\
'�.
.• /
O % • 10
I SEAL
045345
•'•:�G A NE��••• �%
BUGF
02/21/2023
200 0 200
SCALE: 1 " = 200'
N
Z
PROPOSED PARKING: 200 TOTAL SPACES (INCLUDING 6 ADA SPACES)
(SUPPORTS 10% OFFICE PLUS 100 ADDITIONAL SPACES FOR InEMPLOYEES AND BUSINESS VEHICLES)
DRAWING INDEX
ORIGINAL
LATEST
LATEST
SHEET
SHEET TITLE
DATE
ISSUE
REV.
C1.0
COVER SHEET
6/28/22
2/21 /23
6
C1.1
PROJECT NOTES
6/28/22
1 1 /18/22
C2.0
EXISTING CONDITIONS (BY OTHERS)
FOR REFERENCE ONLY
C3.0
SITE PLAN
6/28/22
1 1 /18/22
C3.1
UTILITY PLAN
6/28/22
1 1 /1 8/22
2
C3.2
UTILITY PLAN
6/28/22
1 1 /1 8/22
2
C3.3
SANITARY SEWER PROFILES
6/28/22
1 1 /1 8/22
2
C4.0
GRADING & DRAINAGE PLAN
6/28/22
1 1 /18/22
C4.1
GRADING PLAN
6/28/22
1 1 /18/22
C4.2
STORM DRAINAGE PROFILES
6/28/22
1 1 /1 8/22
C4.3
STORMWATER MANAGEMENT PLAN - POND #2
6/28/22
2/21 /23
6
C4.4
STORMWATER MANAGEMENT PLAN - POND #3
1 2/21 /22
2/21 /23
6
C5.0
LANDSCAPING PLAN
6/28/22
1 1 /18/22
C6.0
PUBLIC ROAD PLAN & PROFILE
6/28/22
1 1 /1 8/22
C6.1
PUBLIC UTILITIES
6/28/22
1 1 /18/22
3
C7.0
PROJECT DETAILS
6/28/22
1 1 /1 8/22
C7.1
PROJECT DETAILS
6/28/22
1 1 /1 8/22
2
C7.3
PROJECT DETAILS
6/28/22
10/6/22
C7.4
PROJECT DETAILS
6/28/22
1 1 /1 8/22
PROJECT CONTACTS
PROPERTY OWNER
- - — THE CROWN COMPANIES, LLC
121 N. CRUTCHFIELD STREET
DOBSON, NC 27017
336.386.9790
CONTRACTOR
OMEGA CONSTRUCTION
1 100 S. STRATFORD RD.,
BUILDING C, SUITE 1 10
WINSTON SALEM, NC 27103
336.368.2277
DEVELOPER
THE CROWN COMPANIES, LLC
121 N. CRUTCHFIELD STREET
DOBSON, NC 27017
336.386.9790
SURVEYOR (BOUNDARY)
JERRY W. ELLIS, PLS
ENCOMPASS SURVEYING
& ENGINEERING, PC
6206-B HACKER'S BEND CT.
336.893.7397
MUNICIPALITY CONTACTS
PLANNING/ZONING
DAVIE COUNTY
298 E. DEPOT STREET
MOCKSVILLE, NC 27028
336.753.6050
NCDOT
JEREMY GUY, PE
NCDOT DIVISION 2, DISTRICT 9
375 SILAS CREEK PKWY
WINSTON-SALEM, NC 27127
336.747.7900
STORMWATER
DAVIE COUNTY
298 E. DEPOT STREET
MOCKSVILLE, NC 27028
336.753.6050
ENGINEER
LUKE J. BUGENSKE, PE
OAK ENGINEERING, PLLC
4929 MONROE ROAD
CHARLOTTE, NC 28205
704.559.9456
[e-mail]
ARCHITECT
MERRIMAN SCHMITT
ARCHITECTS, INC.
605 LEXINGTON AVENUE
CHARLOTTE, NC 28203
704.870.3101
nnanii@msacha rlotte.com
EROSION CONTROL
NCDEQ WINSTON SALEM OFFICE
450 WEST HANES MILL RD, STE 300
WINSTON-SALEM, NC 27105
336.776.9800
UTILITIES
JOHNNY LAMBERT
DAVIE COUNTY PUBLIC UTILITIES
298 E. DEPOT STREET
MOCKSVILLE, NC 27028
336.751.5855
1
Q J
W Z�
J W
oZ
GGLu
z r— M
ova W
W a�Z cn
O W
V = Z CL
0
0 H Lu
= Z W >
join p
W
"= VW i
W >�
00
44
ca
N
W
ce
N
0 ~
N N Z w
w�se
oe oe 0
::E O O J 0
::E < Lu
OV V-:1 Q
Umm03O
W
C o �0
V
w w w O
a a a a N W
p p 0 100 CL
W W W W W D
to cn cn to cn W
> > > > > N
W W W W W>
Cie Qe oe Cie ile W
oe
CV CV CV n! CV
N \\\\\ N
Z.0N'IT 00r\
O 00770
t%f p - - - N CV
Lu
ca
N
O 01
J Lu (^
r
r
w
0
,Lmm
Z p
2
r
Z
3W
V)
W
Z w
W
O
Lu
2
0 =
� N
V
�

SEEDBED PREPARATION
1. AREAS TO BE SEEDED SHALL BE RIPPED OR TILLED AND SPREAD WITH AVAILABLE TOPSOIL 4"
DEEP. TOTAL SEEDBED PREPARED DEPTH SHALL BE 6".
2. ROCKS, ROOTS & OTHER OBSTRUCTIONS & CONSTRUCTION DEBRI SHALL BE REMOVED FROM
THE SURFACE OF THE SEEDBED. SURFACE OF COMPLETED PREPARED SEEDBED SHALL BE LOOSE,
SMOOTH AND UNIFORM. CONTRACTOR SHALL TILL, DISC AND/OR HARROW IF NECESSARY
TO ACHIEVE THIS.
3. IF NO SOIL TEST IS TAKEN, FERTILIZER AND LIME SHALL BE APPLIED ACCORDING TO THE SEEING
SPECIFICATIONS.
4. IF SOIL TEST IS TAKEN, APPLY FERTILIZER AND LIME IN ACCORDANCE WITH SOIL TEST
RECOMMENDATIONS.
5. LIME AND FERTILIZER SHALL BE APPLIED UNIFORMLY AND MIXED WITH THE SOIL DURING
SEEDBED PREPARATION.
6. IMMEDIATELY AFTER SEEDING, MUCH ALL SEEDED AREAS WITH A THIN DENSE LAYER OF CLEAN
WHEAT STRAW.
LANDSCAPING NOTES
1. ALL PLANTS SHALL MEET OR EXCEED THE MINIMUM STANDARDS SET FORTH IN THE AMERICAN
STANDARDS FOR NURSERY STOCK BY THE AMERICAN ASSOCIATION OF NURSERYMEN, INC.,
WASHINGTON, D.C.
2. ALL PLANTS SHALL BE COMPACT, UNIFORM, AND WELL GROWN. PLANTS SHALL NOT BE
LOOSE, OPEN PLANTS. THE CLIENT'S LANDSCAPE ARCHITECT RESERVES THE RIGHT, IN OUR
SOLE OPINION, TO REJECT ANY AND ALL MATERIALS WHICH DO NOT MEET THESE
REQUIREMENTS.
3. ALL PLANTING BEDS SHALL BE MULCHED A MINIMUM OF 4" WITH PINE NEEDLE MULCH.
4. ALL PLANTS SHALL BE FREE FROM DISEASE, INSECT INFESTATIONS, AND INJURIES.
5. ALL PLANT BEDS SHALL HAVE A 4" V-CUT TRENCH INSTALLED AT THE PERIMETER OF THE BED.
6. CONTRACTOR MUST PROVIDE A ONE YEAR WRITTEN GUARANTEE FOR ALL PLANT MATERIALS
FROM THE DATE OF FINAL ACCEPTANCE BY THE ENGINEER / OWNER. CONTRACTOR TO
PROVIDE TEMPORARY IRRIGATION AS NECESSARY UNTIL PLANTS ARE ESTABLISHED.
7. THE SPECIES, VARIETIES, AND SIZE LISTED SHALL BE PROVIDED AS SPECIFIED. SUBSTITUTIONS
WILL BE PERMITTED ONLY UPON WRITTEN APPLICATION BY THE CONTRACTOR TO THE
ENGINEER / OWNER, AND WHEN APPROVAL IS IN WRITING.
8. SYMBOLS: B&B = BALLED AND BURLAPPED; O.C. = ON CENTER; GAL. = GALLON CONTAINER,
M.S. = MULTI -STEM; HT. = HEIGHT, CAL. = CALIPER.
9. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL PLANTS ILLUSTRATED ON
THE PLANTING PLAN. IF ANY DISCREPANCIES EXIST BETWEEN THE QUANTITIES LISTED ON THE
PLANT LIST AND THE QUANTITIES SHOWN ON THE PLAN, THE CONTRACTOR SHALL PROVIDE
ALL QUANTITIES ILLUSTRATED ON THE PLAN. IF ANY PLANTS ARE SHOWN NOT LABELED, THE
CONTRACTOR SHALL VERIFY THE PLANT IDENTITY WITH THE ENGINEER AND THESE PLANTINGS
SHALL BE INCLUDED IN THE CONTRACTOR'S INITIAL BID.
10. SOIL AMENDMENTS SHALL BE UNIFORMLY SPREAD AND CULTIVATED THOROUGHLY BY A
MECHANICAL TILLER INTO THE TOP 1 2" OF SOIL THROUGHOUT SHRUB BEDS.
11. THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE OWNER IN WRITING
OF ALL SOIL CONDITIONS THE CONTRACTOR CONSIDERS DETRIMENTAL TO THE GROWTH OF
PLANT MATERIALS. PROPER DRAINAGE MUST BE ASSURED.
12. ALL SIGNAGE AND SITE LIGHTING TO BE COORDINATED AROUND THE TREES LOCATED ON
THE PLANTING PLAN. ALL TREES SHOWN ON THE PLANTING PLAN MUST GO IN AS SPECIFIED.
ANY CHANGES TO THE PLANTING PLAN COULD RESULT IN A DELAY IN RECEIVING AND
OCCUPANCY PERMIT.
13. CONSULT PLANT LIST FOR PLANT SIZES AND SPECIFICATIONS.
14. CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO INSTALLATION. NOTIFY
ENGINEER IF FIELD CONDITIONS WARRANT ADJUSTMENT OF PLANT LOCATIONS.
15. CONTRACTOR IS RESPONSIBLE FOR ALL PLANTS SHOWN ON PLANS. QUANTITIES ARE FOR
CONVENIENCES ONLY.
16. GENERAL CONTRACTOR TO SEED ALL DISTURBED AREAS BEYOND PARKING LOT PERIMETER.
LANDSCAPE CONTRACTOR SHALL SEED ALL AREAS WITHIN PARKING AS NOTED.
17. CONTRACTOR MAY CONTACT THE COUNTY INSPECTOR FOR A 02/21 /2023 MEETING TO
NEGOTIATE CREDIT FOR EXISTING TREES IN THE BUFFER AREA.
TREE PLANTING NOTES
1. ALL STRAPPING AND TOP 2/3 OF WIRE BASKET MUST BE CUT AWAY AND REMOVED FROM
ROOT BALL PRIOR TO BACKFILLING PLANTING PIT. REMOVE TOP 1 /3 OF THE BURLAP FROM
ROOT BALL.
2. FOR NEW PLANTING AREAS, REMOVE ALL PAVEMENT, GRAVEL SUB -BASE, AND
CONSTRUCTION DEBRIS; REMOVE COMPACTED SOIL AND ADD 24" NEW TOPSOIL -OR-
UNCOMPACT AND AMEND TOP 24" OF EXISTING SOIL TO MEET TOPSOIL/PLANTING MIX
STANDARDS FOR TREES.
3. MINIMUM TREE SIZE AT PLANTING IS 2-INCH CALIPER (FOR SINGLE STEM TREES). ALL
MULTI -STEM PLANTS MUST BE TREE FORM, MAXIMUM 3 TO 5 TRUNKS, AND MINIMUM 8 FEET
TALL.
4. ADJUST TREE PLANTING LOCATIONS TO AVOID UNDERGROUND UTILITIES.
5. ATTENTION LANDSCAPER: NOTIFY ENGINEER OF ANY SIGN, POWER LINE, OR OTHER
CONFLICTS BEFORE PLANTING NEW TREES.
6. LARGE MATURING TREES MUST BE A MINIMUM 25 TO 30 FEET FROM THE OVERHEAD
DISTRIBUTION OR TRANSMISSION LINES. IF TREES CONFLICT WITH POWER LINES OR SIGNS,
CALL URBAN FORESTER TO RESOLVE BEFORE PLANTING.
7. UNLESS APPROVED BY URBAN FORESTRY STAFF ALL REQUIRED TREES MUST HAVE SINGLE
STEM TRUNKS WITH NO CO -DOMINANT TRUNKS OR BRANCHES. TREE TRUNKS SHALL BE
STRAIGHT IN FORM AND FREE OF DAMAGE OR CRACKS. PRUNING CUTS SHALL BE CALLUSED
OVER. BRANCH LENGTH SHALL BE TYPICAL FOR THE TREES AGE AND NOT BE BROKEN,
DISEASED OR INJURED. ROOT FLARE SHALL BE LOCATED AT GRADE AND BE FREE FROM
EXCESSIVE ADVENTITIOUS ROOT GROWTH.
8. IT IS THE RESPONSIBILITY OF THE CONTRACTOR / LANDSCAPER TO NOTIFY THE ENGINEER OF
ANY SITE CONFLICTS THAT AFFECT TREE SPECIES OR LOCATIONS PRIOR TO PLANTING TREES.
UTILITY NOTES
1. DIMENSIONS TO, OR COORDINATES OF MANHOLES, VALVES, PIPELINES, ETC., ARE TO
CENTERLINE UNLESS OTHERWISE NOTED.
2. THE CONTRACTOR SHALL OBTAIN & PAY FOR, PRIOR TO THE BEGINNING OF ANY WORK, ALL
PERMITS & LICENSES NECESSARY TO ACCOMPLISH WORK. PERMITS CAN INCLUDE, BUT ARE
NOT LIMITED TO DAVIE COUNTY ENCROACHMENT PERMIT, GRADING PERMIT, &/OR UTILITY
COMPANY'S PERMIT FOR THE WORK TO BE PERFORMED ON THEIR RESPECTIVE FACILITIES.
3. ANY CONTRACTOR PERFORMING WORK ON THIS PROJECT SHALL FAMILIARIZE HIMSELF WITH
THE THE JOB SITE & LOCATION OF ALL EXISTING FACILITIES & UNDERGROUND UTILITIES
SHOWN OR NOT SHOWN ON THESE PLANS. THE CONTRACTOR WILL BE UNILATERALLY
RESPONSIBLE FOR ANY DAMAGE DONE TO EXISTING FACILITIES OR UNDERGROUND UTILITIES
THAT ARE SHOWN OR NOT SHOWN ON THESE PLANS; & IF DAMAGED, THEY SHALL BE
REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER AT NO COST TO THE OWNER.
4. THE CONTRACTOR SHALL RE -SET ALL MANHOLE COVERS, CATCH BASIN GRATES & ANY OTHER
UTILITY ACCESS COVERS TO FINISHED PAVEMENT SURFACE OR SIDEWALK GRADE. THE
CONTRACTOR SHALL PROTECT UNDERGROUND UTILITIES & THEIR APPURTENANCES TO REMAIN
ON SITE FROM DAMAGE DURING CONSTRUCTION OPERATIONS.
5. SEWER CLEAN -OUTS TO BE PROVIDED AT ALL BENDS ON 6" Q OR LESS LINES. CLEAN -OUTS
SHALL BE PROVIDED EVERY 75' ON 4" 0 LINES AND EVERY 100' ON 6" O LINES. SEWER
LATERALS TO BE PLACED AT A MINIMUM SLOPE OF 1 /4" PER FOOT ON 4" O LINES AND 1 /8"
PER FOOT ON 6" O LINES.
6. WHEN WATER MAIN IS ABOVE SEWER, BUT WITH LESS THAN 18" CLEARANCE, OR WHEN THE
SEWER IS ABOVE THE WATER MAIN, BOTH WATER MAIN & SEWER LINE SHALL BE
CONSTRUCTED OF FERROUS MATERIALS WITH JOINTS EQUIVALENT TO WATER MAIN
STANDARDS FOR A MINIMUM LATERAL DISTANCE, MEASURED AT RIGHT ANGLES TO THE
SEWER, OF 1 O' ON EACH SIDE OF THE CROSSING WITH FULL SECTIONS CENTERED AT THE
POINT OF CROSSING.
7. UPON COMPLETION OF CONSTRUCTION & BEFORE ACTIVATION OF SEWER LINES & WATER
MAINS, THE CONTRACTOR SHALL PROVIDE AS -BUILT SURVEY INFORMATION TO THE
ENGINEER.
8. ALL STANDARD NCDENR/COUNTY UTILITY SEPARATIONS MUST BE PROVIDED FOR WATER AND
SEWER MAINS.
9. THERE SHALL BE NO TAPS, PIPING BRANCHES, UNAPPROVED BYPASS PIPING, HYDRANTS, FIRE
DEPT. CONNECTION POINTS, OR OTHER WATER -USING APPURTENANCES CONNECTED TO THE
SUPPLY LINE BETWEEN ANY WATER METER AND ITS REQUIRED BACKFLOW PREVENTER.
10. CONSTRUCT UTILITIES IN ACCORDANCE WITH THE REQUIREMENTS OF THE DAVIE COUNTY &
THE STATE OF NORTH CAROLINA. COMPLY WITH ALL APPLICABLE HEALTH & SAFETY
REQUIREMENTS.
14. VERIFY EXISTING UTILITY LOCATIONS & OTHER EXISTING FEATURES PRIOR TO CONSTRUCTION.
REPORT ANY INCONSISTENCIES TO OWNER PRIOR TO BEGINNING WORK.
15. CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY TO RELOCATE ANY EXISTING
UTILITY POLES. ALL EXISTING FACILITIES WHICH CONFLICT WITH THE IMPROVEMENTS UNDER
THE SCOPE OF THIS PROJECT MUST BE RELOCATED, AND SHALL BE INCLUDED IN THE
CONTRACTOR'S BID.
16. ALL ON -SITE PRIVATE WATER AND SEWER LINES TO BE MAINTAINED BY OWNER.
EROSION CONTROL MAINTENANCE NOTES EROSION CONTROL MEASURES MAINTENANCE PLAN EROSION CONTROL MEASURES MAINTENANCE NOTES
1. ALL EROSION SEDIMENT CONTROL STRUCTURES SHALL BE INSPECTED AT LEAST ONCE EVERY 7
CALENDAR DAYS AND WITHIN 24 HOURS OF ANY STORM EVENT OF GREATER THAN 1 /2"
RAIN IN A 24 HOUR PERIOD. A RAIN GAUGE SHALL BE MAINTAINED ON THE SITE AND A
RECORD OF THE RAINFALL AMOUNTS AND DATES SHALL BE KEPT. SEE SPECIFIC MAINTENANCE
FOR EACH EROSION CONTROL MEASURE.
2. A RECORD OF INSPECTIONS BY THE CONTRACTOR SHALL BE KEPT AND MADE AVAILABLE TO
THE INSPECTOR UPON REQUEST. VISIBLE SEDIMENTATION FOUND OUTSIDE THE DENUDED
AREA LIMITS SHALL BE RECORDED AND A BRIEF EXPLANATION KEPT WITH THE RECORDS AS TO
THE MEASURES TAKEN TO CONTROL FUTURE RELEASES. ANY MEASURES TAKEN TO CLEAN UP
THE SEDIMENT THAT HAS LEFT THE DENUDED AREA LIMITS SHALL ALSO BE RECORDED.
3. SEDIMENT SHALL BE REMOVED & TRAP(S)/BASIN(S) RESTORED TO ITS ORIGINAL DIMENSIONS
WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH A MANNER THAT IT
WILL NOT ERODE.
4. CLEANOUT STAKES SHALL BE PLACED IN ALL SEDIMENT BASINS AT THE LOW POINT IN THE
BASIN. THE STAKES SHALL BE MARKED SHOWING THE HALF FULL (CLEANOUT POINT) OF THE
BASIN.
5. SEDIMENT BASINS SHALL BE STABILIZED IMMEDIATELY AFTER INSTALLATION. IF STABILIZATION IS
INTERRUPTED DURING MAINTENANCE WORK, CONTRACTOR SHALL WORK TO RE-ESTABLISH
STABILIZATION IMMEDIATELY.
PERMANENT SEEDING SCHEDULE
LATE WINTER / EARLY SPRING
SEEDING DATES:
2/15 TO 4/15
SEEDING MIXTURE: SLOPES 3:1 AND OVER:
- 258 LBSACRE
/
TALL FESCUE - 258 LBS/ACRE TALL FESCUE**SERICEA LESPEDEZA* - 90 LBS/ACRE
KOBE LESPEDEZA* - 30 LBS/ACRE
SUMMER
SEEDING DATES:
4/15 TO 8/15
SLOPES 3:1 AND OVER:
SEEDING MIXTURE: TALL FESCUE** - 258 LBS/ACRE
TALL FESCUE - 215 LBS/ACRE SERICEA LESPEDEZA* - 90 LBS/ACRE
HULLED BERMUDA GRASS - 43 LBS/ACRE KOBE LESPEDEZA* - 30 LBS/ACRE
FALL
SEEDING DATES:
8/15 TO 10/15
SEEDING MIXTURE:
TALL FESCUE - 80 LBS/ACRE
(OVERSEED WITH 15 LBS/ACRE KOBE LESPEDEZA*
MIN. OF ONE TIME)
NOTE: OVER SEEDING IS PART OF THE BASE BID
AND THERE SHALL BE NO SEPARATE PAYMENT
NOTES:
EFFECTIVE OCTOBER 1, 2010, PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST
INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES ON A PROJECT AFTER EACH PHASE OF
THE PROJECT TO MAKE SURE THAT THE APPROVED SEDIMENT & EROSION CONTROL PLAN IS BEING
FOLLOWED. SELF -INSPECTION REPORTS ARE REQUIRED. A SAMPLE SELF -INSPECTION REPORT, AS
WELL AS DETAILS OF THE SELF -INSPECTION PROGRAM, CAN BE FOUND ON THE LAND QUALITY
WEBSITE: HTTPS://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES
AS A MINIMUM, THE INSPECTIONS SHALL BE PERFORMED AFTER EACH OF THE FOLLOWING PHASES
OF A PLAN:
1. INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL MEASURES
2. INSTALLATION OF SEDIMENT TRAPS/BASINS
3. CLEARING AND GRUBBING OF EXISTING GROUND COVER
4. COMPLETION OF ANY PHASE OF GRADING THAT REQUIRES PROVISION OF STABILIZATION
5. INSTALLATION OF MEASURES DURING ANY PHASE OF THE PROJECT
6. COMPLETION OF CONSTRUCTION OR DEVELOPMENT
7. INSTALLATION OF STORMWATER RETENTION MEASURES
8. QUARTERLY UNTIL THE ESTABLISHMENT OF PERMANENT GROUND COVER IS FULLY
ESTABLISHED
SOIL AMMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LBS/ACRE GROUND
AGRICULTURAL LIMESTONE AND 1000 LBS/ACRE 10-10-10 FERTILIZER
MULCH:
APPLY 4,000 LBS/ACRE THRESHED WHEAT OR OAT STRAW. ANCHOR BY TACKING WITH
EMULSIFIED ASPHALT, NETTING OR A MULCH ANCHORING TOOL (EMULSIFIED ASPHALT TACK
RATE: 400 GAL/ACRE). A DISK WITH BLADES SET AT NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE:
SEE SEED/SOD MAINTENANCE NOTES
SOIL AMMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LBS/ACRE GROUND
AGRICULTURAL LIMESTONE AND 1000 LBS/ACRE 10-10-10 FERTILIZER
MULCH:
APPLY 4,000 LBS/ACRE THRESHED WHEAT OR OAT STRAW. ANCHOR BY TACKING WITH
EMULSIFIED ASPHALT, NETTING OR A MULCH ANCHORING TOOL (EMULSIFIED ASPHALT TACK
RATE: 400 GAL/ACRE). A DISK WITH BLADES SET AT NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE:
SEE SEED/SOD MAINTENANCE NOTES
SOIL AMMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LBS/ACRE PELLETIZED
DOLOMITIC LIMESTONE AND 1000 LBS/ACRE 10-10-10 FERTILIZER
SLOPES 3:1 AND OVER:
TALL FESCUE** - 258 LBS/ACRE
SERICEA LESPEDEZA* - 90 LBS/ACRE
KOBE LESPEDEZA - 30 LBS ACRE
/ MULCH:
APPLY 4,000 LBS/ACRE THRESHED WHEAT OR OAT STRAW. ANCHOR BY TACKING WITH
EMULSIFIED ASPHALT, NETTING OR A MULCH ANCHORING TOOL (EMULSIFIED ASPHALT TACK
RATE: 400 GAL/ACRE). A DISK WITH BLADES SET AT NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE:
SEE SEED/SOD MAINTENANCE NOTES
* APPROVED ALTERNATIVES INCLUDE SWITCHGRASS (PANICUM VIRGATUM), SPLITBEARD BLUESTREAM (ANDROPOGON TERNARIUS), OR PARTRIDGE PEA (CHAMAECRISTA FASCICULATA).
** APPROVED ALTERNATIVES INCLUDE SWITCHGRASS (PANICUM VIRGATUM), BIG BLUESTEM (ANDROPOGON GERARDII), LITTLE BLUESTEM (SCHIZACHYRIUM SCOPARIUM), INDIAN GRASS (SORGHASTRUM NUTANS), BEAKED
PANICGRASS (PANICUM ANCEPS), PURPLETOP (TRIDENS FLAVUS), BROOMSEDGE (ANDROPOGON VIRGINICUS), DEER TONGUE (DICANTHELIUM CLANDESTINUM), CANADIAN WILDRYE (ELYMUS CANADENSIS), VIRGINIA
WILDRYE (ELYMUS VIRGINICUS), SENSITIVE PARTRIDGE PEA (CHAMAECRISTA NICTITANS), AND PARTRIDGE PEA (CHAMAECRISTA FASCICULATA).
1. SUBSTITUTIONS WILL BE PERMITTED ONLY UPON WRITTEN APPLICATION BY THE CONTRACTOR TO THE ENGINEER, AND WHEN APPROVED BY SAID ENGINEER IN WRITING.
2. ALL SEED SHALL HAVE A 98% MINIMUM PURITY, 85% MINIMUM GERMINATION, AND BE FREE OF NOXIOUS WEED. SEED OVER ONE YEAR OLD, OR OTHERWISE DAMAGED, WILL NOT BE ACCEPTED.
3. ALL OTHER SITE WORK REQUIRED BY THIS CONTRACT, IN THE AREA TO BE SEEDED, SHALL BE COMPLETE AND IN PLACE BEFORE GRASSING OPERATIONS ARE BEGUN. WORK MAY BE COMPLETED IN PARTS IF SO REQUESTED
BY THE CONTRACTOR AND APPROVED BY THE OWNER OR ENGINEER.
4. PROTECTIVE COVER MUST BE ESTABLISHED ON ALL DISTURBED AREAS, GRADED SLOPES AND FILLS WITHIN 21 CALENDAR DAYS AFTER LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY CEASED.
5. FOR ADDITIONAL INFORMATION, INCLUDING SEED BED PREP, SEASONAL LIMITATIONS FOR SEEDING OPERATIONS, THE KINDS OF GRADES OF FERTILIZERS, THE KINDS OF SEED, AND THE RATES OF APPLICATION OF
LIMESTONE, FERTILIZER, AND SEED, REFER TO NCDENR ESCPDM SECTION 6.1 1.
SEDIMENT BASIN CONSTRUCTION SPECIFICATIONS
1. SITE PREPARATIONS- CLEAR GRUB AND STRIP TOPSOIL FROM AREAS UNDER THE EMBANKMENT TO REMOVE TREES VEGETATION ROOTS AND OTHER OBJECTIONABLE MATERIAL. DELAY
CLEARING THE POOL AREA UNTIL THE DAM IS COMPLETE AND THEN REMOVE BRUSH, TREES, AND OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL
TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT CONTROL
MEASURES BELOW THE BASIN AS NEEDED.
2. CUT-OFF TRENCH EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL BUT IN NO CASE MAKE IT LESS THAN 2 FEET DEEP. THE
CUT-OFF TRENCH MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND
COMPACTION EQUIPMENT, BUT IN NO CASE LESS THAN 2 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 1:1. COMPACTION REQUIREMENTS ARE THE SAME AS THOSE FOR THE EMBANKMENT. KEEP
THE TRENCH DRY DURING BACKFILLING AND COMPACTION OPERATIONS
3. EMBANKMENT - TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS. IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS, AND OTHER OBJECTIONABLE
MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO BE PLACED BEFORE PLACING FILL THE FILL MATERIAL MUST CONTAIN SUFFICIENT MOISTURE SO IT CAN BE FORMED BY HAND INTO A BALL WITHOUT CRUMBLING.
IF WATER CAN BE SQUEEZED OUT OF THE BALL, IT IS TOO WET FOR PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH CONTINUOUS LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA AND
COMPACT IT. COMPACTION MAY BE OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER THE FILL SO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE WHEEL OR
TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED. CONSTRUCT THE EMBANKMENT TO AN ELEVATION 10 PERCENT HIGHER THAN THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
4. CONDUIT SPILLWAYS- SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL SECTIONS BY APPROVED
WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON FIRM SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL
AROUND THE PIPE OR ANTI -SEEP COLLARS. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS, AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF
COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE OR OTHER SATISFACTORY MEANS TO PREVENT
FLOTATION. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. EMERGENCY SPILLWAY- INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE
CRITICAL TO THE SUCCESSFUL OPERATION OF THE EMERGENCY SPILLWAY.
6. INLETS- DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO
IMPROVE BASIN TRAP EFFICIENCY
7. EROSION CONTROL- CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED.
STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION .
8. INSTALL POROUS BAFFLES AS SPECIFIED IN DETAILS.
ALL EROSION & SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER
EACH HEAVY RUNOFF RAINFALL. ALL MEASURES SHALL COMPLY WITH NCDEQ REGULATIONS.
CONTRACTOR TO COORDINATE ALL INSTALLATION AND INSPECTIONS WITH NCDEQ EROSION
CONTROL INSPECTOR.
EROSION CONTROL MEASURES TO BE INSPECTED INCLUDE:
TEMPORARY SEDIMENT BASINS
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1 /2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE
THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN
DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS. CHECK THE
EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT
FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH
AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING
UNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING
ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND
RESTORE FLOW. IF THE FLOW DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE
BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS
CLOGGED; IF SO REMOVE DEBRIS.
IF THE SKIMMER ARM OR BARREL PIP IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE
OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND
REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
CHECK THE SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS
THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER
AND POOL AREAS.
SILT FENCE
INSPECT SILT FENCE AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SILT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO
PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL
FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
CHECK DAMS
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
CHANNEL. REMOVE SEDIMENTATION ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE OR
WATTLE CHECK DAM AND TO PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE
DAM. ADD STONE OR ADDITIONAL WATTLES AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
DIVERSION DITCHES
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED TO AVOID GULLY FORMATION. WHEN THE
AREA ABOVE THE TEMPORARY DIVERSION DITCH IS PERMANENTLY STABILIZED, REMOVED THE DIKE
AND FILL AND STABILIZE THE CHANNEL TO BLEND WITH THE NATURAL SURFACE.
OUTLET PROTECTION
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR
BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE
ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
CONSTRUCTION ENTRANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE
CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE. AFTER EACH
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED OR TRACKED ONTO
PUBLIC ROADS.
SEEDING
RESEED AREAS WHERE SEEDING EMERGENCE IS POOR OR WHERE EROSION OCCURS AS SOON AS
POSSIBLE.
CONCRETE WASHOUT
MAINTAIN CONCRETE WASHOUT STRUCTURE(S) TO PROVIDE ADEQUATE HOLDING CAPACITY PLUS
A MINIMUM FREEBOARD OF 18 INCHES. REMOVE AND DISPOSE OF HARDENED CONCRETE AND
RETURN THE STRUCTURE TO A FUNCTIONAL CONDITION AFTER REACHING 75% CAPACITY. INSPECT
CONCRETE WASHOUT STRUCTURES FOR DAMAGE AND MAINTAIN FOR EFFECTIVENESS. REMOVE
THE CONCRETE WASHOUT STRUCTURES AND SIGN UPON PROJECT COMPLETION. GRADE THE
EARTH MATERIAL TO MATCH THE EXISTING CONTOURS AND PERMANENTLY SEED AND MULCH
AREA.
STOCKPILES
CHECK STOCKPILES FOR SILT FENCE EFFICIENCY, SEDIMENTATION AND STABILIZATION.
INLET PROTECTION
INSPECT INLET PROTECTION AFTER EACH RAINFALL EVENT AND MAKE NEEDED REPAIRS
IMMEDIATELY. REMOVE SEDIMENT FROM POOL AREA TO PROVIDE STORAGE FOR THE NEXT RAIN
EVENT. AVOID DAMAGING OR UNDERCUTTING THE FABRIC DURING SEDIMENT REMOVAL. WHEN
CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, INSPECTED AND APPROVED, REMOVE ALL
CONSTRUCTION MATERIAL AND ANY UNSTABLE SEDIMENT AND DISPOSE OF THEM PROPERLY.
GRADE THE DISTURBED AREA TO THE ELEVATION OF THE DROP INLET CREST. STABILIZE ALL BARE
AREAS IMMEDIATELY.
SLOPE DRAINS
INSPECT THE SLOPE DRAINS AND SUPPORTING DIVERSION AFTER EVERY RAINFALL AND PROMPTLY
MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY STABILIZED,
TEMPORARY MEASURES MAY BE REMOVED MATERIALS DISPOSED OF PROPERLY AND ALL
DISTURBED AREAS STABILIZED APPROPRIATELY.
BAFFLES
SEE SEDIMENT BASINS
SILT BAGS
INSPECT SILT BAGS WHILE DEWATERING IS ONGOING. REPLACE SILT BAGS WHEN TRAPPED
SEDIMENT HAS ACCUMULATED TO 50% OF THE BAG CAPACITY OR IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. DEWATERING BAGS ARE FULL WHEN THEY NO LONGER
EFFICIENTLY FILTER SEDIMENT OR PASS WATER AT A REASONABLE RATE.
EROSION CONTROL BLANKETS
INSPECT ROLLED EROSION CONTROL PRODUCTS (RECP) AT LEAST WEEKLY AND AFTER
SIGNIFICANT (1 /2 INCH OR GREATER) RAINFALL EVENT - REPAIR IMMEDIATELY. GOOD CONTACT
WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH RECP. ANY
AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL
BE REPAIRED AND STAPLED. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE
PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED. MONITOR AND REPAIR THE RECP AS
NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
GENERAL EROSION CONTROL NOTES
1. ON -SITE BURIAL PITS REQUIRE AN ON -SITE DEMOLITION LANDFILL PERMIT FROM THE ZONING
ADMINISTRATOR AND THE DIVISION OF WASTE MANAGEMENT, SOLID WASTE SECTION.
2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE
EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A
VIOLATION OF THE CITY/COUNTY EROSION CONTROL ORDINANCE & IS SUBJECT TO A FINE.
4. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN
3:1 (H:V) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTIBLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE
LAST LAND -DISTURBING ACTIVITY. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
PRACTICABLE BUT IN ANY EVENT WITH 14 CALENDAR DAYS FROM THE LAST LAND -DISTURBING
ACTIVITY.
5. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A
REPRESENTATIVE OF THE COUNTY OR STATE ENGINEERING DEPARTMENT.
6. SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. SOILS ENGINEER TO VERIFY STABILITY OF
SLOPES GREATER THAN 2:1.
7. TEMPORARY DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT-OF-WAY
MUST BE PRESENTED AT PRE -CONSTRUCTION MEETING.
8. ALL EMBANKMENTS MUST BE CONSTRUCTED PER SECTION 4.0.6 EMBANKMENT REQUIREMENTS
IN THE BMP DESIGN MANUAL. (IF APPLICABLE).
9. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS
NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY
WHEN SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON THE
PLAN.
GENERAL GRADING NOTES
1. CONTACT THE DAVIE COUNTY EROSION CONTROL OFFICE AT LEAST 48 HOURS PRIOR TO
COMMENCING THE LAND -DISTURBING ACTIVITY.
2. THE CONTRACTOR SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN
UNOBSTRUCTED STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM
ALL DEBRIS, LOGS, TIMBER, JUNK AND OTHER ACCUMULATIONS.
3. PE SEALED SHOP DRAWINGS FOR RETAINING WALL(S) MUST BE SUBMITTED TO CITY/COUNTY
ENGINEER PRIOR TO CONSTRUCTION.
4. APPROVAL OF THIS SITE PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES.
WHEN FIELD CONDITIONS WARRANT OFF -SITE GRADING, PERMISSION MUST BE OBTAINED
FROM THE AFFECTED PROPERTY OWNERS.
5. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE
WITH AN APPROVED EROSION CONTROL PLAN.
6. IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM OF 0.5% SLOPE ON THE CURB.
7. CONTRACTOR TO SAVE SUFFICIENT TOPSOIL ON SITE TO BE RE -SPREAD AFTER GRADING IS
COMPLETE. HAUL OFF ANY EXCESS TOPSOIL.
NCDENR GROUND COVER REQUIREMENTS
NEW STABILIZATION TIMEFRAMES
{Effective Aug. 3, 20111
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
rr�\
� I I 1 Perimeter dikes, swales, ditches, slopes
7 days
None
c3 High Quality Water (HOW) Zones
7 days
None
Slopes steeper than 3:1
7 days
''slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
OAll other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HOW Zones.
PERMANENT SEEDING AS NEEDED
1. AREA TO BE STABILIZED WITH PERMANENT SEEDING: AREAS NOT DISTURBED BY THE
DAY-TO-DAY ACTIVITIES.
2. CONTROL RUNOFF AND EROSION ON DISTURBED AREAS BY ESTABLISHING PERENNIAL
VEGETATIVE COVER WITH SEED.
3. REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. PERMANENTLY
STABILIZE SUCH AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTS TO SITE CONDITIONS,
AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS.
4. FINE -GRADED AREAS ON WHICH PERMANENT, LONG-LIVED VEGETATIVE COVER IS THE MOST
PRACTICAL OR MOST EFFECTIVE METHOD OF STABILIZING THE SOIL. PERMANENT SEEDING
MAY ALSO BE USED ON ROUGH -GRADED AREAS THAT WILL NOT BE BROUGHT TO FINAL
GRADE FOR A YEAR OR MORE.
5. TEST AND ANALYZE THE TYPE(S) AND QUALITY OF THE EXISTING SOILS ON A SITE, THEIR PH
RANGES, AND THEIR NUTRIENT LEVELS. TAKING SOIL SAMPLES FROM THE DIFFERENT AREAS OF
THE PROJECT SITE AND HAVING THEM TESTED AT A STATE OR INDEPENDENT LAB WILL
PROVIDE A BASELINE FOR DETERMINING THE PH MODIFIERS AND ADDITIONAL NUTRIENTS
REQUIRED FOR THE SELECTED PLANT VARIETIES.
6. DISTURBED CONDITIONS ON A SITE MAY PRODUCE A VARIETY OF SOIL COMMUNITIES.
NUTRIENT AND PH LEVELS IN DEEPLY CUT SOILS WILL BE QUITE DIFFERENT FROM THOSE SOILS
FOUND ON THE ORIGINAL SURFACE. WHEN SITES ARE HIGHLY DISTURBED THROUGH
MECHANICAL MEANS SUCH AS GRADING, THE SOILS BECOME MIXED TOGETHER IN MANY
DIFFERENT RATIOS. THESE AREAS SHOULD BE IDENTIFIED AND TESTED. RESULTS FROM SOIL
TESTS WILL USUALLY INCLUDE RECOMMENDED APPLICATION RATES OF SOIL MODIFIERS SUCH
AS LIME AND FERTILIZER FOR THE SELECTED PLANT SPECIES IN THE PARTICULAR SOILS.
APPLICATION RATES WILL BE ITEMIZED IN THE REPORT. THE TEXTURE OF THE SOIL ON A SITE,
WHICH IS THE PROPORTION OF SAND, SILT, AND CLAY IN THE SOIL, IS AN IMPORTANT
PHYSICAL INDICATOR OF THE SITE'S ABILITY TO SUPPORT VEGETATION. IN HEAVY CLAY SOILS,
AMENDMENTS MAY BE NECESSARY TO PROVIDE AN ADEQUATELY DRAINED PLANTING
MEDIUM. CONVERSELY, IN EXTREMELY SANDY SOILS, AMENDMENTS MAY BE REQUIRED TO
PROVIDE FOR MOISTURE AND NUTRIENT RETENTION.
7. PREPARATION FOR PRIMARY/PERMANENT STABILIZATION SHALL NOT BEGIN UNTIL ALL
CONSTRUCTION AND UTILITY WORK WITHIN THE PREPARATION AREA IS COMPLETE.
HOWEVER, IT MAY BE NECESSARY TO PREPARE FOR NURSE CROPS PRIOR TO COMPLETION OF
CONSTRUCTION AND INSTALLATION OF UTILITIES.
8. A NORTH CAROLINA DEPARTMENT OF AGRICULTURE SOILS TEST (OR EQUAL) SHALL BE
OBTAINED FOR ALL AREAS TO BE SEEDED, SPRIGGED, SODDED OR PLANTED. RECOMMENDED
FERTILIZER AND PH ADJUSTING PRODUCTS SHALL BE INCORPORATED INTO THE PREPARED
AREAS AND BACKFILL MATERIAL PER THE TEST.
9. ALL AREAS TO BE SEEDED OR PLANTED SHALL BE TILLED OR RIPPED TO A DEPTH SPECIFIED ON
THE APPROVED PLANS, CONSTRUCTION SEQUENCE AND/OR CONSTRUCTION BID LIST.
RIPPING CONSISTS OF CREATING FISSURES IN A CRISS-CROSS PATTERN OVER THE ENTIRE
SURFACE AREA UTILIZING AN IMPLEMENT THAT WILL NOT GLAZE THE SIDEWALLS OF THE
FISSURES. SITE PREPARATION THAT DOES NOT COMPLY WITH THESE DOCUMENTS SHALL NOT
BE ACCEPTABLE. THE DEPTH OF SOIL PREPARATION MAY ESTABLISHED AS A RANGE BASED ON
THE APPROVAL OF THE REVIEWING STATE OR LOCAL AGENCY. ONCE TILLED OR RIPPED
ACCORDING TO THE APPROVED PLAN, ALL AREAS ARE TO BE RETURNED TO THE APPROVED
FINAL GRADE. PH MODIFIERS AND/OR OTHER SOIL AMENDMENTS SPECIFIED IN THE SOIL TESTS
CAN BE ADDED DURING THE SOIL PREPARATION PROCEDURE OR AS DESCRIBED BELOW.
10. ALL STONES LARGER THAN THREE (3) INCHES ON ANY SIDE, STICKS, ROOTS, AND OTHER
EXTRANEOUS MATERIALS THAT SURFACE DURING THE BED PREPARATION SHALL BE REMOVED.
11. TILL OR DISC THE PREPARED AREAS TO BE SEEDED TO A MINIMUM DEPTH OF FOUR (4) INCHES.
IF NOT INCORPORATED DURING THE SOIL PREPARATION PROCESS, ADD PH MODIFIER AND
FERTILIZERS AT THE RATE SPECIFIED IN THE SOIL TEST REPORT.
12. RE -COMPACT THE AREA UTILIZING A CULTIPACKER ROLLER. THE FINISHED GRADE SHALL BE A
SMOOTH EVEN SOIL SURFACE WITH A LOOSE, UNIFORMLY FINE TEXTURE. ALL RIDGES AND
DEPRESSIONS SHALL BE REMOVED AND FILLED TO PROVIDE THE APPROVED SURFACE
DRAINAGE. SEEDING OF GRADED AREAS IS TO BE DONE IMMEDIATELY AFTER FINISHED
GRADES ARE OBTAINED AND SEEDBED PREPARATION IS COMPLETED.
13. VEGETATION STABILIZATION (3 TYPES)
13.1. IMMEDIATE STABILIZATION - NURSE CROP VARIETIES (NOTE: TEMPORARY MULCHING MAY
BE UTILIZED FOR IMMEDIATE STABILIZATION IF OUTLINED ON THE APPROVED PLANS AND
CONSTRUCTION SEQUENCE.)
13.2. PRIMARY STABILIZATION - PLANT VARIETIES PROVIDING COVER UP TO THREE (3) YEARS
WITH A SPECIFIED MAINTENANCE PLAN.
13.3. LONG TERM STABILIZATION - PLANT VARIETIES PROVIDING PROTECTIVE COVER WITH
MAINTENANCE LEVELS SELECTED BY THE OWNER. AN ADEQUATE JOB IN ONE OF THESE
AREAS DOES NOT GUARANTEE SUCCESS IN THE LATER PHASES. IMMEDIATE VEGETATIVE
COVER WILL ALWAYS REQUIRE ADDITIONAL FERTILIZATION, SOIL AMENDMENTS, SOIL
TESTS, OVERSEEDING, AND/OR OTHER HORTICULTURAL MAINTENANCE UNTIL PRIMARY
VEGETATIVE COVER IS ESTABLISHED.
14. IF NO SOIL TEST IS AVAILABLE, FOLLOW THESE RECOMMENDATIONS FOR ALL GRASSES
EXCEPT CENTIPEDEGRASS:
14.1. APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE.
14.2. APPLY A STARTER TYPE FERTILIZER (ONE THAT IS HIGH IN PHOSPHORUS) BASED ON THE
TYPE OF GRASS AND PLANTING METHOD.
15. FERTILIZERS REQUIRED FOR A 1,000 SQ. FT. AREA INCLUDE 40 POUNDS OF 5-10-10, 20
POUNDS OF 9-20-20, OR 16 POUNDS OF 18-24-6. FOR SANDY SOILS, TYPICAL TO COASTAL
PLAIN AND SANDHILLS OF NORTH CAROLINA, FERTILIZER RATES SHOULD BE INCREASED BY 20
PERCENT. MATERIALS PROPOSED FOR USE MUST BE INDUSTRY CERTIFIED AND/OR PRIVATELY
TESTED AND CERTIFIED TO BE ACCEPTABLE FOR PROPOSED AREAS OF USE AND APPLICATION
PRIOR TO APPROVAL.
16. INFORMATION IS PROVIDED IN THE STATE'S EROSION CONTROL MANUAL FOR SEEDING
RATES, OPTIMUM PLANTING DATES IN THE STATE'S THREE (3) REGIONS, SUN AND SHADE
TOLERANCES, INVASIVE CHARACTERISTICS, COMPATIBILITY IN WETLANDS AND RIPARIAN
BUFFERS, AND INSTALLATION MAINTENANCE CONSIDERATION.
17. TO USE THE INFORMATION IN THE SEEDING CHARTS FOUND IN THE STATE EROSION CONTROL
MANUAL, FOLLOW THESE STEPS:
17.1. DETERMINE WHAT NURSE CROP BEST FITS THE SITE, SOIL CONDITIONS, AND PERMANENT
SEED MIX.
17.2. OBTAIN SOIL TESTS FOR ALL AREAS TO BE SEEDED.
17.3. SELECT THE SITE'S REGION: MOUNTAINS, PIEDMONT, OR COASTAL PLAIN.
17.4. SELECT SUNNY, PART SHADE, OR FULL SHADE.
17.5. SELECT WELL OR POORLY DRAINED.
17.6. AVOID A CROP THAT IS INVASIVE AND IF NECESSARY, DETERMINE POTENTIAL IMPACTS
ON THE SITE AND ADJACENT PROPERTIES.
GENERAL NOTES
1. ALL CONCRETE SIDEWALKS SHALL BE FULL 4" THICK 3600 PSI CONCRETE W/1" DEEP GROOVE
CONTROL JOINTS AT INTERVALS INDICATED ON SITE PLAN. PROVIDE EXPANSION JOINTS
ADJACENT TO ALL RIGID STRUCTURES. EXPANSION JOINT SPACING SHALL NOT EXCEED 301
.
2. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS OTHERWISE NOTED.
3. SEE ARCHITECTURAL PLAN FOR EXACT LOCATION & SIZE OF WATER, SEWER CONNECTIONS &
ROOF DOWNSPOUTS.
4. SEE ARCHITECTURAL PLAN FOR BUILDING DIMENSIONS, FEATURES, STAIRS & HANDRAILS, ETC.
5. DRIVEWAYS SHALL BE CONSTRUCTED TO STATE & LOCAL CODES.
6. ACCESSIBLE PARKING:
a. AN ACCESSIBLE PARKING SPACE SHALL HAVE NO GREATER SLOPE THAN 1 /A" PER FOOT
ACROSS THE SPACE.
b. HANDRAILS ARE TO BE PROVIDED ON ACCESSIBLE RAMPS WITH A DROP OF 2" OR MORE.
c. MAX. SLOPE FOR AN ACCESSIBLE ROUTE (SIDEWALK) SHALL BE 5.0% (1:20).
d. ALL ACCESSIBLE PARKING SPACES SHALL DISPLAY APPROVED RESERVED PARKING SPACE
SIGNS AS PRESCRIBED BY THE N.C.D.O.T. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
& APPROVED FOR USE UNDER N.C. GENERAL STATUTE R7-8, R7-8D "PENALTY" SIGN & HERE
APPLICABLE, "VAN ACCESSIBLE" SIGN.
7. THE CONTRACTOR SHALL VISIT THE SITE & FAMILIARIZE HIMSELF WITH THE EXISTING
CONDITIONS BEFORE SUBMITTING HIS BID.
8. ALL DISTANCES & DATA SHALL BE CHECKED BY THE CONTRACTOR PRIOR TO THE START OF
CONSTRUCTION, IN CASE OF CONFLICT, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY SO
THAT CLARIFICATIONS MAY BE MADE PRIOR TO THE START OF WORK.
9. THE PROPOSED GRADES AS SHOWN ARE THE FINISH GRADES UNLESS OTHERWISE NOTED.
10. LIGHTING SHALL NOT EXCEED WIN HEIGHT.
11. THE CONTRACTOR SHALL SUPPLY & ESTABLISH SURVEY CONTROL, INCLUDING THE
HORIZONTAL & VERTICAL CONTROL POINTS. THE CONTRACTOR SHALL MAINTAIN THIS
CONTROL & PROVIDE ALL BENCHMARKS, STAKES, GRADES, LEVELS, & LINES NECESSARY FOR
CONSTRUCTION. CONTRACTORS SHALL PROVIDE ADEQUATE SUPERVISION TO PREVENT
() Q
DAMAGE & MOVEMENT FROM EQUIPMENT WORKING AROUND CONSTRUCTION STAKES.
THESE CONSTRUCTION STAKES SHALL REMAIN IN PLACE & BE PROTECTED UNTIL OWNER
APPROVES THEIR REMOVAL. ANY STAKES THAT HAVE BEEN DISPLACED AS A RESULT OF
CONSTRUCTION ACTIVITY ARE TO BE REPLACED BY A LICENSED LAND SURVEYOR ENGAGES BY
THE CONTRACTOR AT NO COST TO THE OWNER.
12. ALL EXISTING IMPROVEMENTS DAMAGED AS A RESULT OF CONSTRUCTION OPERATIONS
SHALL BE RESTORED TO THEIR ORIGINAL CONDITION TO THE SATISFACTION OF THE OWNER.
13. ALL EXISTING PAVEMENT & CONCRETE TO BE JOINED SHALL BE SAWCUT.
14. BURNING ON, OR NEAR THE JOB SITE WILL NOT BE PERMITTED.
15. ALL FILL SHALL BE COMPACTED TO 95% PER ASTM D 698. UPON COMPLETION OF THE WORK,
THE CONTRACTOR SHALL CLEAN THE ENTIRE SITE OF ALL CONSTRUCTION RELATED MATERIAL &
DEBRIS.
16. THE SITE WORK CONTRACTOR(S) SHALL BE FAMILIAR WITH & OBSERVE THE APPLICABLE TREE
SAVE REQUIREMENTS. ANY QUESTIONS SHOULD BE DIRECTED TO THE PROJECT CIVIL
ENGINEERING REPRESENTATIVE.
17. LAND DEVELOPMENT ENGINEER TO BE GIVEN 24 HOURS NOTICE PRIOR TO START OF
CONSTRUCTION.
18. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ON ADJACENT PROPERTIES.
WHEN FIELD CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE
OBTAINED FROM THE AFFECTED PROPERTY OWNER(S).
19. COORDINATE ALL CURB & STREET GRADES IN INTERSECTION WITH CITY INSPECTOR.
20. IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM SLOPE OF 0.5% ON CURB.
21. INSTALL ALL EROSION CONTROL MEASURES PRIOR TO START OF CONSTRUCTION. THE
LOCATION OF EXISTING UTILITIES, STORM DRAINAGE STRUCTURES & OTHER ABOVE &
BELOW -GRADE IMPROVEMENTS ARE APPROXIMATELY AS SHOWN. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THE EXACT LOCATION, SIZE & INVERT ELEVATIONS OF SUCH
PRIOR TO START OF CONSTRUCTION.
22. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN
UNOBSTRUCTED STATE & SHALL REMOVE FROM THE CHANNEL ALL DEBRIS, LOGS, TIMBER,
JUNK & OTHER ACCUMULATIONS.
23. ANY ROAD IMPROVEMENTS AT US HWY 158 ARE TO BE COORDINATED WITH THE NORTH
CAROLINA DEPT. OF TRANSPORTATION PRIOR TO CONSTRUCTION.
24. THE DAVIE COUNTY ENGINEERING DEPT. HAS NOT REVIEWED THE STRUCTURAL STABILITY OF
ANY RETAINING WALLS ON THE SITE & DOES NOT ASSUME RESPONSIBILITY FOR THEM.
25. THE ENGINEER WILL NOT BE CONTINUOUSLY PRESENT IN THE FIELD. IT IS SPECIFICALLY
UNDERSTOOD THAT HE DOES NOT UNDERTAKE NOR ASSUME ANY OBLIGATION FOR
SUPERVISION OF CONSTRUCTION, SAFETY MEASURES TAKEN DURING THE COURSE OF
CONSTRUCTION, RESPONSIBILITY FOR SCHEDULING THE WORK FOR INSURING COMPLETE
COMPLIANCE WITH THE CONTRACT DOCUMENTS AND/OR ALL CODE REQUIREMENTS, RULES
& REGULATIONS OF ANY PUBLIC OR PRIVATE AUTHORITY HAVING JURISDICTION OVER THE
WHOLE OR ANY PART OF THE WORK. IN ADDITION, THE ENGINEER NEITHER UNDERTAKES,
ASSUMES, NOR GUARANTEES THE WORK AND/OR PERFORMANCE OF THE CONTRACTOR.
26. ALL CONSTRUCTION SHALL MEET DAVIE COUNTY & STATE STANDARDS.
27. BEFORE YOU DIG, STOP. CALL THE NC ONE -CALL CENTER AT [phone]. IT'S THE LAW.
28. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED.
CONSTRUCTION SEQUENCE
PHASE 1 (SEE MASS GRADING PLANS - PERMITTED SEPARATELY)
PHASE 2 (SEE MASS GRADING PLANS - PERMITTED SEPARATELY)
SITE CONSTRUCTION DRAWINGS
1. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION
CO CONTROL MEASURES AND FINAL VERSION OF STORMWATER MANAGEMENT PONDS.
N N
*EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC)
MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. THE COC CAN BE
OBTAINED BY FILLING OUT THE ELECTRONIC NOTICE OF INTENT (e-NOI) FORM AT
deq.nc.gov/NCGO1. PLEASE NOTE, THE e-NOI FORM MAY ONLY BE FILLED OUT ONCE THE PLNAS
HAVE BEEN APPROVED. A COPY OF THE E&SC PERMIT, THE COC, AND A HARD COPY OF THE PLAN
MUST BE KEPT ON SITE, PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE DURING INSPECTION.
*WHEN THE PROJECT IS COMPLETE, THE PERMITTEE SHALL CONTACT NCDEQ TO CLOSE OUT THE
E&SC PLAN. AFTER DAVIE COUNTY INFORMS THE PERMITTEE OF THE PROJECT CLOSE OUT, VIA
INSPECTION REPORT, THE PERMITTEE SHALL VISIT deq.nc.gov/NCGO1 TO SUBMIT AN ELECTRONIC
NOTICE OF TERMINATION (e-NOT). A $100 ANNUAL GENERAL PERMIT FEE WILL BE CHARGED UNTIL
THE e-NOT HAS BEEN SUBMITTED.
ADDITIONAL NOTES:
1. NO IMPACT TO STREAM, WETLANDS, BUFFER ZONES, NOR FLOOD ZONES AND FLOOD PLAINS
IS PROPOSED AS PART OF THIS PROJECT. THEREFORE NO USACE 404 PERMIT / DWR 401
CERTIFICATION WILL BE REQUIRED.
2. THIS SITE IS DESIGNED TO BALANCE. IF ANY BORROW MATERIAL IS BROUGHT ONTO THIS SITE,
THE BORROW MATERIAL MUST BE FROM A LEGALLY OPERATED MINE OR OTHER APPROVED
SOURCE. ANY SOIL WASTE THAT LEAVES THIS SITE CAN BE TRANSPORTED TO A PERMITTED
MINE OR SEPARATELY PERMITTED CONSTRUCTION SITES WITHOUT ADDITIONAL PERMITS
UNDER NCGS 74-49(7)(d). DISPOSAL AT ANY OTHER LOCATION WOULD HAVE TO BE
INCLUDED AS A PERMIT REVISION FOR THIS APPROVAL.
N
(D
z
1
tii
Z
O
tQ
W
I=
CV
m 1- 3 0
,w0
J CV
C2 } r O
LU m Co
LU
ZZC) *#
3LU
Z"w oLU0 =
V CG
CL
to
0
C" CV
(V �
Z4t xs:
u.i w
r 2
Z
Ow
J U O7
(_1 Fz
� 'S
7 m
aQ C
ZO­8�O 0
Oa
= U
Z
OL2
0
o, Z
CN Z
01
It
Q J
Ztn�
J W o Z
ad
� U a
r- _
Q � Z
O LU
3 Z a
_ ,0
(1� J
\.J W
= Z LU
N ::) 0
Z)0J
U =
W i
> �e
00
►J
1
a
• LL
w O
LU 2 N
V) w
ULU

s2
Lf
N85-05'06 "W
497.98' Tie
AU All
S85'05'061E
--.li�` 1 "5quore Iron
708 43' o
o
N -91-a
234.30' V
A!$7'20'19"W r3Y#"Rebar
0
140
O
Q�o �\ Fbar w/cap
J� flb•
V
;\? SO
QU
01
Structure
--1 lTy,
o 4G Jam.-il�J
-otb�z \
Z 112" Rebar ¢G
o�
ti
m
;3 "t
n
1/2" Rebar
N
M
0)
Thar wloop NA083(2011)
North 805, 938.21
/
East 1,547,638.90
o`
a
�o
b o Z
z
O � o
00
8�co
NIM 'ri
Z
�b�m
o �
Q §r
I
Iry
Z
Q
0
0
to
t.
jn
Notes:
�0 �`A>
s.
u
A,
AU � .� AU
AU
AU
---- AU
159.3318 Acres±
Now or Formerly
Wachovia Bank, N.A.
Deed Book 65, Page 381
PIN 5840855939
Now or Formerly
Clyde Seats
Deed Book 63, Pogo 49
PIN 5850084822
N 78
Davie County, North Carolina
I, Jerry W. Ellis, certify that this map was drawn under my supervision from
an actual traditional and a GPS survey made under my supervision (deed
description recorded in Deed Book 65, Page 381 and other reference
sources as shown); that the boundaries not surveyed are indicated as
dashed lines and drawn from information shown; that the ratio of precision
�
or positional accuracy for the traditional survey as calculated by coordinates
is 1/20,000+; the following information was used to perform the GPS
survey. (1) Class of survey. A (2) Positional accuracy. 0.10' (3) Type of GPS
field procedure. RTK (4) Date of survey. August 15, 2021 (5) Datum:
NA083(2011) (6) NCGS VRS/RTN (7) Geoid model: 2018 (8) Combined grid
4factor(s): 0.9999077 (9) Units: US Survey Feet; that the area was
calculated by coordinates; and that this map meets the requirements of
The Standards of Practice for Land Surveying in North Carolina (21 NCAC
56.1600) and does not meet the requirements of NCGS 47-30 as amended.
Witness my original signature, license number and seal this 20th day of
i August, A.D., 2021.
CAR
w J >L .••' '•••. l ���
ofess' al Land Surveyor : O,
i L - 4558 =
SEAL
•a
f L-4558 -
4 ?J Z,o0
Su
1232.51 T v
54.64 w w ► Y
�► I t
°o
�o
�. Now or Formerly
% Steve Wiliam Hungerford
Deed PBook 68,7Pog 798
(0
01
C�
r '
J
r� 2"Iron '
.e r
I -�Iilir AP J "$en t Iron
75 51'52
L10 Lr�
7bar w/cop » •_
S85'11 02 E 776.57' Total
718 69'
50.00' I "s$
228� $;R0�
1140
g 0
�k1. 00 P a
J
9�g S9 y `9r0 r9'
5 564.39 Cn' / Now or Formerly
07, Arc dIk1 Ys 00,
DeeSao102Pge94668 E
I5 440'Rod ! PIN 5850058252
1 ' o
-� r-- AL) U
87' ,57„ 1178.68'
Axle G
AU G -- G
Legend
5/8" Rebar Placed O
�p Iron Found (As Noted)
1�11;1 Stone Found
1) Encompass Surveying and Engineering, PC located all surface utilities
(vertical and horizontal) which were accessible to a survey crew.
Underground utilities not discernible by surface appurtenances shown
per information obtained from public/private records, utility entities or
others and should be considered approximate only. Some underground
utilities may not be shown. Encompass Surveying and Engineering, PC,
does not guarantee that all utilities are shown on this map, nor do we
guarantee that all underground utilities are shown accurately.
2) This property is subject to any easements, agreements, or rights -of -
way of record prior to the date of this map which were not apparent
at the time of my inspection and might otherwise be disclosed by an
attorney's title opinion which as of date shown hereon has not been
supplied to Encompass Surveying and Engineering, PC. There may be
easements or other matters of record affecting this property not
shown hereon.
3) Geodetic Datum acquired via the NCGS VRS/RTN Horizontal Datum:
NAD83(2011)
4)AII distances shown are measured horizontal ground distances unless
specifically noted otherwise.
NAY structures not shown.
R/W Monument Found
A
Boundary Line
Unsurveyed Line
-- -
Adjoining Boundary Line
Light Pole
>
Utility Pole
Power Meter
Aerial Utility
Au Au
Water Valve
Water Meter
'3
Fire Hydran t
Gas Val ve
D4
Guard Rail
Utility Pedestal
Slobtop Inlet
Fence
x - x
Sign
Mailbox
-n-
Creek
39.0851 Acres±
Now or Formerly
Wachovia Bank, N.A.
Deed Book 65, Page 381
PIN 5840855939
2 10,
0
7.88'
re t ��� 58507'07AE
372.79' %tal
/171.94' 1'8ent (rat
200. 85,
X
PNG, Inc.
Easement
Deed Book 1071,
Page 1113
M
�o
L25 cow
0
`Ir ti, -•
Now or Formerly (�9 7
Steven Don Whitaker L22
Deed Book 828, Page 616
PIN 5850049820 01
01
N
f
Now or Formerly
Helen 1. Jordan, Trustee V
Deed Book 814, Page 307
PIN 5850140429
Now or Formerly
Dorothy Morklin, *tat v
Deed Book 1049, Page 1199 .`1x
PIN 5850049292
�o
N
N
r
a-
N
Now or formerly
Sharon Smith Cox, Oat
Deed Book 1019, Page 912
PIN 5850257667
Location Ma
Not to scale
Line Table
Line
Bearing
Length
L1
S44'54'16"W
23.98'
L2
S16'10'11 "W
60.09'
L3
S15.47'08"E
69.22'
L4
S36'02'19"E
209.86'
L5
S63'24'14"E
170.95'
L6
S11'16'28"W
121.67'
L7
S0852'48"E
108.32'
L8
S30'3459"E
57.98'
L9
S76'4855"E
114.00'
L 10
S89'06'5 7'"E
165. 72"
L11
S64'40'37"E
1 89.72'
L 12
S36033'35 "E
51.25'
L14
N36'44'38'°E
110.76'
L 15
N16 36'07"E
47.16'
L 16
N 14'25'05 "W
189, 83'
L17
N05'18'07"W
152.93'
L18
N04 21'07"W
185.91'
L 19
N53 25'41 "W
38.73'
L20
N1542'06"W
30.07'
L21
S36.42'13"W
54.03'
L22
S87 2739"W
22.47'
L23
N56'51'58"W
106.44'
L24
N60'06'49'"W
208.66'
L25
N78 45'19"W
81.76'
L26
N22'11'24"W
23.20'
198.4169 Acres± Total
Boundary Survey
Covenant Development Partners, LLC
PIN 5840855939
Farmington Township
Now or Formerly Davie County, North Carolina
Gwendolyn c. Smith August 20, 2021
Deed Book 44, Page 134
PIN 5850352362 Deed Book 65, Page 381
GRAPHIC SCALE
200 0 100 200 400 dOD
pp'
N,:1.7 ,2 Axle
/ 28`3 �o "fy 41S79.
5 "E
Now or Formerly toy 46' Ire
Immanuel Baptist Church Now or Formerly
Deed Book 113, Page 314
PIN 5850f 30865 Sharon Smith Cox, etal
Deed Book 1019, Page 912
PIN 5650234862
IN FEET
1 inch - 200 ft.
Jerry W. Ellis, PLS
ENC(f)MPASS
Surveying & Engineering, PC
Firm # C-4644
6206-B Hacker's Bend Court
Winston-Salem, North Carolina 27103
[phone]
Drawing 21033bound.dwg
V
Z
w
w
Z
C�
Z
W
PE SEAL:
to
0
N N
W
04
Z �
Lyj W
U�
Z
Ow
J V O7
V � �
'p)
OZ o
�O o
Oa
rY U
Z
O�
::E 0
o, 0
[N Z
U
FOR
REFERENCE
ONLY
N
W
Ind O
Q J
W Z V �>.
J
O LU W
H
�
V ad
W a�LU
z
�0:2 O
Z
= Z W
N D in
O J O
V =
>
W v
00
� 2
X
W
W
Z
0
>
W
cc
m LU
N
O o,
J W (^
r
r
w
O
,Lmm
zZo
M
3W
V)
LU Z�w
o
LU

4 4 4 /
\\\ \\\\+ I--)- " A
0
�53.33`7
0
Ln
CM O
w
M
x x r\\
10'
x x I
III :
1
I I�,allEl
iI�
11 II
x � �111''II iilil
X X X Ij�111 IIIII
1
' 1111 II ( I�Ti
11
111'III � lid
-----
-
I
I
6
1111111
30,
1
vB �—
I
� I
— r
15
12) (10) (1 1
`� ®® ��\\\\\
,
3
0
m
PARKING REQUIREMENTS PAVEMENT HATCH LEGEND
±297,600-SF (WAREHOUSE w/ 1 0% OFFICE) LIGHT DUTY ASPHALT HEAVY DUTY ASPHALT CONCRETE PAVEMENT
REQUIRED PARKING:
1 SPACE PER 300-SF OFFICE, PLUS
1 SPACE PER EACH EMPLOYEE ON THE LARGEST SHIFT, PLUS
1 SPACE PER EACH VEHICLE IN BUSINESS USE
� PROPOSED PARKING: PAVEMENT SECTIONS
197 TOTAL SPACES (INCLUDING 6 ADA SPACES)
SUPPORTS 10% OFFICE PLUS 97 ADDITIONAL SPACES FOR LIGHT DUTY ASPHALT N HEAVY DUTY ASPHALT HEAVY DUTY CONCRETE
EMPLOYEES AND BUSINESS VEHICLES
3
f�
1
a
� 1 �
SC ASPHALT SURFACE COURSE (S9.5B)
IC INTERMEDIATE COURSE (119.0B)
BC AGGREGATE BASE COURSE
SB COMPACTED SUBBASE
NOTES:
1. CONFIRM WITH GEOTECHNICAL ENGINEER FOR PAVEMENT SECTIONS AND SUBGRADE. NOTIFY
ENGINEER IN CASE OF CONFLICT.
�j 2. PROVIDE CONSTRUCTION JOINTS PER ACI AND/OR GEOTECHNICAL ENGINEER RECOMMENDATIONS
c: (CONCRETE PAVEMENT ONLY).
a SITE KEYS
1 1'-6" CURB &GUTTER
2 FEATHER CURB AT RIGHT-OF-WAY
% a 3 NEW 4-INCH THICK CONCRETE SIDEWALK
4 NEW 4-INCH WHITE PAINTED STRIPING
5 NEW LIGHT DUTY ASPHALT PAVEMENT. SEE PAVEMENT SECTION, THIS SHEET
6 NEW HEAVY DUTY ASPHALT PAVEMENT. SEE PAVEMENT SECTION, THIS SHEET
a 7 NEW HEAVY DUTY CONCRETE PAVEMENT. SEE PAVEMENT SECTIONS, THIS SHEET
$ NEW DRIVE-IN RAMP. SEE ARCHITECTURAL PLANS FOR DETAILS
9 NEW 10' CONCRETE DOLLY STRIP. SEE PAVEMENT SECTION, THIS SHEET
10 NEW ACCESSIBLE PEDESTRIAN RAMP w/ TRUNCATED DOMES
11 ACCESSIBLE PARKING SIGN
77 12 ACCESSIBLE PARKING SIGN (VAN)
13 4' CONCRETE FLUME
14 25x25 SIGHT TRIANGLE
15 NEW 24" WHITE THERMOPLASTIC STOP BAR
16 NEW STOP SIGN (R1-1)
l� NEW DUMPSTER PAD & ENCLOSURE. FINAL LOCATION TO BE COORDINATED WITH
z L� 17 ZONING INSPECTOR. SEE ARCHITECTURAL PLANS FOR DETAILS.
` a 18 NEW 10'X10' CONCRETE TRANSFORMER PAD (CONFIRM SIZE PRIOR TO INSTALL)
f
Nx
P
vim, Q 639
A4, �
J
r
960.9
PROPOSED BUILDING 2
960' x 310'
297,600-SF
FFE: 727.00
3
C!
3
a
w
it
F �
I W
I
� I
I I
12 10 11 12 10 11 I �
-- -- I '. G
-----.
6- JL
.F
«
Ff-
.
...v i.. :. ... .:..., r.. a ... .. .. t.... .t.. «.. ... .: ......u.Y-.. r:i. .t. 'l�r. 3t s'l.„"
d : .. r: .. ... ,. .: .r t a t .. r ....., r.. ".<....:r.:. t �.s ...*• ,;:t 't'r r t» "'} r
< t
. .. , i .a .. ... r" ... .. .. ., .. .. ':.., .. `(•.:- c;t'?:;`� V'f?:';+'r>z ±/:tf f�^ mf%;�.'-:i'✓."'.,.
� 98 CAR PARKING SPACES � i
vv
4 TYP ��' 18 5 9 '9' �s ° 5 R5' R25'
99 CAR PARKING SPACES
24'
T _ 15 14 1 14 /
16
^✓c
M nn A/ (�2
a T� 1�
12"w ,rw 12 2 W ,7°W ,rW ,2 W ,2 W ,2°W , Vd 12° 12 W W ,r 12
� 2
— 6 6 1 15
4 �
'R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W - R R/W-R/W-R/W17T
16
-----------------------------------
--------------------
� I �
I 3
\
EXISTING R/W
7
\
o'
V
z
oc
w
w
z
(D
z
Lu
to
Q
W
N
N �
Z�
ww
rz
oW
V o)
V � �
az�
OO 00
Oa
�U
Z
�0
0 oa
[V z
01
It
PE SEAL:
N•
I SEAL
045345
•'•:�G A N6 0 C� %
GGGF
02/21/2023
50 0 50
SCALE: 1 " = 50'
N
0
W JI Z
O W
� H
41�
GGCL
� V
= W
Z
W a�L —
30C N
V = _O
C� W
= Z W
�oLu W
u = W
W > >
0o O
44
W
V)
F_
z
V
Cie
Cie
M.
0
w
N
w
m Ui
CV
O
� w J
w m
LL
0
m
z z C)
w
_
v
3w
cn
w
Z�w
w02
_
cn
V
�

UTILITY LEGEND
77u
EXISTING WATERLINE
— -- ----------------------- PROPOSED WATERLINE/FIRE LINE (SIZE)
FIRE HYDRANT HOSE PULL
PROPOSED FIRE HYDRANT
- \ \ / / / ` \ \ \ /_ PROPOSED GATE VALVE
PROPOSED WATER METER
— -- — ---- PROPOSED PRIVATE LIFT STATION. PROPOSED BACK FLOW PREVENTER
SEE SHEET C3.2
PROPOSED FIRE DEPARTMENT CONNECTION
EXISTING SANITARY SEWER LINE
EXISTING SANITARY SEWER MANHOLE
PROPOSED SANITARY SEWER LINE
-- -----------
------------------- PROPOSED SANITARY SEWER EASEMENT
---------------
PROPOSED SANITARY SEWER CLEANOUT
PROPOSED SANITARY SEWER MANHOLE
N
4-
0 P1.1 N
a:
f 7LLL —COJ
' N
o
a-
------------------------ — m 0 ------ — — — — — —
!21
----------
w — —
— —
W_
1 o" vo—
I o"
W__
FIRE
FIRE
FDIC
---SS
. .
. .
SS
M Ol
\8/
_SS _SS _SS
PE SEAL:
SSE SSE
Y\ 0
..........
'o
SEAL
045345
•
-
1b A NE_,
41
02/21/2023
40 0 40
SCALE: 1 40'
SS Co — — — — — — — -- — — -
4- —
A A
0
ss
Co
70" Gv
----------- 7 0 rp PLUG
60 LF OF 70" RJ DIP
0 25 LF OF 6 RJ DIP
6"GV
CD
A TE FIRE HYDRANT.
70"X8" TEE NEW PRIVATE
PAINT TO CITY FIRE DEPT SPECS
'r X 8'r TEE 7 O'PX6'p REDUCER FOR PRIVATE HYDRANT ON PUMP
7 0'r X 8'r
1� -c SS Co SS Co Ss Co s Co SS co ss Co [SS:c�o SS CO
NEW PRIVATE FIRE HYDRANT. 918' OF 6" PVC (SDR 26) SAN SEVER 0 1.00% (MIN) SS CO
SS_SS__SS_ _SS —SS —Ss SS_SS_SS_ _Ss S
Ss _Ss _Ss _Ss _4(_SS __Ss _Ss _Ss _SS _SS — SS_SS__s _Ss _SS__SS_Ss _Ss SS_SS_Ss SS
PAINT TO CITY FIRE DEPT SPECS I I � I� t—
FOR PRIVATE HYDRANT ON PUMP 1 o" vo— I o" vo— I o" 117�1 01, \A1__ 1 o" V#— 1 o" vo— 101, 1110-- 1 o" \160— 1 o" \A1__ 101. 1 o" \A1_ 1 o" V#— 1 o" \1111— 10., 1 o" \Ao— 1 o" \A1_ 1 o" V#— 101, vo.— 101, 1110-- 101, 11,10— 101, \Ai— 101, A— I o"
Ss Co
ss
RJ DIP 20 LF OF 6' 7 O'p X 8'p TEE
Q3 7 0 "X6 " TEE
C4 C4
6"GV
> 0 > .......... . ... co
iL 80 LF OF 8" .............. .. 80 LF OF 8 ,'PVC 80 LF OF 8 PVC iL 0 a:
(C900) FIRE (C900) FIRE RISER LEAD
(C900) FIRE RISER LEAD
R. 80 LF 0 0 U)
-In z
(C900) FIRE RISER LEAD 0 <
F 8" PVC
7 L /V A U)
SS Co SS Co
<
Q)Ii
Lu z t-
uj
COORDINATE wl FIRE SPRINKLER
0 L4 L RISER LOCATIONS (Typ) Cie z
GG z
PROPOSED 6-INCH SEWER CONNECTION
1E = 777.0.± co <
Le) U
(REFER TO PLUMBINGS PLANS)
PROPOSED 6-INCH SEWER CONNECTION
1E = 777.0+ z
(REFER TO PLUMBINGS PLANS) i LuQ
he UJ
4 z
z Lu
V) ED)
PROP 250,000 GAL v I vU
ON -GRADE WATER LLJ
LLI >
tn
STORAGE TANK
(DESIGN BY OTHERS) v <
0
PROP FIRE PUMP -- --------
(
X_x DESIGN BY OTHERS)
1­11k A
11 vI_
101,
70"X6 "TEE
759 LF OF 8" RJ DIP
(TO FDC)
----------------------- --
- - --------------
oc
101.
1 0� ... 101, 7 0 FIRE PUMP DISCHARGE
I I I I I �;TO PRESSURIZED YARD PIPING E7 Lu
/x I 70"X70" TEE 2 DOMESTIC SERVICE CONNECT/ON
x x x 70"GV I j COORDINATE wl PLUMBING PLANS
7 0 " PLUG
TEE 6 LF OF 70" RJ D : IP
70X70"
to GV
70" PLUG �o
6 LF OF 7 0" RJ DIP
4" FDC STANDPIPE wICHECK VALVE 2"DOMESTIC SERVICE CONNECTION
& 5" STORZ CONNECTION COORDINATE wl PLUMBING PLANS 75-LF 2-INCH SCH 40 PVC
DOMESTIC WATER LINE
PER CITY/ COUNTY FIRE MARSHAL
NEW PRI VA TE WATER MAIN
SEE SHEET C6. 7 REQUIREMENTS.
Iv Iv v VI v
I I IVI ---------
75-LF 2-INCH SCH 40 PVC PLUG 7"IRRIGATION SERVICE.
DOMESTIC WATER LINE IRRIGATION TO BE DESIGN/BUILD
BY 0 THERS
NEW 2 "DOMESTIC REDUCED PRESSURE PRINCIPAL ASSEMBLY 7 OX 7 0' TRANSFORMER PAD NEW 2 DOMESTIC REDUCED PRESSURE PRINCIPAL ASSEMBLY
_77— INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER I (CONFIRM SIZE WITH UTILITY INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER
DAVIE COUNTY REQUIREMENTS. ENCLOSURE TO INCLUDE PROVIDER PRIOR TO INSTALL DAVIE COUNTY REQUIREMENTS. ENCLOSURE TO INCLUDE
DRAIN PORTS) FOR DISCHARGE WATER DRAIN PORT(S) FOR DISCHARGE WATER
2" DOMESTIC METER
NEW 7 IRRIGA TION REDUCED PRESSURE PRINCIPAL ASSEMBLY
INSTALLED ABOVE GROUND WITHIN INSULA TED ENCLOSURE PER — — — — — — —
DAVIE COUNTY REQUIREMENTS. ENCLOSURE TO INCLUDE
71,7= - I V)
DRAIN PORT(S) FOR DISCHARGE WATER z sz
Lu Oe
m/d m/d m/d-_mLL_m/d-m/a 0
----------------------
0 u
7­�l AMENI
NEW 7 " IRRIGATION METER Cie II
NEW PUBLIC WATER MAIN X Lu Lu CL. 0-
SEE SHEET C6. 7
NEW 2" DOMESTIC METER
Lu Lu
V > >
Lu Lu
Cie Ile
IN, 1:,/W—R/W R/W— R R/W R/W R/W R/W —­­—­­'—R/W —R/W — R —R/W —R/W --I4—R/W — W—IR R/W R/W R/W R/W _R ...... R/W —I IR R/W_R R/W ---------- R/W— R R v R/W
CV CV
1-1 12 rX2 r' TEE AND 2 VA L VE (SEE SHEET C6. 7) 04 04
50 LF OF 2'r DOMESTIC K-COPPER
FROM TEE TO 5'BEYOND BFA — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — o
&
7 2'rX2'r TEE AND 2 r' VA L VE (SEE SHEET C6. 7)
NEW PUBLIC ROAD uj
50 LF OF 2 "DOMESTIC K-COPPER IR r ci
N11 SEE SHEET C6. 0 FROM TEE TO 5'BEYOND BFA
N.
co
01
0
C4
LL
0
z
zzo
cv)
Lu
se
V) Lu
Lu
vv ��Lu
cle Lu
V)

- - $�\ p o
to
:AX,�:,;
18t0 9t00 20t00 21t��/ 22t00 /2 23t00 _ - 4t00 25+00 �X ' �� W /
MM Fm-FliIO --
y0 •
O O Now o ormerly --_ i - �T�'��• ••••`,
PROPOSED 2.5-INCH PVC FORCEMAIN. \ \ ^ G clyde =,s - ���'
I
co - SEE SHEET C3.3 FOR PROFILE N �'' Pl . ate; oa 2 \ - - - - - ;�'` ^ `
1 / Deed Boo< 6 Ya e 19 \ `.`.`.`
W A�'
61
NYF'
I �
- V
i I
I I
O
\ o I
_ I I O
I I
_ I
II
11
, A A r
.
LLI . ---.
L I _---
-
O I
I
✓ I
\ \
\
1' +
I k-
II / 1 I Ii \ O
✓ I I
N \
� / I
'�'
sI
� I I
I v
v I
I
I I
W I
v I
I
O v
O
I
I /li I II �Av�,II�
1 + v o I'
M I .. ... .........
M
. ♦ I it II IIII .r. -'�'
/ III
II /
c II I I
/ � - - -
- I I
�I II �I I I II I II
I
11 ♦
♦.a to I I I ,III III II I ':
': .
III
� I it .\.
ti ♦
♦ ,
I I I III '.'- m I" i I \
O I III li I
I
I
r I I I
O I I I # I I
;.1, 159.3318 Acres a I
al � ll I I I I I
O Ili i \
I
I I- -
O I \ I I I i i t I II
I I I
i
�1 Now or Formed \ I I r Y' i
I
I
I'
W
1
I I I . I I I I •7
I 11
1 I N�achovia Ban N.A. �1 I k I I
! I
1
I I
N � I I
I ', I -III
M I �`PageI I I
ti If l � I
.� "Deed Book 65 381 I I
�III I I I I I I
I I
�I I
I I PIN 5840855939 I I •!'
I I I I I
I i
II I I I � �
II III
1 I I IIIII � ,% �� i j I � I I I I,I I • �.
v •v.
1 I
I b -
I„I
I I I`. III
I I -� ` \ I I
_ I 11 III ..... .. .
I-'I-.L.
�:-.
- iI I I IIII I 11 Ij I III III IIII II `��.
1 i' IYiI / / / G 1 IIII
\ � I � I III II
'.I'
J I I
I I v
ate �I I k'
,II I
I I
v I I
_ I III lI
I I �
T
r
�'-
I � I
1 I r I � 1
i
i
/
1 I N
i I
Ir
I �
I � I
I
1
O/ -
r
O
o
/ I
I /
1 l\ I
O
I
\\
, I
\ r
G -
I
I -
�1 I
I /
1 v
I / V
\ / Ir IIII
1
I
/ I I
I I T I
l
i2 z
o O I
� I I
Z o
I i I I
i
0
O i
i
d
X I
I I
`O
I
1
+ - - /T l /, l�l WE 703.5 -=vi' / \
to _ /
I
- ,�
i II /
I / I -
I I
� I 1
/
I l i-
1 I • f -
1 -
il
i _
1 - L
I I
i40+90-v +00 v v�///l/// �O�r,_� - - -• v _ - ;
- - ✓
ti
LIFT STATIONS
I
s
GRAT E69050
- \ -_
O1
W T
�O
L
I � +
Run ]2101'�
¢ N 710.21 •�\\ _ O
Volt 710.97
\ I g
V� S
n
i== \ \ I � I � � � - �, � INV IN:683.00 6 PVC
�I I
A
r
i
I -
-_ Ir
I _ �690.9I -
I r - WE
ti I
CONNECTION 2.5-INCH FM ' v
w/ INSIDE DROP PER DETAIL 6.05
A
r a•
X Q SSMH-2 (PROPOSED)
GRATE:734.00 I
INV OUT:710.61 8" DIPv v �I
v I�I�I I
9miw.uannn \ \ -
y°`.a� CIV, 7 l94�O • �i10jtl II \ \ _ \ I III I.
s08 22J2[-
.r � ,..: >u,•- � X \ - - - - _ � I �' � 11 I III !
• f , o T 935' \ I ..
a \ o
R1,7409•E � 8„ DIP (401 PROTECTION) ® 0.50.6
404.37 LF -
10' RaE.
\ \ . SSMH-11 (EXISTING)
w s� GRATE:725.88 Ole
INV IN:708.60 8 DIP _
M / I
S . 4
I
I
I
v I
v \ /
I I
III / .I ••
,-
.
_ II
I
I
/
i
I
wv I 3 I I // ✓ �� / ,
/
m / ,
m
f:2rCM:I: U,I:Ly :I
DISCHARGE
1-1/4"NPTVertical, Bolt -on Flange
LIQUID
160°F Intermittent
TEMPERATURE
VOLUTE
Cast Iron, Class 30
MOTOR HOUSING
Cast Iron, Class 30
SEAL PLATE
Cast Iron, Class 30
IMPELLER
12 Va ne, Vo rtex, Bronze
SHREDDING RING
Stainless Steel
CUTTER
Stainless Steel
SHAFT
Stainless Steel
SQUARE RINGS
Buna-N
HARDWARE
Stainless Steel
PAINT
Powder Coated - Industrial Grade
Tandem Double Mechanical,
SEAL
Carbon/Ceram icBuna-N
UPPER BEARING
Single row, Bail, Oil Lubricated
INTERMEDIATE
Single row, Ball, Oil Lubricated
BEARING
LOWER BEARING
Sleeve, Oil Lubricated
PFG Series: 20 ft. Custom Molded, Fast
POWER CORD
Disconnect, for Sealing and Strain Relief.
CSA approved, 12/4Type SOW
Oil Filled, Squirrel Cage Induction,
MOTOR
Class B Insulation
Capacitor Start/Capacitor Run. Includes
overload protection in the motor. Requires
SINGLE PHASE
starter or control panel which includes
capacitors.
THREE PHASE
Dual Voltage 230/460.
NOTE: Consult factory before making modifications as they may effect CSA
listing.
Description
Designed to reduce domestic, commercial, institutional
and light industrial sewage to a finely ground slurry.
Submersible Grinder Pumps PFG - HH & HV 2HP Submersible Grinder Pumps
Series: PFG2002HV & HH
PFG2022HV & HH
PFG2062HV & HH
PFG2032HV & HH
PFG2042HV & HH
2 HP 3450 RPM - 60 Hz
Submersible Grinder Pump
c C"Ous F` WER-FLO
Power -Flo Pumps & Systems • 877-24PUMPS • www.powernopumps.com Pumps & Systems
3
BACK TO INDEX
e
EL
HP
Hz
Volts/Ph
RPM
Full Load
Amps
Locked
RotorAmps
NEMA Start
Code
Cord
Type
or
Size
Cor
D.
High Volume
PFG2002HV*
2
200/1
3450
17.0
53.0
F
12/4
.67
PFG2022HV*
2
60
23
3450
15.0
53.8
SOW
12/4
.67
PFG2062HV
2
60
200/3
11.0
42.0
J
SOW
1214
.67
PFG2032HV
2
60
230/3
3450
6.0
J
SOW
12/4
.67
PFG2042HV
2
1 60
1 460/3
3450
18.0
1 J
1 SOW
1 12/4
1 .67
High Head
PFG2002HH*
2
60
200
3450
17.0
53.0
F
SOW
12/4
.67
PFG2022HH*
2
6
230/1
3450
15.0
53.8
H
SOW
12/4
.67
PFG2062HH
60
200/3
3450
11.0
42.0
J
S
12/4
.67
PFG20
2
60
230/3
3450
9.0
36.0
J
SOW
.67
G2042HH
2
60
460/3 1
3450
4.0
18.0
J
SOW
12/4
(*j IMPORTANT! - These pumps require a control panel with start, run capacitors and relay.
Capacitor kits which include Start & Run capacitors and Start relay, are available if a Power -Flo control panel is not used.
See page 13 for wiring schematic.
PF88243 - for 200 volt, 1 phase
PF73306 - for 230 volt, 1 phase
MODEL
ITHPVIts/Ph
BREAKER
SIZE
I HEATER
SIZE (**}
I VOLTAGE I START
RELAY CAPACITOR
RUN
CAPACITOR
High Volume
PFG2002HV
2
200/1
30 Amp
K-60
MARS 169
150 mfd - 250 volts
20 mfd - 450 volts
PFG2022HV
2
230/1
30 Amp
K-57
MARS 169
150 mfd - 250 volts
45 mfd - 450 volts
PFG2062HV
2
200/3
20 Amp
K-53
N/R
N/R
N/R
PFG2032HV
2
230/3
20 Amp
K-50
N/R
N/R
N/R
PFG2042HV
2
460/3
15 Amp
K-33
N/R
N/R
N/R
High Head
PFG2002HH
2
1 200/1
30 Amp
K-60
MARS 169
150 mfd - 250 volts
20 mfd - 450 volts
PFG2022H H
2
230/1
30 Amp
K-57
MARS 169
150 mfd - 250 volts
43 mfd - 450 volts
PFG2062HH
2
200/3
20 Amp
K-53
N/R
N/R
N/R
PFG2032HH
2
230/3
20 Amp
K-50
N/R
N/R
N/R
PFG2042HH
2
460/3
1SAmp
K-33
N/R
N/R
N/R
Winding resistance ± 5% at terminal block. Rated operation at ± 10% voltage at motor.
(*} Recommended heater sizes may very depending on pump station requirements.
POWER-FLO
Pumps & Systems Power -Flo Pumps & Systems • 877-24PUMPS • www.powerflopumps.com
4
BACK TO INDEX
PFG-HV 2HP Submersible Grinder Pumps
110
5.00"
10
4.75"
90
4.50"
80
T
0
T
7D
A
4.00"
L
H
E
60
3.75"
A
D
50
I
N
3.25"
40
3.00"
F
E
E
T
30
za
1
D-j
0
O
MODELS:
PFG2002HV PFG2D32HV PFGPC2002HV
STD. IMP. DIA.
5.13'
SPEED RPM: 3450
HP: 2
DISCH. SIZE:
1.25"
ISSUE DATE::
4109
CURVE NO.
a
PFG2022HV PFG2042HV PFGPC2022HV
5.13"
HERTZ:
60
SP. GR.
PFG2HV curve
PFG2062HV PFG2052HV
5.13"
1.0
-
f4_
/
WIt74
V
,�
1. I
ftL
.. . .
P WER-FLO
Pumps & Systems
6
10
OPERATING POINT
26 GPM @ 81 TDH
20 30 40 50
US GALLONS PER MINUTE
Power -Flo Pumps & Systems • 877-24PUMPS • www.powerflopumps.com
BACK TO INDEX
PFG - HH & HV 2HP Submersible Grinder Pumps
G L4 L2 L3
Z p 2 y
� 3 i
G 1 2 1 3
TERMINAL BLOCK
G t 2 3
x
Y
0 1 m
G T1 T2 T3
Figure 7 - 2001230Volt, 1Phase
R
G L1 L2 L3
Y
L7 K
G 1 2 3
TERMINAL BLOCK
G I 1 1 2 1 3
'•• MOTOR LEADS
Figure 7 - 460 V01tr 3Phase
Power -Flo Pumps & Systems • 877-24PUMPS • www.powerflopumps.com
G L7 L2 L3
. "m
G I ! 1 2 3
TERMINAL BLOCK
G 1 2 3
Z
c�
BACK TO INDEX
MOTOR LEADS
Figure 7 - 200/240 Volt, 3Phase
1 Phase Capacitor & Relay Pack
For Control Panels:
2HP, 200 V, 1 Ph - PIN: PF88243
2HP, 230 V, 1 PH - PIN: PF73306
F' WER-FLO
Pumps & Systems
13
UTILITY LEGEND
EXISTING WATERLINE
PROPOSED WATERLINE/FIRE LINE (SIZE)
FIRE HYDRANT HOSE PULL
PROPOSED FIRE HYDRANT
PROPOSED GATE VALVE
PROPOSED WATER METER
PROPOSED BACK FLOW PREVENTER
PROPOSED FIRE DEPARTMENT CONNECTION
EXISTING SANITARY SEWER LINE
EXISTING SANITARY SEWER MANHOLE
PROPOSED SANITARY SEWER LINE
PROPOSED SANITARY SEWER EASEMENT
PROPOSED SANITARY SEWER CLEANOUT
PROPOSED SANITARY SEWER MANHOLE
30" X 36" SINGLE LEAF
ALUMINUM HATCH W/ SS
HINGES do SLAMLOCK
(300 PSF) r
I
r
HATCHWAY SAFETY NET
DUPLEX CONTROL PANEL W/
HIGH LEVEL ALARM BEACON
�NEi19FF-
ROY
ELECTRICAL CABLE ACONDUIT
J
3' ELEC. CPLG.
CONTROL CABLE BRACKET
7'-6" PRECAST CONCRETE NET WELL
BASIN MANUFACTURED BY
PARK EQUIPMENT 888-611-PARK
OR EOUAL -MODEL wW%X r
6" INLET PIPE
13' 6" INV EL " 683.00
PVC INTERIOR LINER
FLOAT SWITCH (TYP)
681.00 HIGH WATER "ALARM" LEVEL
680.0
LAG ruMP ON LEVEL
679.0
60" LEAD PUMP ON LEVEL
------ -------
48" 678.0
36" PUMPS
24" BTM BL . 676.0
---w----w
o" w 10" Vd
FIRE FIRE
0
FDC
---ss ----ss
O
ss ss ss
Q
•
�,111
1
A
'
I
Ir
1�1
.-
SUBMERSIBLE
0
4' CALV VENT
W/ SCREEN -
8' 48"
72" BASE SLAB DIA.-
*NOTE: THIS DETAIL IS PROVIDED FOR DIMENSIONAL
REQUIREMENTS ONLY. PRODUCT SPECIFIC DETAILS
MAY VARY FROM WHAT IS DEPICTED.
NOTE TO CONTRACTORS
EL 690.50
42"
RESILIENT RUBBER PIPE CONNECTION
*PRESS -SEAL TYP.
�RRST JOINT 15 ABOVE INLET ELEVATION
dIIS MADE WATER -TIGHT W
PLASTIC FLEXMLE GASKET. RAM -NIX)
X' PVC BALL VALVE
W/ UNION
X" PVC BALL
CHECK VALVE
X• DISC1ARGE PIPE
SCH 8D PVC
LIFT -OUT CHAIN, 1/4'
STAINLESS STEEL
STAINLESS STEEL GUIDE RAILS
2" DISCHARGE ELBOW
BOTTOM POURED MONOLITHIC
W/ FIRST SECTION OF RISER
FILLET BY OTHERS
1. LIFT STATION SHALL BE A DUPLEX SUBMERSIBLE GRINDER PUMP SYSTEM.
2. EACH PUMP SHALL BE CAPABLE OF PUMPING 26 GPM AT 81 FEET OF TOTAL
DYNAMIC HEAD.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND INSTALLING ALL
COMPONENTS NECESSARY INCLUDING POWER, ALARM PANEL, FLOATS, VALVES,
ETC.
4. CONTRACTOR SHALL PROVIDE START-UP AND PRESSURE TESTING OF SYSTEM.
5. WET WELL SHALL BE VENTED WITH A SCREEN
6. LIFT STATION SHALL BE EQUIPPED WITH A QUICK CONNECT GENERATOR
RECEPTACLE. GENERATOR SHALL BE AVAILABLE ON SITE (PROVIDED BY OWNER)
PFG - HH & HV 2HP Submersible Grinder Pumps
L1 L2
CB d 1
2001240 VOLT, 1 PHASE 60HZ
WITH CAPACITORS IN PANEL
--------
POWER-FLO
Pumps & Systems
14
L1 L2 L3
CB
200-2401480 VOLT !!!! !!!!
3 PHASE, 60H7
M
OILSG
T T1 T2 T3�
Z v LU
Ld x s
DL � �
Power -Flo Pumps & Systems • 877-24PUMPS • www.powerflopumps.com
BACK TO INDEX
V
Z
w
w
Z
(D
0
Z
w
to
O
N N
W �
N �
Z �
LL w
KZ
O w �
� V �
V � �
LL 'CA
a _Z
OLU -he J O
De
0 V
o L2
0, 0
[V
Ch
It
PE SEAL:
,�rrraaa♦
\-\• CARO
I SLAL
045345
'••��c 1 N6- •' ���:
02/21/2023
100 0 100
SCALE: 1 " = 100'
N
In
1
Q J
LLJ Zvi
J W
O I-
GG
� U
>- 1--
W aoW
Va =Z0
J
_ W
Z W
�0J
U =
w >
W a�
0 O
cC
W
N
Z Iz
w ae
03
V U
V O°
Cie Z)
I- d
Cie Q'
w w
� d
N L
> >
w w
Cie fl�
00'^
N
N
D III V
W m
• 0
m
ZZLU
L.I..I
2
3Se
w
LU
Z�wLU
w02
o
V)
V
�

LZ Q
I�n1 to
(D O N
N �
I
o n a0
N
Z Z
xx
OM �to
/�
H O
•`
A A
O
Z
J W
\
Q ~
w m
=Ole � Qf
-0 50
°000
1+00
2+00
3+00
Z)
4 i " ?
5+00
6+00
7+00
8+00
9+00
10+00
11+00
12+00 13+00
14+00
15+00
16+00
17+00
18+00
`L V °?
y�22
Z QZ
c9^�
2 Op
■
O J o
— Anc
WQ^
Z
OD
O
74
z �'
h
a
Z
EXISTING GRADE
; a
w M Z
ol
PROPOSED GRADE
-
73
FM
PE SEAL:
C A
FMB
•.......... O
II
-
_
FM
FM
FM
FM
FM
FM FM
FM
FM
FM
FM
FM
F
FM
� . ,
CORE EXISTING MANHOLE
_
_ SEAL
045345
72
ao
AND CONNECT wl
RUBBER
CONSTRUCT INSIDE
DROP FORCEMAIN
PROPOSE
2.5-INCH PVC FORCEMAIN
'
•• v
BOOT AND NON -SHRINK
GROUT
CONNECTION PER CETAIL
6.05
:
�G� ''•: GAN6 •• ���
BUG
8"
DIP (401 PROTECTION)
0 0.50M
02/21/2023
71
7 LF
:
404.
PROFILE SCALES
VERT. SCALE: 1 " = 10'
70
HOR. SCALE: 1 " = 50'
■
69
■
68
67
-0+50
0+00
1+00
2+00
3+00
4+00
5+00
6+00
7+00
8+00
9+00
10+00
11+00
12+00 13+00
14+00
15+00
16+00
17+00
0
18+00
c*q
17+00
18+00
19+00
20 00
21 00
22 00
23 00
24 00
25 00
26 00
27 00
28 00
29 00 30+00
31+00
32+00
33+00
34+00
35+00
•
• w
J
Q
' V
PROPOSED GRADE
Q
EXISTING GRADE
FM----I--FM
FM —FM
FM —FM
FM —FM
FMB
—-
FM
FMB
M
FM-
�F
___-�-FM--FM—
M
FM—FM
FM
—FM
FM —FM
FM
_
—M—FM
Z
N
�FM
W
LLM
:
PROPOSED 2.5-IN
H PVC FORCEMAIN
:
Z "1
Lu O
•
�—
FM�F
J W
z
00 < a
■
■
z W
W
W
a
■
Z a
= O W
■
■
W
■
�/ I
= Z W
�
•
•
W
V
Lu a
W
.
<
o 0
■
�z
Lu
aZ■
_■
_
■
V'
■
Q•
•
17+00
18+00
19+00
20+00
21+00
22+00
23+00
24+00
25+00
26+00
27+00
28+00
29+00 30+00
31+00
32+00
33+00
34+00
35+00
kn
W
34+00
35+00
36+00
37+00
38+00
39+00
40+00
41+00
42+00
43+00
44+00
45+00
45+50
■
740
730
EXISTING GRADE
■
■
PROPOSED GRADE
Z
720
FM�F
FM
M
OVA
Q.
h io
too 0
710
FM
_
co
FM
FM
FM
FM—
M
FM
FM
p
■
Z
lz
C9 2
cn
■
•
V 2
w
'
PROPOSED
2.5-INCH PVC FORCEMAIN
\
700
0 3
■
V
V -,
■
■
V m
Cie
■
\
L Ine
� a
F,y
90
0 0
■
Lnv)
■
FIN
w w
Cie Qe
■
■
CV CV
N N
LU■
■
N\\
Z -0 CV
80
O \ \
J ■
t/'f p
V'
W
■
ix CV
Q5 '
■
■
70
34+00
■
35+00
36+00
37+00
38+00
39+00
40+00
41+00
42+00
43+00
44+00
45+00
45+50
3 �
mLcl -
J
LL-
w m m w 0
zZo � =M
3w w
Z�w o
w=
o= V
V �

I I� � I J �,I' � I I \"" �0--
11 / 11 \1, 1 "I, \ 1, " 11 I'll I 1\11 I , "I 11\1 11, "1', 1\1 \1 11 " I'll I "I 1a1 --03P7\ "I 1, "I , \1 \ \11, "I 1,
v GRADING LEGEN
\` JNG CONTOUR
o \ /
�j � A / - - - \ir /
/ 3 PROPOSED CONTOUR
\\ -
S / m V a0 -- , - i C
%; / I - '���� r' �v - ' " dp / 1 PROPOSED LIMITS OF CONSTRUCTION
\; \
/
680 - vv� v PROPOSED STORM DRAINAGE EASEMENT
�: 0�1 �\/
\ - 3 PROPOSED STORM DRAINAGE PIPE
-v v v v v - /_ �_- _v 0
--------z:�-�------�-- f� � �,- --------1� 1'1_511\\11\, N\\ -\\,1\N1/ \ - " \ N k -,. '_' I I I I/\ - I.11 ,.�1-11II I I- � _, I_I 1I- , ( ' I' I ��' \ '/ ,
III I I \ I
� � \
\-1 -\
_ _v � v v' v v -- - - / v v v PROPOSED SPOT ELEVATION (GUTTER LINE ELEV)
V �-I/ \ J - _� - / A ` 77
v v � -� I v
"I I
v `� v v �y69S 6�3� / / PROPOSED JUNCTION BOX
v - - 9� - I
b -
v - -_
�� O - 3 PROPOSED CATCH BASIN
\ ` - - � � \ \ \ �� I PROPOSED DROP INLET
` V \ V - - - _
_ - � / N
/ "_ 8 � . v / j - v / v - - - - - _ - - - - ' � I PROPOSED FLARED END SECTION
685 --- vv �6 `r � vv v` -- -v ----------- v
- 8`s�%� .) ' � - _ - _ - v v zJ 3 PROPOSED OUTLET STRUCTURE
68S � .) -) - --- ----- I
- ��
-- - r /� _- -- - ---
-- ---- / -
-- -- - \
680 _i 6> "� - - - v I PROPOSED HEADWALL
680 - 8 V -v ----- I
--
11
685 � �I',, 11 \-3-
PROPOSED RIPRAP APRON
6
\ -) �' v
90 _
--- 692 V �I \ \ v vv i_*
-_-- --- \ �
_� � 0) \_� 4 �" \ \ \ I I \1 \" I I \
---_ I
- - _ _ - / / v J 9 9 \
i- -_ -- - --- -- / � . 3 9 9 ,\ \ A
v- -693
- - -- -�� ,�-4 ` v v v
.) � v v v
-- ---- �� /'I W " / ` v _*
/ _ �_ "v ` / _ N
- --- --- v-v - / / - v I - // 11� � � � \ \ �
,\ \ `
/ -- / - r / - -- _' \\ \ \ \ G
/ -v A / �- --v \. / A * -- v A \ V -_ 1-1 A ��
-- \ \ / \ h - --- 696 \ \ \\ � � ------ v 694 / / , / // - v � C1
- / � / / _--� v -v v v
v � / , // --- 700 v- � v -� v I i
--- v / __ �� v.
- - - / �705 - - v
/' \ \ \ a V% \
A / \ V /-v �� /
/ / v v �v I �� / / ` -_ -�
v / v a _i i/ �� \� LL G :v cs
_--- --- v 695 -- /� ii y
- - - v a v
v V -- .. �1 I- - - � / v- -_ ,� ,/ - - -� - �00
/ - - �� v� I / v -v v i -�-
-
- v v
- \
t
v _ � I I -- - ��T I �I
"I .1 _* \
-- -- `\ ---- V / - - �II vv _*
/ ��
- - - � - - d
O2
v - v _- v--- �� �\\� -
-- _ - -
- --- - \
/ \ ---- 698 697 696 y - / I i - - - 1," /� \ ��� -
- - \
/ - - - - --- v i� - - "�"�� -
'\ 'I \\\V� , A
� \ � - - / I I I - ���VO �� ,�� / I - cy
v I a, %� I'II I III - vvv�S y
v _----- - e , _ -�-/ I ��;, I I/- vyvv v -
v -- - ---I I I ;;'I '_ II vv� OS
-- -v -, \
- -- �1 �i ` i ,/ /___ v IIII �yyvv�
'�___
v - I � Ir � / l' �-- v v
�,
- - ' � I 1 � ` 1 / �� ., - -
v - � _-v � _
// - v - �rl�o 1 - ��� / ��� �� " _ A -- r'
V 703 /i
- `
- - Q' y � - I �� - - - -� �i' / AV �'�� �A
v - I ?, o -
- v / - �' I '.�� v., - - v -
--- -- - -I� I �, / �;; I v v j ��\V� v -- \
3
----- -
- - - - i --699- - v - 10 ��� �" ice/ r,. �� v�� �� - - - v
v / - _ - - I v
I _
/ / - v - - - ' 4� J p'I I Ir J'� I �?I '� - - - - - -� '��/ �1 _ O CIO i
----
o - 7 /
-
/- -- v - � ��/ ' - - �� , -70 �� �ti\� / _ \-V ---_- I I \\_
:
\, � I � \
v ,�I ;,� I I I°re­v � v
I I I fES 2 -_ FES-1 - I
� / v - `a , � I I I
-- ----- '/ �� I I 1+ i INV IN: 702.00 30" RCP -- ��- - �" �, - -- ��.... pP
- �I i' -� - - - - - _ _ - lNV lNN_ 702.00 36" RCP - - �� - - -
��----- T- - �� �j CB1.2
CB Z.1.1 I - - ,_ -
/ v/ �I --- -_- /- - 701.5-- - --- -
- ` RIM CRATE: 718.96
v� �� �� - v A \ / IN IN: 709.42 24 " RCP
v - � , I RIMIGRA 719.32 � � / � � _702 - 0 702 702 -_ I � \
--- - � :� INV OUT: 715.07 24" RCP „I 705 �� 70S 705 - - --- 70S - - / 39
- - - - v v - - INV OUT: 708.42 36 " RCP b
10
- _ - - v - - - I I ' � ;- . - � h �` ✓i �,/ - 770 �-3 770 770 -770 ��� - � v - - 59
,� /
- - - - - - - - v i � �� 77S � � 77S 71S 715 �` -
;;
/ 0 ��,� ,i - - 719 719 - ---- 719 _ v . I o
700- --- ��r ° -_0 144.0 LF / - -v 144.00 LF
- - - - - I I � h ' f I I I ,I 4 „ RCP ® 0. 50/ / 24 " RCP @ 0. 50/
--- -- --- �� 'V '�.) � i� i ' I `� -
\ i I 1 LF 50 00 LF 6 RCP @ 1.00% I I
___ + b
- --_ �� //� ` �I � �� II I CB2.1 7I �2 ��I /t'� �c��� Q
- v - - v / I v . , � I I . ti ... RlMIGRATE: 719.32 CB-2.2 CB 1.1.1 �..:CB 7 �I "O � �� �
A '. RIMIGRA TE: 719.32 3, v ' I ...... ��.;:.♦:�. ��.:.:
......:
h �.. ..... : . O
r:
.. �.....:. ... ,•......
lNV lN. 714.35 24 RCP � • :..... .... .. � . � �..:: <::.:. .� •......... :. .. �®
v a o o ... RIM�GRA TE. 719.32 RlIN�GRA TE. 719.32 ... �. .
- I � � � �, � � � � �.� I h , ...: ....... ..... � ,. > .... .. . ..... INV IN: 706.98 36" RCP � `' ' � �v , t - v �
- - - - - \ i I r" o INV IN: 714.35 24 " RCP lNV OUT: 715.07 24 " RCP lNV OUT: 715.07 24 " RCP . t
v - v - v A "I � � e.) � � � I I � � � I � I N' I �� INV OUT: 702.30 30 RCP INV IN: 714.35 24" RCP 8 33���9 v �
- \ - � / � 699�I 7 .> ,. I I l �.� I lNV OUT: 702.30 36" RCP 2�„ MCP zF
I �
v 721 °
--------------- 76- v/ -/1 v 00 v . �I j CB 1.3 JB-1.4 �1 I �� �1 a
/ /
- 0> r+
RIMIGRA 725.25
v- /i � A / III,
-v -- -� // - �� 1' ��� / - - ss ss RlM/GRATE: 721.50 ss
- - - - - - v v ,' ! : '01 v - - _ _ - _ / I INV IN: 710. 68 24 " RCP INV IN: 713. 45 24 " RCP I - �
v - - - - INV OUT: 713.35 24" RCP ; `�
- ` --- ----- - - l INV our: 710.58 24" RCP
v -
I
/ I _
- h � � \
o
72 22 2 7
I
7 2
r
7
I r
T'
- - - .... ........ . t .. . - , .. .,.....
. !
�i %_.. \ I \ . ... •• it • Y � •• •. .
•! • i
,
.. Y ':jam'.'`. �:
ir
ti r:
23 23 x \ ..... •. .... ... .. • .. .. t .. .. .
v .. ... .. ... . e - . ..
r
� I
t
L
�'�
�i>
24 24
Y "'1f
-- ..
...... .
/ i
t" wF
t •
.
. .
. n r
702 / - i ✓ . .
O.
.. ::.t'.
l 2S . t Y . � 4 '' 2S 7 `
v
.
Y. h
Iy
S
r
r
/
:.
.. ... ..,• :... ... •. . a. r..� r. %J.:. /
v
do
w
•v.
.. fir", �'�:? ��:. �:
/ / 7 Y 7
� ..*�.'/*.­ A"
t. L.
/ \ ya
i i v v.: I 'v•• I ,
Y.
.
7 4
♦
s ;
,
r � Ii / I •
71S - '1 � _ / I ,- , / // I I / I
i
-51
\� � 'II of o // _- - - i T � �
- - - - _ \ / - CB- (OPEN THROAT) v �
I
I _>0 � � / - RIMIGRA TE: 724.00 I
/ / INV OUT: 715.77 24" RCP
11 � LLJ \
- - v- ��,' v 11 v ��� .) v �� - --- / / / /- /v � ->0 1 ! �\ 1\ , \�' -i )I tE I I / / // � -i 3
_ - -- a
- . -
/ � I
��. - -
B --- _ � 724 1 B /; -
/' �' / `�v O v v vv �� ` v /�
�� O - /
j A - 8v �� \ \ \ v�� .) v v v'\ // /
(� /�� I� I� V � �T1 v� \� / / / va
�� � V I I A -v a / / / - - - - -I--
D�It -v--� A �'I IIII A � A � _> a .> .> �- --
11
4 � -
- + ON
_ - ' 1 v i \
�a
N C
\ h
�- -vv A' I v - '�I
I
I -
% h,
>>
-/�� III �� �� VA r�� � ---I-
-
-
- -�-
vv y� v I, II III II, ,� I��I,_ -�� 709 j I I I !���K /---
�� / I � � o v
, - X _ �I I I I vll, ,, , M >>_s - /
-- _�- . I - -
"'�
- 7
b _ -- � II ,
-- -/ _ I ,�1kI 'j�I -�, I �,vo �� 720 I � / /
��
i / / - , � i � �� _ �- r /
/ -> .> 3. .>/ '� a .) a .) , � - 9 � � .)_ '� .) I I dol , ,
i i 'r ) i i i '1 'r +- 4 i j ->- -." -j .) .) 4 i j j j �- i 'r
/.) � _� > .) .) ___� - -, �- / / ,
.) l4 i i i-� 3 i i .) + -i i i 9 9 3 i i -) 9 i 9 9 9 i/ / i\ 9\
11
-3 .> .) .) .> 31 * .> . / / / '-_
` .> y
z a
by//�
i .) .) i i i i .) .) a a i �. i i a i a �,..
9 9 i i 9 9 4 9 9 9 9 9 i 9 9 i i __jiz �\
//// �O- "/// \\\�\,
100 -
100
\` � - - - / / \
",
----- � I'
/-- �,
. . or
L725 - � C'w
/ II
/ x x \ 1 1 - / / / !'
\� I �
/ \ �� ��� I A� -_ / � V
I �4� I Il������ ���
I
I ��Z
r I N III ����770.5"
v x x 11 I ,_s- . . - s,
--'"' / I I - I - i,�
to" � I �z �O 3
v i' /II II vv III I ` ---' N '�\I � I a
f �� v
h
I �
I �.� 1
' IIIIII �LII ��h �� i -
/ \ - 3 I I �, x hI III II I.� .,�
oo ,\ I `v X X. I� I I o I II - III I -
� v I \ r�C 1(I \ v v I I '` _ --- I C I
cr
e Q � I,'\ (� llI � I I I . ' --- - --- ��
+� ��, a, v fi '>> III v II 726
i of v
(n v I I
1 _ U
v I
I I I v � CB 3.2 � 11 � I CB 3.3
v 1
1
I
� ��� a v �� I v i i, ii' II II v I I Rl� GRATE: 721.59
� � � / � � � � ; I I I I I I h , h I / � Rl�r/cRA TE: 721. s9 � � ``' , �
Q 0 0 op Jv / ! I I I v v\ 1 1 1 1 N I I CB-4.7 (OPEN THROAT) IN IN: 714.24 36" RCP
op W_ � ca - v _ I B ) i �.11 vv v III11 I RIM GRATE: 718.25 INV IN: 714.74 30" RCP INV IN: 717.25 18" RCP I I ',
\ INV IN: 716.25 30" RCP
O � Jc `I �v \ V� - �j �II�I�vv \v �� I 1 ! F � � ��
I Iv lNV OUT: 713.96 24" RCP lNV OUT: 713.74 42" RCP ------- ---- ---
r � � 0 „� Ig I 1 1 I lNV OUT: 715.75 36" RCP - - - -
v0 O ` �� I FES-4 1 ;� I 727 _ G� I I
aj � v - - - - ------+;�
I Lc)Z I 4� : ,.-:......, . ..:..... .
Q � � .<. .. .t :. ..r. ., . tF N , :... .. .".. :Y� >Y"-a �;w -Y. .a.... •. r?S: u.. •,. ::f. T.Y^
I ,.. .. ....: . < .. : ..F. , ... .:.. .• f 5 .. : . ... :.j'�2%.';�...��'d'?: .�ia.::y;". .. r:,.+.:?a:"
� I INV IN: 710.00 24 RCP ". , : <. , . , .. ... _ . .. . • • ..... .�• ,: s::'�..
, . : s . Y.. .. .,. s : .. "e.. . R , : .K a ♦ .i'.' .t_ ''y"'•.i :`i:t'.;. iikl �,: � -
I .. .. .. .1 ..< .> _J:_.":. <. .. .: <.i s .. ..,. ! i.. <.._� .... _T. 2 ;.� .5.: t','1. ":i �•i":.. "::X:a'.'.."ts','t : .. .. . :... ..4 1. ,rF .c .. :. , x r..: .. ...r .: .i. ., .. 1. .. i i ... t.. . < .. .. ss ... .. ., 1:i _:�'H3 ., a:k... .`.1�v �:::: �i fit:'+,'li: �'; SJI:'.
I � ' �fS:. ^.f...
O
I
1
h�
I
I I
Wv II
O I
\
0, , \ �VA \ y. I 1 726 726 726 726 726 726
0 � / I a V� l l b I tff` - I � �
V A A A I VAN VAN / - VAN - - - - �' 3
\ \ \ ��\ I to _ _ -
9 9 A A \ j`� fES_3 � w / // ---- _-- v v w 11 -v II �
\�, vv V/ / ��j ��, lNV IN: 711.32 48" RCP 1 I�� �s / / v----- 727 ��
v ' ` � \ ,p
\ \
j 1� \ \ \ V \ \ \ i c { 12� tj"kI �15 / I / C r� -
i ¢:. - -n� I �25 �2 / / I � lil± [ / I / /2 �6� - i
I � Idi I � I _
I a-,
v / \ �� ���� ,t,,.- %-� �
.> '___
�•.-> --->-)�� v Iv v .- - 2 v I
�
�\ v v I �� , iA' ` 724 725-I 724 723 - 724 - - -� p
\ � -- � \ 2 ° --- --------- - ------ ----- - - --- - -- -� - -- 723 -- -' - ----- - --- �--------- �3
7
722- - 2 $ � -_-4 ..) /') �����vv�� �� _ 7 v v 720 721 , 722 --- v �2v
"4 -) ` ` _� > 779 720 727 / / 723 - , a
.) � \i �_\ .) � +� \ J2s - 2.i ?! Mob M�1! M/8 b Mid/ Mob
-_
` \ T 3.7 LF 722.. 722 03.00 LF ,z„ ,2" , �,z Y-199,63 LF�
-713 l � l i _____ I.. " (", \ 726 ".� 1 , z 1�, , 2„ , -
F � �; �_7� _�41 � ,
9\ \\ \\
\727 \ " iv 724 723 724 723-
A RN`' 72.5 R/W RAW R W 72S R/VJ R�/d /
/ - v - - � % � 726. /
- 726
_� /' - �_ - sl `� ��-- --727 ---- 48" RCP @ 0.50% ---- ----- ----- 727 ---- --- '---- ---- -
- - - �� - v 728 49.66 LF v 728 - - / /
v /
30 " RCP @ 6.86/
CB-3.1.1 RIMIGRA TE: 721.27 RIM/GRATE: 721.59 30.00 LF
- - RIA41GRA TE: 721, 27K
\ � \ � IN IN: 712.07 42 " RCP
INV OUT: 716.80 30" RCP '
- � - - - v INV OUT: 716.48 30" RCP ,�,,, ,A,, 7, d Q / /
\ \ \ 1-1 „mr „m. , , .�,�, 30" RCP / /
\ \
729 / v - v 729 / v INV OUT: 711.57 48" RCP 729 - -
--� ,
�v � vv � vv /_vv� /--- 30" RCP @ 8.00% �-
\ \ - - / 30.00 LF - /
- - /
- - - - -730 � v v ,, 730 `
v ��� _ v
\ - _ /
- /
\ /
--- 737 `v // 737
- �� /
i -
CB-3.3.1
RIMIGRA TE: 721.59
INV OUT: 716.80 50" RCP
730
-73
724
728 I
I CB-3.4.7
RIMIGRA TE: 724.65
INV OUT: 720.94 18" RCP
I 30 " RCP @ 1.83%
/ 30.00 LF
W J V J W j
V
Ce
w a b 72� a a M/�-
z�,," _28-z„ ,z„
i
s �
i
-R 726 R/ jV/W R/`�6/' R/R W RA
11 �' o
- - - - - - - - - - - -7
CB-3.4
RIM/GRA TE: 724.65 ,\10
INV IN: 720.34 18" RCP /0 LF/ - - - �
Z
1
� r
N N
N �
Z�
u.i w
K�
O w 6,
� V =
aJ'7
V � �
a Q a�
QZ�
OJ O
°c
aQ
N
Uan
PE SEAL:
I SEAL �
®45345
02/21/2023
50 0 50
SCALE: I" = 50'0
;> �e
:E ;
44 (D
ca
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII
V)
1111111111111111111111111111111111111
ce
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII
n
in
c w w Z (
) Z w
V
V
H
w
0
w
N
w
0
N
Z�
O ---
0) �_ 01
Lu
0
u
z
m�3
i -
CB-3.3.1
RIMIGRA TE: 721.59
INV OUT: 716.80 50" RCP
730
-73
724
728 I
I CB-3.4.7
RIMIGRA TE: 724.65
INV OUT: 720.94 18" RCP
I 30 " RCP @ 1.83%
/ 30.00 LF
W J V J W j
V
Ce
w a b 72� a a M/�-
z�,," _28-z„ ,z„
i
s �
i
-R 726 R/ jV/W R/`�6/' R/R W RA
11 �' o
- - - - - - - - - - - -7
CB-3.4
RIM/GRA TE: 724.65 ,\10
INV IN: 720.34 18" RCP /0 LF/ - - - �
1
� r
N N
N �
Z�
u.i w
K�
O w 6,
� V =
aJ'7
V � �
a Q a�
QZ�
OJ O
°c
aQ
N
Uan
PE SEAL:
I SEAL �
®45345
02/21/2023
50 0 50
SCALE: I" = 50'0
;> �e
:E ;
44 (D
ca
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII
V)
1111111111111111111111111111111111111
ce
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII
n
in
c w w Z (
) Z w
V
V
H
w
0
w
N
w
0
N
Z�
O ---
0) �_ 01
Lu
0
u
z
m�3
N
�
O
J w U'
�
r
w m �.:
0
w

GRADING LEGEND
EXISTING CONTOUR 100
PROPOSED CONTOUR 100
���, \ � , � � � � � I PROPOSED LIMITS OF CONSTRUCTION ---------------------
PROPOSED STORM DRAINAGE EASEMENT SDE SIDE
---777— 696 PROPOSED STORM DRAINAGE PIPE
PROPOSED SPOT ELEVATION (GUTTER LINE ELEV)
700 PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN
Q�-
Q�l 1Z
NO
PROPOSED DROP INLET
-L725
uj
Lu
70 11c
—726
7 >< Ld
— — — — — — — — — — — — — — — — — — — —
6 726.23 727 C�—
0ria
726.2 726,20 726.20 726,20 726.20 726.20
726 7266 726
VAl\ VAN
72
'72� 72S. 87 �j
725.33
c c
S-4 724.91
72
72' 721
725
\ \ \\= �/ -7725��OO __�711
F-
z
FES-3
72
724 723— — ----- �724
7—
30
—— ------- —722— --- --------- 722---—------ -----------C -4.1 (OPEN THROAT) Z 2 ufie u
723
Cie
5 Lu
a
B-3.1 yl 12"— 12"W-1 B-3.4.1. - W— 12" V12" W 728 12' V,
7-�
-3.1 1
Lp w U3
7234
-
724 724
'�
7
RIW—,_72j
-"777— R/W—R R/W—R/W,11111111111111 �Rl��725—R W R//W—R/W--7— R/W--.--R/W VA/ AR W—K/W—K/W— 1</VV—K/W R/w R 726—R/W—R 1�1--�—R/w R/W—R —R/ w R/W w R/W
726 726
- - - - - --- - - - - - - - - - 727 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
INSTALL HARDWARE CLOTH &GRAVEL
728 728 INLET PROTECTION ON ALL NEW INLETS CN -728
- - - - - - - SEE DETAIL ON SHEET C7.4
�<-
x kc)
In
729 729
In
00
to
0
" 04
4
LL; Lu
r �
Ow
J—ne
r-D
0 zi
0 <
Lu cle
= u
2:
0
0
01
CN z
01
It
PROPOSED FLARED END SECTION
PROPOSED OUTLET STRUCTURE
1k PE SEAL:
V
A t�o
PROPOSED HEADWALL �-/-A
N J 0-. 1
10 �7
PROPOSED RIPRAP APRON
O
01 - '�rAL
o
45345
% �11 9-
- ti - - - I �� \\ % - \ PROPOSED INLET PROTECTION
•
c(-
BU(3-\- 0:0,
02/21/2023
c
o
Jill
c(-
d", cp
703
7
40 0 40
�00
1 S3 710 SCALE: I = AO
5 -
0-
FES-2 \�� '\�� '___-_ _ `�� ___� _____�=______- =//.. __ = FES-1 - � ��\ - --� ----- f� � \ � ��
—7Cr27:-��70 7.5 - - — - — - -
702---- �'02- INSTALL HARDWARE CLOTH& GRAVEL <
705 705 70705 INLET PROTECTION ON ALL NEW INLETS
SEE DETAIL ON SHEET C7.4 63
sg
770 770 770- -770
775 -775 775 m 775 -- -
779 -779 779 7
B-2 1 B-2.1 B- 1.2
11779.59 N 7=78.96
720.0 719.32 720.0 779.32 720.0
72 > C
720.0
I--- H
0
B- 1.3
J
CD 7*
99 O \
Q)
\F
727,372
1
'Q 1p
72
IR. 1 A
727 5
ss —ss SS O ss —ss SST ss 0 ss ss ss ss (p ss —ss —ss —ss A ss —ss —ss —ss (p ss ss —ss a ss —ss —ss —ss 0 SS SS SS SS ss SS SS ss s ss ?;
I o" i o" v,— 10', VL— �0-�*— 10 w k.4 10" VIL— I o" i o" v,— 1011 1 o I o" vv-- loll i o" N4— i o" 0 1 o" vvl--
loll, 1 o" vl`�� 1 1 o" v,,-- vll--� W-LL— 1011
(n
-7�
0 722— 722
722— z 172"
L
722.7 0
72V.
3-
O
—j
l.
7
-725 725-
-724- 24
z
Lu
Lu
rd
ti
- C 1.5 (OPEN THROAT)", <
B T)
LO
-7 7
O
726 - 00
bV
CL
Lu
Z
Lu 10
z
0-> Z >
Lu
0 ::) in
Lu
724 B
u
Lij Lu >
Ld
C'N
<
0
L
3;
!J
0
-Q)-
O
Ld
FM
101,
04
C14
Z 0
N,
N,
C14
0
01
Lu
C4
LL
m
Lu 0
Lu ca
z C)
Lu 01
Lu
V) Lu
Z
o
Lu
Lu CieLu
V)

-0+25 0+00
74
73(
72(
71(
!/I
4 , n n
7 , /1 fl M
A , /1'n
C� ciz:
L� c nn
C1
o N 6+00 -n L'2� n Lnn
�
�_
�®
er
O �c
O
o
EXISTING GRADE
PROPOSED GRADE
/
- -
24" RCP @ 2.00°0
24" RCP @ 2. 0�°
24" RCP @ 1.00°0
116.00 LF
36 " RCP @ 1.00%
133.40 L
/
116.16 LF
3
RCP @ 0.50%
144.00 LF
59.61 LF
O
N
00
�
n
O
O
O
n
O
n
O
n
n
r
n
Z_
� Z_
O
O
O
O
O
z
> z
> z
> z
> z
>
68
-0+25 0+00
/ tVV L tVU
STORM DRAINAGE STRUCTURE TABLE
JtVV
STRUCTURE NAME:
DETAILS:
PIPES IN:
PIPES OUT
RIM/GRATE: 719.32
CB 1 1
INV IN: 706.98
FROM CB-1.2, 36" RCP INV IN: 706.98 @ 1.00%
TO FES-1, 36" RCP INV OUT: 702.30 @ 0.50%
INV IN: 714.35
FROM CB-1.1.1, 24" RCP INV IN: 714.35 @ 0.50%
INV OUT: 702.30
CB-1 1 1
RIM/GRATE: 719.32
TO CB- 1.1, 24" RCP INV OUT: 715.07 @ 0.50%
INV OUT: 715.07
RIM/GRATE: 718.96
CB-1.2
INV IN: 709.42
FROM CB-1.3, 24" RCP INV IN: 709.42 @ 1.00%
TO CB- 1.1, 36" RCP INV OUT: 708.42 @ 1.00%
INV OUT: 708.42
RIM/GRATE: 721.50
CB-1.3
INV IN: 710.68
FROM JB-1.4, 24" RCP INV IN: 710.68 @ 2.00%
TO CB-1.2, 24" RCP INV OUT: 710.58 @ 1.00%
INV OUT: 710.58
CB-1.5 (OPEN THROAT)
RIM/GRATE: 720.06
TO JB-1.4, 24" RCP INV OUT: 715.77 @ 2.00%
INV OUT: 715.77
RIM/GRATE: 719.32
CB 2.1
INV IN: 714.35
FROM CB-2.1.1, 24" RCP INV IN: 714.35 @ 0.50%
TO FES-2, 30" RCP INV OUT: 702.30 @ 0.50%
INV IN: 714.35
FROM CB-2.2, 24" RCP INV IN: 714.35 @ 0.50%
INV OUT: 702.30
1 1
RIMCB-2
TO CB-2.1, 24" RCP INV OUT: 715.07 @ 0.50%
715.07
INV OUT: 715.07
INV OUT:
CB-2 2
RIM
TO CB-2.1, 24" RCP INV OUT: 715.07 @ 0.50%
INV OUT: 715.07
INV OUT: 715.07
RIM/GRATE: 721.27
CB-3.1
INV IN: 712.07
FROM CB-3.2, 42" RCP INV IN: 712.07 @ 0.50%
TO FES-3, 48" RCP INV OUT: 71 1.57 @ 0.50%
INV IN: 714.08
FROM CB-3.1.1, 30" RCP INV IN: 714.08 @ 8.00%
INV OUT: 711.57
RIMCB-3.1.1
TO CB-3.1, 30" RCP INV OUT: 716.48 @ 8.00%
INV OUT: 716.48
INV OUT: 716.48
RIM/GRATE: 721.59
CB-3.2
INV IN: 714.24
FROM CB-3.3, 36" RCP INV IN: 714.24 @ 0.50%
TO CB-3.1, 42" RCP INV OUT: 713.74 @ 0.50%
INV IN: 714.74
FROM CB-3.2.1, 30" RCP INV IN: 714.74 @ 6.86%
INV OUT: 713.74
CB-3.2.1
RIM/GRATE: 721.59
TO CB-3.2, 30" RCP INV OUT: 716.80 @ 6.86%
INV OUT: 716.80
RIM/GRATE: 721.59
CB-3.3
INV IN: 717.25
FROM CB-3.4, 18" RCP INV IN: 717.25 @ 1.50%
TO CB-3.2, 36" RCP INV OUT: 715.75 @ 0.50%
INV IN: 716.25
FROM CB-3.3.1, 30" RCP INV IN: 716.25 @ 1.83%
INV OUT: 715.75
CB-3.3.1
RIM/GRATE:
TO CB-3.3, 30" RCP INV OUT: 716.80 @ 1.83%
INV OUT: 716.80
RIM/GRATE: 724.65
CB-3.4
INV IN: 720.34
FROM CB-3.4.1, 18" RCP INV IN: 720.34 @ 2.00%
TO CB-3.3, 18" RCP INV OUT: 720.24 @ 1.50%
INV OUT: 720.24
CB-3.4.1
RIM/GRATE: 724.65
TO CB-3.4, 18" RCP INV OUT: 720.94 @ 2.00%
INV OUT: 720.94
CB-4.1 (OPEN THROAT)
RIM/GRATE: 718.25
TO FES-4, 24" RCP INV OUT: 713.96 @ 2.90%
INV OUT: 713.96
FES-1
INV IN: 702.00
FROM CB- 1.1, 36" RCP INV IN: 702.00 @ 0.50%
FES-2
INV IN: 702.00
FROM CB-2.1, 30" RCP INV IN: 702.00 @ 0.50%
FES-3
INV IN: 711.32
FROM CB-3.1, 48" RCP INV IN: 711.32 @ 0.50%
FES-4
INV IN: 710.00
FROM CB-4.1 (OPEN THROAT), 24" RCP INV IN: 710.00 @ 2.90%
RIM/GRATE: 725.59
JB-1.4
INV IN: 713.45
FROM CB-1.5 (OPEN THROAT), 24" RCP INV IN: 713.45 @ 2.00%
TO CB-1.3, 24" RCP INV OUT: 713.35 @ 2.00%
INV OUT: 713.35
4tVU
-0 25 0+00
75
74(
73(
72(
71(
70(
JtVV
i 4nn
740 74
30 73(
20 72(
1+75 -0+25 0+00
740 75
-
-
���
ca �
ti Q) -
ti
i;c'
zzz
i;� z
PROPOSED GRADE
EXISTING GRADE
24" RCP @ 0.507.
144.00 LF
L
O
M
n
Z
�
-
O
Z
z
80 68
6+00 -0+25 0+00
9-/-nn
l tVU
3-�nn
30 741
20 73(
10 72(
2+00 2+25 -0+25 0+00
750 75
Q- cl-
cw
w
Lr) Ln
�N-)N)N
r
o\
o
'� o
i;C'Z:
PROPOSED
GRADE
24" RCP @ 0.50%
144.00 LF
EXISTING GRADE
3 RCP
59.61 LF
O
M Lo
I�
0
O M
N N
�
O 0 T
n n
- 0-
O
4
z > z
>
80 69
1+75 -0+25 0+00
/tVV
'40 74(
'20 72(
710 71(
700 70(
� c<a
w
Ln �
�N)��
- -
o\
� � � O
N � O
i✓C z
PROPOSED GRADE
24 " RCP @ 0.50%
144.00 LF
EXISTING GRADE
M
0
n
Z
H
�
-
O
Z
4
z
1 1
90 69
2+00 2+25 -0+25 0+00
/tVV
750
740
to
0
N N
W
04
Z 4t
ui w
Kz
O w 6,
V
V � �
ne
OZ o
�O 0
Oa
�U
z
aQ
N
U
PE SEAL:
730 N. C A
I SEAL
045345
.,�.'•��G A N'
F : .
720 BUG
02/21/2023
710 PROFILE SCALES
VERT. SCALE: 1 " = 8'
HOR. SCALE: 1 " = 40'
700
90
1 +75
N
4+00 5+00 6+00 7+00 8+00 9+00 9+25
�a
� EXISTING GRADE
a
Ln
ti ti
Z p O
g:z
� ZZZ
v� Z Z Z
/
v
Z Z Z
PROPOSED
GRADE
18 " RCP @ 1.
0/
-
36" RCP @ 0.50%
42-'
RCP @ 0.50%
199.63 L
--
18 RCP @ 2�0%
303.00 LF
30.0
333.75 LF
48 " RCP @ 0.50%
49.66 LF
�_O
�It
Ln
�N Lo
NM
O�
M
r N
N
'�
00
N
0
N
04
z �z
Sz
�z
�z
D
- O-
O-
O-
O-
O
z >z
>z
>z
>z
>
- z-
Z-
z-
Z-
Z
69
-0+25 0+00
ItUU
LtVV
JtUV
4tVV
JtUV
otUV
/tUV
OtUV
-D 25 0+00
74
73(
72(
71(
70
69
750
740
1
730
W
V
�
W
Q
Z
J
J
to
O
J
O
W
Z
720
ova
Q
W
W
a�z
0
W
Q
=
Z
a
0
Z
710
=
Z
W
W
�Oo
V
W
=
Q
W
W
a�
i
�
700
Q
CQ
L
O
90
9+00 9+25
1+00 1+50
5
11
N�
Q c6 �
PROPOSED GRADE
W
3 o
EXISTING GRADE
24„ RCP @ 2.90°0
136e49 LF
O
o
c°
rn
�
M
z
�
-
O
>
Z_
j
z
740
W
730
720
10
700 z
w
0
695 V
V
0+25 0+00 1+00 1+50 �
I 0
w
V)
N
N
Z ,o
t!f O
>r
W
�3
mcle
CV
N
'^
J V� 0
r
m
LL
w • 0
w m
Z O
2
Z
3w
V
Z�w
w�=
�
w
O
V
�

7.
F3.1.1
® WET POND #2 SCALE: 1 °' = 20'
720
715
710
705
r
��
10'EMERGENCYSPILL WAY
ELEV, • 7 / 8.50
o
i
& WIDE LITTORAL SHELF (3,426-sFJ
REQUIRES 857 PLANTINGS (SO PLANTS1200-SF)
857 PLANTINGS ARE PROVIDED
SEE STANDARD PLANTINGS, THIS SHEET
It
d RIPRAP BERM
i CLASS B RIPRAP FACED W1
#57 STONE 2:1 SIDE SLOPES,
5.5' TALL
14/
i \ OUTLET STRUCTURE
� �' (SEE DETAIL, THIS SHEET)
14/
- --- - - - - - - - - - - - - - - - - - _ -----
---------------------------- ----- '1
FES-4� T----------T-------�-----�_�' •�
770.5i Al
V
O 770
75
M
• rad riv
- 775
_720
725 723 '
o'
v i
OOYR-24HR PEAK STAGE = 718.2
/
/
i
/
71,5-
50YR-24HR PEAK STAGE = 717.51 -
7107 -
1 0YR-24HR PEAK STAGE = 715 83
OPEN ON TOP
ELEVATION = 77 8.00
PEAKED TRASH RACK WITH ANTI VORTEX PLATE
2:1 SLOPE, WITH 2' x 3' HINGED HATCH ALIGN WITH
STEPS INSIDE SECURE HATCH WITH CHAIN & LOCK
TOP OF BOX @ ELEV. 718.00
(3) 36" X 6" SLOTTED WEIR @ ELEV. 715.00
PRECAST CONCRETE STRUCTURE
TINDALL UV4848 OR EQUAL
48" X 48" INSIDE DIMENSIONS
(MIN. 6" WALL THICKNESS)
DRAINAGE STRUCTURE STEPS
(TYPICAL)
INV. OF 24 RCP OUTLET
@ ELEV. 709.39
4.5' ORIFICE @ ELEV. 710.50
(SEE WATER QUALITY
ORIFICE DETAIL, THIS SHEET)
?
2
f�
2 Y R-24HR PEAK STAGE = 714.93
-
-
1 YR-24HR PEAK STAGE = 713.90
-
l
O'�
PRECAST CONCRETE BOX
TYNDALL 48"X 48"(INSIDE DIMS)
_ 6' LITORAL
SEE DETAIL THIS SHEET
24 RCP
SHELF
6' AL
(0-RING JOINTS)
6:1 (H. V) 4-6 "TOPSOIL
SHELF
V°
4-6" TOPSOIL
6:1 (H:V)
1 " RUNOFF VOLUME
- 710.95 - TOP OF LITTORAL SHELF = 71 1.00
-
�ERMANENT POOL ELEVATION = 710.50
-
BOTTOM OF LITTORAL SHELF = 710.00
WATER QUALITY
DRAWDOWN STRUCTURE
6"SCHEDULE 40 PVC
a
-
i
(SEE DETAIL, THIS SHEET) Q�V
-
C)
J�
FOREBAY
MAIN POND
as
INV.=709.39
Q
RIPRAP BERM AND WEIR
��
d
_ Q (CLASS B RIPRAP) �Q
-
i1i
�
(SEDIMENT)
BOTTOM = 704.50
WET POND NOTE:
IN LIEU OF MAINTENANCE DRAIN PIPE, POND TO BE MECHANICALLY PUMPED FOR MAINTENANCE.
(SEDIMENT) /
BOTTOM = 705.00
2' x 2' x 6 "(tJ CONCRETE PAD
_ BELOW WATER QUALITY----'
DRAWDOWN DEVICE
WET DETENTION POND SECTION A -A
NOT TO SCALE
WET PON
5' x 5' x 24" CONCRETE
ANTI -FLOATATION BLOCK
(FILL BOTTOM OF STRUCTURE
W/ 24" OF CONCRETE)
• ►,
4.5" ORIFICE
WATER QUALITY
DRAW DOWN STRUCTURE
TOP OF DAM
ELEVATION = 720.00
NOT TO SCALE
EMERGENCY SPILL WAY
ELEVATION = 7/8.50
(SEE PLAN FOR LOCATION)
ANTI -SEEP COLLARS (2 MINIMUM).
COLLARS TO PROJECT 24"FROM
OUTS/DE OF PIPE. MAINTAIN 24"
SPACING FROM PIPE JOINTS.
(SEE DETAIL, THIS SHEET
720
715
710
705
INSTSALL 8" D50 RIPRAP OVER
ENTIRE WIDTH OF SPILLWAY
TOP OF SPILLWAY
@ ELEV. 718.50
TOP OF DAM
3:1 10' 3:1 @ ELEV. 720.00
WET POND #2
EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
2' 2'
12
a e
d .°
d
d d BARREL I- d
a
_ d:
d.
NOTES:
USE SIDE WALLS AND BOTTOM OF TRENCH AS FORM COMPACT
OVER -EXCAVATION TO 95% DENSITY (PER ASTM D-698) CONCRETE
SHALL BE 3,000-PSI
CONCRETE ANTI -SEEP COLLARS
TYPICAL SECTION
CARDINAL FLOWER (LOBELIA CARDINALIS)
SPACED @ 3.5' O.C.
(1 23 TOTAL)
NOT TO SCALE
-6' ®6:1 SLOPE
co)
- +
V
z
oc
w
w
z
C�
z
w
to
0
N N
CN�
N r.,
Z�
Ld w
r2
Z
OW
fieCD
V O7
V � �
QZ�
O J cl
O
D
O�
� 0
0 oa
N
U
PE SEAL:
.` YCARO
•
.• O10
ff••
I SEAL
045345
•'•:�G A NE��:'• ����
02/21/2023
LONGLEAF LOBELIA (LOBELIA ELONGATA)
SPACED @ 4' O.C. I CAIC41
(1 23 TOTAL) _
NARROW PLUMEGRASS (SACCHARUM BALDWINII) ice
SPACED @ 2' O.C. i
(488 TOTAL)
i
QUILL SEDGE (CAREX TENERA)
SPACED @ 1.5' O.C. O
(1 23 TOTAL) I \,f T C4o
--/
W
Lo
a
W z Z
I� W
O H
LITTORAL SHELF ° U a
TYPICAL PLANTING uj Q o UJ Z
u
=0 W
NOT TO SCALE Z
J
=ZW W
BMP MAINTENANCE NOTE N 5 W C�
t� �°J a OWNERSHIP &MAINTENANCE OF BMP BELONGS TO THE OWNER !
W >� Z
SEDIMENT BASIN CONVERSION NOTES a a
1. RECEIVE PERMISSION FROM THE CITY OF STATESVILLE AND DAVIE COUNTY PRIOR TO DEWATERING (email O
stormwater@p statesvillenc.net) L
2. ALL SLOPES AND BOTTOM OF POND SHALL BE PREPARED & SEEDED TO PERMANENT GROUND COVER -
SPECIFICATIONS.
SEDIMENT
3. THE SEDIMENT BASIN SHALL NOT BE CONVERTED TO THE PERMANENT WET POND UNTIL THE CONTRIBUTING
DRAINAGE AREA HAS BEEN STABILIZED. ANY SEDIMENT THAT ACCUMULATES WITHIN THE POND SHALL BE REMOVED W
AND THE FINAL GRADE REESTABLISHED TO THE PROPOSED CONTOURS SHOWN.
4. THE CONVERSION TO A PERMANENT WET POND SHALL BE ACCOMPLISHED BY REGRADING THE BASIN CONTOURS a
TO THOSE SHOWN ON THE PLAN, REMOVING SKIMMER BASIN (PLUG VOID) AND CORING PERMANENT WATER
QUALITY ORIFICE(S) AND INSTALLING WET POND PLANTINGS (AS SHOWN).
5. ANY SEDIMENT LADEN WATER WITHIN THE SEDIMENT BASIN SHALL BE DRAWN DOWN BY USE OF PUMPS AND
DISCHARGES THROUGH A'BLADDER' TYPE SYSTEM OR DISPOSED OF OFFSITE IN AN APPROVED SYSTEM.
6. ALL SEDIMENT REMOVED SHALL BE PLACED IN A DESIGNATED SPOIL PILE AND ADEQUATELY PROTECTED WITH
EROSION CONTROL MEASURES AND PERMANENTLY STABILIZED WITH PERMANENT SEEDING.
WET POND MAINTENANCE REQUIREMENTS
BMP ELEMENT
POTENTIAL PROBLEM
HOW TO REMEDIATE THE PROBLEM
THE ENTIRE BMP
TRASH/DEBRIS IS PRESENT
REMOVE THE TRASH/DEBRIS
THE PERIMETER OF THE BMP
AREAS OF BARE SOIL
AND/OR EROSIVE GULLIES
HAVE FORMED
REGRADE THE SOIL IF NECESSARY TO REMOVE THE
GULLY, AND THEN PLANT A GROUND COVER AND
WATER UNTIL IT IS ESTABLISHED. PROVIDE LIME
AND A ONE-TIME FERTILIZER APPLICATION.
VEGETATION IS TOO
MAINTAIN VEGETATION AT A HEIGHT OF
SHORT OR TOO LONG
APPROXIMATELY SIX INCHES
THE PIPE IS CLOGGED
UNCLOG THE PIPE. DISPOSE OF THE SEDIMENT
OFF -SITE
THE PIPE IS CRACKED OR
OTHERWISE DAMAGED
REPLACE THE PIPE
REGRADE THE SWALE IF NECESSARY TO SMOOTH
THE INLET DEVICE
EROSION IS OCCURRING
IN THE SWALE
IT OVER AND PROVIDE EROSION CONTROL
DEVICES SUCH AS REINFORCED TURF MATTING OR
RIPRAP TO AVOID FUTURE PROBLEMS WITH
EROSION.
STONE VERGE IS
CLOGGED OR COVERED
REMOVE SEDIMENT AND REPLACE WITH CLEAN
IN SEDIMENT (IF
STONE
APPLICABLE)
TRASH/DEBRIS IS PRESENT
REMOVE THE TRASH/DEBRIS
PROVIDE ADDITIONAL EROSION PROTECTION
EROSION HAS OCCURRED
SUCH AS REINFORCED TURF MATTING OR RIPRAP
THE FOREBAY
OR RIPRAP IS DISPLACED
IF NEEDED TO PREVENT FUTURE EROSION
PROBLEMS
REMOVE THE WEEDS, PREFERABLY BY HAND. IF
WEEDS ARE PRESENT
PESTICIDES ARE USED, WIPE THEM ON THE PLANTS
RATHER THAN SPRAYING
SEARCH FOR THE SOURCE OF THE SEDIMENT AND
SEDIMENT HAS
REMEDY THE PROBLEM IF POSSIBLE. REMOVE THE
ACCUMULATED AND
SEDIMENT AND DISPOSE OF IT IN A LOCATION
REDUCED THE DEPTH TO
WHERE IT WILL NOT CAUSE IMPACTS TO STREAMS
75% OF THE ORIGINAL
OR THE BMP. REVEGETATE DISTURBED AREAS
DESIGN DEPTH (PER POND
IMMEDIATELY WITH SOD (PREFERRED) OR SEED
DESIGN DATA SHEET)
PROTECTED WITH SECURELY STAKED EROSION
THE MAIN TREATMENT AREA
CONTROL MAT.
ALGAL GROWTH COVERS
CONSULT A PROFESSIONAL TO REMOVE AND
OVER 50% OF THE AREA
CONTROL THE ALGAL GROWTH
CATTAILS, PHRAGMITES OR
OTHER INVASIVE PLANTS
REMOVE THE PLANTS BY WIPING THEM WITH
COVER 50% OF THE BASIN
PESTICIDE (DO NOT SPRAY)
SURFACE
SHRUBS HAVE STARTED TO
GROW ON THE
REMOVE SHRUBS IMMEDIATELY
EMBANKMENT
EVIDENCE OF MUSKRAT
USE TRAPS TO REMOVE MUSKRATS AND CONSULT
OR BEAVER IS PRESENT
A PROFESSIONAL TO REMOVE BEAVERS
THE EMBANKMENT
A TREE HAS STARTED TO
GROW ON THE
EMBANKMENT
CONSULT A DAM SPECIALIST TO REMOVE THE
TREE
AN ANNUAL INSPECTION
BY AN APPROPRIATE
PROFESSIONAL SHOWS
MAKE ALL NEEDED REPAIRS
THATTHEEMBANKMENT
NEEDS REPAIR.
CLOGGING HAS
CLEAN OUT THE OUTLET DEVICE. DISPOSE OF THE
OCCURRED
SEDIMENT OFF -SITE
THE OUTLET DEVICE
THE OUTLET DEVICE IS
DAMAGED
REPAIR OR REPLACE THE OUTLET DEVICE
EROSION OR OTHER
CONTACT THE LOCAL INC DEPARTMENT OF
THE RECEIVING WATER
SIGNS OF DAMAGE HAVE
ENVIRONMENT AND NATURAL RESOURCES
OCCURRED AT THE OUTLET
REGOINAL OFFICE
0
uj
\ N
5
ce
N N
F-
Z w
CZ O::E
< J �
O Cie
L ~ O
VZQCJ
u03Lu
0
Cie
V
w O ne
CI_ a N w
Lu Lu L
a
to cn cn w
N
w w w >
Cie fle ce w
. . ne
CV CV CV '
N CV N M
N \\\N
Z -o ao \
0 -0--7_--_C11
M C) r N
CWC V vi 6
m�3C�e
CV
M 01
0 J V�
wmm
o
w
w O
Z
Lu
2 r
Z
3 Lu
se
to
Lu
Z � wLu
w0=
w
a
N
V
a

710
.J
r
705
-
OOYR-24HR PEAK STAGE = 705.62100
50
OYR-24HR PEAK STAGE = 705.38
OYR-24HR PEAK STAGE = 704.83-
_ OPEN ON TOP
ELEVATION = 708.00
1
PRECAST CONCRETE BOX
1
2YR-24HR PEAK STAGE = 703.56
TYNDALL 48"X 48"(INSIDE DIMS)
1 YR-24HR PEAK STAGE = 703.09
SEE DETAIL, THIS SHEET
_ _
SHELF
6' LITORAL
6.1 (H.V) 4-6 TOPSOIL
SHELF
1„
4-6 TOPSOIL
6.1 (H. V)
-
1 " RUNOFF VOLUME - 701.79
-TOP OF LITTORAL SHELF = 702.00
PERMANENT POOL ELEVATION
= 701.50
+
- -
- BOTTOM OF LITTORAL SHELF
= 701.00
RIPRAP BERM AND WEIR ,`
WATER QUALITY DRAWDOWN STRUCTURE a
(CLASS 8 RIPRAP)
'
6"SCHEDULE40PVC a
700 J
(SEE DETAIL, THIS SHEET)
FOREBAY
MAIN POND
0710
(SEDIMENT)
(SEDIMENT)
BOTTOM = 697.50
BOTTOM - 698.00
2' x 2' x 6 "(t) CONCRETE PAD
[�
695
-
-BELOW WATER QUALITY - -
WET POND NOTE'
DRAWDOWN DEVICE
IN LIEU OF MAINTENANCE DRAIN PIPE, POND TO BE MECHANICALLY PUMPED
FOR MAINTENANCE.
WET DETENTION
POND
SECTION A -A
NOT
TO SCALE
e WET POND #3 SCALE. 1 " = 30'
TOP OF DAM
ELEVATION = 77 0.00
24"RCP _ -
(O-RING JOINTS)
INV. = 70 7.3 9 L\
- EMERGENCY SPILLWAY
- ELEVATION = 708.50
(SEE PLAN FOR LOCATION)
ANTI -SEEP COLLARS (2 MINIMUM).
COLLARS TO PROJECT 24"FROM
OUTSIDE OF PIPE. MAINTAIN 24"
SPACING FROM PIPE JOINTS.
(SEE DETAIL, THIS SHEET
710
705
700
695
PEAKED TRASH RACK WITH ANTI VORTEX PLATE
2:1 SLOPE, WITH 2' x T HINGED HATCH ALIGN WITH
STEPS INSIDE SECURE HATCH WITH CHAIN & LOCK
TOP OF BOX @ ELEV. 708.00
(2) 36" X 6" SLOTTED WEIR @ ELEV. 705.00
PRECAST CONCRETE STRUCTURE
TINDALL UV4848 OR EQUAL
48" X 48" INSIDE DIMENSIONS
(MIN. 6" WALL THICKNESS)
DRAINAGE STRUCTURE STEPS
(TYPICAL)
INV. OF 24" RCP OUTLET
@ ELEV. 701.39
4.5' ORIFICE @ ELEV. 701.50
(SEE WATER QUALITY
ORIFICE DETAIL, THIS SHEET)
5' x 5' x 24" CONCRETE
ANTI -FLOATATION BLOCK
(FILL BOTTOM OF STRUCTURE
W/ 24" OF CONCRETE)
CARDINAL FLOWER
(LOBELIA CARDINALIS)
SPACED @ 3.5' O.C.
0 6:1 SLOPE-
(1 I Z TOTAL) I I I I )
i
LONGLEAF LOBELIA I +
(LOBELIA ELONGATA) co I-)
SPACED @ 4' O.C. I
(1 12 TOTAL)
NARROW PLUMEGRASS
_
(SACCHARUM BALDWINII)
SPACED @ 2' O.C.
(444 TOTAL)
t
I
QUILL SEDGE
C4
i
I-)
(CAREX TENERA)
SPACED @ 1.5' O.C.
(1 12 TOTAL)
co 0-)
CN
LITTORAL SHELF
TYPICAL PLANTING
NOT TO SCALE
INSTSALL 8" D50 RIPRAP OVER
ENTIRE WIDTH OF SPILLWAY
TOP OF SPILLWAY
@ ELEV. 708.50
TOP OF DAM
3:1 10' 3:1 @ ELEV. 710.00
WET POND #3
EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
�2 2
a as .
a. I G
4 A OBARREL .44°.
u .
Ll
°,. °
a
NOTES:
USE SIDE WALLS AND BOTTOM OF TRENCH AS FORM COMPACT
OVER -EXCAVATION TO 95% DENSITY (PER ASTM D-698) CONCRETE
SHALL BE 3,000-PSI
CONCRETE ANTI -SEEP COLLARS
TYPICAL SECTION
NOT TO SCALE
4.5" ORIFICE
WATER QUALITY
DRAW DOWN STRUCTURE
NOT TO SCALE
�= BMP MAINTENANCE NOTE
\ \ OWNERSHIP & MAINTENANCE OF BMP BELONGS TO THE OWNER
BA I ER NOTES SEDIMENT BASIN CONVERSION SON NO S
RCQ i
1 RECEIVE PERMISSION FROM THE CITY OF STATESVILLE AND DAVIE COUNTY PRIOR TO DEWATERING (email
WET POND #3 OUTLET STRUCTURE
NOT TO SCALE
[e-mail])
2. ALL SLOPES AND BOTTOM OF POND SHALL BE PREPARED & SEEDED TO PERMANENT GROUND COVER
SPECIFICATIONS.
3. THE SEDIMENT BASIN SHALL NOT BE CONVERTED TO THE PERMANENT WET POND UNTIL THE CONTRIBUTING
DRAINAGE AREA HAS BEEN STABILIZED. ANY SEDIMENT THAT ACCUMULATES WITHIN THE POND SHALL BE REMOVED
AND THE FINAL GRADE REESTABLISHED TO THE PROPOSED CONTOURS SHOWN.
4. THE CONVERSION TO A PERMANENT WET POND SHALL BE ACCOMPLISHED BY REGRADING THE BASIN CONTOURS
TO THOSE SHOWN ON THE PLAN, REMOVING SKIMMER BASIN (PLUG VOID) AND CORING PERMANENT WATER
QUALITY ORIFICE(S) AND INSTALLING WET POND PLANTINGS (AS SHOWN).
5. ANY SEDIMENT LADEN WATER WITHIN THE SEDIMENT BASIN SHALL BE DRAWN DOWN BY USE OF PUMPS AND
DISCHARGES THROUGH A'BLADDER' TYPE SYSTEM OR DISPOSED OF OFFSITE IN AN APPROVED SYSTEM.
6. ALL SEDIMENT REMOVED SHALL BE PLACED IN A DESIGNATED SPOIL PILE AND ADEQUATELY PROTECTED WITH
EROSION CONTROL MEASURES AND PERMANENTLY STABILIZED WITH PERMANENT SEEDING.
WET POND MAINTENANCE REQUIREMENTS
BMP ELEMENT
POTENTIAL PROBLEM
HOW TO REMEDIATE THE PROBLEM
THE ENTIRE BMP
TRASH/DEBRIS IS PRESENT
REMOVE THE TRASH/DEBRIS
THE PERIMETER OF THE BMP
AREAS OF BARE SOIL
AND/OR EROSIVE GULLIES
HAVE FORMED
REGRADE THE SOIL IF NECESSARY TO REMOVE THE
GULLY, AND THEN PLANT A GROUND COVER AND
WATER UNTIL IT IS ESTABLISHED. PROVIDE LIME
AND A ONE-TIME FERTILIZER APPLICATION.
VEGETATION IS TOO
MAINTAIN VEGETATION AT A HEIGHT OF
SHORT OR TOO LONG
APPROXIMATELY SIX INCHES
THE PIPE IS CLOGGED
UNCLOG THE PIPE. DISPOSE OF THE SEDIMENT
OFF -SITE
THE PIPE IS CRACKED OR
OTHERWISE DAMAGED
REPLACE THE PIPE
REGRADE THE SWALE IF NECESSARY TO SMOOTH
THE INLET DEVICE
EROSION IS OCCURRING
IN THE SWALE
IT OVER AND PROVIDE EROSION CONTROL
DEVICES SUCH AS REINFORCED TURF MATTING OR
RIPRAP TO AVOID FUTURE PROBLEMS WITH
EROSION.
STONE VERGE IS
CLOGGED OR COVERED
REMOVE SEDIMENT AND REPLACE WITH CLEAN
IN SEDIMENT (IF
STONE
APPLICABLE)
TRASH/DEBRIS IS PRESENT
REMOVE THE TRASH/DEBRIS
PROVIDE ADDITIONAL EROSION PROTECTION
EROSION HAS OCCURRED
SUCH AS REINFORCED TURF MATTING OR RIPRAP
THE FOREBAY
OR RIPRAP IS DISPLACED
IF NEEDED TO PREVENT FUTURE EROSION
PROBLEMS
REMOVE THE WEEDS, PREFERABLY BY HAND. IF
WEEDS ARE PRESENT
PESTICIDES ARE USED, WIPE THEM ON THE PLANTS
RATHER THAN SPRAYING
SEARCH FOR THE SOURCE OF THE SEDIMENT AND
SEDIMENT HAS
REMEDY THE PROBLEM IF POSSIBLE. REMOVE THE
ACCUMULATED AND
SEDIMENT AND DISPOSE OF IT IN A LOCATION
REDUCED THE DEPTH TO
WHERE IT WILL NOT CAUSE IMPACTS TO STREAMS
75% OF THE ORIGINAL
OR THE BMP. REVEGETATE DISTURBED AREAS
DESIGN DEPTH (PER POND
IMMEDIATELY WITH SOD (PREFERRED) OR SEED
DESIGN DATA SHEET)
PROTECTED WITH SECURELY STAKED EROSION
THE MAIN TREATMENT AREA
CONTROL MAT.
ALGAL GROWTH COVERS
CONSULT A PROFESSIONAL TO REMOVE AND
OVER 50% OF THE AREA
CONTROL THE ALGAL GROWTH
CATTAILS, PHRAGMITES OR
OTHER INVASIVE PLANTS
REMOVE THE PLANTS BY WIPING THEM WITH
COVER 50% OF THE BASIN
PESTICIDE (DO NOT SPRAY)
SURFACE
SHRUBS HAVE STARTED TO
GROW ON THE
REMOVE SHRUBS IMMEDIATELY
EMBANKMENT
EVIDENCE OF MUSKRAT
USE TRAPS TO REMOVE MUSKRATS AND CONSULT
OR BEAVER IS PRESENT
A PROFESSIONAL TO REMOVE BEAVERS
THE EMBANKMENT
A TREE HAS STARTED TO
GROW ON THE
EMBANKMENT
CONSULT A DAM SPECIALIST TO REMOVE THE
TREE
AN ANNUAL INSPECTION
BY AN APPROPRIATE
PROFESSIONAL SHOWS
MAKE ALL NEEDED REPAIRS
THAT THE EMBANKMENT
NEEDS REPAIR.
CLOGGING HAS
CLEAN OUT THE OUTLET DEVICE. DISPOSE OF THE
OCCURRED
SEDIMENT OFF -SITE
THE OUTLET DEVICE
THE OUTLET DEVICE IS
DAMAGED
REPAIR OR REPLACE THE OUTLET DEVICE
EROSION OR OTHER
CONTACT THE LOCAL NC DEPARTMENT OF
THE RECEIVING WATER
SIGNS OF DAMAGE HAVE
ENVIRONMENT AND NATURAL RESOURCES
OCCURRED AT THE OUTLET
REGOINAL OFFICE
V
Z
oc
w
w
Z
(D
Z
W
to
0
N N
W
N �
Z�
ui w
u�
Z
OW
� V O7
V � �
QZ�
OO 00
Oa
= U
Z
oa 0
N Z
U
It
PE SEAL:
CARO
Y\
.• O �� • 10
I SEAL
045345
%
GGGF
02/21/2023
z c1l)
0 0
Z
O
CL
W
1
V
Q J
LLJ Z � Z
° W
ME � H
L V
W QCleW Z
=ZZa W
V ,,^^ ' 0
V W
=ZW W
N�o(D
°J a
V =
W >� Z
000 a
L::E.
44 ad
W
a
O
W Fmm
N N
F Z w
CZ O�C
< J � G
~ O
O
0 �- a
u030
Cie
" V
w O � ne
a 0- N w
Lu Lu Lu a
0
to cn cn w
N
w w w >
CieQe oe w
oe
CV N CV .
N N N C)
N \\\N
Z .0 ao \
O ��� CN
t/f C) r N
CWC _: V vi
CV
ol
w O
J Lu
wmm
o
w
LL
O
Lu
Z
2
Z
3 w
�
�,
Lu
z w
w�=
Lu
w
o
V
V
a

I
I \
I
NNIII „y
! I
!lj ��xs
,;
�I s
• • .. ..
I
i I
N
N
B !�
i I c
I
r
i
_
J
FM - -------- - -
�
>
—
,,
I
1
1
Dr
I
1
III I I I11J 1 IIIII �
'-9
1
I
I
I _
I I -
I L
I I
J -
y
_ > ... ... .. .... ., _... .._,, ... ....,.< ... ., ._ .,:,: .. F.P.,
i
� 3
V � � 25x25 SIGHT TRIANGLES
TrW
_r� H_H+� _L L M �m� t H
— A
� R/W
R
R/W
PLANTING SCHEDULE
QTY BOTANICAL NAME COMMON NAME LOCATION TYPE ROOT PLANTING
/ SPACING
CONTAINER HEIGHT /SIZE
9 LAGERSTROEMIA INDICA'CATAWBA' CRAPE MYRTLE'CATAWBA' STREET SMALL B & B MIN. 8' TALL 25' O.C.
13 NYSSA SYLVATICA BLACK GUM STREET LARGE B & B MIN. 2.5" CALIPER 40' O.C.
\ 28 PRUNUS CAROLINIANA CAROLINA CHERRY LAUREL PARKING SMALL 5 GAL MIN. 3' TALL 5' O.C.
J cy
28 QUERCUS PHELLOS WILLOW OAK STREET LARGE B & B MIN. 2.5" CALIPER 40' O.C.
/ 7 THUJA STANDISHII X PLICATA ' GREEN GIANT' GREEN GIANT ARBORVITAE TRUCK COURT LARGE B & B MIN. 8' TALL 15' O.C.
3
\
LANDSCAPING CALCULATIONS PE SEAL:
25x25 SIGHT TRIANGLES
GREEN GIANT ARBORVITAE (14)
TRUCK COURT LANDSCAPING
WILLOW OAK (29)
STREET LANDSCAPING
CRAPE MYRTLE 'CATAWBA' (14)
STREET LANDSCAPING
BLACK GUM (32)
STREET LANDSCAPING
CAROLINA CHERRY LAUREL (200)
PARKING LANDSCAPING
• b .
M/
. .
8 a
/21.
M/21
M/8 .
M/8
M
Y
_ 1 9^
R/W R/W
R/W
R/W R/W
--------------
NEW PUBLIC ROAD -------
SEE SHEET C6.0
Loi
—_ 2
V
z
oc
w
w
z
C�
z
w
to
Q
N N
W
N �
Z �
ua w
r z
Z
OW
J V O7
V
o QZ �
O O 00
Oa
�U
�0
0 Qa
N
Or
It
PARKING LANDSCAPING REQUIRED �� N CARD
INDUSTRIAL PARKING AREA: TYPE C BUFFER REQUIRED (10' WIDE) O�/>';
ROW OF EVERGREENS AT MINIMUM OF 5' APART TO FORM CONTINUOUS HEDGE OF MIN. OF b' SEAL �r
IN HEIGHT WITHIN 2 YEARS OF PLANTING (LAWN, LOW -GROWING EVERGREEN SHRUBS, 045345
EVERGREEN GROUND COVER, OR ROCK MULCH COVERING THE BALANCE OF THE BUFFER) r•
' !0AN' 0 \%
200 SMALL TREES PROVIDED ♦♦�i �� g�A��**%
STREET LANDSCAPING REQUIRED:,
02/21/2023
1 TREE PER 40-LF OF FRONTAGE
NEW INTERNAL ROAD FRONTAGE: 32 LARGE TREES PROVIDED
US HMIY 158 FRONTAGE: 29 LARGE TREES & 14 SMALL* TREES PROVIDED
(*DUE TO OVERHEAD POWER LINES)
LANDSCAPING KEY 50 0 50
SCALE: 1 " = 50'
.0 I'D 639
F
25x25 SIGHT TRIANGLES/
WILLOW OAK
CRAPE MYRTLE
'CATAWBA'
'ITAE N
4> - CAROLINA %;o;
CHERRY LAUREL
AREA TO BE SODDED In
0
LANDSCAPE NOTES
m
1. EXISTING VEGETATION LOCATED ON SITE MAY BE SUBSTITUTED
'
SO LONG AS URBAN FORESTRY REQUIREMENTS ARE MET.
COORDINATE ONSITE WITH URBAN FORESTER.
2. ALL TREES 8-INCHES OR GREATER IN DIAMETER AND LOCATED
WITHIN PERIMETER BUFFER YARDS SHALL BE PROTECTED UNTIL
Q
J
REMOVAL IS CONFIRMED WITH ZONING ADMINISTRATOR.
Lu
Z
tri
3. ALL TREES 2-INCHES OR GREATER IN DIAMETER AND LOCATED
J
W
WITHIN PUBLIC RIGHT-OF-WAY SHALL BE PROTECTED UNTIL
Cie
REMOVAL IS CONFIRMED WITH URBAN FORESTRY INSPECTOR.
co
Q
p�
4. PLANT SPECIES MAY BE SUBSTITUTED DEPENDING ON TIME OF
z
Lei
r
U
PLANTING, AVAILABILITY, ETC. UPON APPROVAL OF URBAN
=
FORESTER AND AS LONG AS PLANT SELECTION, TYPE, SPACING
MEETING DAVIE COUNTY'S LANDSCAPING ORDINANCE.
W
>-
a
�
O
Z
�
V3
a
=ZOCL
L�J
a
=
Z
W
W
V
N
::)
O
in
Lu
I
W
>>
Z
00
II+ �
i
a
_ 3
WR/ R/W R/W R/W R/ R����l R/W � R/W
-------------- ------------------
-- - --
i �
EXISTING RAW
K
p
I
V)
F_
z
O
V
Cie
a
0
w
Cie
w
m,_3
N
O01
LL
, Lu
J
o
LL
w O
wmm
ZzLu
�*Lu
_ r
3 se
to Lu
z�w
w0=
Lu
w
o
N
V
�

O �
� C �
C N
vo
L�
' NEW PUBLIC ROAD
O PROPOSED 60' PUBLIC RIGHT-OF-WAY
y
to
0
N N
N �
Z�
Lll w
r u�
Z
Ow
f V O7
V 2E c
CD
oZ--,a,�0 o
LU
OU
O�
0
oa 0
N z
01
It
--------~ - ---- ~ - a --~--------- ~ -- ~ -----~--------- ~ ---- -� ---- a �, a
co
� + -- -- -- - ----- + -- ------ �-------- � PE SEAL:
M/ M/21 M b /21 /Z] M/21 /21 M M/21 M/d M/21 1�, b M b �� M/21 M/21 M M 21 M b M/21 MIN M b \
8 CB-3.4.1 CB-3.3.1 �- CB-3.2.1 CB-3.1.1 \ N•• CA���
- - - - -
CB-3.4 -
SEAL � S
,ZI '1 „ZI -M.�� M..ZI M..ZI '1 „ZI ,�ZI ��Zl M��ZI N�„Zl '1„ZI ..ZI-..ZI N�„Zl l ,�Ll •\..ZI ..Zl Ll G/ •:��n ��•• •��♦
„ I „ZL ZL „ZL •'.„Z „ZL „ZL ;, M„ZL //r V
„ZIN, '1„ZI „Zl •',„ZI ",„ZI „ZI A-\",�
♦
R RAW R R � AW (OPEN THROE E RAWR/RAW RAW RAW R RRCB-4.1 ♦� ••••••�
g�
02/21 /2023
�fi1�-( `S�- - FES-3 z I ��E
/
L
m
rnpal
�-
.W
3
� N
5 cam'
m
m D
� Z
m
4-1
0
75(
74(
73(
72(
71(
70(
N
CB-1.5 (OPEN THROAT)
N
N
JB-1.4
a
Ib Ib Ib
M„OL M„OL ---AA,.OL "".„OL M„OL „OL „OL „OL "1„OL M,„OL M.„OL „0L „OL „OL "1„OL M,„OL ,M,.OL m,,OL „OL
SSA SS SS is
�� SS SS SS -0- SS SS SSA- SS SS -o- SS SS SSA SS SS SSA- SS SS SSA- SS SS SSA SS SS
9
CB-1.3
J? i
FES-1 FES-2
E
FES-4 ` LI E
SCALE: 1 " = 40'
o cam,
cia:-
rn 00
1 a
�a �cb u
I, III \ cN kQ z , LO
X X X cb
C 4
I I AOL
N
+11
/ TVV
LTVV
JTVV
`FTVV
JTVV
VTVV
/TVV
OTVV
,7TVV
/ VTVV
/ /TVV
/ LTVV
/ JTVV
/ `FTVV
/JTVV
10
Q
H
0,
�[
r
M
PVI
TA: 10+81.28
PV
STA: 15+16.25
Lu
m
PVI
ELEV: 723.33
VI ELEV: 726.99
<
w
PVI STA:
PVI ELEV:
723.33
60.00
LVC: 70.00
il�O
Lu
30.00
K:30.00
BVCS:
10+51.28BVCS:
14+81.25
LVC:
60.00
BVCE:723.03
BVCE:726.11
BVCS:
+48.28
EVCS:
11 +1 1.28
VCS: 15+51.25
BVCE:
723.03
EVCE: 723.03
EVCE: 726.64
-
-€VC
723.03
LOW
PT ELEV: ???
LOW
PT ELEV: ???
3
0%
LOW PT.
STA:?
HIGH PT.
TA: 10+81.28
HIGH PT
STA: 15+31.25
_375/
LOW PTELEV:
???
HIGH PT
ELEV: 723.18
HIGH
PT ELEV: 726.74
HIGH PT. STA:
+78.28
HIGH PT ELEV
723.18
\
2.50%
-1.00%
1.00%
-1.00%
1.00%
_
-1.00%-
PVI ST
: 0+43.81
PVI ELEV:
736.46
PVI STA
2+20.69
K: 10.00
PVI TA: 5+ 1 .1
LVC: 67.48
PVI ELEV:
729.83
PVI ELEV: 722.90
PVI STA: 6
26.78
BVCS:
0+10.07
K: 50.0
K: 50.00
PVI ELEV:
21.82
PVI STA: 9
29.78
PVI STA: 1 2+87.4
BVCE:
735.45
LVC: 71
04
K: 30.00
721
82
PVI ELEV: 721.27
EVCS:
0+77.55
BVCS: 1
+85.17
BVCSV4+84.46
LVC: 60.0
K: 30 00.
K: 30.00
EVCE:
LOW
735.20
T. STA: ???
EVCS: 2
500
EVCS: 5+51.36
BVCS: 5+
BVCE: 722.12
6.78
BVCS: 8+9
.78
+34.97
BVCS: 121.79
LOW
T ELEV: ???
EVCE: ?
9.00BVCE:
EVCE: 722.57
EVCS: 6+
6.78
BVCE: 722.1
2
721.79
HIGH
T. STA: 0+40.05
LOW PT.
STA: 2+56.21
LOW PT. STA: 5+51.36
EVCE: 722
1 2
EVCS: 9+5
.78
EVCS: 1 3+39.97
HIGH
T ELEV: 735.90
LOW P
ELEV: 729.00
LOW PT ELEV: 722.57
LOW PT.
TA: 6+26.78
EVCE: 722.12
EVCE: 722.58
HIGH P
HIGH P"
.STA: ???
ELEV: ?22HIGH
HIGH PT. STA: ???
LOW PT E
EV: 721.97
LOW PT. S
A: 9+29.78
LOW PT. STA: 1 2
64.97
PT.
TA: ???
LOW PT ELEV:
HIGH PT. S
721.97
A: ???
HIGH PT. STA: ???
HIGH PT ELEV:
???
HIGH PT ELEV:
???
HIGH PT ELEV: ???
>lnn
)inn
zlnn
Alnn
Senn
alnn
71nn
S71nn
alnn
Inlnn
111nn
1)lnn
lzlnn
1Ainn
1Sinn
1Si
69
-0+25 0+00
m
N
r
O
Lu
�w0
J
o
LL
Lu
Z z o
LuO
v
= 4 11%
to 0
z w
Lu
w
V
�

i
i
�J*
kp) o0
PROP 250,000 GAL
ON -GRADE WATER
STORAGE TANK
(DESIGN BY OTHERS
� X X X
—�� i' ♦ X
PROP FIRE PUMP
\ (DESIGN BY OTHERS)
loll
i
\ 3
\ X X X
\ 3
Q
3 /
C1 Lo \ _
L C Lr)
��m� �0
o o NEW PRIVATE WATER MAIN.
o m ? PROP 8" DIP WATER
TANK FILL LINE .o
PROP FH ASSEMBLY
12"X6" TEE
!� 12 "X8" REDUCER
\ Z
\ +
UTILITY LEGEND
EXISTING WATERLINE
PROPOSED WATERLINE/FIRE LINE (SIZE)
FIRE HYDRANT HOSE PULL
PROPOSED FIRE HYDRANT
PROPOSED GATE VALVE
PROPOSED WATER METER
PROPOSED BACK FLOW PREVENTER
PROPOSED FIRE DEPARTMENT CONNECTION
EXISTING SANITARY SEWER LINE
EXISTING SANITARY SEWER MANHOLE
PROPOSED SANITARY SEWER LINE
PROPOSED SANITARY SEWER EASEMENT
PROPOSED SANITARY SEWER CLEANOUT
PROPOSED SANITARY SEWER MANHOLE
NO
---w----w
0
FDC
---ss ----SS
O
ss SS_SS
SSE SSE —
0
M
IPROP PRIVATE FIRE 1 III
SERVICE LINE (BLDG 2). IIIIII
II SEE SHEET C3.1 IIIIII
IIII IIIII
PROP 8" GV IiIIII� III
PROP 8" RPZ BACKFLOW I I'
PER STD DET 4.09
PROP 8" GV II�iIII� I,
1 11 ii
\\\\
/w
PROP 12" 45° BEND Ii'
IFS
INSTALL MJ TEE w/ 2" NPT
BRANCH AND 2" GATE VALVE
FOR DOMESTIC SERVICE
R/W
3
N
01
6
o SS SS SS o SS SS SS o SS SS SS SS SS SS o SS SS SS SS SS SS SS SS o S SS SS - SS
i o° W i o° w 1 o° 1 o'. W 1 o° W----�,_
PROP FH ASSEMBLY
12" W 12" W 12" W 12" w—�y2
m
PROPOSED BUILDING 2
�R f1
� IIIII
i
NEW PUBLIC ROAD
SEE SHEET C6.0
NEW PUBLIC WATER MAIN.
1527 LF OF 12" DR14 350 PSI C900 PVC
4
6
\/a nn/a nn/a nn a7L&a
12" 12" W W 12" 12" 2"'A— 12"
Yv�R/W R/W O W R R/V R/W R/W R/
O O
Q
INSTALL MJ TEE w/ 2" NPT BRANCH AND
2" GATE VALVE FOR DOMESTIC SERVICE.
PROVIDE A 2X2X 1 MUELLER H-15381 N
PG. 6.24 FITTING FOR IRRIGATION
CONNECTION TO 2" WATER LINE
2
V
Z
W
w
Z
CD
Z
(:)LU
to
0
W
N
N �
Z4t
ui w
u�
Z
Ow
J U O7
V � �
O?
OZ--ale
�O o
Oa
= U
Z
L2 0
� 0
oa 0
[N Z
U
It
PE SEAL:
A01.. 1
Y\
....... 0� / �i,
I SEAL
045345
%'•:�G A N'
02/21/2023
50 0 50
SCALE: 1" = 50'
3
3
a
v
3
c N
UA z�
a
w
OB
3
w �
c � W
w
LLJ _Z vi
J W �I
N" O
Z W
�. Cie
� U
l
Lu
ao:z-
~
W
F �
=Z0
>-
�
EdW
V
w
=ZLu
Q
W
W
J
Ly
Lu
N
a
PROP 8 Wx20 Lx4 D
;
Se
BORE PIT
0
O
(3' MIN OFF EX EOP)
_T
z
0
PROP 8'WxIO Lx4'D 3
RECEIVING PIT
(3' MIN OFF EX EOP)
3
PROP FH ASSEMBLY
v
L �
�e
4 r
.R/yy /" O c
ll + %&I O
ry
CAC
JACK AND BORE 12" WATERMA/N T U
IN A 20" (T=0.250") STEEL CASING
w/ 3 SPIDERS PER JOINT N ck-
6X6 TAPPING SLEEVE/TEE, 6" GATE VALVE.
STANDARD 'U' CONNECTION PER DETAILS 2.03.
REPLACE LOWER 90-DEGREE BEND w/ 12X6 TEE.
CONNECT TO EX. 6" WATERMAIN
AFTER SUCCESSFUL TESTING AND SAMPLING.
RP BACKFLOW DEVICES MUST BE TESTED AND CERTIFIED.
O
I ry
I N N
Z � �
�33
0 V V
V J J
12X6 TEE v
Cie0-CL
12GV www
a a
0 0 0
12 MJ CAP N N N
w/ THRUST BLOCK > > >
Lu Lu
FOR FUTURE CONNECTION � Qe ce
1
CV CV CV
I I N \\\
1 Z o cv v
r�12" O ���
N
0
m�3
0-
J Lu
U—
o
0
wmm
Z Zp
Lu
_41%0 v
3W
V Lu
Z�w
Lu
Lu
W�=
o
V
V
CG
d

1/2" RADIUS
I 3" RADIUS
�d °
e
d,
d
. da. .$
c' ,_ 2s"
STANDARD 2'-6" CURB AND GUTTER
rs" V-6"
3" RADIUS
e
nd
N
i0 40 a n
a'
t. d. a
2'-0" STANDARD CURB & GUTTER
1/2" RADIUS
1/8" RADIUS V
3" RADIUS
d: 1/8" RADIUS
N
a
d' a
l'-6" STANDARD CURB AND GUTTER
V-6"
" RADIUS L3J S
a°a a 0? FT/FT
N t 4
J�J� d a as
.d e
.03 FT/FT
SLOPE FOR VARIABLE
SUPERELEVATION RATES
STANDARD CURB AND GUTTER
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
p
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C4
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
4'-O" MIN. WIDTH COVERED WITH DETECTABLE WARNING
MAT
NOTES:
1. ALL DETECTABLE WARNING DEVICES USED /N NEW CONSTRUCTION SHALL BE OF A
R/DG/D PRECAST OR EMBEDDED PRODUCT APPROVED BY THE CITY ENGINEER. RETRO FIT
MATS WILL ONLY BE ALLOWEED ON EXISTING RAMPS WITH PRIOR APPROVAL OF THE
CITY ENGINEER FOR MATERIAL TYPE AND INSTALLATION (IE. RESURFACING).
2. RAMP AND DETECTABLE WARNING AREA SHALL BE A MINIMUM OF 4 FEET /N WIDTH, BUT
NOT BE LESS THAN THE WIDTH OF SIDEWALK LEADING TO BACK OF RAMP.
3. DETECTABLE WARNING SURFACES SHALL EXTEND 2.0 FT MINIMUM /N THE DIRECTION OF
PEDESTRIAN TRAVEL.
4. DETECTABLE WARNING AREA CAN BE SQUARE WHERE USED IN A CURB RADIUS
5. THE ROWS OF TRUNCATED DOMES IN DETECTABLE WARNING SURFACES SHOULD BE
ALIGNED PERPENDICULAR TO THE GRADE BREAK BETWEEN THE RAMP RUN AND THE
STREET. WHERE DETECTABLE WARNING SURFACES ARE PROVIDED ON A SURFACE WITH
A SLOPE THAT IS LESS THAN 5 PERCENT, DOME ORIENTATION /S LESS CRITICAL.
6. DETECTABLE WARNING AREA SHALL BE A RED FIBERGLASS MAT.
7. IF PAVERS ARE TO BE USED, PAVERS SHALL BE 6" THICK AND CAST FROM 5000 psi
CONCRETE.
B. MATS ARE TO BE RIGID WITH TURN DOWN EDGES EMBEDDED /N CONCRETE TO ELIMINATE
TRIP HAZARD,
9. DIMENSIONS PER NCDOT 848.06 TRUNCATED DOMES
PLAN AND CROSS-SECTION
.03 FT/FT
NOT TO SCALE
0.65" (1.6" TO 2.4")
2.4")
TRUNCATED DOME SPACING
50%-65% OF BASE DIAMETER
I0 0.2"
F�
TRUNCATED DOME SECTION
NOT TO SCA
JOINT SEALER 1 /8" RADIUS (TYPICAL)
as °'
4.
s de
JOINT FILLER
TRANSVERSE EXPANSION JOINT
NOTES:
1. CONTRACTION JOINTS SHALL BE SPACED AT 10-FOOT INTERVALS. FOR VALLEY GUTTER, A
10-FOOT SPACING MAY BE USED WHEN A MACHINE IS USED. JOINT SPACING MAY BE
ALTERED BY THE CITY ENGINEER TO PREVENT UNCONTROLLED CRACKING.
2. CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR FORMED BY
OTHER APPROVED METHODS. WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A
MINIMUM DEPTH OF 1 1/2" SHALL BE OBTAINED.
J. ALL EXPANSION JOINTS SHALL BE SPACED AT 90-FOOT INTERVALS, AND ADJACENT TO ALL
RIGID OBJECTS. JOINTS SHALL MATCH LOCATIONS WITH JOINTS IN ABUTTING SIDEWALK.
4. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3600 P.S.I. IN 28 DAYS. CURB SHALL BE
DEPRESSED AT INTERSECTIONS TO PROVIDE FOR FUTURE ACCESSIBLE RAMPS.
5. TOP 6" OF SUBGRADE BENEATH THE CURB AND GUTTER SHALL BE COMPACTED TO 100%
STANDARD PROCTOR DENSITY.
NOT TO SCALE
CURB AND GUTTER
PARKING SPACE PAVEMENT MARKINGS
SIGNAGE
ACCESSIBLE PARKING REQUIREMENTS (MUST NOT
OBSTRUCT ACCESSIBLE ROUTE
ACCESSIBLE ROUTE
TOTAL PARKING SPACES
PROVIDED
MINIMUM NUMBER
OF ACCESSIBLE SPACES
SPACES REQUIRED
MINIMUM NUMBER OF
ACCESSIBLE SPACES REQUIRED
TO BE VAN ACCESSIBLE
1 TO 25
1
1
26 TO 50
2
1
51 TO 75
3
1
76 TO 100
4
1
101 TO 150
5
1
151 TO 200
6
1
201 TO 300
7
2
301 TO 400
8
2
401 TO 500
2
2
501 TO 1000
2% OF TOTAL
1 IN EVERY 6
ACCESSIBLE SPACES
1001 AND OVER
20 PLUS 1 FOR
EACH 100 OVER 1000
1 IN EVERY 6
ACCESSIBLE SPACES
REFERENCE: SECTION 1106 OF NC BUILDING CODE
SEE NOTE 2
SEE
MUNICIPALITY
STANDARDS
FOR
DIMENSIONS
ON ONEOUTOF EVERY
SIX (6) ACCESSIBLE
11' S' 8' e' e' 8' 5' 8' SPACES, BUT NOT
LESS THAN ONE, IS
REQUIRED TO BE VAN
VAN VAN ACCESSIBLE, PER
ACCESSIBLE ACCESSIBLE SECTION 1 OF
BUIL
SPACE SPACE NC STATE BUILDING
CODE
(OPTION 1) (OPTION 2)
O
MUTCD
VAN R7-SP NO MUTCD RESERVED
ACCESSIBLE 12`x6`
PARKING �"x'B" PARKING MUTCD
® R7-8
RESERVED ,2"x18"
NOTES: PARKING R7-8 ANY
I AT 7 FEET SFROMSIGNS
GRADE TO BOTTOM EDGE IOF SIGN OF C£(MUTCD).MMOUNTING Y IBLE LL BE OUNTED 1x18" TIME
HEIGHT CAN BE REDUCED TO 5 FEET IF PLACED IN AN AREA BETWEEN
SIDEWALK AND BUILDING FACE IN WHICH PEDESTRIANS ARE NOT EXPECTED TO N OPTIONAL
USE. MAXIMUM
ACADING PENALTY 50.10C
2. IF ACCESSIBLE ROUTE IS A RAISED SIDEWALK AREA, THEN RAMPS ARE LOADING $250 12"
REQUIRED AT LOADING ZONE AREA. MAINTAIN MIN. 4' WIDE CONTINUOUS ZONE SIGN
PASSAGE. MAXIMUM
PENALTY 50.10C
3. VERTICAL CLEARANCE FOR VANS MUST BE GREATER THAN 98-INCHES. $28O 12"x9"
4. THIS DETAIL IS TO PROVIDE GENERAL GUIDANCE FOR PARKING LAYOUT AND O1'0 SEE ALSO
DESIGN, REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) SUPPLEMENTAL SIGN
U.S DEPARTMENT OF TRANSPORTATION AND NORTH CAROUNA DEPARTMENT OF DETAIL
TRANSPORTATION SUPPLEMENT AND NC BUILDING CODE FOR ADDITIONAL
INFORMATION.
ACCESSIBLE PARKING AND
SIGNAGE STANDARDS
NOTES:
NOT TO SCA
2'-6" CURB AND GUTTER
..............
CONTRACTION JOINT
PLAN VIEW
NOTES:
1. TRANSITION TO BE ALONG BACK OF CURB.
CURB TRANSITION
2'-6" CURB AND GUTTER TO
V-6" CURB AND GUTTER
R7-8P
DIMENSIONS (INCHES)
A
B
C
D
E
F
G
H
J
K
L
12
6
3/8
3/8
1-1/2
1-1/2D
1/2
1D
2-1/2
4
1-1/2
,INCREASE SPACING 50%
D-FHWA (FEDERAL HIGHWAY ADMINISTRATION/USOOT)
SERIES D LETTERS
LEGEND AND BORDER - GREEN
BACKGROUND - WHITE
SUPPLEMENTAL VAN ACCESSIBLE
SIGN (R7-8P)
1. REMOVE WIRE AND NYLON TWINE FROM BALL AND CANOPY.
NOTES:
2. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION.
1.
SCARIFY ROOT MASS OF
3. STAKING IS REQUIRED FOR ALL TREES IN R.O.W. OR UPON
CONTAINERIZED PLANT MATERIAL. TYP. CQLLAF
REQUEST OF ARBORIST.
MIN. 2" HT.
2.
INSTALL CONTAINERIZED PLANTS AT
4. REMOVE EXCESS SOIL FROM SITE AND DISPOSE OF IN A
FINSHED GRADE 4" LAYER
LEGAL MANNER.
APPROVED'
OF CH
3.
TAMP PLANTING MIX FIRMLY
5. RESEED UNMULCHED, DISTURBED AREAS.
AS PIT IS FILLED AROUND
EACH PLANT BALL. -
3/4' NYLON STRAP
6" SUP KNOT VATH STOP KNOT.
4.
OMIT COLLAR AROUND EACH SHRUB
S' LARGER THAN TREE DIAMETER
WHEN IRRIGATION SYSTEM IS PRESENT. "V" TRENCH AROUNC
ROOT CROWN TO
5.
ENTIRE PLANTING BE
SOAK EACH PLANT BALL AND
BE AT FINISH GRADE
EEP MULCH AWAY FROM
TRUNK 1" TO 2"
PIT IMMEDIATELY AFTER EDGE OF
INSTALLATION. PLANTING
4" HIGH / 8' MADE MAXIMUM
BERM OUTSIDE OF ROOTBALL
4' MAXIMUM LAYER OF MULCH
3 - 1'x2'x18" WOOD STAKES
WITH CENTERED 3/8' HOLE
DRIVEN IN LINE KITH STRAP
EQUALLY SPACED AROUND TREE
FINISH GRADE
REMOVE TYPICAL EXCESS SOIL
FROM ROOT CROWN
REMOVE TOP 1/3 BURLAP UNDISTURBED SOIL
AND ANY NAILS/PINS, ETC.
ROOT BALL DIA. 12'
REMOVE TOP 1/3 OF WIRE VARIES
BASKET WHERE PRESENT
RAISE PIT BOTTOM TO SET ROOT CROWN
AT THE CORRECT HEIGHT. FIRM SOIL UNDER ROOT BALL
ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2004)
FOR EXAMPLE: CALIPER HEIGHT (RANGE) MAX. HEIGHT MIN. ROOT BALL DIA. MIN. ROOT BALL DEPTH
2" 12-14' 16, 24" 16"
3' 14-16' 18, 32" 21"
TREE PLANTING
(FOR SINGLE AND MULTI -STEM TREES)
CROWN HEIGHT
IN INCHES
EQUALS MEDIAN
BACKFILL AS SPECIFIED WIDTH IN FEET
TO 12" MAX. FINAL
GRADE
10" (EX.)
f---- lo'(Ex.) -- -y EXISTING
GRADE
TYPICAL BED CROWNING
NOT TO SCA
SPACING VARIES
SEE LANDSCAPE PLAN
1'� AND GUTTER
..............
1/8" GENERAL NOTES:
1. A GROOVE JOINT I" DEEP WITH 118" RADII SHALL BE REQUIRED /N THE CONCRETE
.::. SIDEWALK AT 5' INTERVALS. ONE 112" EXPANSION JOINT WILL BE REQUIRED AT 45'
INTERVALS NOT TO EXCEED 50' AND MATCHING EXPANSION/CONSTRUCT/ON JOINT /N
ADJACENT CURB. A SEALED 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE
4" it ; SIDEWALK JOINS ANY RIGID STRUCTURE.
a ..'
1.
2. SIDEWALK AT DRIVEWAY ENTRANCES TO BE 6" THICK.
3. WIDTH OF SIDEWALK ON THOROUGHFARE STREETS SHALL BE A MINIMUM OF 6. WIDTH
f'' -: a 'd • OF SIDEWALKS /N THE CENTRAL BUSINESS DISTRICT WILL BE DETERMINED BY THE CDOT.
4. WIDTH OF SIDEWALKS ON NON -THOROUGHFARE STREETS SHALL BE BASED ON TYPICAL
STREET SECTION, A
GROOVE JOINT IN SIDEWALK INTERSECTING STREETS/N/MUM OF 5. SIDEWALK TO BE POURED TO END OF RADIUS AT
1 /8" RADIUS
5. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3600 PSG IN 28 DAYS.
6. ZONING CONDITIONS MAY REQUIRE ADDITIONAL WIDTH SIDEWALKS WHICH SHALL
SUPERSEDE THESE STANDARD DIMENSIONS SHOWN.
7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED
BY ENGINEER.
8. JOINT MATERIALS SHALL LIMIT SHRINK/SWE
1 /8" TO 1 Rf�$ULIS /N A MAX/MUM OF 1/4" FROM FL
JOINT FILLER c
1/2"
-1/2" EXPANSION JOINT
1.50% (2.00X MAX.)
MPLE S/DEWALK CONSTRUCTION DIMENSIONS
4'
1.56%
5'
1 "
1.67%
6'
1-4"
1.56%
8'
1-4"
1.56%
TRANSVERSE EXPANSION PROPOSED CURB do GUTTER
JOINT IN SIDEWALK „
PROPOSED 4 CONCRETE SIDEWALK
DETAILS SHOWING EXPANSION JOINTS
IN CONCRETE SIDEWALK
NOT TO SCALE NOT TO SCALE
VAN
SIGN R7 8P
ACCESSIBLE
RESERVED
PARKING {
f SIGN R7-8
r
MAXIMUM
PENALTY f SIGN 50.10C
$ 250
FINISHED GRADE
IIIII�
NOT TO SCA
INDER
PLANT MEDIA EACH PLANT BALL TO
MINIMIZE SETTLEMENT
TYPICAL PLANTING BED DETAIL
EQUAL BEONTING
BETWEEN ALL PLANTS
TYPICAL PLANTING BED PLAN
SHRUB PLANTING BED
TOP
CONCRETE SIDEWALKS
NOTE:
SUPD IF THERE IS ONLY
12" i,\ry ONE PREQUIRED ACCESSIBLE LEMENrAL VAN SPARKING SPACE (MIBLE SIGN UST EBE VAN ACCESSIBLE)
AND AT EACH ADDITIONAL REQUIRED VAN ACCESSIBLE SPACE (SEE
SUPPLEMENTAL VAN ACCESSIBLE SIGN R7-8P DETAIL
( ) )
I
+ VAN SIGN R7-8P
ACCESSIBLE
.................................................
RESERVED
MAXIMUM PARKING
PENALTY
SIGN R7.11
$250 3/8" (TYPICAL)
/8" (TYPICAL)
GS20-37.6 --.
LEGEND AND BORDER - GREEN
BACKGROUND - WHITE
SIGN APPROVED FOR USE UNDER GENERAL STATUTE 20-37.6
THIS PENALTY SIGN IS REQUIRED TO ACCOMPANY ALL R7-8
PARKING SIGNS ERECTED AFTER D£CEMBER 31,1990
SUPPLEMENTAL ACCESSIBLE
SIGN
?ALL DIAMETER
SOIL LINE
TOP
2" MAX/MUM OF SOIL
COVERING ACCEPTABLE
NATURAL S
)WN
MAXIMUM
PENALTY I -SIGN 50.10C
$ 250
(AS DELIVERED) (AS DELIVERED)
NOTE:
A ROOT FLARE EXCAVATION FOR ALL TREES SPECIFIED
WILL BE DONE BY THE CITY ARBORIST TO ENSURE THAT
TREES WERE NOT PLANTED/GROWN TOO DEEPLY AT SOURCE
(NURSERY). LANDSCAPE CONTRACTOR SHALL HAVE SUPPLIER
MARK GROUND LEVEL LINE ABOVE ROOT BALL. IF CITY ARBORIST
DETERMINES THAT THERE IS EXCESSIVE SOIL OVER THE ROOT
CROWN, THESE TREES WILL BE REJECTED.
ROOT FLARE DEPTHS
(TREE ROOT BALL CONDITION ON TREES FROM SUPPLIERS)
FINISHED GRADE
NOT TO SCA
IETER
METER
SOIL
V
Z
LL
w
Z
(D
Z
LU
to
0
N CV
1D
04
Z�
Ld w
O LZu
� V �
V � �
LL Qj
QZ
OJ O
OU
0�
°c
oa 0
C4
of
PE SEAL:
CARO
,,44�MAA�t'�♦
�� �•
I SEAL
045345
i
•
"`•:� l A NE�9- C�l:
02/21/2023
N
1
Q J
WJ Ix
O W
cle H
r�a
= W
W z p
O "I
V =Z0
V W
=ZW W
kn V)
O Lu 1 O V
W i
W 5: a
0 50
L
W
N
Z
0
_N
W
N
CNI
o
LL.
O
Lu
Z ZLu
L~u
_ ,o
3w
V
Z�w
w�=
�
w
0
V
�

TRENCH AND UTILITY NOTES
1. FOLLOW ALL OSHA GUIDELINES FOR SAFETY. FOR SHORING,
FIELD DETERMINE SOIL CLASSIFICATION TYPE.
2. PERFORM ALL WORK TO NCDOT STANDARDS,
3. PROVIDE CONTINUOUS TRAFFIC FLOW IN AT LEAST ONE
LANE DURING CONSTRUCTION.
4. PROVIDE TRAFFIC CONTROL IN ACCORDANCE WITH THE
'NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES'.
5. PROVIDE NEAT SAWCUT EDGES WHEN PAVING IS REMOVED.
PAVEMENT OPEN CUT SHALL BE 7 FT WIDE MINIMUM.
6. RESTORE AND REPAIR DAMAGED DRIVES, WALKS AND
FIXTURES.
7. SEE TRENCH BACKFILL DETAIL FOR SOIL COMPACTION.
8. EACH DAY CLEAN UP AND KEEP STREETS FREE OF ALL
DEBRIS EXCEPT AS APPROVED BY ENGINEER.
9. REMOVE ROCK IN ACCORDANCE WITH ALL SAFETY
REGULATIONS AND COORDINATE BLASTING WITH ENGINEER
10. COORDINATE EXISTING FIBER OPTICAL CABLE CONFLICTS
WITH UTILITY COMPANIES.
11. WHEN DIGGING BESIDE UTILITY POLES CONTACT THE UTILITY
COMPANY FOR THEM TO STABILIZE POLE AND ADJUST GUY
WIRE TO ACCOMMODATE NEW PIPE.
12. VERIFY LOCATION OF UTILITIES.
'NC ONE CALL CENTER' '811' OR [phone]
13. UTILITY REPAIR PHONE NUMBERS IN DAVIE COUNTY ARE:
DUKE ENERGY (W-S) [phone]
ENERGY UNITED ELECTRIC CORP. [phone]
PIEDMONT NATURAL GAS [phone]
AT&T FIBER [phone]
CENTURY LINK [phone]
QWEST COMMUNICATIONS [phone]
SPECTRUM (CHARTER) [phone]
YADKIN VALLEY TELEPHONE [phone]
WAKE FOREST UNIV MEDICAL [phone]
MOCKSVILLE WATER [phone]
DAVIE COUNTY WATER [phone]
. WATER MAIN GENERAL NOTES:
1. STANDARD WATER MAIN SHALL BE DR14 305 PSI C900 PVC WITH DUCTILE IRON FITTINGS OR
CEMENT LINED ASPHALTIC COATED DUCTILE IRON FOR PUSH CLASS 50 AND MJ CLASS 51,
2. NCDENR PER SECTION .0904 REQUIRES PVC WATER MAIN TO HAVE 30" MINIMUM GROUND COVER.
3. NCDOT REQUIRES 36" MINIMUM COVER IN ROADWAY AREA.
4. DUCTILE IRON PIPE SHALL BE USED IF WATER MAIN DOES NOT MEET OR EXCEED THE FOLLOWING
SEPARATION:
A. 18" VERTICAL ABOVE CROSSING STORM OR SANITARY SEWER PIPE.
B. 10' HORIZONTAL SEPARATION FROM PARALLEL SEWER PIPE.
C. 10' HORIZONTAL FROM STREAM, LAKE OR WATER IMPOUNDMENTS.
5. CENTER ONE 20' SECTION OF DUCTILE IRON PIPE AT ALL CULVERT PIPE CROSSINGS. MAINTAIN
18" VERTICAL CLEARANCE BETWEEN NEW WATER LINE AND EXISTING PIPES.
6. PROVIDE A TRACER WIRE ABOVE THE PIPE. THE TRACER WIRE SHALL
A. BE SOLID NO.12 COPPER WITH 30 MILS BLUE HDPE INSULATION.
B. BE FASTENED AT 10 FT INTERVALS TO THE PIPE WITH ZIP TIES.
C. HAVE CONTINUOUS ELECTRICAL CONNECTION.
7. PROVIDE A CONTINUOUS WARNING TAPE 12" ABOVE THE PIPE.
8. DISINFECT, FLUSH AND PRESSURE TEST WATER MAIN UNDER UTILITY INSPECTION AS FOLLOWS:
A. DISINFECT SYSTEM BY MAINTAINING DISINFECTANT AT 50 PPM IN SYSTEMS FOR 24 HOURS.
B.FLUSH SYSTEM THOROUGHLY TO 0 PPM, TAKE SAMPLE FROM FLUSHED SYSTEM AND SEND
TO LAB FOR BACTERIOLOGICAL TEST.
C. PRESSURE TEST THE SYSTEM AT 175 PSI OR GREATER. MAINTAIN FOR AT LEAST 3 HOURS.
ADD SUFFICIENT WATER TO BRING BACK TO STARTING PRESSURE. WATER ADDED SHALL NOT
EXCEED THE GPH/1000 FT OF LINE TESTED PER THE TABLE. PRESSURE TESTING MUST BE
OBSERVED BY THE A UTILITY REPRESENTATIVE AND DOCUMENTED IN THE CONSTRUCTION
RECORDS BY THE CONTRACTOR.
Allowable Leakage
D Ga111000ft Water Added
H
Pipe
Dia.
in.
201
pipe
galthr
Gals
for
3 hrs
Gals
D 8 H in
.0034 x D�H)
4
0.33
099
6
0.5
1.50
D & H ft
6.876 x DI(H)
a
0.67
2.01
12
1
3.00-1
SUPPLEMENTAL SPECIFICATIONS
THE FOLLOWING SPECIFICATIONS SHALL APPLY TO THE DETAILS PROVIDED BY DAVIE COUNTY.
1. WATER DISTRIBUTION MATERIALS MUST BE MANUFACTURED TO AND MEET THE APPROPRIATE
AWWA STANDARDS, SECTION C OR ANSI/NSF STANDARD 61, DRINKING WATER SYSTEM
COMPONENTS.
2. PVC PIPES AND FITTINGS SHALL MEET THE LATEST AWWA C900 STANDARDS.
3. DUCTILE IRON PIPE & APPURTENANCES SHALL MEET, BASED ON DEVICE, THE LATEST AWWA
C100 SERIES STANDARDS.
4. FIRE HYDRANTS SHALL MEET THE LATEST AWWA C502 STANDARDS.
5. GATE VALVES SHALL MEET THE LATEST AWWA C509 STANDARDS.
6. METERS MUST SHALL THE LATEST AWWA C700 STANDARDS.
7. SERVICE CONNECTIONS SHALL MEET THE LATEST AWWA C800 STANDARDS.
8. INSTALLATION OF PVC PIPES AND FITTINGS SHALL MEET THE LATEST AWWA C605 STANDARDS.
9. INSTALLATION OF DUCTILE IRON PIPE AND APPURTENANCES SHALL MEET THE LATEST AWWA
C600 STANDARDS.
10. NEW WATER MAINS SHALL BE DISINFECTED AS OUTLINED IN RULE _1001 AND RULE .1003.
11. HYDROSTATIC PRESSURE TESTING SHALL BE COMPLETED ON ANY PRESSURE PIPES CARRYING
LIQUIDS AND BE COMPLETED PER THE LATEST AWWA C600 OR AWWA C605 STANDARDS.
12. AFTER DISINFECTION, WATER STORAGE OR DISTRIBUTION FACILITIES SHALL NOT BE PLACED
INTO SERVICE UNTIL BACTERIOLOGICAL TEST RESULTS OF REPRESENTATIVE WATER SAMPLES
SHALL BE ANALYZED BY A STATE CERTIFIED LABORATORY PER RULE .1001.
U
Z
Ld
f-
V1 c
W_
J n
U
J
m
d
Z>
O�
Ui
W_`
> .j
Q i
0
U)
Ld O
0 F_
O
Z
J U
Q w
fY IZ
W (n
L7 Q
H-
Z W
a2
:2 W
0
a�
68
FN
c2
•
00
r
EMBEDMENT SOIL MATERIAL CLASSIFICATIONS
CLASS
TYPEI
DESCRIPTION OF SOIL MATERIAL
I
*
MANUFACTURED ANGULAR, GRANULAR MATERIAL, '-, TO 11-2 INCHES (6 TO 40MM)
SIZE, INCLUDING MATERIALS HAVING REGIONAL SIGNIFICANCE SUCH AS CRUSHED
STONE OR ROCK, BROKEN CORAL, CRUSHED SLAG, CINDERS OR CRUSHED SHELLS.
GW
WELL -GRADED GRAVELS AND GRAVEL -SAND MIXTURES, LITTLE OR NO FINES.
50% OR MORE RETAINED ON NO. 4 SIEVE. MORE THAN 95% RETAINED ON
NO. 200 SIEVE. CLEAN.
II
**
POORLY GRADED GRAVELS AND GRAVEL -SAND MIXTURES, LITTLE OR NO FINES.
50% OR MORE RETAINED ON NO. 4 SIEVE. MORE THAN 95% RETAINED ON
NO. 200 SIEVE. CLEAN.
GP
WELL -GRADED SANDS AND GRAVELLY SANDS, LITTLE OR NO FINES.
MORE THAN 50% PASSES NO.4 SIEVE. MORE THAN 95% RETAINED ON
SW
NO, 200 SIEVE. CLEAN.
POORLY GRADED SANDS AND GRAVELLY SANDS, LITTLE OR NO FINES.
MORE THAN 50% PASSES NO. 4 SIEVE. MORE THAN 95% RETAINED ON
SP
NO. 20D SIEVE. CLEAN.
GM
SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES, 50% OR MORE RETAINED ON
NO. 4 SIEVE. MORE THAN 50% RETAINED ON NO. 200 SIEVE.
III
**
CLAYEY GRAVELS, GRAVEL -SAND -CLAY MIXTURES. 50% OR MORE RETAINED ON
NO. 4 SIEVE. MORE 50% RETAINED ON NO. 200 SIEVE.
GC
SM
SILTY SANDS, SAND -SILT MIXTURES. MORE THAN 50% PASSES NO.4 SIEVE.
MORE THAN 50% RETAINED ON NO. 200 SIEVE.
CLAYEY SANDS, SAND -CLAY MIXTURES. MORE THAN 50% PASSED NO. 4 SIEVE,
MORE THAN 50% RETAINED ON NO. 200 SIEVE.
Sc
ME
INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE
SANDS. LIQUID LIMIT 50% OR LESS. 50% OR MORE PASSES NO. 200 SIEVE.
IV
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY
CLAYS, SILTY CLAYS, LEAN CLAYS. LIQUID LIMIT 50% OR LESS. 50% OR
CL
MORE PASSES NO. 200 SIEVE.
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDS OR SILTS,
ELASTIC SILTS. LIQUID LIMIT GREATER THAN 50%. 50% OR MORE PASSES
MH
NO. 200 SIEVE.
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS, LIQUID LIMIT GREATER
CH
THAN 50%. 50% OR PASSES NO. 200 SIEVE.
OL
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY. LIQUID LIMIT
50% OR LESS. 50% OR MORE PASSES NO. 200 SIEVE.
V
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. LIQUID LIMIT GREATER
THAN 50%. 507. OR MORE PASSES NO. 200 SIEVE.
OH
PT
PEAT, MUCK AND OTHER HIGHLY ORGANIC SOILS.
* SOILS DEFINED AS CLASS 1 MATERIALS ARE NOT DEFINED IN ASTM D2487.
** IN ACCORDANCE WITH ASTM D2487, LESS THAN 5% PASS NO. 200 SIEVE.
*** IN ACCORDANCE WITH ASTM D2487, LESS THAN 12% PASS NO. 200 SIEVE.
SOILS WITH 5% TO 12% PASS NO. 200 SIEVE FALL IN BORDERLINE CLASSIFICATION, E.G., GP -GC.
3' fix? ROMAC STYLE
THRUST FOR 6" MAIN SST (SS TAPPING
BLOCK fi" MJxFLG SLEEVE) ON MAIN
GATE VALVE
a. THRUST
BLOCK
II
I.
n
u
V NOTE:
BEND
ALL FITINGS SHALL
PLAN
BE MJ RESTRAINTED.
VALVE BOX COLLAR/PAD
SECTION
SEE DTL 2.31
o �
oho
Oc
6" MJxFLG
z
GATE VALVE
MTL VALVE BOX
THRUST
6x? ROMAC STYLE
BLOCK
SST (SS TAPPING
SLEEVE) ON MAIN
• :. -
THRUST
BLOCK
s
EDGE OF
45°
-'
-
- PAVEMENT
BEND
SEE PLAN
NEW TAPPING TEE, VALVE
& BEND ON
EXISTING MAIN
24
W-TEE-TAP-VAL+BND
f- (n
Z U)
Ld Q
-1
0 U
W
m
Ld
of
N ,
a
�o0
V) o
W_ °o
J to
r�
U
J
m
2
r
Zo
Ou
U�
W0
a�
0
LJ Z
J Q
Q
> U
Z_
LLLJ ~
H
x
c�
Z_ Z
11 O
Q C)
~ Z
3: W
Ldm
\n/
PIPE CONSTRUCTION NOTES:
1. FITTINGS SHALL BE CLASS 51 DUCTILE IRON MECHANICAL
JOINTS WITH AN APPROPRIATE TRANSITION GASKET TO PVC
WHERE APPLICABLE.
2. WHEN CONNECTING DUCTILE IRON PIPE TO PVC PIPE, USE AN
APPROPRIATE TRANSITION GASKETS TO PVC BELL END AND A
SLEEVE WITH APPROPRIATE GASKETS AT THE PLAIN END.
3. DEFLECTION AT THE JOINTS SHALL NOT EXCEED 14" FOR
LENGTH OF PIPE OR 80% OF MANUFACTURER'S
RECOMMENDATION, WHICHEVER IS LESS,
4. CASING PIPES SHALL BE BORED UNLESS OTHERWISE NOTED.
SEE CASING PIPE SPACERS DETAIL.
5. FOR JURISDICTIONAL DRAINAGE CROSSINGS, USE PIPE
CROSSING STREAM INSTALLATION DETAIL AND JURISDICTIONAL
STREAM CROSSING DETAIL
6. FOR NON -JURISDICTIONAL DRAINAGE CROSSING, USE PIPE
CROSSING STREAM INSTALLATION DETAIL AND DITCH
CROSSING DETAIL.
7. PROVIDE JOINT RESTRAINT AT ALL BENDS, TEES AND CAPS.
JOINT RESTRAINT SHALL BE A COMBINATION OF CONCRETE
THRUST BLOCKING ACCORDING TO DETAILS SHOWN AND
MECHANICAL JOINT RESTRAINT AS APPROVED BY THE
ENGINEER. MECHANICAL JOINT RESTRAINTS SHALL BE
PLACED AT MULTIPLE LOCATIONS ON EACH SIDE OF FITTINGS
ACCORDING TO MANUFACTURER'S RECOMMENDATION.
8. MECHANICAL JOINT RESTRAINT SHALL BE
A. FOR DI PIPE TO MJ: CLOW MJ FIELD LOK, MEGLUG #1100,
MIDCO #4 RESTRAINT, SMITH-BLAIR #981 OR STAR PIPE
#3000, #3000S.
B. FOR C900 PIPE TO MJ: CLOW MJ FIELD ECK, MEGLUG
#200OPV, MIDCO #4 RESTRAINT, SMITH-BLAIR #981 OR
STAR PIPE #4000, #1000C, #1200.
C. FOR SDR-21 PIPE TO MJ: MEGLUG #20OOPV MIDCO #4
RESTRAINT, SMITH-BLAIR #981 OR STAR PIPE #4000,
#1000S. NOT APPLICABLE TO NEW PROJECTS.
D. FOR PIPE BELL/SPIGOT RESTRAINT: SMITH-BLAIR #932,
STAR PIPE #410OP, #1100.
8. CONCRETE THRUST BLOCK RESTRAINT AND SUBSURFACE
SUPPORT SHALL BE 4000 PSI CLASS 'B' CONCRETE WITH 5%
AIR ENTRAINMENT, 0.45 WATER CEMENT RATIO AND PLACED
AT A SLUMP NO GREATER THAN 3".
9. CONTRACTOR SHALL SUBMIT TO ENGINEER THE MODEL,
MANUFACTURER AND TYPICAL PLACEMENT OF RESTRAINT
SYSTEM TO BE USED ON PROJECT.
(DXX
�Q'(
IX
tN�
-- EXIST. OR NEW O \ O
2
V11 01 z 4 6" PIPE 1 Q) 1 Z
I
2N O
--------------
2'-8" MIN. O BEYOND (/ STEEL CASING
SECTION A -A SECTION B-B
PLAN m O KEYNOTES:
STEEL CASING PIPE
O (DGATE
ROMAC SST TAPPING SLEEVE/TEE,
:nl VALVE & VALVE BOX: SEE
---------- PLAN FOR SIZE
I I
I - O 90' BEND MJ RESTRAINED
' OTWO(2) 3/4"0 S5 THREADED RODS
WITH SS NUTS TYP. EA. SPOOL PIECE
1 O VALVE BOX & COLLAR/PAD, SEE DTL
O OnQ
2.31
° NOTE: ALL FITTINGS
SHALL BE MJ RESTRAINED.
A 4 m A STD, ' U'
CONNECTION
24 W-UCON
NEW ASPHALT
_NCH TOP WI❑
In
w
J
F-
7)
EX.
ASPHALT
PAVEMENT
TRENCH WIDTH
NEW EX.
GROUND GROUND
I -I III
�\ II I -I
\ 95% STD. I -I I
1� PROCTOR % I I-
MIRAFI 40OX
N 1 FILTER FABRIC
AS DIRECTED
I I I I I I I i} O I I OPEN OVERNIGHT. I I OUTSIDE
I
�
m
INSIDE
PAVEMENT AREA
m
PAVEMENT AREA
}
KEYNOTES FOR TRENCH BACKFILL
~
Z °
CONTRACTOR SHALL COMPLY WITH ALL OSHA
REGULATIONS FOR TRENCH SHORING AND
O2 PROVIDE CLASS I, II, III OR IV SOIL BACKFILL.
O C_'
SLOPING. A "COMPETENT PERSON" AS DEFINED
COMPACT SOIL IN 6" LAYERS TO 95%
(�
BY 'OSHA' SHALL BE ON SITE AT ALL TIMES
STANDARD PROCTOR DENSITY IN ALL PAVED
w 'o
WHEN ANY WORKER IS IN A TRENCH.
AND SHOULDER AREAS AND TO 90% STANDARD
w
PROCTOR DENSITY FOR ALL OTHER AREAS.
Q v
i0
SEE EMBEDMENT SOIL MATERIAL
CLASSIFICATIONS TABLE FOR SOIL CLASSES.
2R PROVIDE FLOWABLE FILL FOR HEAVY DUTY
ADD WATER TO EACH LAYER AS NEEDED OR
DIRECTED FOR COMPACTION AND
ASPHALT REPAIR, SEE PAVING DESIGN TABLE
FOR SUBGRADE.
MECHANICALLY TAMP THOROUGHLY.
O3 PROVIDE CLASS I, II, ill OR IV SOIL BACKFILL.
KEYNOTE FOR BEDDING PIPE
COMPACT SOIL IN 6" LAYERS TO 100%
O PROVIDE CLASS I, II, III SOIL FOR BEDDING.
STANDARD PROCTOR DENSITY FOR TOP 1 FT
�
DIG BELL HOLES IN ACCORDANCE WITH
OF SUBGRADE.
Z
MANUFACTURERS RECOMMENDATIONS.
O4 SEE PAVING DESIGN TABLE FOR PAVING.
z
A. PLACE PIPE ON COMPETENT 501E BOTTOM.
O SEE PAVING DESIGN TABLE FOR SURFACE
COURSE.
0
B. FOR UDhL COMPETENT TRENCH BOTTOM,
U
PLACE PIPE ON 12" BEDDING OVER MIRAFI
400X FILTER FABRIC AS DIRECTED BY
TRENCH BACKFILL
�
ENGINEER.
32 TRNCHFLL-W
SHEET: 1 OF 1 05/20/2o
TRENCH BACKFILL FOR WATER
GSB
1 0
DAVIE
COUNTY PUBLIC UTILITIES
uz
•
daviecount C. ov 336 753-5090
n
'■7
101
C IN
o�
8
4)
0o0
W
Ln
U
m
COVER FITTING WITH PLASTIC
BEFORE PLACING CONCRETE
�3D 8" MIN.
-31D8" MIN. B
A o
m
�A
A
D/4
MIN.
m G Q
i_�
m o
SECTION A -A
HORIZONTAL
n_
r
I-
Z>
O C'
U�
w
Qo SHEET: i OF 1 05/20/20
1. 09 GSB
A B
ELEVATION
ommmmmmm
SECTION B-B COMPRESSION THRUST
VERTICAL BLOCKS AT BENDS THRBK3
COMPRESSION THRUST
BLOCKS AT BENDS DAVIE COUNTY PUBLIC UTILITIES
a,..ae....._. .nlr ,.,.,. lzzalaz_annn
5Y4" FIRE HYDRANT,
YELLOW W/ 5"
\ I
ST/ORZ CONNECTION
VALVE BOX EDGE OF
COLLAR/PAD PAVEMENT
cv
� SEE DTL 231
GROUND
I
MTL VALVE BOX
77
1 �
6" DI
6" MJ GATE VALVE
t
ALPHA RESTRAINED
RJ PIPE
6" ATTACHMENT
I+
TEE ON MAIN
IooQ o°a° o o°;.
6 •
e THRUST
b
- ' ° BLOCK
I ,
f
°gyp
..
THRUST
3 CF MIN.
BLOCK
WASHED STONE
3
(AS REQUIRED)
V-1.5" 3' MIN.
31u. rim
DAVIE COUNTY STD
W-FHYD-TEE DC
SHEET: i OF 1 05/24/21 STD. FIRE HYDRANT
GSB DAVIE COUNTY PUBLIC UTILITIES
2.07 W/ H YD . TEE daviecountAC.aov [phone]
CONCRETE DIMENSIONS
MIN DIM FOR PIPE DIA(D)O
DIM
2-4"
6"
8"
10"
12"
16"
A
19"
19"
24"
28"
35"
44"
B
15"
15"
18"
21 "
25"
33"
C
6„
6„
8„
8„
10„
12„
COVER FITTING WITH PLASTIC
BEFORE PLACING CONCRETE
A A
jo <
,e m
SECTION A -A
CAP THRUST BLOCK
THRBKI
CONCRETE DIMENSIONS
MIN DIM FOR PIPE DIA(D)4
DIM
2-4"
6"
8"
10"
12"
16"
A
6"
6"
8"
12"
12"
16"
B
8"
8"
10"
12"
15"
20"
C
8"
9
9"
10"
12"
14"
E
6"
6"
8"
8"
8"
10"
COVER FITTING WITH PLASTIC
BEFORE PLACING CONCRETE
Z PLAN
The
SECTION A -A
TEE THRUST BLOCK
THRBK2
SHEET: i of , 05/20/20 CAP & TEE THRUST BLOCKS
GSB DAVIE COUNTY PUBLIC UTILITIES
1.08
//
/ . 0j��y rinvirrnllnhA r,, nnv (.S.1fi)753-f;Dgn
Z
5Y4" FIRE HYDRANT,
J
YELLOW W/ 5"
\I
STORZ CONNECTION
o
in
I 0
1 +1
l N I
4//
GROUND
z
6" DI
1
ALPHA RESTRAIN i
1 PIPE
look
o°Ja
o°©RJ
VALVE BOX
EDGE OF
COLLAR/PAD
PAVEMENT
SEE DTL 2.31
MTL VALVE
BOX
6" MJ GATE
VALVE
6" MJ TEE
ON MAIN
-
THRUST
I �A BLOCK
4 I
e
THRUST 3 CF MIN. 3/4" 0 SS THREADED
BLOCK I WASHED STONE RODS WITH SS NUTS
(BOTH SIDES)
1' 3" (AS REQUIRED) 2'-6" MIN.
STD. FIRE HYDRANT
DAVIE COUNTY STD 24 W-FHYD2 DC
SHEET 1 0 0s/24/21 STD. FIRE HYDRANT
2.06 GSB
3' MIN.
DAVIE COUNTY PUBLIC UTILITIES
leCD
Z
Lu
w
Z
C�
Z
Lu
to
Q
N NN
�
(N
Z�
Ld w
I- 2
OW
V o�
V c
.0)
n Q a�
OZ o
ALu O o
cle
= U
OL2
� 0
oa Z
[N Z
oI
PE SEAL:
A..
Y\ CARO
'0
SEAL
1. 045345
•G I NE��••• �%
BUGF
#11 least*
on
02/21/2023
N
0
In
ca
I
Q J
Wtin
J LU
Cie
O H
00 �a
V a 1--
r = W
W a�z p
O L1
Va =Z0
V W
=ZW Lu
O Lu 1 O V =
Lu i
W a� a
0 0
� G
W
se
De
0
3
V
J
m
Oe
W
fi-
n
W
_N
W
Cie
CV
N
Z N
O\
t!f r
>r
W
f� N
CV
0
m�3
a
LL
J
,w0CNI
LL
wmm
o
Lu0
ZZC)
Lu
Lu
3
V)Se ~
z
Lu
w
W
V
CG
d

NOTES:
1. INSTALL SADDLE AND VALVE
PRIOR TO DISINFECTING MAIN LINE.
VALVE BOX & COLLAR/PAD
GROUND SEE DTL 2.31
x
?X2 DUCTILE m 2" GATE VALVE
TAPPING SADDLE J OPERATING NUT
W/ 2 BALES, Q
SMITH-BLAIR
STYLE 313 p0U COMP
MAIN L 2" TYPE
LINE(?) 2" BRASS 'K' COPPER
NIPPLE
TYP. 2" WATER
CONNECTION
24 W-2WTR CON DC
GRAVITY SEWER GENERAL NOTES:
1. STANDARD GRAVITY SANITARY SEWER SHALL BE SDR-35 PVC
WHERE APPROPRIATE.
2. DUCTILE IRON PIPE SHALL BE USED IF SANITARY SEWER DOES NOT
MEET OR EXCEED THE FOLLOWING SEPARATION:
A " MINIM V A. 36 M GROUND U G U D COVER
E
B. 24" VERTICAL FROM STORM SEWER PIPE (CROSSING OR PARALLEL)
C. 18" VERTICAL UNDER OR 10' HORIZONTAL FROM WATER MAIN.
D. 10' HORIZONTAL FROM STREAM, LAKE OR WATER IMPOUNDMENTS.
COMPLY WITH 15A NCAC 02T.0305 (f).
3. CENTER ONE 20' SECTION OF PIPE AT ALL PIPE CROSSINGS.
4. WHEN CONNECTING DUCTILE IRON PIPE TO PVC PIPE, USE AN
APPROPRIATE TRANSITION GASKETS TO PVC BELL END AND A
SLEEVE WITH APPROPRIATE GASKETS AT THE PLAIN END.
5. WATERTIGHT AND SEALED FRAME AND COVERS ARE REQUIRED
WHERE THE RIM ELEVATION IS LESS THAN 1 FOOT ABOVE THE 100
YEAR FLOOD ELEVATION OR AS INDICATED ON THE APPROVED
PROFILE. U.S. FOUNDRY & MANUFACTURING CORPORATION MODEL
#USF 668-KL-BWT.
6. WHERE ANTI -SEEP COLLARS ARE REQUIRED, THEY SHALL BE PLACED
A MINIMUM OF 8 FT FROM MANHOLES.
7. FOR MANHOLES IN ROAD RIGHT-OF-WAY, SET FRAME AND COVER
TO SHOULDER GRADE IN A COMPACTED CONDITION.
8. OUTSIDE ROAD RIGHT-OF-WAY PROVIDE A PERMANENT EASEMENT
OF 30' FOR GRAVITY SEWER AND 25' FOR SEWER FORCEMAIN WITH
AN ADDITIONAL 10' CONSTRUCTION EASEMENT.
9. SEWER SERVICE SCH 40 PVC PIPE AND FITTINGS SHALL HAVE FULLY
PRIMED MEDIUM VISCOSITY GLUED JOINTS.
10. ALL SEWER CONNECTIONS THAT CROSS UNDER AN EXISTING ROAD
SHALL BE BORED,
2' DIA. t.,
MIN. 12' DI
I INTO TEE
N
4' DIA. 8x8 TEE
If
REMOVEABLE
8" PLUG
cn
a18"L NIPPLE
IN FLEXIBLE
z SLEEVE _ o
Z
O W
r7 m
l
C m
4" MIN.
+ 1 cnNc.
�.
+1 '" COLLAR.
co = v '=
6" \L COMPACTED CRUSHED STONE
MIN,
GENERAL NOTES:
1. SEE STANDARD PRECAST SANITARY SEWER
MANHOLE FOR ADDITIONAL MANHOLE DETAILS.
2. ALL PIPE AND FITTINGS SHALL BE DUCTILE
IRON. PROVIDE MINIMUM OF 12 FT OF DUCTILE
IRON PIPE UPSTREAM OF TEE.
3. CONCRETE ENCASEMENT FOR OUTSIDE DROP
MANHOLES SHALL BE STANDARD SUBSURFACE
SUPPORT CONCRETE AS SPECIFIED IN NOTES
FOR TRENCH AND PIPING.
OUTSIDE DROP
PRECAST MANHOLE
REF. NCDOT RSD 840.67 32 840-67oD
LO o
wg
�I
J n
M
UY
J
m
D
0
z>
o
D v
Ou
U
wo
a >
af
Ld Z
I—
< C)
U
W
N Z
Z
�O
U
W
J
F-
U
J
m
D
0-
H
z
O
U
Ld
a
a
Q' V?
Ww
F-
W O
uJ Z
Q W
IY Z
0W
C.0
o�
O
00
w w ' J
Page 49 of 63 Q _
a- 0
V)
w
H
J
F-
U
J
m
D
o_
z
O
U
l,J
>
a
a
W
J
a_ 0
0ry
0 Q
W m
C) I__
f� C!1
�- a
U
OW
Q'
Q_
5 9 8
I- III SERVICE
=1 111= LINE
MAIN X2/
3
LINE 1\,- O
4 6 7
NOTE: INSTALL SADDLE AND STOP
PRIOR TO DISINFECTING MAIN LINE.
MATERIAL KEYNOTES
O1 TAP: SMITH-BLAIR STYLE 313 1" CC THREADS
O CORP. STOP: MUELLER H15005
�3 PIPE: 1" 200 PSI SDR-9 CTS PE
(DFITTING: MUELLER H14230
O METER YOKE: MUELLER 1" B-2404R-2AN 10"
HGT. WITH 300 PSI BALL ANGLE VALVE
O FITTING: MUELLER H14222
O7 OUTLET PIPE: TYPE "K" COPPER PIPE
O METER BOX: 13X24X15 PLASTIC BOX & LID
EQUAL TO 'NDS' PRO 125BCDWB SET TO
GRADE ON 6 BRICKS.
O METER: MUELLER HERSEY 452B ME8
(MI.NET NODE AMR) IN GALS.
1 " WATER SERVICE
DAVIE COUNTY STD 24 W-MTR1 DC 300
GRAVITY SEWER TESTING NOTES:
1. FOR THE GRAVITY PIPE, PERFORM STRAIGHTNESS, LEAKAGE AND
DEFLECTION TEST ON THE SEWER PIPE IN ACCORDANCE WITH TO
'NCDEQ' REGULATIONS.
A. LEAKAGE TEST: USE NO MORE THAN 4 PSI AIR PRESSURE.
OBSERVE AND RECORD THE TIME FOR A 1 PSI DROP. THE TIME
SHALL NOT EXCEED THE VALUE IN THE AIR LEAKAGE TABLE:
MINIMUM TIME (MINUTES -SECONDS) ALLOWED FOR PRESSURE DROP
FROM 3.5 TO 2.5 PSIG FOR VARIOUS PIPE LENGTHS AND DIAMETER.
B. DEFLECTION TEST SHALL EASILY PASS A STANDARD MANDREL FOR
THE INDICATED NOMINAL PIPE SIZE WITH ALLOWANCE FOR NO MORE
THAN 4% DEFLECTION.
C. TESTS MUST BE OBSERVED BY THE A UTILITY REPRESENTATIVE AND
DOCUMENTED IN THE CONSTRUCTION RECORDS BY THE CONTRACTOR,
2. FOR THE MANHOLES, PERFORM VACUUM TEST ON SEWER MANHOLES IN
ACCORDANCE WITH TO 'NCDEQ' REGULATIONS.
A. TEMPORARILY PLUG ALL PIPES ENTERING THE MANHOLE AND PLACE
THE TEST HEAD INSIDE THE RIM OF THE CAST IRON FRAME AND
INFLATE.
B. THE PRESSURE GAUGE SHALL BE LIQUID FILLED, HAVING A 3.5 INCH
DIAMETER FACE WITH A READING FROM ZERO TO THIRTY INCHES OF
MERCURY
C. A VACUUM OF AT LEAST TEN INCHES OF MERCURY (10" Hg) SHALL
BE DRAWN ON THE MANHOLE.
D. SHUT THE VALVE OF THE VACUUM LINE TO THE MANHOLE OFF AND
DISCONNECT THE VACUUM LINE FROM THE PUMP.
E.THE MANHOLE SHALL BE CONSIDERED TO PASS THE VACUUM TEST
IF THE VACUUM READING DOES NOT DROP MORE THAN 1" Hg
(i.e. FROM 10" Hg TO 9" Hg) DURING THE MINIMUM TEST TIMES
FROM THE TABLE BELOW.
F. IF A MANHOLE FAILS THE VACUUM TEST, THE MANHOLE SURFACES
SHALL BE PROPERLY REPAIRED.
G. THIS PROCESS SHALL CONTINUE UNTIL A SATISFACTORY TEST IS
OBTAINED.
H.ALL TEMPORARY PLUGS SHALL BE REMOVED AFTER EACH TEST.
I. TESTS MUST BE OBSERVED BY THE A UTILITY REPRESENTATIVE AND
DOCUMENTED IN THE CONSTRUCTION RECORDS BY THE CONTRACTOR.
MINMIMUM VACUUM TEST TIMES
MH Depth
MH DIAMETERS
1t
b'
5'
1 W
15 or less
50"
1' 05..
1 1' 20"
15.01 to 30
1' 30"
1' 45"
7 10"
FORCEMAIN GENERAL NOTES:
V)
w
I--
U
J
In
D
0-
z
O
U
W
a
0
W
U
ix
W
L0
x
W
I-
Wo
J
rL
�3
U
J
m
D
D_
r
I-
Zo
O
U..
C
W o
a�
0
U)
W
H
O
Z
0
Z_
H-
lJ)
W
H
W
LLI
0
I--
a
U
0
N
w w
Page 50 of 63 ¢ _
a- 0
1. STANDARD SEWER FORCEMAIN SHALL BE PVC C-900 OR FUSIBLE
HDPE WHERE APPROVED.
2. DUCTILE IRON PIPE SHALL BE USED IF SANITARY SEWER DOES NOT
MEET OR EXCEED THE FOLLOWING SEPARATION:
A. 36" MINIMUM GROUND COVER
B. 24" VERTICAL FROM STORM SEWER PIPE (CROSSING OR PARALLEL)
C. 18" VERTICAL UNDER OR 10' HORIZONTAL FROM WATER MAIN.
D. 10' HORIZONTAL FROM STREAM, LAKE OR WATER IMPOUNDMENTS.
COMPLY WITH 15A NCAC 02T.0305 (f).
2. CENTER ONE 20' SECTION OF DUCTILE IRON PIPE AT ALL CROSSINGS.
3, FOR AIR VALVES IN ROAD RIGHT-OF-WAY, SET MANHOLE FRAME AND
COVER TO SHOULDER GRADE WITH SURROUNDING SOIL OR STONE IN
A COMPACTED CONDITION.
4. PRESSURE TEST THE SYSTEM AT 150 PSI OR GREATER. MAINTAIN
FOR AT LEAST THREE HOURS. ADD SUFFICIENT WATER TO BRING
BACK TO STARTING PRESSURE AFTER THREE HOURS. WATER ADDED
SHALL NOT EXCEED THE GPH/1000 FT OF LINE TESTED PER THE
FOLLOWING TABLE. PRESSURE TESTING MUST BE OBSERVED BY THE
A UTILITY REPRESENTATIVE AND DOCUMENTED IN THE CONSTRUCTION
RECORDS BY THE CONTRACTOR.
Allowable Leakage
Ga111000ft Water Added
Pipe
Dia.
in.
20'L
pipe
gallhr
Gals
for
3 hrs
Gals
D & H in
.0034 x DI(H)
4
0.33
0.99
6
0.5
1.50
D&H ft
5.875 x D(H)
8
0.67
2.01
12
1
3.00
1
V)
w
H
J
H
Z)
U
J
m
a-
I-
z
0
U
Ld
a
0
Z
QLd
�
LLI U Z
rZ
0 W
LL a
W
W
z
WLd
0
(A
2" RPZ NOTES:
1. BACKFLOW PREVENTER LOCATION REQUIRES PRIOR
APPROVAL, MUST BE ON THE PROPERTY SIDE AND
MUST NOT OBSTRUCT SIGHT DISTANCE. PROVIDE
36" CLEAR OUTSIDE OF ENCLOSURE ON ALL SIDES.
2. SLAB SHALL BE 3000 PSI CONCRETE, 51 "LONG x
25"WIDE x 4"THICK WITH 6x6-W1.4XW1.4 WWF OVER
3" COMPACTED CRUSHED STONE.
3. REDUCED PRESSURE BACKFLOW PREVENTER SHALL
BE A 'WATTS' 2" 909M1-0T (OR EQUAL).
SHUT-OFF VALVES SHALL BE FULL PORT, LINE SIZE
AND 1 /4 TURN BRONZE UNION BALL VALVES. NO
BY-PASS WILL BE ACCEPTED.
4. PIPE RISERS AND BENDS SHALL BE 'STICK' TYPE 'K'
COPPER OR BRASS FOR A MINIMUM OF 5 FT EACH
SIDE OF VALVES.
5. THE ABOVE GROUND ENCLOSURE SHALL BE
'HOT -BOX' #IF013039028 (OR EQUAL) FIBERGLASS,
INSULATED TO R8, HAVE A FLIP -TOP ACCESS,
LOCKABLE SS HASP & (2)TWO DRAIN PORTS AT
GRADE. COLOR BEIGE.
6. PROVIDE GFI RECEPTACLE MOUNTED 21" MINIMUM
ABOVE THE SLAB.
7. THE ENCLOSURE SHALL BE HEATED WITH A 90W,
120V, 18 FT LONG HEAT TRACE CABLE.
SEE NOTE 5 FRAME AND COVER, SEE NOTE 4
MAX. 2-5" RISER RINGS OR 8" OF BRICK
ONLY FOR TYPE 1 RING AND COVER
2' DIA.\\ ECCENTRIC TOP SHALL BE USED
ro
I
6" WIDE EXTERIOR WATERPROOFING
V WRAP AT EACH JOINT
STEPS SHALL BE 1/2"0 60 KSI
DIA.
STEEL ENCASED IN POLYPROPYLENE.
SEE GENERAL NOTE 2.
4'
V)
w
< ri BENCH SHALL BE BRICK & MORTAR
� OR APPROVED PRECAST WITH 2"/FT.
SLOPE TOWARD EDGE AND TOP OF
EDGE AS HIGH AS TOP OF PIPE
3"RA EDGE
o INVERT IS TOP OF PRECAST BASE
MIN. 6" ' '
N I 12" MIN.
EXTENDED BASE,
SEE NOTE 7
D s------------ " COMPACTED CRUSHED STONE
GENERAL NOTES:
1. MANHOLE COMPONENTS SHALL MEET LATEST REVISION OF ASTM C-478.
2. ASSEMBLE RISERS SO ALL STEPS WILL HAVE A 16" SPACING THE FULL HEIGHT OF
MANHOLE. FIRST STEP SHALL BE MAXIMUM 22" ABOVE BENCH. MH STEPS AND COVER
SHALL BE ALIGNED OVER OUTLET PIPE.
3. PROVIDE APPROVED GASKET AT ALL VERTICAL JOINTS, FILL ALL OUTSIDE AND INSIDE
JOINTS AND LIFT HOLES WITH NON -SHRINK GROUT.
4. FRAME AND COVER SHALL BE U.S. FOUNDRY #669-KL AND HAVE "SANITARY SEWER"
LABEL AND (2)1"0 VENT HOLES. USE #669-KL-BWTL WITHOUT HOLES FOR WATERTIGHT
LIDS. PROVIDE ROPE MASTIC BETWEEN FRAME AND CONCRETE. IF FRAME IS NOT
SURROUND BY CONSTRUCTION MATERIAL, PROVIDE (4) 3/8"x1.5" 304 SS LAG ANCHOR
BOLTS THRU FRAME AND INTO CONCRETE WITH LEAD SHIELD ANCHORS.
5. WHERE MANHOLE TOP COULD BE SUBJECT TO VEHICULAR TRAFFIC, PROVIDE CONCRETE
COLLAR WITH MINIMUM 6"D x12"W WITH TOP OF CONCRETE BEING 1.5" BELOW RIM.
6. GRADE TO DRAIN AWAY FROM MANHOLE RING AND COVER AS NEEDED.
7. TYPICAL MANHOLES ARE TO BE EXTENDED BASE UNLESS OTHERWISE APPROVED BY
COUNTY ENGINEER OF RECORD.
PRECAST SANITARY SEWER MANHOLE
REF. NCDOT RSD S40.67 32 840-67WS+
FRAME AND COVER FLAT TOP
IF NOTED
PVC DI ON PROFILE
2 DIA.
.
4' DIA.
FM o V4x4 TEE
v
4" CAP
GROUT
OPEN'G SS STRAP &
PIPE ANC'S
2' AT 24" O.C. °
90 BEND TO
FOLLOW r
SEWER FLOW
' V , .
y
L +s---------------T1 ogI
NOTES:
1. SEE STANDARD PRECAST SANITARY SEWER
MANHOLE FOR ADDITIONAL MANHOLE DETAILS.
2. PROVIDE DUCTILE IRON PIPE AND FLANGE
FITTINGS INSIDE MANHOLE.
FORCEMAIN OUTLET
INSIDE DROP MANHOLE
52 8401d 4fm+
to
w
i=
J
D
U
=i
m
D
0-
I-
z
D
O
U
W
a
I�
#4 BAR W/
OVERLAP
4000 PSI OnO
CAST-IN-PLACE00
,;•J��•-
CLASS 'B'
CONCRETE
1-18" SQ.
PLAN AWAYE FROM
VALVE COVER GROUND
TN�
CDC ' I W1 d
J 2„
NOTE:-� M TL.
METAL VALVE CLR VALVE
BOX SHALL TYP' BOX
BE STAR
PIPE VB5625
OR EQAUL
S L C T� O N GATE VALVE
VALVE BUA PAD
CAST -IN -PLACE IN PAVED AREA
O 24 W-VALBX-PAD-DC
Z
IV
SHEET: 1 OF 1 05/24/21
04 �_ _ 3 > Gse
Zo
O
C
W U
> •; SHEET: 1 OF 1 05/20/2S
o GSB
4.02
O m
\ (A
o�
N
o
0 V
M
� mo•
I
REVISED 10/08/20
w
w V ]
Page 51 of 63
¢
_
a-
u)
VALVE BOX
PAD & COLLAR
7 Woo
���k��l�l.[+ki..kil
-
f -
gL
PRECAST
CONC.
v - _, ; V.`
d
COLLAR
GROUTGAP
d
PLAN
2'
GROUT GROUND
GAP
I
r77114"
I-Ip
-I
M TL.
NOTE:
VALVE
METAL VALVE
BOX
BOX SHALL
BE STAR
PIPE VB5625
OR EQAUUL
GATE VALVE
I
SE� O N
VALVE [0 LEAFR
PRECAST IN UNPAVED AREA
24 W-VALBX- COLLAR- DC
DAVIE COUNTY PUBLIC UTILITIES
NOTES:
1. ALL DIMENSIONS ARE APPROXIMATE.
2. BACKFLOW PREVENTER LOCATION REQUIRES PRIOR
APPROVAL, MUST BE WITHIN 10 FT OF METER ON THE
PROPERTY SIDE AND MUST NOT OBSTRUCT SIGHT
DISTANCE. PROVIDE 36" CLEAR OUTSIDE OF ENCLOSURE
ON ALL SIDES.
3. SLAB SHALL BE 3000 PSI CONCRETE, 36"LONG x 22"WIDE
x 4"THICK WITH 6x6-W1.4XW1.4 WWF OVER 3"
COMPACTED CRUSHED STONE.
4. REDUCED PRESSURE BACKFLOW PREVENTER SHALL BE A
'WATTS' 1" 909-OT (OR EQUAL). SHUT-OFF VALVES
SHALL BE FULL PORT, LINE SIZE AND 1/4 TURN BRONZE
UNION BALL VALVES.
5. PIPE RISERS AND BENDS SHALL BE TYPE 'K' COPPER OR
BRASS FOR A MINIMUM OF 5 FT EACH SIDE OF VALVES.
6. THE ENCLOSURE SHALL BE A 'HOT -BOX' OHF013027023
(OR EQUAL) FIBERGLASS AND HAVE A FLIP -TOP ACCESS,
LOCKABLE SS HASP & (2)TWO DRAINPORTS.
7. REQUIRED ELECTRICAL RECEPTACLE INDICATED BY ❑E
SHALL BE MOUNTED A MINIMUM OF 16" ABOVE THE SLAB.
8, THE ENCLOSURE SHALL BE HEATED WITH A 600, 120V,
12 FT LONG HEAT TRACE CABLE.
1" REDUCED
PRESSURE BACKFLOW
PREVENTER 12
W-BX-RPBFP H61 100 909-QT
1" REDUCED PRESSURE DAVIE COUNTY PUBLIC UTILITIES
BACKFLOW PREVENTER doviecount+AC aov r3361753-fi090
2' � UNI-FLANGE
EXTERIOR
BLDG. WALL SLEEVE & CAULK
��� FINISH FLOOR
FINISH GRADE � ff
PROVIDE ASPHALT
COATED STEEL
z
z
SLEEVE THROUGH
O
FLOOR. CAULK AND
`9
0
w
WATERPROOF.
I
0
3/4" ATR, NUTS &
ROD COUPLING (2)
8" DUC
ILE
IRON PIPE I
I 11111
(REF. TO NFPA 24)
MJ90 WITH CONCRETE
PROVIDE 12"
THRUST BLOCK
ASPHALT COATED
(REF. TO NFPA 24)
STEEL SLEEVE
UNDER BUILDING
FOOTING.
8��
FIRE LINE
BUILDING ENTRY
32 W-FIRE BLDG ENTRY 800
SHEET: 1 OF 1 05/20/20 8" FIRE LINE BUILDING ENTRY
w4. 1 0 GSB
o
J i'n
1-
::)�
U
_1
m
0_
zo
OU
W o
>
ao
0�
W
I­__J
I O
Z
Q
0 :2
z Q_
Q 0
W 0
U W
Q' 0
O V)
z
\0
\0
\0
o V
O V
O
O
O
o
00
0�
ao
Page 54 of 63 a-
a_
=
(n
w
Page 58 of 63 d
a_
w J
=
n
Page fit of 63
DAVIE COUNTY PUBLIC UTILITIES
MATERIAL KEYNQIE5
O COUPLING:
IPT-COMP
O PIPE: 2" TYPE 'K' COPPER
O COUPLING:
COMP-IPT ,,i
4 3 2
z
(USE STICK PIPE ONLY FOR
w o
-
STRAIGHT SECTIONS SHOWN)
O4 COUPLING:
COMP -COMP I, m
SEE
-
to
2" RPZ NOTES
j
3'-10" MIN,
2't
3'-10" MIN.
2'-6"
2'
GROUND ='
��-----�•°
°--�'
GROUND
GROUND
I=III
C
I
I=I
m
-III
III-
METER
1/2" EXP. JT.
SERVICE
w
VALVE BOX 04
-I
SIDE
I=I 2 BRICK
MAT'L TYP.
SIDE
a
>
COLLAR/PAD
SEE DTL 2.31
-I
----
LI A
- HGT. MAX.
1
0
�'
L----;
TYP.
(DO
TO
O
3
2 BLDG.
METER KEYNOTES
NOTE:
IPT-PVC
(DSETTER: MUELLER 2" B2423-2N
12" HGT. WITH
SET METER BOX
TO GRADE ON 12 BRICKS.
(TWO
300 PSI BALL ANGLE VALVE
VALVE OUTLET AND BALL VALVE
INLET, ANGLE CHECK
BYPASS
BRICKS HIGH UNDER CORNERS &LONG SIDES) A 2"
BRICK PROJECTION MAXIMUM INTO THE METER SPACE.
O METER BOX: 17x30x18 PLASTIC
BOX & LID EQUAL
TO 'NDS' PRO 126BCDWB
OMETER: MUELLER FLANGED MVR160 WITH ME8
2 WATER METER
& 2" RPZ
(MLNET NODE AMR) IN GALS,
24 W-MTR2 +RPZ2 DC
SHEET: 1 OF 2 07/14/21 2" WATER METER & 2" RPZ
GSB DAVIE COUNTY PUBLIC UTILITIES
3.07 daviecountyNC.gov [phone]
niiiil
I III
II�
t 1t/'■1\�1_�s=V._■_�/t_'-�a' -._!1%1111I111,�'
r1r �: rr ■ r Ilw �:,'
ie Irk"ti Ali °�i ` 1II;i \11
NOTES:
1. BACKFLOW PREVENTER LOCATION REQUIRES PRIOR
APPROVAL, MUST BE WITHIN 10 FT OF METER ON
THE PROPERTY SIDE AND MUST NOT OBSTRUCT
SIGHT DISTANCE. PROVIDE 36" CLEAR OUTSIDE OF
ENCLOSURE ON ALL SIDES.
2. SLAB SHALL BE 3000 PSI CONCRETE, 4"THICK
WITH 6x6-W4XW4 WWF OVER 3" COMPACTED
CRUSHED STONE.
3. BACKFLOW PREVENTER SHALL BE A 'FEBCO' 8"
826YD WITH AWWA RESILIENT WEDGE GATE VALVES.
4. PIPE RISERS AND BENDS SHALL BE DUCTILE IRON
FOR A MINIMUM OF 8 FT EACH SIDE OF GATE
VALVES. ALL BELOW GROUND FITTINGS SHALL BE
RESTRAINED MECHANICAL JOINTS.
PLAN
4" CHECK VALVE
INSULATED
ABOVE
5. THE ENCLOSURE SHALL BE A ALUMINUM 'HOT -BOX'
WITH BALL DRIP
GROUND ENCLOSURE
JUA045106062500 WITH FDC PENETRATION AND
REMOVABLE PARTS JOINED ALONG THE
LONGITUDINAL CENTERLINE, INSULATED TO R8,
2.83"
8'-4.35"
2.83'•
HAVE AN ACCESS OPENING 'A.O.' ON BOTH SIDES
N
8" FEBCO
AS SHOWN AND DRAIN PORTS AT GRADE. NO
0
826YD
LIFTING HANDLES ON THE REAR SECTION DUE TO
PENETRATION. ENCLOSURE COLOR SHALL BE BEIGE
PIPE"`j
6. NO BY-PASS OF BACKFLOW PREVENTER WILL BE
STAND
'n
ACCEPTED.
BCL FP
rn
-
j
7. PROVIDE "FIRE DEPARTMENT CONNECTION" SIGNAGE
IN ACCORDANCE WITH STATE AND LOCAL
PIPE STAND .
REGULATIONS.
(TYP. OF 3)-
8. TWO REQUIRED ELECTRICAL RECEPTACLE INDICATED
F-A�EGROUND
BY :] SHALL BE A GFl MOUNTED A MINIMUM OF
30" ABOVE THE SLAB.
1/2 EXP.
4" CONC. SLAB OVER
(2) 3/4" n
JT, MAT'L
3" STONE COMPACTED
I uwi
RODS AT
9. THE ENCLOSURE SHALL BE HEATED WITH TWO
TYP.
�-
�
'
EA. RISER I
1500W, 120V SINGLE PHASE HEATERS.
2" DIA. GALV. SCH 40
�
STEEL BRACE BETWEEN
METER
CAPS WITH CONC. EA. END
'
SERVICE
SIDE
1°
SIDE
8" FIRE LINE RPZ &
CONC. THRUST
FDC IN AN ENCLOSURE
8" DI
BLOCK TO UNCUT
DI
EARTH TYP.
SECTION
32 W-FIRE RPZ+FDC 800
SHEET: 1 of 1 05/20/20 8" FIRE LINE RPZ & FDC
GSB DAVIE COUNTY PUBLIC UTILITIES
4. 0-9 IN AN ENCLOSURE doviecount+AC aov r3361753-fi090
(D
Z
Eu
w
Z
(D
z
w
to
0
N N
C
(N
Z�
ww
2
0W
V � �
OZ o
ALu 0 0
0<
oa 0
[N
01
PE SEAL:
C `CARO
.• 0 %. � o
I SEAL
045345
.'•��G I N' � 0 C��%
., �� : %
BUG
�'�
02/21/2023
N
1
Q J
Wtn
J Ix
O W
� H
�a
� V
= W
W a�z p
O"I
a
V = Z 0
V W
=ZW W
V) ::) 0 mn
O Lu J O V =
Lu i
W a� a
00
W
V) N
Y �z
Cie Cie
33
V V
J J
mm
Cie
ww
CL
0
W W
_N N
W
W
Cie
,
04C4
(,4 (V
y 04
O 01\
W
CC CV C')
m�3
CV
N
J Vk 0
r
o
LL
w 0
wmm
Lu
_ 00
ZZ0
3 w
to t-
Lu
Z�w
w�=
�
w
O
V
�

NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE NCDEQ EROSION & SEDIMENT CONTROL PLANNING & DESIGN
MANUAL FOR RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95X OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING
CHANNEL SHALL NOT BE ALLOWED.
B. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON
WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIP RAP.
10. ANY DISTURBED AREA FROM END OF APRON TO RECIEVING CHANNEL
MUST BE STABILIZED.
USE USDA NOMOGRAPH FROM NC SEDIMENT AND EROSION CONTROL MANUAL FOR DESIGN DATA.
d50 (see fig 8.06 akb "NC SEDIMENT AND EROSION CONTROL MANUAL"
dmax = 1.5 x d50
T = 1.5 X dmax.
T(min.)=10"
GENERAL NOTES:
1. UNIFORMLY GRADE A SHALLOW
DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE
GROUND SURROUNDING THE INLET. SPACE
POSTS EVENLY AROUND THE PERIMETER OF
THE INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH
HARDWARE CLOTH. SECURE THE WIRE MESH
TO THE STEEL POSTS AT THE TOP, MIDDLE,
AND BOTTOM. PLACING A 2-FOOT FLAP OF
THE WIRE MESH UNDER THE GRAVEL FOR
ANCHORING IS RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5 OR #57
STONE) ON A 2:1 SLOPE WITH A HEIGHT OF
16 INCHES AROUND THE WIRE, AND
SMOOTH TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA
HAS BEEN STABILIZED, REMOVE
ACCUMULATED SEDIMENT, AND ESTABLISH
FINAL GRADING ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND
STABILIZED IT WITH GROUNDCOVER.
NATURAL
rM
PLAN
(IF NEEDED)
ELEVATION
1
1MIN.
T
RIP RAP _ML
T (THICKNESS)=10" MIN.
NOTE: LAYER OF FILTER FABRIC
MINIMUM H=2/3 PIPE DIAMETER
SECTION B-B
RIPRAP APRON AT PIPE OUTFALLS
OTHER THAN AT SWI M
NCDOT #5
WASHED
NCDOT #5
WASHED
HARDWARE CLOTH AND GRAVEL
INLET PROTECTDON
RE
ENINGS)
NOT TO SCALE
S EXPANSION JOINTS
6° E� 4r 61, 41-611
\1
#4 BARS "V" 6" 6" STD. 840.03 FRAME,
@ EQUAL SPACES
11/2 ,+-� 1 %2" GRATE & HOOD
311
Im _�
R cn R M
j¢ Q h-• 6'-0"
� P LAN
0�
J m ¢ LL CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
D] Q LL 7
rp Lu TOP
cl) USE ON FLAT ELEV. EXPANSION JOINT 6'
GRADES 2% AND UNDER \ 7
S _ I DEPRESSED GUTTER LINE
EXPANSION JOINT 3 01 I m 1 3 Q
PLAN OF TOP SLAB SECTION S-S �'
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
6" E #8 "W" BARS #4 BAR EXPANSION JOINT 6.r+
8 TOP
BARS "V" cv USE ON GRADES OVER 2� ELEV.
EQUAL SPACES -
-1011 1 DEPRESSED GUTTER LINE
" " L6-
I EXPANSION JOINT 1 01 1 I MAX.
#4 BARS U tl„
DOWEL ELEVATION
SECTION R - R NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)
DIMENSIONS OF BOX AND PIPE
COVER
DIMENSION
CU.YDS. CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS-W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT.CONC.
ON MINIMUM
HEIGHT H
D
A
B
C
G
H
E
F
C.M.
R.C.
12"
3'-0"
2'-2"
2'-9"
0.235
0.772
0.015
0.026
151,
3'-0"
2'-2"
31-01,
0.235
0.829
0.023
0.036
181,
3'-0"
2'-2"
31-31,
0.235
0.887
0.033
0.049
24"
3'-01f
2'-2 r
3'-9"
0.235
1 .001
0.059
0.085
30"
3'-0"
2'-2"
T-4"
4'-31'
V-2"
4'-0"
4
1'-51,
2
T-9"
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36"
3'-0''
2-2'`
3'-10"
4' 9
11_g'/
4_0''
4
1'111"
3
3' 9'1
3
3`-9"
43
0.161
0.$58
1.714
0.132
0.178
42"
3 -0
2'- 2'
4'- 5
5' 3"
1 -5
3'- 2'
4
1 -8'
2
2 -11 '
3
21 11
32
0.112
0.318
1.738
0.180
0.243
48"
3'-0"
2'-2"
51-01,
5'-9"
2'-0"
3'-2"
4
2'-3"
3
2'-11°
3
2'-11"
35
0.145
0.352
2.052
0.235
10.317
54"
3'-0"
2'-2"
5'-7"
6'-3"
2'-7"
3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
43r' NOTE: USE TYPE "E", "F" AND "G" GRATE
UNLESS OTHERWISE NOTED.
.. PLAN
FRAME,GRATE, & HOOD ASS'Y
SECTION - KK
a to nrrir"E:SSION
SECTION G-G
2'-31/4r,
1 N6,r 2rr
SECTION H-H
ALIGN FRAME WITH INSIDE
EDGE OF WALL TO ALLOW
FOR VERTICAL ADJUSTMENT o.
WALL SECTION
SECTION - BB
r rnrun� r�n��
3'
R --d"
41 0.180 0.386 2.387 0.297 0.401
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
a
N�
21/8,r
SECTION - LL
T�
T
SECTION - PP
=1
11/2rr 6" 2r-Or, 6" rr r
3 „��-T� 3/ r r
} Q3/4 rr r
`Y � 1 rr
�6
2'-111/2„
R
HOOD ELEVATION
�1 1/2 u
c 1 %2 to
8
rr
r� H
�G� o G
l l 0
C9 `- 0-- --- T
[V O_
0
I�
`N H
v7�
T H421r 41�2rr
1 r 75/8rr
PLAN OF GRATING
CAST IRON
O Z
LL
C'3 U)
H m 0-
CL
d'
LO
cc
v 0
0 cr
Q W F-
W
} N
r-
0 O
0 V
L1C
HEET 2 OF 2
840.02
z
O �
H }
H
PL�II
L
3r, P
z�= ,
U
r
1flf
F-I O
LLJ�I-I
0
=
IT
f]C
WQzL=
21/8„
HU�00
I --I
N N
H
_j
SECTION - MMI
CO LL o
o O {{ j <
z H
d I-i
LLI 0
r r
T
SECTION - NN
4�"-^ jI :zfl
`N
co
3rr
_Y41
I _
1
LL C) m
_
cp
Cm
=
_
rn
1 4
Y
H C U
Z Q
a 0
�
?3/"
O n O
Q
W
za¢
SECTION - JJ
} e' O
Q W
rr
55/8
W
1/2 rr
S
Q Q p
311 R
0
_T
z0
r1
1/2
?'
1/2 rr
LL
4rJ/$rr
SECTION - RR
SHEET 1 OF 2
840.03
3r-6rr
F �
1
E
CD
1 �-
N
El
- -i
I
F
PLAN OF FRAME
CAST IRON
1/8 rr 1/8 rr �8 rr 1/8 it
1++ If 1 r r 1 r r
31-33/4rr 2'-33/+r
i/8 fr � to 1/8 1/8 !! rr
U $ O
3/ rr 3/ rr I I 3/ of 3/ of
It
31
2n 2'-2+'
21/8rr_ 21/8rr�
3'-13/4rr CV N 2r-13� N N
3'-6rr 2'-6rr
SECTION E-E SECTION F-F
z
O cn
Q Q
H U
LL J I--i z
00cj)=
WQQLL=
QUC=010-I
u_ :c Z �
0 O cf) Q
z H �
H >
CL H
W 0
0
r
V) d
W 00
H 0
LL a
H � T
Q Z 0
<a�
O CD
o W �
Qa�
z O
Q
0 ~Lu
0
} J
Z =
p H H
Q H
0 C
O W
CA
0 =
O
LL
SHEET 1 OF 1
840.16
S-01
6 E---j
'
#4 BARS "V" I 6
@ EQUAL SPACES
3rp
1 /2 „
R U) R
� U
W
cr
Q J
0] Q LL
Itw
m �
S
PLAN OF TOP SLAB
6" E #8 "W" BARS
1, ll
SPACES
io
#4
SECTION R-R
6ll
IT-,
1,,211
cn t w
p¢
m�
m ¢ LL
* w
ih
SECTION S-S
#4 BAR
N
L6j
DOWEL
EXPANSION JOINTS
4'-6" 1 4'-6"
STD. 840.03 FRAME,
GRATE & HOOD
F-� 6'- 0'
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT 6'
GRADES 2% AND UNDER
_ I DEPRESSED GUTTER LINE
EXPANSION JOINT I 00
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 6r+
811 TOP
USE ON GRADES OVER 2� ELEV.
-10 1 6E O ESSED GUTTER LINE
EXPANSION JOINT 1, 0„ 1MI MAX. MI
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)
DIMENSIONS OF BOX AND PIPE
COVER
DIMENSION
CU.YDS. CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
IWIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS-W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT.CONC.
E MINIMUM
HEIGHT H
D
A
B
C
G
H
E
F
C.M.
R.C.
12"
3'-0"
2'-2"
2'-9"
0.235
0.772
0.015
0.026
151,
3'-0"
2'-2"
3`-0"
0.235
0.829
0.023
0.036
181,
3'-0"
2'-2"
3'-3"
0.235
0.887
0.033
0.049
24"
3'-0"
2'-2"
3'-9"
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
V -2"
4'-0"
4
V -5"
2
T- 9
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36"
3'-0"
2'-2"
3'-10"
4'-9"
1'-8"
4'-0"
4
1'-11"
3
3'-9"
3
3'-9"
43
0.161
0.358
1.714
0.132
0.178
42"
3'-0"
2'-2"
4'-5"
5' 3"
it-5"
3'-2"
4
1' 8"
2
2' 11"
3
2' 11"
32
0.112
0.318
1.738
0.180
0.243
48"
3'-0"
2'-2"
51-0"
51-91,
2'-0"
3'-2"
1 4
2`-3°
3
2'-11"
1 3
2`-11"
35
0.145
0.352
1 2.052
0.2 55
0.317
54"
3'-0"
2'-2"
5'-7"
6'-3"
2'-711
1 3'-2"
1 4
2'-10"
5
2'-11"
1 3
2'-11"
41
0.180
0.386
^" WEEP HOLES
J
Y I
PLAN
WITH GRATE & FRAME REMOVED
BRICK COPING(INCIDENTAL)
TOP ELEVATION
STD. 840.16 FRAME -
I & GRATE
I fi 1' p 6"
s"
vi
z
I
I
m
SEE NOTE DOWEL(SEE NOTE)
SECTION X-X
2.387 0.297 0.401
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
A5 SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
#4 BAR
B 6"
N
x
I
DOWEL
MAX. PIPE THIS SIDE - 18'
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
TOT
WINEAL
coN E
FOR xIGHT, iw, H
HEH
C.M.
R.C.
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"
2'-3"
0.648
0.023
0.036
18"
2'-6"
0.703
0.033
0.049
24
3'-0"
0.814
0.059
0.085
30"
3' O"
2'-0"
3' 6"
0.222
0.222
0.925
0.092
0.127
F
iL MANHOLE
E
C
L
D ��.,4 D
i / �?n•i`�� 1
a�Q 1 �' �I
CL A
-41
- 3
co _.D.54 C
FOR MANHOLE COVER & FRAME #
PLAN OPTIONALSPACED 6"
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
„ COVER TO SURFACE
ELEVATION MAX. 1'
p.
cn
- L •1 OUTLET PIPE
a
6 , E OR F �2
fi
A
SECTION
61 C-C OR D-D
SECTION X-X
SECTION Y-Y
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
#4 BAR
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL/
FT. 4F HT.
LBS.
REINF
CU. YDS.
MIN. H
C. S.
R.C.
12"
2'-0"
2'-0"
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
15"
1 2'-3"
2'-3"
2'-6"
12
310"
3'-3"
3'-3"
0.196
1 0,196
0.204
24
0.902
0.023
1 0.036
18"
2'-6"
2'-6"
2'-9"
14
3'-3"
3'-6"
3'-6"
0.227
0.227
0.222
30
1.065
0.033
0.049
24"
3'-011
31-01`
3'-31,
16
3'-9"
41-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
301,
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
0.375
0.296
51
1.860
0.092
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-9"
5'-0"
5'-01,
0.463
0.463
D.333
64
2.341
0.132
0.178
42"
4'-6"
4'-6"
4'-9"
22
5'-3"
5'-6"
5'-6"
0.560
0.560
0.370
77
2.878
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
6'-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54"
5'-10"
5'-10"
51-91,
28
6'-7"
6'-101f
6'-10"
0.865
0.865
0.444
126
4.283
0.297
0.401
601,
61-6"
1 6'-6"
6'-3"
30
7'-3"
1 7'-6"
7'-6"
1.042
1.042
0.481
145
5.090
0.367
0.495
66"
7'-1"
7'-1"
6'-9"
32
V-10"
1 8'-1"
8'-1"
1.210
1.210
0.518
169
5.917
0.444
0.589
z
O�
< Q
Q
" O (
L J U
La-
0 0 c _
WQzLL.
=
Q0C=0C I
Z LLJ
pOCOQ
z ,jam
CL
d 0
r LLI
O Z
LL
C'3 U)
H m CL
CL
d'
cc
0 cr
Q W F
W
= N
r-
0 0
O V
OC
HEET 2 OF 2
840.02
z
O �
H }
H Q
Q
LL J I--i
0 0 cj) _
WQQLL.
=
QU=01O-I
CO- :c Z �
O c" Q
z H
H >
d m
r Q 0
O
LL Lu
CD J
Z Z W
1--I
© � O
� Q Cr)
Z W =
w W ~
N
r-
o z
O
0 Q
ct
HEET 1 OF 1
840.14
z
O TUa
Q Q
� r, U
LL, J � I--i z
00cj)=
WQQLL-
F- 0 0 CD
O cf) Q
z H �
H >
CL I --I
r Q 0
0 x
LL Q
C'3 CO J
O LiJ
O z 1
H Q CL
p m
v J to
©zQ(�
0 Oy °C
~ 1.- 0 ~
07
} W N
gV 1--i r"
Q O
0 (�
ac
JEET 1 OF 1
840.31
(D
Z
LL
Lu
Z
(D
Z
LL
to
0
N N
CN�
N r.,
Z�
w w
Z
Ow
(j o�
<
V � �
QZ
O J O
D
Lu
OU
0
0, Z
C4 Z
01
PE SEAL:
,��ssiFssss♦
�� �•
.• O 7%10
• �.
I SEAL
045345
•
•'•:�G A I�••• c
*114111911*
02/21/2023
N
1
Q J
WZ tn
12
�mm o� _
00
ima
Le)U <
= W
W Z p
O"i
a
V =Z0
V W
= Z L>i,i W
V) : 0
O J O
Lu =
LLI > QC
W > a
0 C0
L
W
N
Z
0
_N
W
N
qq
mF_3
CNI
o
LL
O
Lu
Z Z Lu
�
L~u
2
3w
V
Z�w
w�=
�
w
0
V
�