SW5210202_Plan (SCM Detail)_20210510

5.0'
5.0'
5.0'
4.0'
SIPHON OUT
6" MIN. WALI
THICKNESS (T'
0-RING
OUTLET
FILL BOTTO
RISER
CONCRET
INVERT ELEVP
#5 REBAR
@ 12" O.C.
WET POND PLAN VIEW
NOTES
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE AND SHRINKAGE
STEEL REINFORCEMENT.
2. TRASH RACKS FOR RISER NOT SHOWN FOR CLARITY.
3. TO PREVENT FLOTATION, CAST CONTROL STRUCTURE WITH ANTI -FLOTATION BLOCK WITH #5 REBAR
FROM FOOTING.
4. REINFORCED CONCRETE STRENGTH TO BE 3,000 PSI.
5. RISER STRUCTURE TO BE CAST IN PLACE, MONOLITHIC CONCRETE OR PREFAB RISER STRUCTURE
THAT ARE MULTIPLE SECTIONS REFER TO RISER JOINT CONNECTION DETAIL.
REMOVABLE GATE VALVE WHEEL AND STEM
TO EXTEND ABOVE TRASH TRACK, BUT NOT
THROUGH ACCESS HATCH
100 YR WSEL = 252.79
TOP OF RISER EL. = 252.50
10 YR WSEL = 252.51
o - - - - - j2YRWSEL =252.32
------ YR WSEL = 252.15
0
4
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
o NCDOT STD. 840.66. STEPS
SIPHON OUTLET
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL)
WRAP OUTSIDE OF PIPE JOINTS WITH
LAYER OF TYPE II GEOTEXTILE
8" DIP FOR DRAIN
FILTER, COVER 2 FT BY 3FT OF PIPE
CENTERED ON JOINT.
8" X 4" REDUCER FOR
o
TEMPORARY SKIMMER.
REMOVE AT COMPLETION
15" 0 O-RING RCP
8" GATE VALVE FLOW
INV. SEE RISER PROFILE
4" PVC FOR TEMPORARY
SKIMMER. REMOVE AT 5.0' W X 5.0' L X 1.00' H
COMPLETION CONCRETE ANTI -FLOTATION BLOCK
3,000 PSI CONCRETE W/ #5 REBAR @16"
O.C. BOTH DIRECTIONS
BOTTOM ELEV. = 244.00
5' x 5' (O.D.) PERMANENT REINFORCED CONCRETE
OUTLET STRUCTURE DETAILS
N.T.S.
260
PROP GROUND 3:1 (TYP)
(SEE DAM EMBANKMENT
AND SOIL COMPACTION
SPECIFICATIONS)
255 1
PIPE
I'll 01
24" HDI
@ 0.55
250 I .... ....
INV IN: 250.00
I
FOREBAY
2:1 SLOPE -
BELOW SHELF
a (�
_Iz
6' VEGETATED
SHELF
245 I .... ...._-Y
TOP SED STORAGE (246.00)
BTTM FOREBAY (245.00)
4" DI DRAIN LINE W/
FILTER FABRIC
4" GATE VALVE
240
rn I CD
co co
N N N N N
0+00 0+50
M
N
100 YR WSEL = 252.79
TOP OF BERM (254.00)
10 YR WSEL = 252.51
INCLUDES 5%
2 YR WSEL = 252.32 w
SETTLEMENT
L
n
1 YR WSEL = 252.15
ADJUSTMENT
260
w
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04 �............
............................... ..............
Lq
Oz
It
..
255
a
NIz
1+00
1+50
2+00 2+35.55
RISER STRUCTURE & OUTLET PROFILE VIEW
WET DETENTION BASIN CONSTRUCTION SEQUENCE:
1. IF THE WET DETENTION BASIN IS USED AS A SEDIMENT TRAP DURING CONSTRUCTION, ALL SEDIMENT DEPOSITED DURING CONSTRUCTION MUST BE REMOVED, EROSION FEATURES MUST BE REPAIRED, AND THE VEGETATED SHELF MUST BE RESTORED, BEFORE OPERATION AS A
STORMWATER SCM BEGINS.
2. DO NOT BEGIN CONSTRUCTION OF WET DETENTION BASIN AREAS UNTIL SITE CONSTRUCTION IS COMPLETE, ALL PARKING SURFACES ARE PAVED, AND THE ENTIRE SITE HAS BEEN ESTABLISHED WITH A GOOD STAND OF GRASS.
3. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN PLACE AND THE SLOPES DRAINING TO THE WET DETENTION BASIN AREA SHALL BE STABILIZED BEFORE CONSTRUCTION OF THE WET DETENTION BASIN BEGINS.
4. INSTALL TEMPORARY SILT FENCE AROUND THE WET DETENTION BASIN AREA AS NEEDED.
5. EXCAVATE WET DETENTION BASIN AREA, PER THE GRADES AND DETAILED ELEVATIONS SHOWN ON THE CONSTRUCTION PLANS.
6. CONTACT ENGINEER SO AN AS -BUILT SURVEY CAN BE PERFORMED OF THE WET DETENTION BASIN.
7. INSTALL ANY REMAINING STORM DRAINAGE PIPES AND INLETS.
8. FINE GRADE THE SIDE SLOPES OF THE WET DETENTION BASIN AREA. DRESS UP VELOCITY DISSIPATER AS NEEDED PER THE PLANS.
9. INSTALL GRASS PER GRASS SPECIFICATIONS.
10. PLANT ALL PROPOSED VEGETATION PER WET DETENTION BASIN PLANTING PLAN. CONTACT THE PROJECT LANDSCAPE ARCHITECT TO COORDINATE AS NEEDED.
11. FINE GRADE, SEED AND STABILIZE ANY REMAINING DISTURBED AREAS AROUND THE OUTSIDE OF THE WET DETENTION BASIN AREA. REMOVE SILT FENCE.
12. UPON COMPLETION OF WORK, CONTACT THE PROJECT ENGINEER AND LANDSCAPE ARCHITECT FOR AN INSPECTION AND TO BEGIN THE AS -BUILT CERTIFICATION PROCESS. AN AS -BUILT SURVEY OF ALL ASPECTS OF THIS FACILITY WILL BE PERFORMED BY THE ENGINEER.
CERTIFICATIONS WILL NOT BE ISSUED IF THE SCM DOES NOT MEET OR EXCEED THE REQUIREMENTS CONTAINED IN THE CONSTRUCTION DOCUMENTS. SHOULD REMEDIAL WORK BE REQUIRED, ALL COSTS ASSOCIATED WITH THE REMEDIAL WORK INCLUDING RE -SURVEY AND
RE -INSPECTIONS WILL BE BORNE BY THE CONTRACTOR.
4" PVC CAP A PRECAST RISER
8" STRUCTURE WALL
4" ORIFICE AT I 40
PVC PIPE AT INV.
12" ELEV.= 251.00 3
INVERT = 251.00 (PPE)
12"
4" PVC CAP WITH
1.0" 0 DRILLED ORIFICE
SIPHON OUTLET DETAIL
TOP OF DAM = 254.00'
(INCLUDES 5%
SETTLEMENT
ADJUSTMENT)
30' WIDE EMERGENCY SPILLWAY
3;1
EMERGENCY SPILLWAY
ELEV. = 253.00'
LINE EMERGENCY SPILLWAY W/ CLASS B
RIPRAP AND NON -WOVEN FILTER FABRIC
OR 50 MIL HEAVY DUTY SILVER TARP
EMERGENCY SPILLWAY TYPICAL SECTION
N.T.S.
CONSTRUCTION SEQUENCE FOR CONVERTING THE
SEDIMENT BASIN INTO A PERMANENT STORMWATER
MANAGEMENT BASIN
1. AFTER COMPLETE STABILIZATION OF THE SITE AND
APPROVAL FROM THE NCDENR FOR REMOVAL ALL
EROSION CONTROL MEASURES, DEWATER THE
TEMPORARY SEDIMENT BASIN AND CLEAN OUT
ACCUMULATED SEDIMENT.
2. FOLLOW ALL RECOMMENDATIONS OF OWNER'S
GEOTECHNICAL ENGINEER FOR ALL BASIN REPAIRS
AND MAINTENANCE.
3. REMOVE SKIMMER AND BAFFLES.
5. GRADE BASIN TO FINAL GRADES INDICATED AND SOD
SIDE SLOPES.
6. REMOVE PLUGGED RISER AND CUT IN WEIRS &
INSTALL PVC QWV DRAW DOWN PIPE.
7. REFER TO LANDSCAPE PLAN FOR SCM PLANTINGS.
4208 Six Forks Road, Suite 1000
Raleigh, NC 27609
p: 919.825.4882
www.sgarc.com
Consultants:
Civil:
Timmons Group
5410 Trinity Road, Suite 102
Raleigh, NC 27607
919.866.4951
MEP:
RMF Engineering
8081 Arco Corporate Drive, Suite 300
Raleigh, NC 27617
919.941.9876
Structural Engineer:
SCHRADERGROUP
4208 Six Forks Road, Suite 1000
Raleigh, NC 27609
919.825.4882
Communications:
Mission Critical Partners
4208 Six Forks Road, Suite 100
Raleigh, NC 27609
888.862.7911
Professional Seal:
CAPO
SEAL;
VO*4 '74
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Owner:
Franklin County,
113 Market Street
Louisburg, NC 27549
NC
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ISSUED FOR:
NO.
DESCRIPTION
DATE
1
DID SET
02-05-2021
2
100% DESIGN DEVELOPMENT
02-17-2021
3
BUILDING PERMIT SET
04-16-2021
4
ISSUED FOR BIDDING
04-23-2021
DATE: 05/10/2021
SG PROJECT NUMBER: 20-010
Key Plan:
Drawing Title:
WET POND PLAN,
PROFILES, & DETAILS
Drawing Number:
C402

DAM EMBANKMENT AND SOIL COMPACTION SPECIFICATIONS
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE
PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS WITHIN 3-FEET OF EITHER SIDE OF THE PRINCIPAL
SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS
THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO
PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR
TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY
WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM
THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE
CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS
SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION
AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF
THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE
AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK
FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.) MAY BE
REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY
MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE
SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED
ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE
CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 4-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE
DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND MULCHED OR HYDROSEEDED.
TESTING, OBSERVATION, AND CERTIFICATION
1. TESTS OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM /KEY TRENCH SHALL BE
PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION
OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF THE COMPACTED FILL
AND THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM SO THAT THE TESTING CAN BE
COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION
HAS NOT BEEN OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED
OR REBUILT. ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
2. CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A
QUALIFIED GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF
NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND
CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE COVERED BY THESE STANDARDS AND
GUIDELINES.
3. ON CLASS A, B, AND C DAMS (WITH THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT
DRAINAGE FROM AN AREA OF 25-ACRES OR LESS), THE GEOTECHNICAL ENGINEER, AS DEFINED ABOVE, SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM (I.E., PREPARATION OF THE FOUNDATION,
INSTALLATION OF THE CUT-OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF
THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND
TESTING MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER ON CLASS D
DAMS AND CLASS C, DETENTION ONLY, DAMS) TO STATE, IN HIS/HER PROFESSIONAL OPINION, THAT THE
SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
GENERAL NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NCDEQ AND NCDOT STANDARDS, SPECIFICATIONS AND
DETAILS.
2. SEE GRADING PLAN FOR MORE INFORMATION ON ENTIRE SITE GRADING.
PLANT SPECIES (SEE TABLE)
2-3" DOUBLE SHREDDED HARD
WOOD MULCH LAYER
HEIGHT VARIES WITH PLANTS 1" COMPOST LAYER
AMENDED SOIL MIX
UNDISTURBED EARTH
12" MIN.
WET POND VEGETATION DETAIL
N.T.S.
WET POND VEGETATED SHELF PLANT LIST
MINIMUM
REQUIRED PLANT DENSITY = 50 PLANTS PER 200 SQUARE FEET OF VEGETATED SHELF
(1685 SF / 200 SF) * 50 PLANTS = 421 MINIMUM PLANTS REQUIRED.
THE FOLLOWING PLANTS SHALL BE PLANTED ON THE 6-FOOT WIDE VEGETATED SHELF BETWEEN THE
ELEVATIONS OF 250.50-251.50:
QUANTITY
BOTANICAL NAME
COMMON NAME
SPACING
NOTES
EUPATORIADELPHUS
PLANT IN GROUPS
70
JOE PYE WEED
4' O.C.
FISTULOSUS
OF 5
GREAT BLUE
PLANT IN GROUPS
70
LOBELIA SIPHILITICA
4' O.C.
LOBELIA
OF 5
CARDINAL
PLANT IN GROUPS
70
LOBELIA CARDINALIS
4' O.C.
FLOWER
OF 5
SPOTTED
PLANT IN GROUPS
70
EUPATORIADELPHUS MACULATUS
4' O.C.
TRUMPETWEED
OF 5
SWAMP
PLANT IN
70
ASCLEPIAS INCARNATA
4' O.C.
MILKWEED
OF GROUPS
STARRUSH
PLANT IN GROUPS
71
RHYNCHOSPORA COLORATA
4' O.C.
PLUMEGRASS
OF 5
NURSERY SOURCES:
MELLOW MARSH FARM [phone]
CURE NURSERY [phone]
6"
1/2"0 GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
12" x 4" x 1 /2"
STAINLESS STEEL
STRAP (4 PER
RISER JOINT)
3.0"
NOTES:
1. CONTRACTOR
SHALL INSTALL
STRAPS PER
DETAIL ON ALL
PREFAB RISER
STRUCTURES
THAT ARE
MULTIPLE
SECTIONS AND
ENSURETHAT
THESE JOINTS ARE
WATERTIGHT.
RISER JOINT CONNECTION DETAIL
N.T.S.
RCP FES SLOPE 0 % FLOW
III III III III III
�.:.°'' mml I I III III III
°�,�
°., , °,, F
STAINLESS d
BOLT
CURTAIN WALL OUTLET PROTECTION
NOTES:
1. d = 18" MIN. OR DEPTH OF RIPRAP OUTLET PROTECTION, WHICHEVER IS GREATER.
2. CURTAIN WALL IS TO BE A MIN. 6" IN WIDTH AND CONSTRUCTED OF 3000 PSI
REINFORCED CONCRETE.
3. CURTAIN WALL AFFIXED TO BOTTOM OF FLARED END SECTION BY STAINLESS STEEL
BOLTS 8" O.C.
CONCRETE CURTAIN WALL DETAIL
N.T.S.
GATE VALVE
7.0' 5.0'
11.3 LF
2"x2"x1/4"
ANGLE
THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH TO
BE PROVIDED BY THE TRASH RACK
FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS AND ALIGNED
WITH STEPS
7.0'
1.0' (TYP.)
11.3 LF
2"x2"x1/4"
ANGLE
CONCRETE ANCHOR
BOLT (TYP., SEE
N
11.3 LF
2"x2"x1/4"
ANGLE
1.0' 1.0'
(TYP.) (TYP.)
2' MIN.
2.8'
Do '
<
2' !,
!
A TOP OF DAM
OUTLET PIPE, REFER TO BMP DETAIL SHEETS
TOP OF DRAINAGE
DIAPHRAGM
2" LAYER OF #8 CHOKING STONE
BETWEEN SAND AND GRAVEL
(2) 4" SCH 40 PVC PIPE
PERFORATED THROUGH
WIDTH OF STONE IN
DIAPHRAGM
#57 STONE
ASTM C-33 CONCRETE SAND
I- 2' ---1 --d 12"
3xDc 3,000 PSI MIN.
CONCRETE
CRADLE n
NOTE: (NO FLOWABLE A
FILL)
1. 4" DRAIN OUTLETS FOR DIAPHRAGM SHALL BE PROTECTED BY AN APPROPRIATE RODENT GUARD: 2" X 2" STAINLESS STEEL
MESH SECURED WITH STAINLESS STEEL CLAMP OR APPROVED EQUAL.
2. PIPE SHALL INCLUDE EXPANSION JOINTS SPACED EVERY 8 FEET ON CENTER.
3. JOINTS WRAPPED WITH DOUBLE LAYER OF NON -WOVEN GEOTEXTILE FILTER FABRIC ON OUTSIDE OF PIPE SHALL COVER 2
FEET BY 3 FEET OF PIPE CENTERED ON JOINT.
TOP OF DAM J TOP OF DRAINAGE
DIAPHRAGM
EMERGENCY 2' MIN.
`(P SPILLWAY
----- 2'MIN--- -
CONCRETE NOTES:
ANCHOR
BOLT (TYP., 1. ALL REBAR TO BE #4 REBAR.
SEE NOTE #4)
2. ALL REBAR AND ANGLES TO BE STAINLESS STEEL.
3. STAINLESS STEEL 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH
RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE RISER
WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
FABRICATED HINGES
FOR THE 2'x3' ACCESS 4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR
HATCH. ACCESS HATCH 4"x1/4" CONCRETE ANCHOR BOLTS THROUGH ANGLES.
SHALL BE POSITIONED
OVER STEPS. 5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR
CONCRETE COLLAR.
6. ACCESS HATCH SHALL HAVE AN ACCEPTED DESIGN LIFE OF 75 YEARS.
RISER TRASH RACK DETAIL
N.T.S.
OUTLET PIPE WRAPPED IN
DOUBLE LAYER OF NON -WOVEN
GEOTEXTILE FILTER FABRIC AT
PIPE JOINTS. COVER 2 FT. OF PIPE
CENTERED ON JOINT.
FLOW - - -
of
CONCRETE CRADLE 2-
SHALL EXTEND THE,
` 2 CION-PERFOFULL LENGTH OF THE ( CONDUIT ()RATED 4" SCH 40
PV(CONNECT TO DOWNSTREAM
SECTION A -A
DRAINAGE FILTER DIAPHRAGM DETAIL
N.T.S.
STRUCTURE OR DAYLIGHT ON
GRADE)
_ 40 PVC THROUGH
WIDTH OF STONE IN
DIAPHRAGM
- CAPPED (TYP.)
4208 Six Forks Road, Suite 1000
Raleigh, NC 27609
p: 919.825.4882
www.sgarc.com
Consultants:
Civil:
Timmons Group
5410 Trinity Road, Suite 102
Raleigh, NC 27607
919.866.4951
MEP:
RMF Engineering
8081 Arco Corporate Drive, Suite 300
Raleigh, NC 27617
919.941.9876
Structural Engineer.
SCHRADERGROUP
4208 Six Forks Road, Suite 1000
Raleigh, NC 27609
919.825.4882
Communications:
Mission Critical Partners
4208 Six Forks Road, Suite 100
Raleigh, NC 27609
888.862.7911
Professional Seal:
CAPO
SEAL;
0�` 4�'74
a r •
Owner:
Franklin County,
113 Market Street
Louisburg, NC 27549
NC
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ISSUED FOR:
NO.
DESCRIPTION
DATE
1
DD SET
02-05-2021
2
100% DESIGN DEVELOPMENT
02-17-2021
3
BUILDING PERMIT SET
04-16-2021
4
ISSUED FOR BIDDING
04-23-2021
DATE: 05/10/2021
SG PROJECT NUMBER: 20-010
Key Plan:
Drawing Title:
WET POND NOTES &
DETAILS
Drawing Number:
C403