SW6100701_Plan Sheet (Set)_20120802

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VICINITY MAP /
NOT TO SCALE
LEGEND
>NIr
O
R/W
or C.L.
C-'
0
IT-
0—i----
SS
W
UGT
GAS
E
1•I•MM��
WATER VALVE
WATER METER
FIRE HYDRANT
SANITARY SEWER MANHOLE
SANITARY SEWER CLEAN OUT (C.O.)
RIGHT OF WAY
CENTERLINE
UTILITY POLE & GUY
UTILITY POLE
PROPERTY CORNER
PROPERTY LINE (SURVEYED)
PROPERTY LINE (UNSURVEYED)
PROPERTY LINE (PROPOSED)
SANITARY SEWER LINE
WATER MAIN
UNDERGROUND TELEPHONEICABLE
GAS MAIN
OVERHEAD ELECTRIC UTILITY LINES
STORM DRAINAGE PIPE
CENTERLINE ROAD (ALIGNMENT)
RIGHT OF WAY
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
DIVERSION DITCH W/ STORAGE
DISTURBED AREA BOUNDARY LINE
SILT FENCE
CHECK DAM
CATCH BASIN (CURB INLET)
CATCH BASIN (YARD INLET)
SURVEY NOTATION
CID
COMPUTED POINT
EPK
EXISTING PK NAIL
EIP
EXISTING IRON PIPE
ECIP
EXISTING CRIMPED IRON PIPE
EIA
EXISTING IRON AXLE
EIS
EXISTING IRON STAKE
ECM
EXISTING CONCRETE MONUMENT
ECS
EXISTING COTTON SPINDLE
ERRS
EXISTING RAIL ROAD SPIKE
PIGS
PK NAIL SET
ISS
IRON STAKE SET
RIW
RIGHT-OF-WAY
WC
WITNESS CORNER
N.C.G.S.
NORTH CAROLINA GEODETIC SURVEY
PP
POWER POWER
SSMH
SANITARY SEWER MANHOLE
NCNG
NORTH CAROLINA NATURAL GAS
TBM
TEMPORARY BENCH MARK
NIF
NO IRON FOUND
EXISTING PROPERTY LINE
EXISTING PROPERTY LINE
TO BE REMOVED
PROPOSED PROPERTY LINE
GENERAL SITE NOTES:
1. STOP SIGNS SHALL MEET THE CRITERIA OF THE NC DEPARTMENT OF TRANSPORTATION.
2. PERIMETERS OF EXISTING WOODED AREAS ARE APPROXIMATE.
3. STORM DRAINAGE, STREET CONSTRUCTION AND PAVING SHALL BE IN ACCORDANCE WITH NCDOT.
4. ACCESS TO SITES SHALL BE BY PUBLIC RIGHT-OF-WAYS AND EASEMENTS.
OTHER ACCESS LOCATIONS REQUIRED SHALL BE SECURED BY THE CONTRACTOR
AT NO ADDITIONAL EXPENSE TO THE OWNER.
5. COMPLIANCE WITH ALL OSHA REGULATIONS, AND JOB SITE SAFETY IS THE
EXCLUSIVE AND SOLE RESPONSIBILITY OF THE CONTRACTOR.
SITE DATA:
OWNER: HCC INVESTMENTS, LLC
CONTACT PERSON: JACKIE HAiRR
ADDRESS: 3077 N. MAIN ST.
HOPE MILLS, NC 28348
TELEPHONE: [phone]
SITE LOCATION:
LATITUDE: 34.9831°N
LONGITUDE: 79.0121°W
AREA FOR MIXED SITE: 47.00 AC.
AREA FOR HARRIS TEETER SITE: 13.02 AC.
AREA FOR CVS SITE: 2.31 AC.
TOTAL DEVELOPMENT AREA: 62.33
TOTAL DISTURBED AREA: 48.00 AC.
PIN NO.: 9494-68-2619
DEED REFERENCE: D.B. 7458, PG. 610
FLOOD ZONE: X
FIRM PANEL: 3710949400J
DATED: 01-05-2007
DUPLEX UNITS: 22 BUILDINGS, 44 UNITS
CONDOMINIUM UNITS: 300
COMMERCIAL SF: 159829 SF
PARKING NEEDED FOR COMM: 800
PARKING NEEDED FOR RES: 558
TOTAL REQUIRED PARKING: 1358
TOTAL PROVIDED PARKING: 2278
ZONE CLASS: MXD
SETBACKS: DUE TO MXD (MIXED) ZONING, SETBACKS VARY.
SETBACKS TO BE APPROVED WiTi BUILDING
DESIGN BY PLANNING.
DIVERSION DITCHES MUST BE STABILIZED WITH
VEGETATION TO PREVENT ERC';:ION.
CATCH BASINS WILL BE CONSTRUCTED
WITH DROP INLET GRATES UNTIL
CONSTRUTION OF CURB AND GUTTER.
RA MOOR VILLAGE
HCC INVESTMENTS.
RETAIL COMMERCIAL AND
RESIDENTIAL DEVELOPMENT
OWNER/DEVELOPER:
HCC INVESTMENTS, LLC
3077 N. MAIN STREET
SUITE 201
HOPE MILLS, NC 28348
TELEPHONE: [phone]
SHEET INDEX
S-1 ' SITE PLAN
S-2 UTILITY PLAN
S-3a EROSION CONTROL PLAN 100 SCALE
S-3b EROSION CONTROL PLAN 60 SCALE
S-3c EROSION CONTROL PLAN 60 SCALE
S-3d EROSION CONTROL PLAN - SOILS
S-3e EROSION CONTROL PLAN - CLEARING
S-4a STORM AND GRADING PLAN 100 SCALE
S-4b STORM AND GRADING PLAN 60 SCALE
S-4c STORM AND GRADING PLAN 60 SCALE
S-4d STORM AND GRADING PLAN -PLANTING
S-5 PROFILE - STORM
S-6 PROFILE - STORM
S-7 PROFILE - STORM
D-1 DETAILS - EROSION
D-2 DETAILS - EROSION
D-3 DETAILS - EROSION
D-4 DETAILS - DRAINAGE
D-5 DETAILS - SITE
***CAUTION***
UNDERGROUND UTILITIES
3 DAYS BEFORE DIGGING CALL
'Qra 7.fgff TOLL FREE 1-800-632-4949
A ONE CALL SYSTEM FOR COMMUNITY AND ,JOB SAFETY.
*** CAUTION *.*
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN
COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION
INDICATED. ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED
AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE
ENGINEER HAS NOT PHYSICALLY LOCATED THE UNDERGROUND
UTILITIES.
NOTE TO CONTRACTOR
CONTRACTOR TO CONTACT NORTH CAROLINA
ONE CALL CENTER AT LEAST 48 HOURS PRIOR
TO SITE EXCAVATION, GRADING OR DIGGING.
Approved 5toanwa,.dr P2rfnit Documents
(.onstructiort in accordance with; iese documents i€
required by the stormwater permit. North 'Carolina
rules require that the st•:rmwal.. !-ysae;n deci¢ter
Inspect during construe lion; certify conformity with thr
plans and spa• dnrl certify ocn+pliance with the
s4ormwater rules. (15 : N�AC 2H .1008 Wat2w
Permit # S W6100 01 Dateby-L�� NC G.rlson o]Wlity
DESIGNED BY:
PLANS PREPARED BY:
DATE:
PROJECT NO.:
REVISED:
Revisit % Date
�Ia�1Fl��T110
PETER E.
0`1, z5. ZO/z-
Hoch
ngineers � P.A.
CONSULTING ENGINEERS & SURVEYORS
1403 NC Highway 50 South - Benson, NC 27504
Phone: [phone] Fax: [phone]
E-mail: [e-mail]
May 12, 2010
3554
July 25, 2012
D�a��
JUL � 6 "L1�12
DENR - WATER 1']t.JALITY
Weu&nft & grAp Maim t3mneh
C
r

SITE DATA:
OWNER: HCC INVESTMENTS, LLC
CONTACT PERSON: JACKIE HAIRR
ADDRESS: 3077 N. MAIN ST.
HOPE MILLS, NC 28348
TELEPHONE: [phone] /
SITE LOCATION:
LATITUDE: 34.9831°N
LONGITUDE: 79.0121°W
ACREAGE FOR COMMERCIAURETAIL 15.31 ACRES
ACREAGE FOR MULTIFAMILY 21.37 ACRES SOT
VICINITY MAP •;.�� '
NOT TO SCALE OPEN/GREEN SPACE REQUIREMENT 9.77 ACRES /,'' .� �-�,�
A
ACREAGE FOR OPEN/GREEN SPACE 22.04 ACRES TRACT, IIA'I
(GRASS ISLANDS/POND AREA) ' �, , /�✓ - f,�r / � /n ,O�/AC cJ
PIN NO.: 9494-68-2619 /' ,� / s
u
DEED REFERENCE: D.B. 7458 PG. 610 /' rr ' %� / 'A
FLOOD ZONE: X LOT
FIRM PANEL: 3710949400J ,/ ,%
DATED: 01-05-2007
LAKEWOOD �35� J�,, ,' LOT TRAEMOOR
ACCESS ,/ tia ' LAKEWOOD
ROAD
o
SECTION ONE
MB 108, PG. 89
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***CAUTION***
N.C. UNDERGROUND UTILITIES
+`krr [r�4
3 DAY5 BEFORE DIGGING CALL
TOLL FREE 1-800--632-4949
A ONE CALL SYSTEM FOR COMMUNITY AND JOB SAFETY.
ss• CAUTION sss
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN
COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTLITIES SHOWN ARE IN THE EXACT LOCATION
INDICATED, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED
AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE
ENGINEER HAS NOT PHYSICALLY LOCATED THE UNDERGROUND
UTILITIES.
TRAEMOOR
@ LAKEWOOD
5ECTfON ONE -A
MS 108, PG. 173
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FIRE HYDRANT
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PROPERTY CORNER
PROPERTY LINE (SURVEYED)
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SS
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UGT
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GAS
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E
OVERHEAD ELECTRIC UTILITY LINES
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STORM DRAINAGE PIPE
- -
CENTERLINE ROAD (ALIGNMENT)
RIGHT OF WAY
- — ---
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
DIVERSION DITCH WI STORAGE
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DISTURBED AREA BOUNDARY LINE
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SITE DATA:
OWNER: HCC INVESTMENTS, LLC
CONTACT PERSON: JACKIE HAIRR
ADDRESS. 3077 N. MAIN ST.
HOPE MILLS, NC 28348
TELEPHONE: 910-42"867
SITE LOCATION:
LATITUDE: 34.9831 •N
LONGITUDE: 79.0121 °W
PIN NO.: 9494-68-2619
DEED REFERENCE: D.B. 7458. PG. 610
DIVERSION DITCHES MUST BE STABILIZED WITH
VEGETATION TO PREVENT EROSION.
CATCH BASI"' WILL BE CONSTRUCTED
WITH DROP INLET GRATES UNTIL
CONSTRUTION OF CURB AND GUTTER.
NO WETLANDS WERE DELINEATED ON THIS SITE
ALL ROOF DRAINS WILL DIRECT RUNOFF TO THE POND
I" DESIGN STORM CALCUL+377ONS
SUPPORTING DATA AND VARIABLES:
IMPERVIOUS: 59.2%
DRAINAGE AREA (DA): 65 acres
Rv: RUNOFF COEFFICIENT
Vt: TREATMENT VOLUME (FIRST INCH)
Vp: PROVIDED VOLUME FOR TREATMENT
MEASURED FROM PPE TO TOP OF RISER
TREATMENT VOLUME CALCULATIONS (3.3.1.):
Rv = 0.05 + 0.9(0.592)
Rv = 0,583
Vt = (3630)(1.0)(0.592)(65)
Vt=137,559 mt
Vp is 510,482 cuff
DRAWDOWN TIME:
1 yr = 3.2 days
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LEGEND
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WATER VALVE
WATER METER
FIRE HYDRANT
Q
SANITARY SEWER MANHOLE
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SANITARY SEWER CLEAN OUT (C.O.)
R/W
RIGHT OF WAY
C C L
CENTERLINE
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J f / s«e CAUTION •ss
_ UTILITY POLE 8 GUY
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM rd UTILITY POLE
/ \ FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN 0 PROPERTY CORNER
COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE
PROPERTY LINE (SURVEYED}
UNDERGROUND UTLIIIES SHOWN ARE IN THE EXACT LOCATION
!COT \\ INDICATED, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED o-- - - - - --0 PROPERTY LINE (UNSURVEYED)
/-;
A5 ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE PR LINE PROPERTY ENGINEER HAS NOT PHYSICALLY LOCATED THE UNDERGROUND PR
' - (PROPOSED)
I�' p� UTILITIES. SS SANITARY SEWER LINE
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E OVERHEAD ELECTRIC UTILITY LINES
STORM DRAINAGE PIPE
LOT!' - - CENTERLINE ROAD (ALIGNMENT)
RIGHT OF WAY
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
LAKEWOOD , ' ` �, a3y� .' j LOT TRAEMOOR
ACCESS I I G ,�� @ LAKEWOOD
ROAD a °�r �� �// 5E:CTION ONE
�/ I MB 108. PG. 85
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PROPOSED MAJOR CONTOUR
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OUTLET SCALE _
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solve for Depth of Flow
Flowrate 71.6400 cfe
Slope O.:0 0 ft/ft
llanaing's a 0.1130
Heigbt 48.0000 fa
0 all
T
0
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U
W
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8ottoit Width 84,0000 is
Loft Slope - 8.3333 ft/Ft (V/H)
0
Right Slope 0.3333 Ft/Ft (V/H)
Computed Results:
H
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Oeptb 19.0356 in
Velocity 3.840S fps
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U
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X
0
Full rlawrate 406.0389 efe
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Area 76.0048 ft2
0
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Perimetas 310.6060 in
Z
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Pier Arae 10.6539 ft2
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Flow Perimeter 204.4027 in
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Hydraulic Radius 13.141S is
Tap Width 198.2251 is
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Percaat 39.6575 X
Critical Information; -
Critical Depth 14.7976 is
Critical slope 0.0026 ft/ft
Critical velocity 5.4296 Fps
I I Q / / Critical area 13.1943 ft2
i 4�' �/ _ •�F,S I/ _ / J 1 f Critical perimeter 177.5967 is
LOT 1 ! Critical hydraulic radius 10.6982 in N r
CCritical top width 172.71146 in I
Pe •�/ QQ �, IHYi �b t ,Sk / 1 O9 / ! ! CSpeci Fic energy 1.8155 ft P: N CL
S'.'Sp• / ! f .-Minimum energy 1.0497 ft a10 -
LOT ! ! Fude number 0.6371 C +y �
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VICINITY MAP /
NOT TO 5CALf=
LEGEND
W WATER VALVE
WATER METER
FIRE HYDRANT
SANITARY SEWER MANHOLE
o SANITARY SEWER CLEAN OUT (C.O.)
RIW RIGHT OF WAY
or C.L. CENTERLINE
�--� UTILITY POLE R GUY
fd UTILITY POLE
o PROPERTY CORNER
PROPERTY LINE (SURVEYED)
Q-� — -- ---0 PROPERTY LINE (UNSURVEYED)
o-- --- — — --a PROPERTY LINE (PROPOSED)
SS SANITARY SEWER LINE
W WATER MAIN
UNDERGROUND TELEPHONElCABLE
GAS GAS MAIN
E OVERHEAD ELECTRIC UTILITY LINES
m 1111111 STORM DRAINAGE PIPE
CENTERLINE ROAD (ALIGNMENT)
RIGHT OF WAY
- -' -- — - EXISTING MINOR CONTOUR
— - EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
-- �= DIVERSION DITCH WI STORAGE
_0 DISTURBED AREA BOUNDARY LINE
x x SILT FENCE
CHECK DAM
® CATCH BASIN (CURB INLET)
® CATCH BASIN (YARD INLET)
IR
Q, SITE DATA:IN
OWNER: HCC INVESTMENTS, LLC
G-
�`" CONTACT PERSON: JACKIE HAIRR
�\ ADDRESS: 3077 N. MAIN ST.
MILLS, NC 28348
TELEPHONE: [phone]
SITE LOCATION:
LATITUDE: 34.9831'N
LONGITUDE: 79.0121'W
TOTAL DEVELOPMENT AREA: 62.33
TOTAL DISTURBED AREA: 48.00 AC.
PIN NO.: .9494-68-2619
DEED REFERENCE: D.B. 7458, PG.:610
DIVERSION DITCHES MUST BE STABILIZED WITH . .
VEGETATION TO PREVENT EROSION.
CATCH BASINS WILL BE CONSTRUCTED
WITH DROP:INLET GRATES UNTIL /
\ CONSTRUTION OF CURB AND GUTTER. \
NO WETLANDS. HAVE BEEN DELINEATED ON THIS SITE. �(
40
� 0)
Specifications for stormwater wet detention basin
All herbaceous plants within the shallow water zones shall be installed between April 1 andjuly 31 of
2011. Installation of herbaceous shallow water plants after this date entails an increased risk of failure and
may only be performed upon mutual agreement between the installation contractor and owner or owner's
representative. The installer must take great care to ensure that plants awaiting installation are kept moist
and shaded at all times. Under no circumstances shall plant toots be allowed to dry out during transport,
storage or installation. Each planting area (shallow land and shallow water) shall be clearly identified and
marked prior to installing plants. Vertical distance from normal pool (permanent pool) shall be the
primary means of locating the planting areas. All plants within the basin (shallow water and shallow land
zones) shall be installed as large drifts of a single plant species, unless otherwise specified. Planting holes
or slits of herbaceous species shall be deep enough to allow the down of the plant to be at grade level,
while roots extend vertically into the substrate without kinking. Soil should not be loosened more than
necessary. Once plants are set in place, soil most be pressed gently but firmly against the entire root
mass, working in a deep to shallow direction, so that water can move via capillary action from the soil to
the plant roots.
Approximately 5 grains of a balanced slow release fertilizer shall be installed next to each herbaceous
large plug within the wetland. Fertilizer may be omitted if 6 inches of fertile topsoil has been applied
throughout the wetland. It is the responsibility of the contractor to ensure that the soil in each planting
area is [Hoist or wet when plants are installed and for 45 days after installation. It is the responsibility of
land owner to ensure that the wet detention basin draw down orifice does not clog, causing water levels
to remain high and killing the plants. Planting densities and sizes shall be as fallow:
At least 50 herbaceous plants of at least 4 cubic -inch containers shall be installed pet 200 ft2 of shallow
water area_
At least 50 herbaceous plants of at least 4 cubic -inch container OR 8 shrubs of at least 1-gallon container
OR 1 tree of at least 3 gallon container and 40 grass like herbaceous plants of at least 4 cubic -inch
containers shall be installed per 200 square feet of shallow land area.
At least 5 species shall be utilized in the shallow water zones, and 5 for shallow land, with no more than
300/6 of a single species. The genetic origin C `provenance") of the plants shall be as dose as feasible to the
wetland site. Except for provenance, genetic diversity is encouraged and cultsvars should not be utilized.
NOTE%
• The landscape contractor shall abide by the "CONSTRUCTION SEQUENCE"
and install the plants as specified on the LANDSCAPING PLAN.
• After the first year and again at the end of the two-year warranty
period, all plants that do not survive must be replaced.
• No planting within 10' of inflow or outflow pipes or riprop.
CONMUCEON $EQUEN
1. Form the stormwater BMP facility by soil excavation and/or fill.
2. Install fountain(s).
3. Remove any construction debris.
4. Till the top 6 to 8 inches of soil surrounding the stormwater BMP
facility.
5. Place topsoil or the specified soil mix surrounding the BMP facility in
horizontal layers not to exceed 12 inches per lift.
6. Install plant materials and mulch; minimize or eliminate the use of
pesticides and fertilizers.
7. Plant grass by hydro seeding.
8. Immediately water the newly installed plans: materials.
WAW
AMEA
.ow---�
WET DETENTION PLANTING TABLE
TABLE 1. SHALLOW LAND HERBACEOUS PLANTS
COMMON NAME
SCIENTIFIC NAME
SPACING
DELIVERED AS
QUANTITY
JOE PYE WEED
EUPATORIUM FISTULOSUM
BARE ROOT
805
SWAMP MILKWEED
ASCLEPIAS INCARNATE
BARE ROOT
805
SOFTRUSH
JUNCUS EFFLISUS
BARE ROOT
805
BULLTONGUE
SAGIITARIA LANCIFOLIA
BARE ROOT
805
TABLE 2. SHALLOW WATER EMERGENT PLANTS
COMMON NAME
SCIENTIFIC NAME
SPACING
DELIVERED AS
QUANTITY
SOFTRIISH
JUNCUS EFFUSUS
BARE ROOT
1083
COMMON PLAINTAIN
PLANTAGO MAJOR
BARE ROOT
1083
BULLTONGUE
SAG117ARIA LANCIFOLIA
BARE ROOT
1083
WATER MILLET
ZIZNEOPSIS MILIACEA
BARE ROOT
10$3
TABLE 3. SEED MIX
COMMON NAME
ISCIENTIFIC NAME
SPACING IDELIVEREDAS
1QUANTITY
CENTIPEDE _
EREMOCHLOA SPP.
NIA -
SEED
VARIES
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SIS
SEDIMENT OOLLEC11ON 169.50
LO1
109
LEVEL OF POOL IN FOREBAY 173.50
FOREBAY .0 / t 0
2.75'
175.00 5.67,
MAIN POOL
LEVEL OF PERMANENT POOL 173,50
�77
SHALLOW WATER ;\
SECTION A A WET DETENTION BASIN CROSS SECTION
SHOWING SHALLOW LAND AND SHALLOW WATER AREAS
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11pp NOT
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CONSTRUCTION SEQUENCE
1) INSTALL CONSTRUCTION ENTRANCES PRIOR TO ANY LAND DISTURBANCE ACTIVITY.
2) INSTALL PERIMETER EROSION CONTROL MEASURES PRIOR TO GRADING.
3) INSTALL EROSION CONTROL MEASURES AT EXISTING DRAINAGE WAYS.
4) COMPLETE INSTALLATION OF SITE DRAINAGE NETWORKS AND SITE SWALES WITH ASSOCIATED EROSION CONTROL
PROTECTION BEFORE BEGINNING SITE GRADING.
5) GRADE SI TE.
6) GRASS AREAS THAT WILL NOT BE DISTURBED.
7) INSTALL UTILITIES.
8) PLACE BASE -COURSE IN DRIVES.
9) THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN THE ANGLE THAT CAN BE RETAINED BY
VEGETATIVE COVER OR OTHER ADEQUATE EROSION -CONTROL DEVICES OR STRUCTURES. IN ANY EVENT, SLOPES LEFT
EXPOSED WILL, WITHIN 21 CALENDAR DAYS OF COMPLETIONS OF ANY PHASE OF GRADING, BE PLANTED OR OTHERWISE
PROVIDED WITH TEMPORARY GROUND COVER, DEVISES OR STRUCTURE SUFFICIENT TO RESTRAIN EROSION. PERMANENT
GROUND COVER WILL BE PROVIDED FOR ALL DISTURBED AREAS WITH 15 WORKING DAYS OR NO MORE THAN 90
CALENDAR DAYS. (PER GENERAL STATUTE 113A-57 PARAGRAPH (2) 7 (3)),
SEEDING SPECIFICATIONS
SEEDBED PREPARATION
THOROUGHLY CULTIVATE LAWN AREAS BY DISCING TO A DEPTH OF 6" AND RAKING THE SURFACE SMOOTH TO REQUIRED
GRADES. APPLY 4,000 LBS. OF AGRICULTURAL LIME PER ACRE AND 1,000 LBS. OF 10-10-10 OR EQUIVALENT FERTILIZER PER
ACRE.
TEMPORARY SEEDING
WHERE TEMPORARY SEEDING IS REQUIRED PRIOR TO SEEDING OF PERMANENT LAWNS OR FILL SLOPES, PROCEED AS FOLLOWS:
AUG. 15TH-MAR. 1ST SOW RYE GRAIN AT THE RATE OF
120 LBS. PER ACRE,
MAR. 1ST-AUG. 15TH SOW GRAIN MILLET AT THE RATE
OF 40 LBS. PER ACRE.
PERMANENT SEEDING
�RATE(LBS /ACRE)
AUG 115- NOV IST KOREASPEDEZA 50
Q$ KOBE LESPEDEZA 50
Eta TALL FESCUE 60
NOV 15 - MARCH 1ST TALL FESCUE 120
AID. ABRUZZI RYE 25
MARCH 1 - APRIL 15 TALL FESCUE 120
APRIL 15 -- JUNE 30 HULLED COMMON BERMUDA 12
JUNE 30 - AUG 15 TALL FESCUE 60
AM BROWNTOP MILLET 25
MULCHING
IMMEDIATELY AFTER SEED AREA SOWN, MULCH THE ENTIRE AREA EVENLY WITH A LAYER OF WHEAT STRAW TO PROTECT AREA
FROM EROSION. MULCH TO BE APPLIED AT A RATE OF 75-100 LBS. PER 1000 SQUARE FEET.
SECURING MULCH:
THE MULCH SHALL BE HELD IN PLACE BY EMULSIFIED ASPHALT BINDER ON SLOPES 2 TO 1 OR STEEPER, OR AS REQUIRED.
APPLY ASPHALT AT 0.10 GALLON PER SQUARE YARD. IN HEAVY TRAFFIC AREAS, USE TYPE "RS" OR "CRS" TO MINIMIZE
REMOVAL OF TACK COAT. SYNTHETIC BINDERS MAY BE USED AS RECOMMENDED BY THE MANUFACTURER TO ANCHOR THE
MULCH,
TEMPORARY CHANNEL LININGS IF REQUIRED SHALL BE INSTALLED IN AREAS AS SHOWN ON PLANS, OR AS REQUIRED TO
PREVENT EROSION. LININGS AREA TO BE LEFT IN PLACE THROUGHOUT PERMANENT SEEDING PROCEDURE.
PRACTICE NTANA4 RA3 AND SPECIFIC 1 TTONS
r4A1 STMU to Sw4m m rmw wm we rMM
MAX STMOM 817FNM rmw 1dm m UK
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Rev. sae
SILT FENCE DETAIL
(NOT TO SCALE)
UWAUN t Ki t t:KTA
AGGREGATE SIZE - USE 2-3 INCH WASHED STONE.
DIMENSIONS OF GRAVEL PAD:
THICKNESS: B INCHES MINIMUM
WIDTH: 12-FEET MINIMUM OR FULL WIDTH AT ALL POINTS OF THE
VEHICULAR ENTRANCE AND EXIT AREA, WHICHEVER IS
GREATER
LENGTH: WEETMINIMUM
LOCATION - LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT FROM
LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION
VEHICLES. AVOID STEEP GRADES, AND ENTRANCES AT CURVES IN PUBLIC ROADS.
WASHING - IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE MUD AND SEDIMENT
ARE NOT REMOVED BY VEHICLES TRAVELING OVER THE GRAVEL, THE TIRES SHOULD BE
WASHED. WASHING SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE DISPOSAL AREA, A WASH RACK
MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTNE.
ENG
PAVEMwSTIENT
1r SLOPE FOR VEHICULAR TRAFFIC
EDGE
MAINTAIN BERM dt VALLEY
/TO PRMT SI [ IMENT LAMr
CONSTRUCTION SPECIFICATIONS_
. WATER RPM LAVING S TE
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS,
FILTER FABRIC
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR OTHER SUITABLE
e rt
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 24NCH STONE.
AFTER EACH RAINFALL, INSPECT ANY STRUCUTRE USED TO TRAP SEDIMENT AND CLEAN IT
OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED,
WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY
CONSTRUCTION
ENTRANCE
(NOT To SCALE)
Filter Cloth
12' of NCDOT #5 or #57
washed stone
Class B Riprap
9" min
Plan View
1.5'
4' to 6'
Cross --Section View
ROCK CHECK DAM
(NOT TO SCALE)
1.5min.
I'liTer Gioin
CONSTRUCTION
1. PLACE STRUCTURAL STONE (CLASS B) TO THE LINES AND DIMENSIONS SHOWN ON
THE PLAN ON A FILTER FABRIC FOUNDATION. THE CREST WIDTH OF THE DAM
SHOULD BE A MINIMUM OF 2 FEET.
2-KEEP THE CENTER STONE SECTION AT LEAST 91NCHES BELOW THE END WHERE
THE DAM ABUTS THE CHANNEL BANKS.
&PLACE SEDIMENT CONTROL STONE (#5 OR #57) ON THE UPSTREAM SIDE OF THE
DAM THAT IS A MINIMUM OF 1 FOOT THICK.
4.PROVIDE AN APRON THAT IS 3 TIMES THE HEIGHT OF THE DAM. THE APRON WIDTH
IS AT LEAST 4 FEET LONG. UNDERCUT THE APRON SO THAT THE TOP OF THE
APRON IS FLUSH WITH THE SURROUNDING GRADE.
S.EXTEND THE STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM. .
6.EXCAVATE SEDIMENT STORAGE AREA TO THE DIMENSIONS SHOWN ON THE PLAN.
MAINTENANCE
2' max• at INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
center SIGNIFICANT d INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
hk CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL WHEN NEEDED.
IF
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION
FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL
MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL,
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE
STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
THE DAM. ADD STONES TO DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
6."S
Compacted soil
t
I
2'
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA
STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND
VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST,
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
SUPPORT TO THT BOTTOM OF THE TRENCH. FASTEN THE WIRE
REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST.
WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
5, WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOE NOT
REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND B INCHES DEEP
ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER
(FIGURE 6.62a).
S. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT
FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
11. NO MEASURES ARE TO BE REMOVED UNTIL DENR APPROVAL.
INSTALLATION SPECIFICATIONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER
THAN THE MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON
STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT
FENCE, AND AS CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO
SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
4, INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN
THE TOP 8 INCHES OF FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES
THROUGH THE: FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE
WHEN TIGHTENED TO PREVENT SAGGING.
6, WRAP APPROXIMATELY 8 INCHES OF FABRIC AROUND THE END POSTS AND
SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE
GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY
DEVIATIONS BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT
THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT
WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEASY 60
POUNDS PER SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN
EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE,
OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND
BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
CONSTRUCTION SPECIFICATIONS
1. Omda the bssln so thotthe bottom Is level 4vn9 •n Tack wA side to".
2. Install posts orsaw hones across the width of ins sediment brp (Proake 6.82,
Sediment Fence).
31
Steel posts should be driven spaced to a depth 4124 Inches, a ma>dmtan of 4 fast
apart, sM Inetel d up the skba oi8m basin st wet. TM top of the tat��eshould be8
Indies hVior thin the kwort of the 01". Tope d the baffles should be 2 Inchea kmw
0w he top of the bean.
4, install al leant three revue of baMas between the Intel and the Dupe! Aecharpe "L
8ashs Jose than 28 feet in length may use 2 baT*L
11. 1Ahen asW posts, add a support vAre or rope woos the top of the measure to
pm-ni sagphg.
8. V*W poroue matelot, Ake Jute backed by cot matertal, over ■ sawhorse or lies lop
win. Hamner reborinto the arAorsa legs for aadmdng. The fabric should have fireto
ten parent operdegs le the vwaw. Attach rebric to s tope and eulpport structure wMr alp
ties, win or staples.
7. The bottom and sites of the fabric stwuid be anchored Ina trends orphnad va
84nch erosion control Fria" staples.
8. Do not optics the fsbrlc, but we a continuous peloo aaoas the basin.
MAINTENANCE
Inspect battles at least once a wask and molar fakir rainfall. Make sM required repairs
hanedlmtoV, Its sure to mNntairt access to Via banes. Shouldthe fabric of a bank
c48apse, leer, dereopoes, at become heffadtve, replica it prwnpW. Remove
sedinnnt deposits when it parses half full to provide adequate storage vofume for the nmd
min and to reduce prosaure on the banes. Take csre m mvokl demaghgiM banksckr ing
deanouL Sediment depth should never axiAw heir the designed satomp depth,
Mar the mrit buting dnMmga area has been prop**/ stabbed, remove a1 bd k
attends and unstable ttsdlrrlent depoth, bhy thr area to grade, and dab8ae k.
BAFFLE DETAIL
NOT TO SCALE
4' BOTTOM
CONSTRUCTION SPECIFICATIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE
MATERIAL. -
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION
PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS
THAN 30 WORKING DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL, IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS
AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED,
REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GOUND LEVEL AND APPROPRIATELY
STABILIZE IT.
DITCH/BERM DETAIL
(NOT TO SCALE)
USE D.O.T. #57
WASHED STOP
er.. �.
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND
DISPOSAL OF SPOIL.
2, INSTALL THE CLASS B OR CLASS 1 RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE
INLET. THE STONE SHOULD BE BUILT UP HIGHER ON EACH END WHERE IT TIES
INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RWRAP SHOULD
BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE MINIMUM HEIGHT
SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE
EMBANKMENT OR DIVERSIONS.
3. A I FOOT THICK LAYER OF NCDOT #5 OR #57 STONE SHOULD BE PLACED ON THE
OUTSIDE SLOPE OF THE RIPRAP.
4, THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE
OF THE STONE HORSESHOE 18 INCHES BELOW NATURAL GRADE.
S. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL
DEPRESSION AND ESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA
PROPERLY, AND STABILIZE WITH GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (112 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED
DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE
HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH
THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT
GROUND COVER.
ROCK PIPE INLET PROTECTION
(NOT TO SCALE)
ENING TO BE
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TOP OF DAM M.0o
TOP OF MM WM
3
3
MINOR ORIFICE CALCULATIONS
TOP OF RISER:
177.00
PPE:
173.50
TOTAL VOL:
510,482 tuft
APPROX. VOL a Hof3:
136,615 cu.ft.
MIN. DEWATERING TIME:
2 days or 1728M sec.
MAX. DEWATERING TIME:
5 days or 432000 sea
MAX. 'Q" = 136,615 cu.ft.1172800 sea
MAX. 'Q": 0.79 cis
MIN. 'Cr = 136.615 cu.n. / 4320DO sec.
MIN. "Q': 0.32 cis
Cd: 0.60
g: 32.2 fils'
ASSUMING AN INSTANTANEOUS VOLUME OF 136,615 cu.fL AND
USING A 5" (r = 2.5") MINOR ORIFICE, "a"is AS FOLLOWS:
Ho/3 =1175.15 - (173.50 + (2.5112))113
Ho/3: OAV
Q = Cd' A" (2' g' Hof3)10.5
Q = (0.6X0.14)(35.4)A0.5
Q: 0.5 cis
136,615 cf = 0.5 cfs (t)
ACTUAL DEWATERING TIME: t=273,230 sec = 3.2 days
RISER BUOYANCY CALCULATIONS
INSIDE DIAMETER,. 72" = 6 R
WALL THICKNESS: 6" = 0.5 R
TOP ELEVATION: 177.00
INVERT ELEVATION: 173.50
Yconcrete: 150 Iblcu.tt
Ywater. 62.4 lblcu.ft.
DISPLACEMENT (d) VOLUME AND WEIGHT
Vd = (3.14159) (3.5)A2 (h) + (3.14159) (3.5r2 (3.5)
Vd = (38.5h + 134.7) cu-fL
Wd = 62A(38.5h + 134.7)
Wd = (2402h + 8405) lb
CONCRETE (2) VOLUME AND WEIGHT_
Ve = (3.14159) (3.5)A2 (3.5) - (3.14159) (3.0)A2 (3.5) + (3.14159) (3.5)A2 (h)
Vc = (38.5h + 35.74) cuff
Wc=150(36.5h + 35.74)
We = (5775h + 5361) lb
REQUIRED BUOYANCY PREVENTION FACTOR =1.1
We =1.1Wd
(5776h + 5361)=1.1(2402h + 8405)
h=1.25fL
1
104
1 2
SECTION A -A WET DETENTION BASIN CROSS SECTION
1trS
GROUND LEV & Moo
SKIMMER SEDIMENT BASIN CONSTRUCTION SPECIFICATIONS
1. Clear,grub, and strip the area under the embankment of a vegetation and
root mat. Remove all surface soil containing high amounts of organic
matter and stockpile or dispose of It properly. Haul all objectionable
material to the designated disposal area. Place temporary sediment
control measures below basin as needed.
2. Ensure that fill material for the embankment Is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the All
In lifts not to exceed 9 inches, and machine compact tL Overfill the
embankment 6 Inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from in Into the mud b excavating a shallow h under the skimmer
settling y 9 P
or providing a tow support under the skimmer of stone or timber.
4. Place the barrel (typically flinch Schedule 40 PVC pipe) on a fine, smooth
foundation of impervious soft. Do not use pervious material such as sand,
gravel, or crushed stone as backfill around the pipe. Place the fill material
around the pipe spillway in 44nch 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 the firth oontactwith Its
foundation when compacting under the pipe haunches.
TEMPORARY SKIMMER SEDIMENT BASIN AND
WET DETENTION BASIN CROSS-SECTION & SPILLWAY DETAIL
NTS
3
3
J GRnssY SLOPE
141
GRASSY SIAI+E
3 10' BOTTOM V00TH
3W alWREL 417t1.tf 1T3.11Q
GR,LSSY SLOPE
3
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SECTION C-C WET DETENTION BASIN OUTLET SWALE CROSS SECTION
Mrs
5. Place a minimum depth of 2 feet of compacted bacldlti overthe pipe
spillway before crossing 0 with construction equipment. In no case should
the pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
6. Assemble the skimmer followingthe manufactures inshuctioons . or as
designed.
7. Lay the assembled skimmer on the bottom of the basin with the Wbia
joint at the Inlet of the barrel pipe. Attach the flexible joint to the barrel pipe
and position the skimmer over the excavated pit or support Be sure to
attach a rope to the skimmer and anchor R to the side of the basin. This
will be used to pull the skimmer to the side for maintenance.
8. Earthen spiflwayS-Install the spillway in undisturbed sail to f m greatest
extent possible. The achievement of planned elevations, grade, design
width, and entrance and exit channel slopes are critical to the successful
operation of the spillway. The spillway should be Wind with laminated
plastic or impermeable geotextile fabric. The fabric must be wide and long
enough to cover the bottom and sides and extend onto the bop of the dam
for anchoring in a trench. The edges may be secured with 841nch staples
or pins. The fabric must be tong enough to extend down the slope and exit
onto the stable ground. The width of the fabric must be one piece, not
Joined or spliced; otherwise water can get under the fabric. if the length of
the fabrk: Is insufficient for the entire length of the spillway, multiple
sections, spanning the complete width, may be used. The uppersecdon(s)
should overlap the lower sectlon(s) so that water cannot flow under the
fabric. Secure the upparedge and side of the fabric in a trench with
staples or pins. (Adapted from 'A Manual for Deslgning.instali'rng and
Maintaining Skimmer Sediment Basins." February,1999. J.W. Fafrcioth &
Son).
9. Erosion control -Construct the structure so that the disturbed area Is
minlmtzed. Divert surface water away from the 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 constructlon(References: Surface StabillzaUon).
10. Install porous baffles as specified In Practice 6.65, Porous Bafifes.
11. After all the sediment produdng areas have been permanently stabilized,
remove all sediment deposited during construction, repair all erosion features,
restore the vegetative shelf, remove 4" skimmer and barrel assembly, remove
the Interior embankment, ensure the V dia. riser and 24' barrel are clearof any
sediment and debris, and excavate the permanent pool to the prescribed depth.
Smooth the area to blend with the adjoining areas and stabilize properly.
(References: Surface SfabHization, NCDENR StormwalerBMP Manua! ).
MAINTENANCE
INSPECT SKIMMER SEDIMENT BASINS At LEAST WEEKLY AND AFTER
EACH SIGNIFICANT (ONE-K4 LF INCH OR GREATER) RAINFALL EVENT
P LY M AND REPAIR IMMEDIATE . REMOVE SEDIMENT AND RESTORE THE
BASIN TO ITS ORIGINAL DNIENSIONS WHEN SEDIMENT ACCUMULATES
TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER
TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE
EXCAVATED, EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT
JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
VEGETATION GROWING N THE BOTTOM OF THE BASIN DOES NOT HOLD
DOWN THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE
BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER ARM OR BARREL PIPE 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 FABRIC LINED 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,
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE.
GRouMn LEVEL 1W.W
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• Dewaterini —Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 24 hours).
• Inflow rate —Reduce the inflow velocity and divert all sediment -free
runoff.
Fmhankmoxst
aeu,menr Cross -Section
storage zone view
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000,
6.64.6
SKIMMER SEDIMENT BASIN_
(NOT .oSCALE)
Iter. 6106
CONSTRUCTION SPECIFICATIONS
1. Clear,grub, and strip the area under the embankment of all vegetation and root mat.
.Remove all surface soil containing high amounts of organic matter and stockpile or
dispose of it properly. Haul all objectionable material to the designated disposal area.
Place temporary sedimenfcontrol measures below basin as needed.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic
matter, and other objectionable material. Place the tall in lifts not to exceed 9 inches, and
machine compact it. Over fill the embankment 6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling.
into the mud by excavating a shallow pit under the skimmer or providing a low. support
under the skimmer of stone or timber.
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divert
surface water away from the 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(References:
Surface Stabilization).
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
11. After all the sediment -producing areas have been permanently stabilized, remove the
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly, (References: Surface Stabilization).
MAINTENANCE
4. Place the barrel (typically 4-Inch Schedule 40 PVC pipe) on a firm, smooth foundation of
impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
backfill around the pipe. Place the fill material around the pipe spillway in 4-Inch layers
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
and compact it under and around the pipe to at least the same density as the adjacent
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
embankment. Care must be taken not to raise the pipe from the firm contact with its
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE
foundation when compacting under the pipe haunches.
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED, EXCAVATE THE SEDIMENT FROM THE
r Place a minimum depth of 2 feet of compacted backfll over the pipe spillway before
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
crossing it with construction equipment. In no case should the pipe conduit be installed
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE
by cutting a trench through the dam after the embankment is complete.
SKIMMER.
5. Assemble the skimmer following the manufactures instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet
of the barrel pipe. Attach the flexible joint to the barrel pipe and position the skimmer
over the excavated pit or support. Be sure to attach a rope to the skimmer and anchor it
to the side of the basin. This will be used to pull the skimmer to the side for
maintenance.
7. Earthen spillways -Install the spillway in undisturbed soil to the greatest extent possible.
The achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of the spillway. The spillway
should be lined with laminated plastic or impermeable geotextile fabric. The fabric must
be wide and long enough to cover the bottom and sides and extend onto the top of the
dam for anchoring in a trench. The edges may be secured with 8-inch staples or pins.
The fabric must be long enough to extend down the slope and exit onto the stable
ground. The width of the fabric must be one piece, not joined or spliced; otherwise water
can get under the fabric. If the length of the fabric is insufficient for the entire length of
the spillway, multiple sections, spanning the complete width, may be used. The upper
section(s) should overlap the lower section(s) so that water cannot flow under the fabric.
Secure the upper edge and side of the fabric in a trench with staples or pins. (Adapted
from "A Manual for Designing, Installing and Maintaining Skimmer Sediment Basins."
February, 1999. J.W. Faircloth & Son).
NOTL.
HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
• IF NECESSARY TO ALLOW STAPLES. TO SECURE THE
CRITICAL POINTS ALONG THE CHANNEL SURFACE.
REFER TO GENERAL STAPLE PATTERN GUIDE FOR
CORRECT STAPLE RECOMMENDATIONS FOR
CHANNELS.
Q °
6-
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INSTALLA TION
1. PREPARE SOIL BEFORE INSTALLING LINING, INCLUDING APPLICATION OF LIME, FERTILIZER, AND SEED.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" DEEP X 6" WIDE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
J. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW ON BOTTOM OF CHANNEL.
4. PLACE LINING END OVER END (SHINGLE STYLE) WITH A 6" OVERLAP. USE A DOUBLE ROW OF
STAGGERED STAPLES 4" APART TO SECURE STRAW w/ NET.
5. FULL LENGTH EDGE OF LINING AT TOP OF SIDE SLOPES MUST BE ANCHORED IN 6" DEEP X 6" WIDE
TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. EXTEND LINING UP SLOPE 3 FEET.
7. LINING ON SIDE SLOPES MUST BE OVERLAPPED 4" OVER THE CENTER BLANKET AND STAPLED.
8. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT
INTERVALS. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF THE CHANNEL. PLACE A
SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED PATTERN.
9. THE TERMINAL END OF THE LINING MUST BE ANCHORED IN A 6" DEEP X 6" WIDE TRENCH. BACKFILL
AND COMPACT THE TRENCH AFTER STAPLING.
SWALE LINING DETAIL_
NOT TO scare
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER
IS FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER ARM OR BARREL PIPE 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 FABRIC LINED 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.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER
FROM PLUGGING WITH ICE.
B
C
CRI TI CAL POINTS eta
A. OVERLAPS AND SEAMS v j `' �:• `i'
B. PROJECTED WA TER LINE
C. SIDE SLOPE VERTICES
NCDOT #5 or #!
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CONSTRUCTION
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE OUTLET.
2.DRIVE 5-FOOT POSTS 2 FEET INTO THE GROUND SURROUNDING THE OUTLET.
SPACE POSTS EVENLY AROUND. THE PERIMETER OF THE OUTLET, A MAXIMUM OF 4
FEET APART.
&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 (NCDOT #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.
&COMPACT THE AREA PROPERLY AND STABILIZE IT WITH GROUND COVER.
MAINTENANCE
INSPECT OUTLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 6 INCH OR
GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER
OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS, TAKE CARE NOT
TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE
STONE AS NEEDED.
HARDWARE CLOTH & GRAVEL OUTLET
(NOT TO SCALE)
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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
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USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
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INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
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SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR
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MINOR ORIFICE CALCULATIONS
RISER BUOYANCY CALCULATIONS
TOP OF RISER: 177.00
INSIDE DIAMETER: 72" = 6 ft
PPE: 173,50
WALL THICKNESS: 8" = 0.5 ft
TOTAL VOL: 510,482 cu.fL
TOP ELEVATION: 177.00
APPROX. VOL C 1­1013: 150,000 cu.fL
INVERT ELEVATION: 173.50
MIN. DEWATERING TIME: 2 days or 172800 see. .
Yooncrete: 150 Iblcuft
MAX. DEWATERING TIME: 5 days or 432000 sec.
Ywater. 82.4 Iblcu.ft
-
MAX. "Q" - 1 soaoo cu.ft. ! 17z800 sec.
DISPLACEMENT d VOLUME AND WEIGHT
S
MAX.'Q": 0.868 cfs
Vd a (3.14159) (3.S)A2 (h) + (3.14159) (3.5)A2 (3.5)
MIN. "0' . 150000 cu.ft.1432000 sec.
Vd . (38.5h + 134.7) cu.ft.
MIN. "Q": 0.347 ds
Wd . 62.4(38.Sh + 134.7)
Cd: 0.60
Wd = (2402h + 8405) lb
g: 32.2 ftls'
CONCRETE (c) VOLUME AND WEIGH_ T_
ASSUMING AN INSTANTANEOUS VOLUME OF 150,000 cu.fL AND
USING A 5" (r - 2.5') MINOR ORIFICE, "Q" IS AS FOLLOWS:
Vc - (3.14159) (3.5)A2 (3.5) (3.14159) (3.0)A2 (3.5) + (3,14159) (3.5)12 (h)
Vc = (38,5h + 35.74) cu.fL
Hof3 - [177.00 - (173.50 + (2.5112))j 13
We - 150(38.5h + 35.74)
Ho/3: 1.09T
We = (5775h + 5381) lb
Q = Cd * A " (2 " g " Hol3)+'0.5
REQUIRED BUOYANCY PREVENTION FACTOR =1.1
Q (0.8)(0.136)(70.66)A0.5
We = 1.1 Wd
Q: 0,686 cfa
(5775h + 5381) 1.1(2402h + 8405)
h ■ 1.25 ft
ACTUAL DEWATERING TIME`. 2,53 days
SECTION A -A WET DETENTION BASIN CROSS SECTION
NTa
GROUND LEVEL MOM
51
11 GRABBY SLOPE
y GRASSY OLM
GRASSY SLOPE - 7
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\♦%\ \ 1, - W SARREL OUTLET 178.00
PRELIMINARY
NOT FOR CONSTRUCTION
PRELIMINAR
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NOT FOR SALES, CONVEYANCES, OR RECORDATI
GROLM LEVEL 190,00
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SECTION C-C WET DETENTION BASIN OUTLET SWALE CROSS SECTION=l{/,
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SKIMMER SEDIMENT BASIN CONSTRUCTION SPECIFICATIONS MAINTENANCE
S. lace e
1. Clear,grub, and strip the area under the embankment of all vegetation and P a minimum depth of 2 feat of compacted backfiil over the pipe 9. Erosion control -Construct the structure so that the disturbed area is INSPECT SKIMMER SEGTdENT BASINS AT LEAST WEEKLY AND AFTER
spillway before crossing It with construction e EAC O
root mat, Remove all surface soil containing high amounts ofaganlc p Y 9 equipment In no case should minimized. Divert surface water away from the bale areas. Complete the H SIGNIFICANT (OR -HALF INCH OR GREATER) RAINFALL EVENT
matter and stockpile or dispose of it properly. Haul all objatGylable thepipe conduit be Installed by cutting a trench through the dam after the embankment before the area Is cleared. Stabilize the emergency apilMray AND REPAIR iMMEDIAT?LY. REMOVE SEDIMENT AND RESTORE THE
material to the designated disposal area. Place temporary stdiment embankment is complete. embankment and all other disturbed areas above the crest of the principal BASIN TO ITS ORIGINALDIMENSIONS WHEN SEDIMENT ACCUMULATES
control measures below basin as needed. 6. Assemble the skimmer following the manufactures instructions, or as spillway immediately after construction(Referenoss: Surface Stabilization). TO ONE-HALF THE HEIOIT OF THE FIRST BAFFLE. PULL THE SKIMMER
designed. T
s I anal for the embankment Is free o is TO ONE SIDE SO THA iE SE 2. Ensure that fit mat f too 9 SEDIMENT . woody UNDERNEATH ET CAN BE
vegetation, organic matter, and other objectionable materia€.Place the fill 7. Lay the assembled skimmer on the bottom of the basin with the flexible 10, Install porous baffles as specified In Practice 6.85, Porous Baffles. EXCAVATED, EXCAVAT; THE SEDIMENT FROM THE ENTIRE BASIN, NOT
In lifts not to exceed 9 Inches, and machine compact it. Overlll the joint at the Inlet of the barrel pipe. Attach the flexible joint to the barrel pipe JUST AROUND THE SK$MER OR THE FIRST CELL. MAKE SURE
embankment 6 Inches to allow for settlement and position the skimmer over the excavated pit or support Be sure to 11. After all the sediment -producing areas have been permanently stabilized, VEGETATION GROWINC.IN THE BOTTOM OF THE BASIN DOES NOT HOLD
3. Shape the basin to the specified dimensions. Prevent the skmming device attach a rope to the skimmer and anchor it to the side of the basin. This remove all sediment deposited during construction, repair all erosion features, DOWN THE SKIMMER.
from settling Into the mud by excavating a shallow pit under m Skimmer will be used to pull the skimmer to the side for maintenance, restore the vegetative shelf, remove 4" skimmer and barrel assembly, remove
8 he s s
or providing a low support under the skimmer of stone or tirxer. Earthen pillway Install the spillway In undisturbed soil to the greatest the interior embankment, ensure the e' die, riser and 24" betel are dear of any REPAIR THE BAFFLES fl THEY ARE DAMAGED. RE -ANCHOR THE
4. Place the barrel (typically 4-Inch Schedule 40 PVC pipe) on+flrm, smooth extent possible, The achievement of planned elevations, grade, design sediment and debris, and excavate the permanent pool to the prescribed depth. BAFFLES IF WATER IS F OWING UNDERNEATH OR AROUND THEM,
foundation of impervious soft. Do not use pervious material Inch as sand, width, and entrance and exit channel slopes are critical to the successful Smooth the area to blend with the adjoining areas and aWbilize properly.
gravel, or crushed stone as backfill around the pipe. Place th fill material operation of the spillway. The spillway should be lined with laminated (References: Surface Stabilization; NCOENR StormwaterBMP Manua! ). IF THE SKIMMER ARM fl BARREL PIPE [5 CLOGGED, THE ORIFICE CAN
around the pipe spillway In 4-Inch layers and compact it und,r and around plastic or Impermeable geotextile fabric. The fabric must be wide and long BE REMOVED AND THE)BSTRUCTION CLEARED WITH A PLUMBER'S
the pipe to at least the same density as the adjacent embanWent. Care enough to cover the bottom and sides and extend onto the top of the dam SNAKE OR BY FLUSHII4t WITH WATER. BE SURE AND REPLACE THE
must be taken not to raise the pipe from the firm contact wfthb for anchoring in a trench. The edges may be secured with a -Inch staples ORIFICE BEFORE REPQITIONING THE SKIMMER.
foundation when compacting under the pipe haunches. or pins. The fabric must be long enough to extend down the slope and exit
onto the stable ground. The width of the fabric must be une piece, not CHECK THE FABRIC Uhl) SPILLWAY FOR DAMAGE AND MAKE ANY
joined or spliced; otherwise water can get under the fabric. It the length of REQUIRED REPAIRS WMH FABRIC THAT SPANS THE FULL WIDTH OF THE
the fabric Is insufficient for the entire length of the spillway, multiple SPILLWAY. CHECK THF. MSANKMENT,SPILLWAYS, AND OUTLET FOR
sections, spanning the complete width, may be used. The.upper serction(s) EROSION DAMAGE, AN INSPECT THE EMBANKMENT FOR PIPING AND
should overlap the lower section(s) so that water cannot flow under the SETTLEMENT. MAKE AL NECESSARY REPAIRS IMMEDIATELY. REMOVE
fabric. Secure the upper edge and side of the fabric In a trench with ALL TRASH AND OTHEFpEBRIS FROM THE SKIMMER AND POOL AREAS.
staples or pins, (Adapted from "A Manual for Designing,lnatalling and
Maintaining Skimmer Sediment Basins.' February, 1990. J.W. Fairdoth & FREEZING WEATHER CN RESULT IN ICE FORMING IN THE BASIN. SOME
Son), SPECIAL PRECAUTION:SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PUGGING WITH ICE.
TEMPORARY SKIMMER SEDIMENT BASIN AND
WET DETENTION BASIN CROSS-SECTION & SPILLWAY DETAIL
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GENERAL SITE NOTES: TRA MOOR VILLA
1. STOP SIGNS SHALL MEET THE CRITERIA OF THE NC DEPARTMENT OF TRANSPORTATION.
51TE
2. PERIMETERS OF EXISTING WOODED AREAS ARE APPROXIMATE.
3. STORM DRAINAGE, STREET CONSTRUCTION AND PAVING SHALL BE IN ACCORDANCE WITH NCDOT. HCC INV STM NTS
KING ROAp NCSR I I 12 ROCICFISF► R M
csR. r I rz 4. ACCESS TO SITES SHALL BE BY PUBLIC RIGHT-OF-WAYS AND EASEMENTS.
OTHER ACCESS LOCATIONS REQUIRED SHALL BE SECURED BY THE CONTRACTOR
AT NO ADDITIONAL EXPENSE TO THE OWNER.
0� 5. COMPLIANCE WITH ALL OSHA REGULATIONS, AND JOB SITE SAFETY IS THE R TAIL COMM RCIA AN
"I t ( A ^
NOT EXCLUSIVE AND SOLE RESPONSIBILITY OF THE CONTRACTOR.
V OT TO SCAt�VI!-�R S1 NTIA V
LE END 511E DATA;
OWN ERIDEVE LOPER.
OWNER: HCC INVESTMENTS, LLC
WATER VALVE HCC INVESTMENTS LLC
o WATER METER CONTACT PERSON: JACKIE HA1RR
FIRE HYDRANT
'
SANITARY SEWER MANHOLE
ADDRESS: 3077 N. MAIN ST.
3077 N. MAIN STREET
O
SANITARY SEWER CLEAN OUT (C.O.)
HOPE MILLS, NC 28348
SUITE 201
R/IV
or C.L.
RIGHT OF WAY
CENTERLINE
TELEPHONE: [phone]
HOPE MILLS, NC 28348
-----�
UTILITY POLE & GUY
UTILITY POLE
SITE LOCATION:
LATITUDE: 34.9831ON
TELEPHONE: [phone]
U
PROPERTY CORNER
LONGITUDE: 79.0121 *W.
PROPERTY LINE (SURVEYED)
AREA FOR MIXED SITE: 47.00 AC.
— — --- --o
PROPERTY LINE (UNSURVEYED)
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PROPERTY LINE (PROPOSED)
AREA FOR HARRIS TEETER SITE: 13.02 AC.
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WATER MAIN
AREA FOR CVS SITE: 2.31 AC.
UGT
UNDERGROUND TELEPHONh1CABLE
TOTAL DEVELOPMENT AREA: 62.33
GAS
GAS MAIN
E
OVERHEAD ELECTRIC UTILITY LINES
TOTAL DISTURBED AREA: 48.00 AC.
= M M M M =
STORM DRAINAGE PIPE
-. -
CENTERLINE ROAD (ALIGNMENT)
PIN NO.: 9494-68-2619
RIGHT OF WAY
DEED REFERENCE: D.B. 7458, PG. 610
— — — —. — —
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
FLOOD ZONE: X
PROPOSED MINOR CONTOUR
FIRM PANEL: 3710949400J
PROPOSED MAJOR CONTOUR
DATED: 01-05-2007
DIVERSION DITCH WI STORAGE
DUPLEX UNITS: 22 BUILDINGS, 44 UNITS
---- ---- 0——0— -
DISTURBED AREA BOUNDARY LINE
CONDOMINIUM UNITS: 300
—Xx x—
SILT FENCE
COMMERCIAL SF: 159829 SF
CHECK DAM
PARKING NEEDED FOR COMM: 800
®
CATCH BASIN (CURB INLET).
PARKING NEEDED FOR RES: 558
CATCH BASIN (YARD INLET)
TOTAL REQUIRED PARKING: 1358
TOTAL PROVIDED PARKING: 2278
SURVEY
NOTATION
ZONE CLASS: MXD
SETBACKS: DUE TO MXD (MIXED) ZONING, SETBACKS VARY.
CP
COMPUTED POINT
SETBACKS TO BE APPROVED WITH BUILDING
EPK
EXISTING PK NAIL
DESIGN BY PLANNING.
EIP
EXISTING IRON PIPE
ECIP
EXISTING CRIMPED IRON PIPE
DIVERSION DITCHES MUST BE STABILIZED WITH
EIA
EXISTING IRON AXLE
VEGETATION TO PREVENT EROSION.
EIS
EXISTING IRON STAKE
ECM
EXISTING CONCRETE MONUMENT
CATCH BASINS WILL BE CONSTRUCTED
ECS
EXISTING COTTON SPINDLE
WITH DROP INLET GRATES UNTIL
ERRS
EXISTING RAIL ROAD SPIKE
PKS
PK NAIL SET
CONSTRUTION OF CURB AND GUTTER.
ISS
IRON STAKE SET
RNV
RIGHT-OF-WAY
WC
WITNESS CORNER
N.C.G.S.
NORTH CAROLINA GEODETIC SURVEY
PP
POWER POWER
SSMH
SANITARY SEWER MANHOLE
NCNG
NORTH CAROLINA NATURAL GAS
TBM
TEMPORARY BENCH MARK
NIF
NO IRON FOUND
EXISTING PROPERTY LINE
EXISTING PROPERTY LINE
TO BE REMOVED
PROPOSED PROPERTY LINE
OPMENT
SHEET INDEX
-S-1 SITE PLAN
S-2 UTILITY PLAN
S-3a EROSION CONTROL PLAN 100 SCALE
S-3b EROSION CONTROL PLAN 60 SCALE
S-3c . EROSION CONTROL PLAN 60 SCALE
S-3d EROSION CONTROL PLAN - SOILS
S-3e EROSION CONTROL PLAN - CLEARING
S-4a STORM AND GRADING PLAN 100 SCALE
S-4b STORM AND GRADING PLAN 60 SCALE
S-4c STORM AND GRADING PLAN 60 SCALE
S-4d STORM AND GRADING PLAN -PLANTING
S-5 PROFILE - STORM
S-6 PROFILE - STORM
S-7 PROFILE M STORM
D-1 DETAILS -EROSION
D-2 DETAILS - EROSION
D-3 DETAILS - EROSION
D-4 DETAILS - DRAINAGE
D-5 DETAILS - SITE
***CAUT!ON***
UNDERGROUND UTILITIES
3 DAYS BEFORE DIGGING CALL
TOLL FREE 1-800-632-4949
A ONE CALL SYSTEM FOR COMMUNITY AND JOB SAFETY.
««« CAUTION «««
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWANGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN
COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTLITIES SHOWN ARE IN THE EXACT LOCATION ,
INDICATED, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED
AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE
ENGINEER HAS NOT PHYSICALLY LOCATED THE UNDERGROUND
UTILITIES.
NOTE TO CONTRACTOR
CONTRACTOR TO CONTACT NORTH CAROLINA
ONE CALL CENTER AT LEAST 48 HOURS PRIOR
TO SITE EXCAVATION, GRADING OR DIGGING.
DESIGNED BY:
FLANS PREPARED BY: n h
oc
Engineers, P.A.
CONSULTING ENGINEERS & SURVEYORS
1403 NC Highway 50 South - Benson, NC 27504
Phone: [phone] Fax: [phone]
E-mail: [e-mail]
PRELIMINARY DATE. May 12,2010
NOT FOR CONSTRUCTION
PROJECT NO.: 3554
PRELIMINARY.
REVISED.
FOR REVIEW PURPOSES ONLY
NOT FOR SALES, CONVEYANCES, OR RECORDATION
JUN 16 2011
6 2010

1" DESIGN STORM CALCULA71ONS
SUPPORTING DATA AND VARIABLES:
IMPERVIOUS: 50.9%
DRAINAGE AREA (DA): 65 acres
Rv: RUNOFF COEFFICIENT
Vt TREATMENT VOLUME (FIRST INCH)
Vp. PROVIDED VOLUME FOR TREATMENT
MEASURED FROM PPE TO TOP OF MISER
KING r2oAp rsri
TREATMENT VOLUME CALCULATIONS (3.3.1.):
NCR r 11, ROa,p HCSR r r r z
Rv - 0.05 + 0.9(0.509)
Rv w 0.508
NGg1� �Op3
Vt - (3630)(1.0)(0.508)(65)
�
Vt - 119886 cu,R.-120000 cu.R.
G�QirN
Vp - 264820 cu.R
/ ^ j j T� n /� e
y ICI`r 1 r 1 � v E, `P
NOT TO 5CALE
DRAWDOWN TIME IN HOURS (hrs) FOR EACH STORM:
1 yr - 92.35 hrs
2 yr-108.52 hrs
SITE DATA:
10 yr - 110.52 hra
25 yr - 118.85 hro
OWNER: HCC INVESTMENTS, LLC
100 yr - 113.27 bra
500 yr-115.85 hrs
CONTACT PERSON: JACKIE HAIRR
ADDRESS: 3077 N. MAIN ST.
HOPE MILLS, NC 28348
TELEPHONE: [phone]
SITE LOCATION:
LATITUDE: 34,9831'N
LONGITUDE: 79.0121'W
AREA FOR MIXED SITE: 47.00 AC.
AREA FOR HARRIS TEETER SITE: 13.02 AC.
AREA FOR CVS SITE: 2,31 AC.
TOTAL DEVELOPMENT AREA 62.33
TOTAL DISTURBED AREA: 48.00 AC.
PIN NO,: 9494-68-2619
DEED REFERENCE: D.B. 7458, PG. 610
FLOOD ZONE: X
FIRM PANEL: 3710949400J
DATED: 01-05-2DO7
DUPLEX UNITS: 22 BUILDINGS, 44 UNITS
CONDOMINIUM UNITS: 300
COMMERCIAL SF: 159829 SF
PARKING NEEDED FOR COMM: 800
AC= DM E►4AF1lLL
-4
/
El LOT,"'
OMCE
/
FFR: 190.00 1 ,
LOT TRAEMOOR
I ONE-sTORY - II 116 l �, / @ LAKEWOOD
12325 25S.F. �. ► �/ SECTION ONCE
FFE: 190.00 / I M15 108, PG. 89
� � titi°• - j �tiy. �� � i' �� ' d+ /' I LOT
14
\ itJ,r 1 189�\, _-7 I /�
ONE-STORY , / l \'\ _ - LOT I
0NR-STORY / \ N
OFFICE r r 1/
tiry5 \K 1" r 4 ? , �'b 'i' 4 0 12a26 S.F.
\ ,' , LOT ,
[ iMI ILL OFFICIS / ' \ ONE-STORY \ / �'
PARKING NEEDED FOR RES: 558 i FFE: 199.OPD - - \\ OFFICE ,11 \ , r l
\ �; 12,325 s. / 12s26 B.F. �.
TOTAL REQUIRED PARKING: 1358 ` _ r r , 1/ _ EFEa lMIS-
TOTAL PROVIDED PARKING: 2278 1 12 r
AP
a IF
ZONE CLAS
. S: MXD / 0' ;' 1 I '*
SETBACKS: DUE TO MXD (MIXED) ZONING, SETBACKS VARY.fp - FFE: iaT.oO /
s /
g / ) T \ / \ LOB`
SETBACKS TO BE APPROVED WITH BUILDING /
DESIGN BY PLANNING. y' / / OFFICE
I2a25 S.F. cam: / //' /. / I 1I/ / ' 1 ti`\. /:• / , / ) J
� 11 "Et 1a7.60
r ba. �.
DIVERSION DITCHES MUST BE STABILIZED WITH / , '/ / ` $�; v
SJLL
VEGETATION TO PREVENT EROSION. AOCM PROPO�DMVIMYr tik/' / ��� \ /C \ / '� l APART \ 1 'J LOl
200 / o i .
M: 184.50 "�°° �tr r / I I c
CATCH BASINS WILL BE CONSTRUCTED
/ r \ \ ONE-STORY /
WITH DROP MLET GRATES UNTIL // _ / \��' \\ . \} 'h'\ I 1 OFF1cE / /� / A,4A TURN
CONSTRUTION OF CURB AND GUTTER. ,yy�
lFFa2'12 is FFE: I57,06-/-
NO WETLANDS WERE DELINEATED ON THIS SITE
ALL ROOF DRAINS WILL DIRECT RUNOFF TO THE POND
� ' % APAKIVNEN7s \ !
7� , ,, - 20.400 3.F: .� - .,�°. 13.200 S.F.
AVAY y' _ �iC l I� \ p /
i •• J� �� o t / /- / . �� / '\ FFE: lIS4.00 ' .'' / /,yam FPE: 189.75
�` / 9 / O !
ti / -
li 2a,400 $.F. // ,/ /� B
;E • \\-,1$7-_ 1- --- \ \ FFE: 19a.a0 / /" /,9'�.\
y µf u ` ♦ •\\ \ TEMR IXED 5 F \. / ,' "lea .,e/ '� � \
( ,
✓ _ \ APAIrrr<ENTs \
,{ ooKEs 25.400 S.F.
APARTMENTS �' /" / SAPARTMENTS
26.400 B.F. / ! 28.4" S.F. `.
\ \ e�
1 154.9 ,' FFE:I 15$.7
�Oa�iLrD�f irr�ir, ' ' \\ ���yr �\�:,�\-186- -- __ �
. ;u.o:r�\ rh,, \{ \ �rlAKRI� ITE \ \ '.� -- - �' i ��7��� •Fal la$.5u
/, � :s`�" •, / � ' r � (y,��` l ♦ ` ` .I�Iv`wae•ao r ^ � A r''[, __ -- f', / /� ` �,
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.�.� _ •43'26° f I \ j \ \ \.%' \ • �� a'nloe 'Sell owl -Ele!w'Se rar,eaca ApAR'I'i?!
a' OU'rl ti 25,40.0 S.F. 1 5 1
r �, ,{war' R� \ C'•;- �- $ �-/ I \��.� \\ r/ � ` �,�_.'-\\ ` '��\ �{ `-' � �� � h "�I a;r7°�oo � �FPi: lti$.76_ l � \ - - � / '\ I \
a / '\(t�\\ J r�
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IN
Top 184w,
/ / \ / _ J ii - APARTMENT$
0- f �► ~ \\> �'<<•'\ \ \ O 'y ' � ce w 13;200 S.F. #( APART1�TS I I ! \ r
/ _ w / _ !/ t @ u \.� \ } - - �� / _ �� j'�\ /' G 2 I w ra FIE: 158.00 25.400 B.F.: •. �` 1 ! '' i
i.�
U7 Ta "� �_-csi V�` [ j oba 1� n r� i art1
/ - 1 C.s �5r'. 41 ,re.m ror,euo j� 1 1� r ` • FFEi 192. a .t l / r
�: r$3 ' LP�
25 400 B.F. f
�-3 eace Fit 182.00 (`�(
O
1.
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tV r - r / 1 - � . r * � f•' Iltni - -- s.Me a,,f'. I � ! J I � Els - _ I - ! /" I8,200 $.F. j lr
r � jrr
r - 'ram'- ,,r--1q� �o�r. i9.a �_ - ' 1.iMxl. I.�6, ■ - -_ _, f f I�i°Kiriraw_ a -_r •^;*-^-,�1Q�� - -- ���,`.� --r--'--- ! 1 /
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Jrivw,rr.es}'_�F, i f13 ^ h.'r l + 31T DO } r; jjJ,! i r X 4.55a S.F. 1
-- --• -- ___. 4r � . _ _ -- � _ � ,. ,� _ �. a�-� � �� ;;; sTAURANT ;-���� r l - ie2.o0 I
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Y \ ,
PRFLIMINA>�
� o
NOT FOR CONSTRUCTION
I PNOPOSEO FIK.I
/ A0Cf5S D810440Y
PRELIMINARY _
z
FOR REVIEW PURPOSES ONLY
NOT FOR SALES, CONVEYANCES, OR RECORDATION
U
GRAPHIC SCALE
Ln
***CAUTION***
N.C. UNDERGROUND UTILITIES
A3 DAYS BEFORE DIGGING CALL
TOLL FREE 1-800-632--4949
A ONE CALL SYSTEM FOR COMMUNITY AND JOB SAFETY.
••• CAUTION •_'
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN
COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTUTIES SHOWN ARE IN THE EXACT LOCATION
INDICATED, ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED
AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE
ENGINEER HAS NOT PHYSICALLY LOCATED THE UNDERGROUND
UTILITIES.
OUTLET
PROTECTION #2
DA_=
1Q10
31.66 ACRES
=
121.00 CFS
V10 =
8.15 FPS
Q FULL -.
142.65 CFS
V FULL =
7.27 FPS
Slope -
0.-10%
Do (pipe d1a)=
- - _----_-_
La =
D50 (stone dim)=
W1=
W2-�a
5.00 FT
ZONE 3, CLASS 1 RIP
8 X D0 =
6" - DEPTH 18" wl LINING
3xDO = _ 15.00 FT
1.25xW1 = 18.75 FT
- - -
RAP
40.00 FT
_ �
to � 11
N
,r
P
L
19'
0i
( IN FEET )
1 inch = 100 ft
TRAEMOOR
@ LAKEWOOD
SECTION ONE -A
MB 108, PG. 173
I
LEGEND
w
WATER VALVE
0
WATER METER
�[
FIRE HYDRANT
SANITARY SEWER MANHOLE
o
SANITARY SEWER CLEAN OUT (C.O.)
R/W
RIGHT OF WAY
`2 or C.L.
CENTERLINE
07 '-
UTILITY POLE & GUY
69
UTILITY POLE
G
PROPERTY CORNER
vA -o
PROPERTY LINE (SURVEYED)
a--�- - - -- --o
PROPERTY LINE (UNSURVEYED)
--- - -- -- --a
PROPERTY LINE (PROPOSED)
SS
SANITARY SEWER LINE
w
WATER MAIN
UGT
UNDERGROUND TELEPHONE/CABLE
GAS
GAS MAIN
E
OVERHEAD ELECTRIC UTILITY LINES
1• M w 1• w 1•
STORM DRAINAGE PIPE
-
CENTERLINE ROAD (ALIGNMENT)
RIGHT OF WAY
- -- -
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
DIVERSION DITCH WI STORAGE
- _ a - -- a -
DISTURBED AREA BOUNDARY LINE
----x R k-
SILT FENCE
CHECK DAM
®
CATCH BASIN (CURB INLET)
®
CATCH BASIN (YARD INLET)
OUTLET PROTECTION #1
DA = ^165.00 ACRES- -- -
Q10 141.23 CFS
V10 -
Q FULL =�
{9.52 FPS
41.02 CFS
V FULL_-
>8.36 FPS
Slope =-
D0 (pipe die) =
-ZONE
0.00%
2.50 FT
2, CLASS B RIP RAP
La =
DSO (atone dta)=
`6 X D,, 115.00 FT
6" DEPTH 1 B" wl LINING
W1=
I3xDO =
7.60 FT
W2=
I1.25xW1 =
9.38 FT
OJMET WALE
Channel Calculator
G von Input Dal a:
Shape Trapazel dal
Sol vs f or Depth of FI aw
FI ow at a 71. 0400 cf a
Shape 0.0010 ftlft
Mini ny' s n 0.0130
Hsi qht 48. D000 I n
Cr I i
II
a
r
IX
Z
a
F
U
LLI
Fa -
d
Bol I am Vf dt h 84. DODO I n
Lef 1 31 ape 0.3333 f t r f t (Vi l l
R ght Slope 0.3333 f tlft (W4
Conput ad Rssul t s:
toe
Depth 19.0356 i n
Q
In Q
�
Vat ocl t y 3,0405 T pe
Ful I F1 0389
W n.
l]
w Q'
V7
W
ow at s 486. of s
Arse t 2
0060
z
U
Z
87.
Per I not or 318. 8539 C n
1
U.
Z
LOU W
Fl ow k ea 19.6539 f t 2
�
�
FI ow ParI net er 204.4027 In
Fydr sul 1 e Radl us 13.105 in
Top Vf dt h 198. 2251 In
C
Z
Percent 30.8579 %
a i t t cal I of or rral I on:
Cr I t i cal Depth 14,7976 In
Cr I t 1 eel slope 0.0026 f 11 f t
I t ea{ vet 0c t y 5. 4296 f ps
OrItIeel area 13.1943 ft2
Cri t I eel per I met Or 177. 9067 1 n
/ LOT / 1 ar t I eel hydraulic radl us 10.6862 i n A
/ I O9 / I 1 Cr i t I eel top W dt h 172. 7946 In ^ a
/ , 1 r Specl f I c energy 1, also f t
LOT 1 1 1 M ni num *nor lly 1.8407 f t
J Froude nunber 0.6371
1 1 FI ow Con. 1 t I on Subcr I t I cal V)
/ 108 1 J ! c
LDT
£ ' 1 107 1 LOT
1 1 x
s�g•,r��. 1 ! I OG ;1 \\ LOT \V �\ \\ \� �� `� ti o 0
NN
El
II 1 ro CL
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k'Z
1 I11�1ti11`11
MaY
,ram 77 COI f1��1! �I1 t7 jwu
la w
( FFE: a2.00 FFE O tY =
p! I_ 1 td1 D / i j j I I �! 1 f I "� $ ii
1a1.
ifl J 5 �� a
rt"P1.00 D /' ,� 1i�►�r1111 �W
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1 /
f I
1 1
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3.004 4:
NN
Ss
EE PROJE..T: 3554
S w 4a

NOT FOR CONSTRUCTION.
w WATER VALVE SS SANITARY SEWER LINE O �• a
0 WATER METER W WATER MAIN S AL
Lu
P I I �� FIRE HYDRANT -- - UGT UNDERGROUND TELEPHONEIC LLu
SANITARY SEWER MANHOLE — GAS GAS MAIN A.
FOR REVIEW PURPOSES ONLY 0 SANITARY SEWER CLEAN OUT (C.O.) .E OVERHEAD ELECTRIC UTILITY LI �QI1a
NOT FOR SALES, CONVEYANCES, OR RECORDATION R/W RIGHT OF WAY IIIIIIII IIIIIIII M M STORM DRAINAGE PIPE �`M' Z
/ •+• cAUTTON «•« or C. L. CENTERLINE — CENTERLINE ROAD (ALIGNMEN
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM UTILITY POLE & GUY RIGHT OF WAY
�' / 1�
�N� FIELD SURVEY yGFORMATION AND EXISTING DRAWINGS. THE ENGINEER @ �,` ��,� P UTILITY POLE -- — -- ---- EXISTING MINOR CONTOUR
yR� _�� % // MAKES NOG ARANTEE THAT THE UNDERGROUND UTILITIES SHOWN rtnl 1 U
VICINITY MAP
NOT TO SCALE '
SITE.DATA: fr' \ f r j / f
J
OWNER: HCC INVESTMENTS, LLC / ` 0�
CONTACT PERSON: JACKIE HAIRR
ADDRESS: 3077 N. MAIN ST.�
HOPE MILLS, NC 28348 pypp S.F • /
13, pp
TELEPHONE: [phone]
SITE LOCATION: f
LATITUDE: 34.9831'N
LONGITUDE: 79.0121 °W —
AREA FOR MIXED SITE: 47.00 AC,
AREA FOR HARRIS TEETER SITE: 13.02 AC. / . AP AgTME�TS ' yNV iT4I�3
AREA FOR CVS SITE: 2.31 AC.
- TOTAL DEVELOPMENT AREA: 62.33
/ d 3.D0
T 4
T
A.
TOTAL DISTURBED AREA: 48.00 AC.
T
PIN NO.:. 9494-68-2619
DEED REFERENCE: D.B. 7458, PG. 610
FLOOD ZO . X
FIRM Fl1k1\iL371 9400J
DATED: 01-05- . 7
Y D FLEX UNIT i ' 2 BUILDIN 44 UNITS / / •� APAg
2p0 S F,
ONDOMIN UNITS: 3�./ ! i ! �! FFE: 18`�•75
T, • OMMER AL SF: 1598 SF
.50 P KI NEEDED FOK COMM: 800f
AR G NEEDED FOR RES: 558 % /
TO, L REQUIRE PARKING:1368,AgT1�iE
F•
TAL PROVIgED PARKING-:227826+4008r %nn
ZONE C S MXD ,
FFE• /
SETBACKS: DUE TO MXD (MIXED) ZONI ; SETBACKS V
SETBIIiCKS TO B,5 A0PFt9vv ITH BUILD
D IGN BY PLANNINGIT
fp
IVERSION D�TCHES BE STABiL"iZED WITH /
51TE-
--- 1st
KING ROAD NC5R I 112 ROWISH ROAb N�,eR
III2 1 1 4
COMPRISE ALL/SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR 5r-G 1 7 3 O PROPERTY. CORNER EXISTING MAJOR CONTOUR
/ ABANDONED. E ENGINEER FURTHER DOES NOT WARRANT THAT THE G .
UNDERG OUND UTLITIES SHOWN ARE IN THE EXACT LOCATION O PROPERTY LINE (SURVEYED) PROPOSED MINOR CONTOUR
INDICATE, / INDICAALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED — — — -p U AS ACCURATELY AS POSSIBLE INFO
RMATION AVAILABLE. THE PROPERTY LINE (UNS �-. RVEYED) PROPOSED MAJOR CONTOUR
/ E G EER HAS NOT PHYSICALLY LOCATED E UNDERGROUND
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VICINITY MAP
NOT TO 5CALE
SITE DATA:
OWNER: HCC INVESTMENTS, LLC
CONTACT PERSON: JACKIE HAIRR
ADDRESS: 3077 N. MAIN ST,
HOPE MILLS, NC 28348
TELEPHONE: [phone]
SITE LOCATION:
LATITUDE: 34.9831'N
LONGITUDE: 79.0121'W
AREA FOR MIXED SITE: 47.00 AC.
AREA FOR HARRIS TEETER SITE: 13.02 AC.
AREA FOR CVS SITE: 2.31 AC.
TOTAL DEVELOPMENT AREA: 62.33
TOTAL DISTURBED AREA: 48.00 AC.
PIN NO.: 9494-88-2819
DEED REFERENCE: D.B. 7458, PG. 610
FLOOD ZONE: X
FIRM PANEL: 3710949400J
DATED: 01-05-2007
DUPLEX UNITS: 22 BUILDINGS, 44 UNITS
CONDOMINIUM UNITS: 300
COMMERCIAL SF:159829 SF
PARKING NEEDED FOR COMM: 8W
PARKING NEEDED FOR RES, 558
TOTAL REQUIRED PARKING:1358
TOTAL PROVIDED PARKING: 2278
ZONE CLASS: MXD
SETBACKS: DUE TO MXD (MIXED) ZONING, SETBACKS VARY.
SETBACKS TO BE APPROVED WITH BUILDING
DESIGN BY PLANNING.
DIVERSION DITCHES MUST BE STABILIZED WITH
VEGETATION TO PREVENT EROSION.
CATCH BASINS WILL BE CONSTRUCTED '
WITH DROP INLET GRATES UNTIL SEI + UU,
4944
CONSTRUTION OF CURB AND j�pFtIVEWAY
CES
NO WETLANDS WERE DELINEATED ON THIS 5
ALL ROOF DRAINS WILL DIRECT RUNOFF T E
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THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM UTILITY POLE
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE ENGINEER
MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN 0 PROPERTY CORNER
/ / COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR
!r I /r' ` I �, / ABANDONED. THE ENGINEER FURTHER DOES NOT WARRANT THAT THE PROPERTY LINE (SURVEYED)
1;1 UNDERGROUND U OWN ARE IN THE EXACT LOCATION 0
/ INDICA L BLUE FRORTIFY THAT
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VICINITY MAP
NOT TO 5CALE
Specifications for storinwater wet detention basin:
D All herbaceous plants within the shallow water zones shall be instilled between April 1 and July 31 of
LEGEN2011. Installation of herbaceous shallow water plants after this date entails an increased risk of failure and
may only be performed upon mutual agreement between the installation contractor and owner or owne?s
representative. The installer must take great care to ensure that plants awaiting installation axe kept moist
INrepresentative.
VALVE and shaded at all times. Lander no circumstances shall plant toots he allowed to dry out during transport,
ea WATER METER storage or installation. Rach planting area (shallow land and shallow water) shall be clearly identified and
FIRE HYDRANT marked prior to installing plants. Vertical distance from normal pool (permanent pool) shall be the.
SANITARY SEWER MANHOLE primary means of locating the planting areas. All plants within the basin (shallow water and shallow land :
zones) shall be installed as large drifts of a single plant species, unless otherwise specified Planting holes
0 SANITARY SEWER CLEAN OUT (C.O.) or slits of herbaceous species shall be deep enough to allow the crown of the plant to be at grade level,
,WE DE ENTION PLANTING TABLE
'TABLE 1. SHALLOW LAND HERBACEOUS PLANTS
COMMON NAME
SCIENTIFIC NAME
SPACING
DELIVERED AS
QUANTITY
JOE PYE WEED
EUPATORIUM FISTULOSUM
BARE ROOT
805
SWAMP MILKWEED
ASCLEPIAS INCARNATE
BARE ROOT
805
SOFTRUSH
JUNCUS EFFUSUS
BARE ROOT
805
BULLTONGUE
SAGITTARIA LANCIFOLIA
BARE ROOT
805
TABLE 2. SHALLOW WATER EMERGENT PLANTS
COMMON NAME
SCIENTIFIC NAME
SPACING
DELIVERED AS
QUANTITY
SOFTRUSH
JUNCUS EFFUSUS
BARE ROOT
1083
COMMON PLAINTAIN
PLANTAGO MAJOR
BARE ROOT
1083
BULLTONGUE
SAGITTARIA LANCIFOLIA
BARE ROOT
1083
WATER MILLET
ZIZNEOPSIS MILIACEA
IBARE ROOT
10B3
TABLE 3. SEED MIX
I
COMMON NAME
SCIENTIFIC NAME
SPACING
IDELIVEREDAS
QUANTITY
CENTIPEDE
EREMOCHLOA SPP.
WA
SITED
VARIES
R/W RIGHT OF WAY. while roots extend vertically into the substrate without ktnktng. Sod should not be loosened more than
or C. L. CENTERLINE necessary. Once plants are set in place, soil must be pressed gently but firmly against the entire root
UTILITY POLE & GUY mass, working in a deep to shallow direction, so that water can move via capillary action from the soil to
UTILITY POLE the plant roots.
Approximately 5 grams of a balanced slow release fertilizer shall be installed next to each herbaceous
o PROPERTY CORNER large plug within the wetland. Fertilizer may be omitted if 6 inches of fertile topsoil has been applied
PROPERTY LINE (SURVEYED) throughout the wetland. It is the responsibility of the contractor to ensure that the soil in each planting
PROPERTY LINE (UNSURVEYED) area is moist or wet when plants are installed and for 45 days after installation. It is the responsibility of
— —o PROPERTY LINE (PROPOSED) land owner to ensure that the wet detention basin draw down orifice does not clog, causing water levels
to remain high and killing the plants. Planting densities and sizes shall be as follow.
S5 SANITARY SEWER LINE At least 50 herbaceous plants of at least 4 cubic -inch containers shall be installed per 200 ft2 of shallow
W WATER MAIN water area
UNDERGROUND TELEPHONEICABLE At least 50 herbaceous plants of at least 4 cubic -inch container OR 8 shrubs of at least 1-gallon container
GAS GAS MAIN OR 1 tree of at least 3 gallon container and 40 grass -like herbaceous plants of at least 4 cubic -inch
E OVERHEAD ELECTRIC UTILITY LINES containers shall be installed per 200 square feet of shallow land area
� STORM DRAINAGE PIPE At least 5 species shall be utilized in the shallow water zones, and 5 for shallow land, with no more than
30% of a single species. The genetic origin ("provenance') of the plants shall be as close as feasible to the
CENTERLINE ROAD (ALIGNMENT) wetland site, Except for provenance, genetic diversity is encouraged and cultivars should not be utilized.
RIGHT OF WAY
EXISTING MINOR CONTOUR NOTES:
---- EXISTING MAJOR CONTOUR The landscape contractor shall abide by the "CONSTRUCTION SEQUENCE"
PROPOSED MINOR CONTOUR and install the plants as specified on the LANDSCAPING PLAN.
PROPOSED MAJOR CONTOUR After the first year and again at the end of the two—year warranty
DIVERSION DITCH WI STORAGE period, all plants that do not survive must be replaced.
---'p DISTURBED AREA BOUNDARY LINE No planting within 10' of inflow or outflow pipes or riprop.
K a SILT FENCE
CHECK DAM CONSTRUCTION SEQUENCE:
CATCH BASIN (CURB INLET)
® CATCH BASIN (YARD INLET) 1. Form the stormwater 8MP facility by soil excavation and/or fill.
2. Install fountain(s).
3. Remove any construction debris.
4. Till the top fi to 8 inches of soil surrounding the stormwater BMP
facility.
5. Place topsoil or the specified soil mix surrounding the BMP facility In
horizontal layers not to exceed 12 Inches per lift.
fi. Install plant materials and mulch; minimize or eliminate the use of
pesticides and fertilizers.
7. Plant grass by hydro seeding.
8. Immediately water the newly Installed plant materials.
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