SW8141108_Approved Plans_20160412

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OAK RIDGE PROPERTIES AT OLDE POINT
COMMERCIAL SUBDIVISION
REVISION NOTES 12-10-15
1. REVISED PLANS FOR ALTERNATIVE STORMWATER BMP DESIGN.
LEGEND SYM,
BEARING AND DISTANCE
320.29'
575'41'20'M
PROPERTY BOUNDARY/
PROJECT BOUNDARY
---------------
SPOT ELEVATION
X 47.6
EXISTING CONTOUR
5� \
TEMPORARY ENTRANCE
MEMO
SEDIMENT FENCE
EDGE OF PAVEMENT
CHECK DAM
PROPOSE SS LINE
PROPOSED SS MANHOLE
FIRE HYDRANT
PROPOSED WATER LINE
BLOW OFF ASSEMBLY
BOO
GATE VALVE
6" CI
GATE VALV
SIDEWALK
WATER SERVICE
SS SEWER SERVICE
HAMPSTEAD, NC
PENDER COUNTY
SHEET SCHEDULE
ID
DESCRIPTION
C1.0
ENTIRE PROPERTY
C1.1
SITE PLAN
C2.0
PAVING MASTER
C3.0
UTILITY MASTER
C3.1
SS PROFILE
C3.2
WATER LINE PROFILE
C3.3
STORM WATER PROFILE
C3.4
WATER DETAILS
C4.0
GRADING MASTER
C4.1
BASIN X SECTION
C4.1A
BASIN DETAILS
C4.2
EROSION DETAILS
C4.3
IMP DIMESIONS
C4.4
EROSION CALCULATIONS
OAK RIDGE PROPERTIES AT OLDE POINT
LIST OF ADJOINING PROPERTY OWNERS
1. CAROLINA WATER SERVICES
2335 SANDERS RD
NORTHBROOK, IL 60062
2. BETTY DAVIS
115 BERRINGER LN
GARNER, INC 27529
TYPICAL BUFFER DESCRIPTIONS
Buffer A
Buffer "A" This buffer is designed primarily for road frontage areas and should run parallel to the street to provide a
continuous, aesthetically pleasing streetscape. The requirements for buffer "A" shall be met by any one of the
following:
A-1) 15 foot wide strip with 3 canopy trees, 2 understory trees and a grass cover of at least 98 % coverage (except
within 4 feet of the base of any tree), per 100 linear feet (width may be reduced to 10' for existing developed lots
that are subject to new buffer requirements), or
A-2) 20 foot wide strip with 3 canopy trees, 2 understory trees and either a grass cover of at least 98 % coverage
(except within 4 feet of the base of any tree or shrub) or 18 shrubs per 100 linear feet, or
A-3) 25 foot wide strip with 1 canopy tree, 2 understory trees and either a grass cover of at least 98 %coverage
(except within 4 feet of the base of any tree or shrub) or 21 shrubs per 100 linear feet, or
A-4) 30 foot wide strip with 1 canopy tree, 2 understory trees and either a grass or other approved vegetative
ground cover of at least 98 % coverage (except within 4 feet of the base of any tree or shrub) or 32 shrubs per 100
lnear feet.
Buffer B
Buffer "B" This buffer is a medium density planting area to be used primarily along non street boundary lines to
provide spatial separation between similar types of uses. The requirements for buffer "B" shall be met by any one
of the following:
B-1) 10 foot wide strip with 3 canopy trees, 4 understory trees and a grass cover of at least 98 % coverage (except
within 4 feet of the base of any tree), per 100 linear feet, or
B-2) 15 foot wide strip with 3 canopy tree, 2 understory trees and a grass cover of at least 98 % coverage (except
within 4 feet of the base of any tree), per 100 linear feet, or
B-3) 20 foot wide strip with 1 canopy tree, 2 understory tree and either a grass cover of at least 98 %coverage
(except within 4 feet of the base of any tree or shrub) or 15 shrubs per 100 linear feet, or
B-4) 25 foot wide strip with 0 canopy trees, 5 understory trees and either a grass cover of at least 98 %coverage
(except within 4 feet of the base of any tree or shrub) or 21 shrubs per 100 linear
OAK RIDGE PROPERTIES AT OLDE POINT SITE PLAN NOTES
PROJECT INFORMATION SECTION
APPLICANT/ PROPERTY OWNER:
OAK RIDGE PROPERTIES AT OLDE POINT, LLC
519 MARKET ST
WILMINGTON, NC 28401
PH: 910-259-9922
PROFESSIONAL ENGINEERING FIRM
MICHAEL C. GALLANT, PE, PA
PO BOX 4039
SURF CITY, NO 28445
910.448.1046
SURVEY AND TOPOGRAPHICAL INFORMATION PROVIDED BY
MICHAEL UNDERWOOD AND ASSOCIATES, PA
102 CINEMA DRIVE, SUITE A
WILMINGTON, NC 28403
NAVD 88 DATUM
PROPERTY DATA:
TOTAL TRACT SIZE: 8.58 ACRES, ZONED :PD
TOTAL PROJECT AREA TO BE DEVELOPED:
6.82 ACRES, ZONED:PD
WETLANDS ON TRACT: 0 ACRES
AREA TO BE DISTURBED: 6.83 ACRES
USCOE WETLANDS TO BE DISTURBED: 0 ACRES
PROPERTY PIN: 3293-85-0858-0000
3293-75-7714-0000
3293-75-6669-0000
3293-75-6604-0000
PROPERTY ADDRESS:
US HWY 17 BETWEEN COUNTRY CLUB RD AND RAVENSWOOD RD
PROPERTY DESCRIPTION:
TR 1-2 PB 43-91 PAVILION @ OLDE POINT SURVEY
PB 40-33, PB 37-39
TR 1-3 PB 23-104 ON SE SIDE OF 17 @ 1565 16
NAICS CODE: 621111
REQUIRED PERMITS:
SPECIAL USE PERMIT- RENDER COUNTY
SEWER EXTENSION - NCDENR
SOIL EROSION AND SEDIMENT CONTROL - NCDENR-DEMLR-
RECEIVED 12-16-2014 #PENDE 2015-16
HIGH DENSITY STORM WATER PLAN - NCDENR-DEMLR-
RECEIVED 2-3-2015 #SW8 141108
DRIVEWAY PERMIT- NCDOT
cizrrmrivlara.�v�1
RECEIVING STREAM: OLD TOPSAIL CREEK
RECEIVING STREAM INDEX: 18-87-12
STREAM CLASSIFICATION: SA;HQW
PROPOSED IMPERVIOUS AREAS
STORM WATER PERMIT SPECIFIES 83% PROPOSED IMPERVIOUS AREA
FOR LOTS 1-5. LOT 6 WILL BE ADDRESSED IN A SEPARATE PERMIT AT THE TIME IT
IS DEVELOPED.
i7:7.1F3.�i7.7_F910Ce
PHASEI
PHASE I SHALL INCLUDE THE DEVELOPMENT OF LOT 4 AND THE NECESSARY
INFRASTRUCTURE. THE INFRASTRUCTURE WILL INCLUDE GRAVITY SANITARY SEWER
COLLECTION LINES, A LIFT STATION AND FORCE MAIN, WATER SERVICE FOR THE BUILDING,
A STORM WATER BEST MANAGEMENT PRACTICE (BMP) CAPABLE OF TREATING ALL OF THE
PROPOSED AND FUTURE DEVELOPMENT OF LOTS 1-5 AND ASSOCIATED PARKING AND
DRIVE WAY ACCESS TO RAVENSWOOD ROAD.
START OF CONSTRUCTION FOR PHASE I: NOVEMBER 2015
PROJECT COMPLETION AND CERTIFICATE OF OCCUPANCY: MARCH 2O16
j1111p:77]7L6Y�".
FUTURE PHASES WILL BE DETERMINED BY THE SALE/LEASE OF LOTS 1-3 AND LOT 4. LOTS
1-3 WILL UTILIZE THE PHASE I INFRASTRUCTURE FOR STORM WATER AND SANITARY
SEWER SERVICE. NCDOT DRIVEWAY ACCESS AND OFF -SITE IMPROVEMENTS WILL BE
PERMITTED AT THE TIME OF PLANNING AND DEVELOPMENT OF THOSE LOTS. LOT 4
DEVELOPMENT WILL REQUIRE INFRASTRUCTURE INDEPENDENT OF LOTS 1-5.
ACCESS:
THE SITE IS TO BE ACCESSED DIRECTLY FROM RAVENSWOD ROAD
SITE
e
PROPOSED USE
THE PROPOSE USE FOR LOT 41N PHASE 115 A MEDICAL OFFICE BUILDING.
FUTURE PHASES WILL INCLUDE THE DEVELOPMENT OF LOTS 1-3 AS COMMERCIAL
DEVELOPMENT. LOT 6 15 INTENDED TO SERVE AS THE FUTURE RESIDENTIAL
COMPONENT OF THE PLANNED DEVELOPMENT.
THE PROJECT WILL REQUIRE A MASTER OWNERS ASSOCIATION
TO MAINTAIN SITE UTILITIES, LANDSCAPING, PARKING AREAS AND STORMWATER
MANAGEMENT INFRASTRUCTURE.
BUFFERS AND LANDSCAPING:
15' WIDE TYPE "A" BUFFER FOR ALL ROAD FRONTAGES (SEE DESCRIPTION ON THIS
PAGE)SEE PLAN
10' WIDE TYPE "B" BUFFER FOR ALL OTHER LOT LINES (SEE DESCRIPTION ON THIS
PAGE) SEE PLAN
WATER AND SEWER SERVICE
THE PROVIDER FOR WATER SERVICE WILL BE
SCOTTS HILL WATER AND SEWER DISTRICT
PO BOX 995
605 FREEMONT ST,
BURGAW, NC, 28425
PH. 910.259.1570
THE PROVIDER FOR SEWER SERVICE WILL BE
PLURIS HAMPSTEAD, LLC
1095 NC 210
SNEADS FERRY, NC 28406
PH. 910.328.6277
CALCULATIONS SECTION
M.M14i
PHASES I ONLY (LOT 4, 10,000 SF OFFICE)
SPACES PROVIDED: 65 (4 HANDICAP ACCESSIBLE)
SPACES REQUIRED: 10
ODD REQUIRES 1 SPACE PER 1000 SF OF ENCLOSED BUILDING
TYPICAL SPACE DIMENSIONS ARE 9' WIDE BY 18' DEEP
TIA/ESTIMATED TRIPS
PHASE 1 ONLY
LUC CODE: 630
ESTIMATED DAILY TRIPS: 315
ESTIMATED PM PEAK HOURLY: 62
ESTIMATED AM PEAK HOURLY: 61
APPRO:rh
NORTH CAROLINA ENVIRONMU
IIAGEMENT COMMISSION
(2 f -74-p2- 2v��
APPROVED BY THE FENDER COUNTY UNIFIED DEVELOPMENT ADMINISTRATOR
SIGNATURE OF
APPROVAL DATE:
SITE PLAN VALID FOR. (2) TWO YEARS FROM APPROVAL DATE
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BETTY A DAVIS et of
BOOK 2070 PAGE 070
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BOOK 4129 PAGE 274
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SITE
LEGEND SYM
BEARING AND DISTANCE
320.29'
575.41'20•M
PROPERTY BOUNDARY/
PROJECT BOUNDARY
---------------
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EASEMENT RECORDED ON THE FINAL PLAT.
NOTE:
1. SEDIMENT AND RUNOFF FLOW 5
SKIMMER BASIN VIA THE CATCH B/
2. ALL CATCH BASINS SHALL HAVE
THEOCOLOLECTIONDSI�TEM WHENFF
1
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NOW OR FORMERLY
CAROLINA WATER
SERVICES INC
BOOK 746 PAGE 540
ZONED PD
3293-85-1523-0000
BE DIRECTED TO THE TEMPORARY
r SUMP AND INLET PROTECTION.
_ BE COLLECTED AND DIRECTED TO
LOTS ARE DEVELOPED.
ND 3 WILL BE BY OTHERS
x 41.1
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UPON STABILIZATION OF ALL UPSTREAM AREAS ALL SEDIMENT SHALL BE
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AS A STORMWAMR BMP.
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STABILIZE THIS AREA
WITH 12" THICK 6" DIA
RIP RAP
F�
NOTE: ° �--
DO NOT PLANT TREES WITHIN 10
FEET OF INLET OR OUTLET PIPES,
SPILLWAYS OR FLOW SPREADERS.
TREE SPECIES WITH WATER
SEEKING ROOTS SUCH AS WEEPING
WILLOWS AND POPLARS SHOULD
BE AVOIDED WITHIN 50 FEET OF
PIPES OR MANMADE STRUCTURES.
EVERGREEN TREES WHICH PROVIDE
VERY LITTLE LEAF FALL ARE
PREFERRED IN AREAS DRAINING TO
DETENTION DEVICES. TREES
SHOULD BE SET BACK SO THAT
BRANCHES DO NOT EXTEND OVER
THE PERMANENT POOL.
8
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POND INLET 8
INV ELE. 33.00
125
INLET ENERGY
DISSAPATER
SEE SHEET 4.1A
FOR DETAILS
BAST
BOTTOM ELEV. = 33.0
BAS
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DIM
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FOF
BOTTOM CONTOUR
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35
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6" RIP RAP BASINWALLS BASIN BERM _ ELEV.=39.0
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SOD B TTOM OF BASIN
/-
N<
100 200 262
POND SECTION A —A
1 " — 2O'H, I" 49V
NOTE: ALL INTERIOR AND EXTERIOR SIDE SLOPES
THAT EXCEED 3:1 GRADES SHALL BE STABILIZED WITH 6" DIA. RIP RAP
12" THICK.
NOTE:
DURING CONSTRUCTION THE BMP IS TO BE USED AS A SKIMMER SEDIMENT BASIN.
AT THIS TIME THE INFILTRATION MEDIA SHOULD NOT BE PLACED IN THE BASIN.
UPON STABILIZATION OF ALL AREAS DRAINING TO THE BASIN THE INFILTRATION MEDIA CAN BE INSTALLED.
FUTURE DEVELOPMENT WILL REQUIRE THAT ALL EROSION CONTROL MEASURES BE INDEPENDENT
OF THE FUNCTIONING BMP TO PREVENT SEDIMENT LADEN RUNOFF FROM CLOGGING THE
INFILTRATION MEDIA.
BASIN BERM ELEV. = 39.0
10' WIDE EMERGENCY SPILLWAY
ELEV. = 38.5 RIP RAP SPILLWAY
V s 6" RIP RAP, 12' THICK ON ALL AND EXISTING DITCH
6' RIP RAP, 12' THICK ON ALL WALLS, SLOPES WITH 2:1 GRADE TYP.
J�1 WALLS, SLOPES WITH 2:1 GRADE TYP.
41 Q
ST ILIZE HIS AREA SUMPINVERT=3.0
H 12" HICK 6" DIA 40 = 36.0
0
10, W
tiL //ww FOR
T
STABILIZE THIS AREA
WITH 12" THICK 6" DIA
RIP RAP
I WALLS
PLAN
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ENERG DISSAPATOR - ED 2 X 3 GRATE OPENI GS BASIN OUT LET LAID FLAT AT O CV
SEE TAIL ON THIS SHEET _ CL
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BOTTOM OF SPILLWAY RIP RAP PERFORATED PIPE 12" DOUBLE WALL HDPE ^^\\ �.I k
6 COMPACT STONE W. BAFFLE WALL 3' W J
12" DOUBLE WALL HDPE PERFORATED PIPE FILTER DIAPHRAGM _ m
X X O LAID FLAT AT INV. = 33.0 (BASIN BOTTOM ELEV.)
X' = 3' MINIMUM OR V c STRUCTURE DETAILSOUTLET • V O
EXTEND TO THE EDGE OF T P CAL SECTION C— C W C'
THE EXCAVATION. — 9 99 — 9 U
1 20H 1 4V
WU)
CO M PACT ASTM C33 r n
v /
FINE CONCRETE AGGREGATE
INFILTRATION MEDIA SPECIFICATION
z OUTLET PIPE The infiltration media shall be the byproduct of crushed limestone and be imported from the Martin Marrietta Quarry in Onslow County, NC. X
INVERT = 32.5 The material shall have gradation such that 75% of the material has a grain size less than 4.8 mm. The gradation of the material shall be verified by
N the engineer prior to placement. This material is generally referred to as "%6" by quarry staff. The engineer shall specify the exact material by
FILTER DIAPHRAM NOTE: visiting the quarry with the contractor's representative to assure the correct material is used.
1. MEDIA TO BE COMPACTED ASTM C33 FINE CONCRETE AGGREGATE V ♦l
2. FILTER SHOULD EXTEND T BELOW PIPE AND TO THE BASE OF THE RIP RAP SPILLWAY ABOVE THE PIPE. 12" HDPE PERFORATED PIPE SPECIFICATION
3. FILTER SHALL BE A MINIMUM OF 3' WIDE ALONG THE PIPE AND
A MINIMUM S H E EACH SIDE OF THE PIPE PERPANDICULAR TO THE PIPE All HDPE Smooth wall pipe Shall be ADS n-12 ST IB pipe orequivalent.
OR AS WIDE AS THE EXCAVATION. II P II P.
Perforation patterns shall meet AASHTO Class II of .313 in diameter holes for 12 inch pipe diameters.
4
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30
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SECT ON
NTS
ND INLET 8
ELE. 33.00
INLET ENERGY DISSAPATER
OUTER LIP OF DISSAPATER
TO MATCH BASIN BOTTOM AT ELE. 33.0
SLOPE DOWN TO 32.5
WITH RIP RAP 2 FEET FROM
OUTSIDE EDGE OF DISSAPATER
INTERIOR OF DISSAPATER TO BE
FLAT AT ELEVATION 32.5
54
13
DP OF MEDIA ELEV. = 35.5
(ISTING GRADE
INFILTRATION MEDIA
_F OF 12" HDPE PERFORATED PIPE
2:1 SLOPE
ASIN BOTTOM ELEV. = 33.0
'OF #57 STONE
JRROUNDING PERF. PIPE
F
" HDP
3 X 3 CAST IN PLACE
FRAME "TTT, `'n A'PC
FLUSH WITH
12" HDPE INLET
PERF.
BAFFLE WALL
RIM ELEVATION 36.0
TOP OF INFILTRATION
MEDIA ELE. 35.5
12" HDPE INLET
PERF.
INV. 33.0
2" CONTROL PIPE
GROUTED INTO
BAFFLE WALL AT 45D ANGLE
TOP VIEW
NTS
12" HDPE OUTLET
3 X 3 FRAME AND GRATE
CAST FLUSH INTO LID
2 SECTION VIEW
NTS
INV. 33.0
12" HDPE OUTLET
INV. 32.5
6" LIP TYP.
12" OF COMPACT STONE
OUTLET STRUCTURE
BOTTOM ELE. 31.0
OUTLET STRUCTURE DETAIL
NTS
ENERGY DISSAPATER NOTES:
1. RIP RAP DISSAPATER TO BE CONSTRUCTED IN THE AREA SHOWN ON THE PLAN.
�S 2. THE BOTTOM OF THE DISSAPATER IS TO BE FLAT AT ELEVATION 32.5.
3. THE OUTER EDGE OF THE DISSAPATER IS TO HAVE A 2 FOOT WIDE LIP
THAT SLOPES UP TO 33.0.
RIP RAP SHOULD BE 6" DIAMETER AND 12" IN DEPTH. RIP RAP SHOULD BE BEDDED ON 6"
CD OF ABC STONE.
4. THE PLACEMENT OF THE RIP RAP SHOULD EXTEND OUTWARD FROM THE BASIN
INLET AS SHOWN WITH A MINIMUM DIMENSIONS SHOWN FROM THE INLET FES.
INFILTRATION MEDIA SPECIFICATION
The infiltration media shall be the byproduct of crushed limestone and be imported from the Martin Marrietta Quarry in Onslow County, NC.
The material shall have gradation such that 75% of the material has a grain size less than 4.8 mm. The gradation of the material shall be verified by
the engineer prior to placement. This material is generally referred to as "%6" by quarry staff. The engineer shall specify the exact material by
visiting the quarry with the contractor's representitive to assure the correct material is used.
12" HDPE PERFORATED PIPE SPECIFICATION
All HDPE smooth wall pipe shall be ADS n-12 ST IB pipe or equivalent.
Perforation patterns shall meet AASHTO Class II of .313 in diameter holes for 12 inch pipe diameters.
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15' DRA�P'GENTILITY EASEMENT — — — — — — 0
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S41'59'10"W
LOT 4A
0.33 ACRES
FUTURE
COMMERCIAL
DEVELOPMENT
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54
ACRES
PHASE I
COMMERCIAL
IEVELOPMENT
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'WYV1VP111W11L
If Coefficient, C
rulic Length, L
tion Change, H
rshed Area, A
of Concentration, Tc
Intensity, I
Intensity, I
Flow, Qa
Flow, Qa
Impervious Area
Runoff Coefficient, C
Hydraulic Length, L
Elevation Change, H
Area, A
Time of Concentration, Tc
10-yr Intensity, I
50-yr Intensity, I
10-yr Flow, Qp
50-yr Flow, Op
dQ, 10 yr storm
dQ, 50 yr storm
10 yr Required Storage
50 yr Required Storage
r Storm Depth (P)
r storm depth (P)
Curve Number (CN)
Curve Number (CN)
Storage Capacity (S)
r Runoff Depth (Q*)
r Runoff Volume (V)
r Runoff Depth (Q*)
r Runoff Volume (V)
r Time to Peak (Tp)
r Time to Peak (Tp)
Is Storage Function
ianent Pond Level
ft
@� it
6 acres
6.50 min
6.90 in/hr
8.56 in/hr
11.13 cfs
13.79 cis
3t acres
0.88
1200 ft
It
6.822 acres
13.30 min
5.82 in/hr
7.30 in/hr
35.23 cis
44.19 cis
24.10 cfs
30.40 cis
6.76E+04 cu ft
1.06E+05 cu it
5.14 in
740 in
:4 is
90
1.14
3.99 in
98871 cu ft
6.19 in
153459 cu ft
33.65 min
41.64 min
uft
CONTOUR INCR
C=(Coeff/acres)
Tc = (Ls/H)oae6/128
I = 252/(30+Tc)
I = 338/(33+Tc)
Q = CIA
Q = CIA
C=(Coeff/acres)
Tc = (L3/H)o 35/128
1 =252/(30+Tc)
I = 338/(33+Tc)
Q = CIA
Q = CIA
S = dQ*Tc*1.39*60
S = dQ*Tc*1.39*60
6 hr runoff
6 hr runoff
S = 1000/CN - 10
Q* _ [(P-0.2*S)]A2/(P + 0.8*S
V=Q*A
Q* _ [(P-0.2*S)]A2/(P + 0.8*S
V = Q*A
Tp = V/1.39Qp
Tp = V/1.39Qp
S Z
ACCUM
33.00
0
0
0.00
34.00
11,743
11,743
1.00
9.3710
35.00
12,685
24,428
2.00
10.1035
36.00
13,662
38,089
3.00
10.5477
37.00
14,672
52,761
4.00
10.8735
38.00
15,715
68,476
5.00
11.1342
39.00
16,792
85,268
6.00
11.3535
b
b = [In (Sz/Se)]/[In (Z2/Ze)]
Ks
Ks = SZ/ZZ
0.0000
0.6931
1.0986
1.3863
1.6094
1.7918
0.0002
1.0000
1.9387
2.8964
3.8881
4.9212
6.0000
Inflow Hydrogreph, 50-yr storm
t < 1.25 Tc
Q (t) = Qp/2*(1-cos(pi*t/Tp))
t < 1.25 Tc
Q (t) = Qp/2*(1-cos(pi*t/Tp))
t > 1.25 Tc
Q = 4.34*Qp*exp(-1.3*(UTp))
t > 1.25 Tc
Q = 4.34*Qp*exp(-1.3*(t/Tp))
Permanent Level
33.00 it
Permanent Level
33.00 it
Riser
Length
.' ft
Ctrl. Pipe
Diameter
in
Peak Outflow
9.01 cis
Riser
Length
12.00 it
Ctrl. Pipe
Diameter
2.00
in Peak Outflow
26.52
cfs
Elevation
It
Elevation
33,00 It
Peak Stage
37.8 ft
Elevation
36.00 ft
Elevation
33.00
ft Peak Stage
38.9
ft
Weir Coef.
3.00
Orif. Coef.
0.52
Weir Coef.
3.00
Orif. Coef.
0.52
Onf. Coef.
0.60
Q Pre -Development
11.13
Orif. Coef.
0.60
Q Pre -Development
13.79
Peak Inflow
35.23
Pond Bank
39.00
Pond Bank
Spillway
Length
Q.001 it
Barrel
Orif. Coef
0.65
Spillway
Length
10.00 It
Barrel
Orif. Coef
0.65
Rim El.
ft
Diameter
in
Top El.
38.50 ft
Diameter
12.00
in
Elevation
ft
Elevation
32.50
ft
Weir Coef.
3.00
Number
1.00
Weir Coef.
3.00
Number
1.00
int:
., =
Tp =
33.65
Spillway
Riser
Riser
Riser Structure
Total
Tp =
41.64
Spillway
Riser
Riser
Riser
Structure
Total
Time t
Qin
Storage
Stage
Ctrl Pipe
Weir
Weir Oriface
Outflow
Total
Barrel
Outflow
Time t
Olin
Storage
Stage
Ctrl pipe
Weir
Weir
Oriface
Outflow
Total
Barrel
Outflow
min
cfs
cult
ft
cfs
cfs
cfs
cfs
cis
cis
cis
cfs
min
sfs
cu It
ft
cis
cfs
cis
cis
cfs
cis
cfs
cfs
0
0.00
0.00
33.00
0.00
0.00
0.00
0.00
0.00
0.00
1.03
0.00
0.00
0.00
0.00
33.00
0.00
0.00
0.00
0.00
0.00
0.00
1.03
0.00
3
0.86
0.00
33.00
0.00
0.00
0.00
0.00
0.00
0.00
1.03
0.00
4.16
1.08
0.00
33.00
0.00
0.00
0.00
0.00
0.00
0.00
1.03
0.00
7
3.36
174.07
33.02
0.00
0.00
0.00
0.00
0.00
0.00
1.10
0.00
7.53
3.47
218.35
33.03
O.OD
0.00
0.00
0.00
0.00
0.00
1.11
0.00
10
7.26
853.05
33.09
0.01
0.00
0.00
0.00
0.00
0.01
1.33
0.01
10.89
7.05
918.62
33.10
0.01
0.00
0.00
0.00
0.00
0.01
1.35
0.01
13
12.17
2316.87
33.23
0.03
0.00
0.00
0.00
0.00
0.03
1.81
0.03
14.26
11.60
2340.18
33.23
0.04
0.00
0.00
0.00
0.00
0.04
1.82
0.04
17
17.61
4767.33
33.44
0.05
0.00
0.00
0.00
0.00
0.05
2.66
0.05
17.62
16.82
4675.25
33.44
0.05
0.00
0.00
0.00
0.00
0,05
2.62
0.05
20
23.06
8312.86
33.73
0.07
0.00
0.00
0.00
0.00
0.07
3.50
0.07
20.99
22.38
8060.52
33.71
0.07
0.00
0.00
0.00
0.00
0.07
3.45
0.07
24
27.97
12953.64
34.09
0.09
0.00
0.00
0.00
0.00
0.09
4.28
0.09
24.35
27.92
12564.40
34.06
0.09
0.00
0.00
0.00
0.00
0.09
4.22
0.09
27
31.87
18582.20
34.51
0.11
0.00
0.00
0.00
0.00
0.11
&03
0.11
27.72
33.09
18183.28
34.48
0.11
0.00
0.00
0.00
0.00
0.11
4.98
0.11
30
34.37
24994.07
34.98
0.13
0.00
0.00
0.00
0.00
0.13
5.75
0.13
31.08
37.55
24841.81
34.97
0.12
0.00
0.00
0.00
0.00
0.12
5.74
0.12
34
35.23
31907.78
35.47
0.14
0.00
0.00
0.00
0.00
0.14
6.43
0.14
34.45
41.02
32397.81
35.50
0.14
0.00
0.00
0.00
0.00
0.14
6.47
0,14
37
34.37
38992.47
35.96
0.15
0.00
0.00
0.00
0.00
0.15
7.04
0.15
37.82
43.28
40651.35
36.07
0.16
0.00
0.69
15.49
0.69
0.85
7.17
0.85
40
31.86
45900.32
36.43
C.17
0.00
10.09
37.81
10.09
10.25
7.57
7.57
41.18
44.18
49217.48
36.65
0.17
0.00
18.93
46.63
18.93
19.10
7.82
7.82
44
28.21
50804.97
36.76
0.17
0.00
23.74
50.29
23.74
23.92
7.93
7.93
44.55
43.66
56559.04
37.14
0.18
0.00
43.83
61.70
43.83
44.02
8.32
8.32
47
24.77
54900.27
37.03
0.18
0.00
37.65
58.65
37.65
37.83
8.21
8.21
47.91
41.76
63694.08
37.61
0.19
0.00
73.51
73.30
73.30
73.50
8.78
8.78
50
21.75
58244.11
37.25
0.19
0.00
50.41
64.64
50.41
50.59
8.43
8.43
51.28
38.60
70353.08
38.04
0.20
0.00
105.12
82.59
82.59
82.79
9.19
9.19
54
19.10
60933.30
37.43
0.19
0.00
61.47
69.06
61.47
61.66
8.61
8.61
54.64
34.83
76292.63
38.43
0.21
0.00
136.05
90.00
90.00
90.21.
9.53
9.53
57
16.77
63051.99
37.57
0.19
0.00
70.65
72.34
70.65
70.85
8.74
8.74
58.01
31.36
81401.05
38.75
0.22
12.03
164.49
95.88
95.88
96.10
9.81
21.84
61
14.73
64673.49
37.67
0.19
0.00
77.94
74.75
74.75
74.94
8.84
8.84
61.37
28.23
83322.09
38.88
0.22
15.64
175.60
97.99
97.99
98.21
9.92
25.56
64
12.93
65861.78
37.75
0.20
0.00
83.42
76.46
76.46
76.66
8.92
8.92
64.74
25.41
83861.26
38.91
0.22
16.58
178.75
98.57
98.57
98.79
9.94
26.52
67
11.36
66672.82
37.80
0.20
0.00
87.23
77.60
77.60
77.80
8.97
8.97
68.10
22.88
83636.87
38.90
0.22
16.19
177.44
98.33
98.33
98.55
9.93
26.13
71
9.97
67155.55
37.84
0.20
0.00
89.51
78.28
78.28
78.48
8.99
8.99
71.47
20.60
82981.28
38.85
0.22
15.03
173.61
97.62
97.62
97.84
9.90
24.93
74
8.76
67352.87
37.85
0.20
0.00
90.46
78.55
78.55
78.75
9.01
9.01
74.83
18.54
82106.01
38.80
0.22
13.41
168.54
96.66
96.66
96.88
9.85
23.26
77
7.69
67302.34
37.84
0.20
0.00
90.21
78.48
78.48
78.68
9.00
9.00
78.20
16.69
8115&08
38.74
0.22.
11.52
163.08
95.60
95.60
95.82
9.80
21.32
81
6.75
67036.91
37.83
0.20
0.00
88.95
78.11
78.11
78.31
8.99
8.99
81.56
15.03
80218.63
38.68
0.21
9.50
157.77
94.55
94.55
94.77
9.75
19.25
84
5.93
66585.47
37.80
0.20
0.00
86.81
77.48
77.48
77.68
8.96
8.96
84.93
13.53
79366.28
38.62
0:21 -
7.45
152.97
93.59
93.59
93.80
9.70
17.15
87
5.21
66973.40
37.76
0.20
0.00
83.94
76.62
76.62
76.81
8.92
8.92
88.29
12.18
78635.86
38.58
0.21
5.42
148.90
92.75
92.75
92.96
9.66
15.08
91
4.57
65222.94
37.71
0.20
0.00
80.46
75.54
75.54
75.74
8.88
8.88
91.66
10.97
78050.11
38.54
0.21
3.46
145.65
92.07
92.07
92.28
9.63
13.09
94
4.01
64353.64
37.65
0.19
0.00
76.49
74.28
74.28
74.47
8.82
8.82
95.02
9.87
77621.31
38.51
0.21
1.54
143.29
91.57
91.57
91.78
9.60
11.14
98
3.52
63382.66
37.59
0.19
0.00
72.12
72.84
72.12
72.31
8.76
8.76
98.39
8.89
77364.77
38.50
0.21
0.00
141.89
91.27
91.27
91 A8
9.59
9.59
101
3.09
62325.08
37.52
0.19
0.00
67.46
71.23
67.46
67.65
8.70
8.70
101.75
8.00
77223.25
38.49
0.21
0.00
141.11
91.10
91.10
91.31
9.58
9.58
104
2.72
61194.16
37.45
0.19
0.00
62.58
69.47
62.58
62.77
8.62
8.62
105.12
7.20
76904.36
38.47
0.21
0.00
139.37
90.73
90.73
90.94
9.56
9.56
108
2.39
60001.52
37.37
0.19
0.00
57.56
67.56
57.56
57.75
8.55
8.55
108.48
6.48
76427.97
38.43
0.21
0.00
136.78
90.16
90.16
90.37
9.54
9.54
111
2.10
58757.42
37.29
0.19
0.00
52.47
65.51
52.47
52.65
5.47
8.47
111.85
5.84
75811.95
38.40
0.21
0.00
133.46
89.42
89.42
89.63
9.50
9.50
114
1.84
57470.84
37.20
0.18
0.00
47.36
63.31
47.36
47.54
8.38
8.38
115.21
5.26
75072.38
38.35
0.21
0.00
129.50
88.53
88.53
88.74
9A6
9.46
118
1.62
56149.71
37.11
0.18
0.00
42.28
60.96
42.28
42.46
8.30
8.30
121
1.42
54800.99
37.02
0.18
0.00
37.29
58.46
37.29
37.47
8.20
8.20
125
1.25
53430.79
36.93
0.18
0.00
32.43
55.80
32.43
32.61
8.11
8.11
128
1.09
52044.53
36.84
0.18
0.00
27.74
52.97
27.74
27.91
8.02
8.02
131
0.96
50646.94
36.75
0.17
0.00
23.26
49.94
23.25
23.42
7.92
7.92
135
0.84
49242.22
36.65
0.17
0.00
19.00
46.69
19,00
19.17
7.82
7.82
138
0.74
47834.04
36.56
0.17
0.00
15.03
43.18
15.03
15.20
7.72
7.72
141
0.65
46425.66
36.46
0.17
0.00
11.37
39.34
11.37
11.53
7.61
7.61
145
0.57
45019.95
36.37
0.16
0.00
8.06
35.09
8.06
8.23
7.51
7.51
148
0.50
43619.44
36.27
0.16
0.00
5.16
30.24
5.16
5.32
7.40
5.32
151
0.44
42645.94
36.21
0.16
0.00
3.41
26.34
3.41
3.57
7.33
3.57
155
0.39
42013.88
36.16
0.16
0.00
2.41
23.46
2.41
2.57
7.28
2.57
158
0.34
41573.45
36.13
0.16
0.00
1.78
21,21
1.78
1.94
7.24
1.94
162
0.30
41250.19
36.11
0.16
0.00
1.36
19.40
1.36
1.52
7.22
1.52
DRAWDOWN CALCULATIONS FOR THE DESIGN STORM
lesign Storm Volume Using the SIMPLE METHOD
OA RD IA RV VOLUME
6.822 1.5 0.83 0.797 29,605 CU FT
:)A IN ACRES, RD = RAINFALL DEPTH IN INCHES, IA = IMPERVIOUS AREA IN %
of Design Storm, Vds 29,605 CU FT
SIZING
Q2=Vds/172800
0.171
CFS
Q5=Vds/432000
0.069
CFS
CHOOSE A 2.0" CIRCULAR
2
ORIFICE
BASIN BOTTOM ELEV., Zbot
3300
FT
BASIN ELE, VOL = Vds, Zds
1 35.38`
FT
AVERAGE HEAD
_ (Zds-Zbot)/3
0.793 FT
AREA
0.0218
FT
Q=CdA(SQ RT(2gh)
0.094
CFS
DOWN TIME
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SIGNAL
BOX v
TRAFFIC LI T
SUPPPORi LE
a >y
X �
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�Q!4hp
R/W
C I NOW OR FORMERLY
RI CS5 LLC
BOOK 6447 PAGE 0066
PP
GUY
PP 1
GUY
LEGEND
SYM.
BEARING AND DISTANCE
320.29'
S75.41'20'M
PROPERTY BOUNDARY/
PROJECT BOUNDARY
--•-••-•--••-••
SPOT ELEVATION
X 476
EXISTING CONTOUR
TEMPORARY ENTRANCE
APROPOSED
SEDIMENT FENCE
------------------
EDGE OF PAVEMENT
CHECK DAM
PROPOSE SS LINE
PROPOSED SS MANHOLE
FIRE HYDRANT
WATER LINE
BLOW OFF ASSEMBLY
BOO
GATE VALVE
6" CI
GATE VALVE,
SIDEWALK
WATER SERVICE
SS SEWER SERVICE
"--- \
8
�47
�
47
TRAFFIC LIGHTp
SUPPPORT POLE -_
PP W/
£XISRNG
HOUSE
iN
0
ITBUFFER N48'01'56"E
rOT 1
1.49 ACRES
NOTE: THE ENTIRE PROJECT SHALL HAVE A BLANKET DRAINAGE/UTILITY/ACCESS
EASEMENT RECORDED ON THE FINAL PLAT.
TRAFFIC
FIBER OP41C,� SIGNAL
POST (TYP.,,1)1,, 48 B X
-"\ V
7
a US HIGHWAY 17 .g
DWELL
I
h
�a
c
10' BUFFER j m
S4724'29"W 196.54'
NOW OR FORMERLY
BETTY A DAMS et W
BOOK 2070 PAGE 070
ZONED PO
15,
LOT 2
2.19 ACRES
15,000 SF PAD
162 LF OF/'MHD
I5"W 92.00' r"
OI
W/ ml
p T
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IA
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5,000 SF PAD
> 43
1�A3�
fp
54207.09
1'S9'10"W ,
NOW OR FORMERLY
CAROLINA WATER
SERVICES INC
BOOK 746 PAGE 540
ZONED PD
II
o�
_IAS > 1
LOT 3 RACK
1.14 ACRES WELL `
CA
m
T
m
42 �A
I
LOT 4
� 1.24 ACRES
1 3s1 �
11,000 SF PAD
l Io
SITE
1W /
OAK RIDGE PROPERTIES AT OLDE POINT SITE PLAN NOTES
PROJECT INFORMATION SECTION
> 44
`>S
APPLICANT/ PROPERTY OWNER:
R W
44
OAK RIDGE PROPERTIES AT OLDE POINT, LLC
519 MARKET ST
45
WILMINGTON, NC 28401
PH: 910-259-9922
1
PROFESSIONAL ENGINEERING FIRM:
• MICHAEL C. GALLANT, PE, PA
ti
A5
PO BOX 4039
-'--- —
SURF CITY, NC 28445
910.448.1046
_.._.-..._ __
SURVEY AND TOPOGRAPHICAL INFORMATION PROVIDED BY:
MICHAEL UNDERWOOD AND ASSOCIATES, PA
R/W
102 CINEMA DRIVE, SUITE A
WILMINGTON, NC 28403
NAVD 88 DATUM
PROPERTY DATA:
n
TOTAL TRACT SIZE: 8.S8 ACRES, ZONED :PD
(INCLUDES AREA PREVIOUSLY DESIGNATED FOR OFF -SITE TREATMENT THIS SITE WILL NOT
BE DEVELOPED DURING
THIS PAHSE OF THE PROJECT)
NOW OR FORMERLY
TOTAL PROJECT AREA TO BE DEVELOPED:
HAMPSTEAD TOM CENTER LLC
BOOK 4129 PAGE 274
6.82 ACRES, ZONED:PD
WETLANDS ON TRACT: 0 ACRES
AREA TO BE DISTURBED: 6.83 ACRES
USCOE WETLANDS TO BE DISTURBED: 0 ACRES
PROPERTY PIN: 3293-85-0858-0000
3293-75-7714-0000
3293-75-6669-0000
3293-75-6604-0000
PROPERTY ADDRESS:
US HWY 17 BETWEEN COUNTRY CLUB RD AND RAVENSWOOD RD
PROPERTY DESCRIPTION:
TR 1-2 PB 43-91 PAVILLION @ OLDE POINT SURVEY
d
PB 415-33, PB 37-39
TR 1-3 PB 23-104 ON SE SIDE OF 17 @ 1565 16
NAICS CODE: 44-45 TBD
4
`O
REQUIRED PERMITS:
I
SPECIAL USE PERMIT- FENDER COUNTY
SEWER EXTENTION - NCDENR
SOIL EROSION AND SEDIMENT CONTROL - NCDENR-DEMUR
r.
HIGH DENSITY STORM WATER PLAN - NCDENR-DEMLR
DRIVEWAY PERMIT- NCDOT
STORM WATER DATA:
NOW OR FORMERLY
HAMPSTEAD TOWN CENTER LU
Boat 4129 PACE 274
RECEIVING STREAM: OLD TOPSAIL CREEK
RECEIVING STREAM INDEX: 18-87-12
STREAM CLASSfWATI NJ: SA;HQW
PROPOSED IMPERVIOUS AREAS
SEE SPREAD SHEET FOR LOT LISTING OF IMPERVIOUS AREA
PERCENT PROPOSED IMPERVIOUS AREA: 83%
it
PROJECT PHASING:
THIS PROJECT WILL BE DEVELOPED IN ONE PHASE WITH OUTPARCELS BEING DEVELOPED
m
BY
j `
OTHER ENTRIES ON THEIR OWN TIME FRAMES
Iq
EXISTING BUILDING
FFE=39.17
ACCESS:
THE SITE IS TO BE ACCESSED DIRECTLY FROM THE SURROUNDING PUBLIC ROAD NETWORK
DRIVEWAYS ACCESSING THE NCDOT HIGHWAY SUSTEM WILL BE PERMITTED BY NCDOT
INCLUDING OFF -SITE IMPROVEMENTS THAT MAY BE REQUIRED
—PROPOSED
USE:
THE TRACT IS TO BE DEVELOPED AS A COMMERCIAL CENTER WITH TWO
OUTPARCELS TO BE SOLD
P IRATELY ROTS 1 AND 3). LOTS 2, 4, AND S WILL BE OWNED 8Y THE
APPLICANT WHO WILL LEASE
HE PROPOSED COMMERCIAL SPACE. THE PROJECT WILL REQUIRE A MASTER
3B--
OWNERS ASSOCIATION
K FENCE > '
0 MAINTAIN SITE UTILITIES, LANDSCAPING, PARKING AREAS AND STORMWATER
MANAGEMENT
INFRASTRUCTURE
COMMON AREA
BUFFERS AND LANDSCAPING:
TBD
WATER AND SEWER SERVICE:
tas
1os POINTE HAVEN THE PROVIDER FOR WATER WILL BE SCOTTS HILL WATER AND SEWER DISTRICT
SECTIONS 4 AND 5
POINTS HAVEN
SfC➢ONS 4 AND s MAP Baas 25 PAGE
-(PO BOX 995, 605 FREMONT ST,
MAP BOOK 25 PAGE 103,
BURGAW, NC, 28425, PH. 910.259.1570).
102
POINTE HAVEN
THE PROVIDER FOR SEWER SERVICE WILL BE PLURIS HAMPSTEAD, LLC
SECTIONS 4 AND 5
;
MAP BOAC 25 PAGE 103
CALCULATIONS SECTION
PARKING:
100 TBD
POINTS HAVEN
SECTIONS 4 AND 5 LIDO REQUIRES 1 SPACE PER lOOO SF OF ENCLOSED BUILDING
MAP BOOK 25 PAGE tO3 TYPICAL SPACE DIMENSIONS ARE 9' WIDE BY 18' DE
\ TIA/ESI7MATED TRIPS:
TB
50' 0' 50, 100, 150,
1" = 50'
T 4 3 2
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SEE OBSTRU(
SIDEWALK
PLAZA(VAR)
SEE F
D TYPICAL LOCATION OF WHEELCHAIR RAMPS
PEDESTRIAN CROSSWALKS & STOP BARS
1/2 EXPANSION JOINT-N �r 1/2 EXPANSION JOINT
BACK
C
N17r'4
xfs
r a'
4
VAR
SCORE
VAR
121 MAX
VAR
PE
IF CURB
GRASS STRIP
t �,x n_ "T�_- DEPRESSED
_
SIDEWALK 1/4" PER I' VAR STANDARD 2' CURB AND
2" GUTTER WITH 1 1/4" R
0'_4
'-1/2" EXPANSION JOINT 1'-6
SECTION A -A
71 4
BACK OF SIDEWALK 44'-0"
VAR SLOPES NOT TO EXCEED 72:1 TOP OF CURB
12' Lf GUTTER LINE
DEPRESSED CURB
LIMITS OF WHEELCHAIR RNAP
VERTICAL BREAK /� FACE OF CURB SECTION B-B
SEE NOTE 2 IN CURB SLOPE NOT TO
2 i 'MIN EXCEED 12:1
PED'MIN
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES FOR WHEELCHAIR RAMPS & DEPRESSED CURBS
SD 8-10
NOT TO SCALE
ASPHALT PAVING
CONCRETE CURBING
SIDEWALKS
i
N48'01'56"E 222.55'
LOT 1
1.49 ACRES
S47'24'29"W 196.54' F/,o
S48'02'35"W 92.00'
1/2" EXPANSION JOINT -
BACK OF
S48'00'39"W 383.81'
LOT 2
2.19 ACRES
15,000 SF PAD
wommommusum
iiiiiiusaNiial
gal
FAl W S41'59'10'W 207OR
OAK RIDGE AT OLDIE POINT PAVING, CURBING, SIDEWALK AND BUILDING AREA QUANTITIES
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
TOTAL ON SITE
NCDOT ROW
BUILDING PADS, SF
-
20,000
-
11,000
-
31,000
-
ASPHALT PARKING, SF
5,432
43,440
24,908
-
73,780
1,884
CURBING, SF
119
5,892
-
3,738
-
9,749
372
SIDEWALKS, SF
-
6,437
-
2,250
-
8,687
-
FUTURE, SF
55,173
13,523
46,324
8,417
-
123,437
-
TOTAL LOT AREA, SF
1 65,020
95,610
49,602
53,873
33,069
1 297,174
TOTAL IMP AREA ,SF
60,724
89,292
46,324
50,313
-
246,653
IMPI
0.93
1 0.93
0.93
1 0.93
0.00
0.83
TOTAL SQ YARDS OF ASPHALT 8,407 JSQYRDS
TOTAL LF OF CURBING 4,048 LF
TOTAL SF OF SIDEWALK 8,687 SF -
1/2" EXPANSION JOINT
SIDEWALK
-3'-4'
-4'-Cr
a'- "
VAR
COR
M
VAR
VAR
S; O
CURB
RAPS STRI'
DEPRESSE
;-
ERTICAL BREAK FACE
SEE NOTE 2
IN CURB SLOPE NOT TO
2'
EXCEED 12:1
PED-R-ING
PLAN VIEW WHEELCHAIR RAMP
SEE N
VAI
OF CURB
TYPICAL LOCATION OF WHEELCHAIR RAMPS, PEDESTRIAN
CROSS WALKS & STOP BARS FOR TEE INTERSECTION
SIDEWALK 1/4" PER 1'-VAR STANDARD 2' CURB AND
2" /- GUTTER WITH 1 1 /4" R
0'-4'
6"
6
1/2" EXPANSION JOINT 6"
SECTION A -A
BACK OF SIDEWALK 4 -OL 3'-4"
VAR SLOPES NOT TO EXCEED 12:1 TOP OF CURB
12.1 GUTTER LINE
DEPRESSED CURB
LIMITS OF WHEELCHAIR RAMP
SECTION B-B
GUIDELINES FOR WHEELCHAIR RAMPS & DEPRESSED CURBS
so 5-11
j LOT 3
j 1.14 ACRES
I
I
I
I
I
I
I
I
r---------'
- - - - - 1
LOT 4
1 i 0.76 ACR /
1
SITE
1.5" ASPHALT
6" CRUSHED STONE
STANDARD CURB AND GUTTER
NOT TO SCALE
NOTE: CURB WILL BE POURED TO SLOPE TOWARD THE
ROAD ON ONE SIDE TO FACILITATE DRAINAGE.
m
PAVEMENT CROSS SECTION NOTES
PLAZA ARE
EXPANSION JOINT
AT 30' INTERVALS(TYP)
1 iT
lei
1" SCORE(TYP) f }
♦ E
k�i
lei
-L 3
A. i
1 i
STANDARD SIDEWALK DETAIL
SD 8-15
NOT TO SCALE
FOR ROAD AREAS AS SHOWN ON THE PLAN AN 6" ABC
COURSE SHALL BE USED. A FINAL COURSE OF 1.5" OF ASPHALT WILL BE APPLIED WHEN
HEAVY CONSTRUCTION IS COMPLETE AT THE END OF THE PROJECT.
ASPHALT SHALL BE SF9.SA OR OTHER NCDOT APPROVED MIX
ALL SUBGRADE PERPARATION, BASE COURSE PLACEMENT AND COMPACTION AND ASPHALT
PAVING SHALL ADHERE TO THE STANDARDS OF" DIVISION OF HIGHWAYS. BOARD OF
TRANSPORTATION. SUBDIVISION ROADS MINIMUM CONSTRUCTION STANDARDS, JANUARY 1, 2000'
OR THE MOST RECENT REVISION OF SAID DOCUMENT. THE PAVING CONTRACTOR IS
RESPONSIBLE FOR ALL TESTING AND DATA ACCUMULATION FOR SUBGRADE, BASE AND PAVEMENT
COMPACTION AND THICKNESS FOR THE PROJECT. THE CONTRACTOR
WILL PRESENT ALL TESTING RESULTS AND DATA TO THE PROJECT ENGINEER FOR REVIEW PRIOR TO
THE EXCEPTION OF THE WORK DONE IF ANY PORTION OF THE PAVING DOES NOT MEET THE
STANDARDS OLITUNED ABOVE, THAT PORTION OF THE PAVEMENT SHALL BE REPAIRED AND OR
REPLACED TO THE ENGINEER'S SATISFACTION. THE PAVING CONTRACTION WILL WARRANTY
THE PAVEMENT AGAISNTS CRACKING AND UNREASONABLE WEARING FOR ONE YEAR. ALL REPAIRS
DURING THE WARRANTY PERIOD SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
COMPACTION REQUIRED FOR SUBGRADE IS IOM COMPACTION REQUIRED FOR ABC BASE IS 98%.
ALL SIDEWALKS TO BE 3000 PSI 28 DAY CONCRETE WITH COMPACT STONE UNDERLAYMENT AND 6 X 6
REINFORCEMENT. SEE DETAIL SD815 SHEET C3.1
ALL CURBING TO BE TYPE "STANDARD" CURB OF 3000 PSI 28 DAY CONCRETE PER
DETAIL SD7-04 SHEET C3.1. SEE SHEET C3.1 FOR WHELL CHAIR RAMPS AND SHEET C 10 FOR RAMP LOCATIONS.
ALL RAMPS ARE TO HAVE DETECTABLE WARNING STRIPS INSTALLED PER ADA CODE
50, 0' 50' 100, 15C
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N48'01'56"E 222.55
LOT 1
1.49 ACRES
S47'24'29"W 196.54' Fiq
NOW OR FORMERLY
BETTY A DAVIS et aI
BOOK 2070 PAGE 070
ZONED PD
S48'00'39"W 353_
ohp
S 48'00' 39"W
4s
4�98 82 LF OF 24" HOPE — } _ 70 LF OF 24" HOPE — _97 LF OF 24• HDPE
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------------�
L 46
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106 LF OF 24HOPE— 55 LF OF 24"HDPE
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T
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NOTE: THE ENTIRE PROJECT SHALL HAVE A BLANKET DRAINAGE/UTILITY/ACCESS
EASEMENT RECORDED ON THE FINAL PLAT.
v
S41'5910W 207.08'
NOW OR FORMERLY
CAROLINA WATER
SERVICES INC
BOOK 746 PAGE 540
ZONED PD
I
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F/A
N48'00'39"E 156.89' � i RAW \ '
A
LOT 3
1.14 ACRES
D �nA
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575'41'20"11
PROPERTY BOUNDARY/
PROJECT BOUNDARY
................
SPOT ELEVATION
X47.6
EXISTING CONTOUR
TEMPORARY ENTRANCE
SEDIMENT FENCE
------------------
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LIMITS OF DISTURBANCE PROJECT BOUNDARY
NOW OR FORMERLY
BETTY A DAMS et OI
BOOK 2070 PAGE 070
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NOW OR FORMERLY
CAROLINA WATER
SERVICES INC
BOOK 746 PAGE 540
ZONED PD
D RUNOFF FLOW SHALL BE DIRECTED TO THE TEMPORARY
VIA THE CATCH BASINS.
'\SINS SHALL HAVE A 2 FT SUMP AND INLET PROTECTION.
ND 3 ALL RUNOFF SHALL BE COLLECTED AND DIRECTED TO
IN SYSTEM WHEN THOSE LOTS ARE DEVELOPED.
NETWORK FOR LOTS I AND 3 WILL BE BY OTHERS.
ETION OF CONSTRUCTION ALL SUMPS SHALL HAVE ALL
SEDIMENT REMOVED. o
4 FOR TEMPORARY DIVERSION DITCH INVERTS AND CROSS SECTIONS. 0 1
'DIVERSION DITCHES ARE TO BE LINED WITH EXCELSIOR MAT AND HAVE
3:1. cm
Z
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SEE SHEET C4.1 FOR WET DETENTION BASIN o
0
DETAILS AND GRADING o
A
NOTE: THE ENTIRE PROJECT SHALL HAVE A BLANKET DRAINAGE/UTILITY/ACCESS
EASEMENT RECORDED ON THE FINAL PLAT,
UPON STA ZAMA O ALL UPSTREAM AREAS ALL SEDIMENT SHALL BE
REMOVED GORY THE WET DETENTION BASIN PRIOR TO BEING PUT WTO S Wa
AS A STOIWIpTER RMP.
6
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LEGEND SYM.
BEARING AND DISTANCE
320.29'
ST5.41'20'v
PROPERTY BOUNDARY/
PROJECT BOUNDARY
................
SPOT ELEVATION
X47.6
EXISTING CONTOUR
b
TEMPORARY ENTRANCE
SEDIMENT FENCE
------------------
EDGE OF PAVEMENT
CHECK DAM
PROPOSE SS LINE
PROPOSED SS MANHOLE
FIRE HYDRANT
PROPOSED WATER LINE
BLOW OFF ASSEMBLY
BOO
GATE VALVE
6" Cl
GATE VALVE
SIDEWALK
WATER SERVICE
SS SEWER SERVICE
®---------
INLET PROTECTION
1�1
ENERGY DISSAPATOR
E D
TEMPORARY DIVERSION DITCH
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PP 31.50 -
SHELF BOTT M 34.0
I
I----------TLOW-NOTGR-1
FLOW PATH 1 0' WIDE
wi
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BASIN BOTTOMTTOM 24.0
((SEDIMENT CLEAN OUT 23.0)
7 /
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" 1
00
I �?
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OUTLET STRUCTURE
SEE DETAIL
STABILIZE THIS AREA
WITH 18" THICK 6" DIA
RIP RAP
NOTE: 0
DO NOT PLANT TREES WITHIN 10
FEET OF INLET OR OUTLET PIPES,
SPILLWAYS OR FLOW SPREADERS.
TREE SPECIES WITH WATER
SEEKING ROOTS SUCH AS WEEPING
WILLOWS AND POPLARS SHOULD
BE AVOIDED WITHIN 50 FEET OF
PIPES OR MANMADE STRUCTURES.
EVERGREEN TREES WHICH PROVIDE
VERY LITTLE LEAF FALL ARE
PREFERRED IN AREAS DRAINING TO
DETENTION DEVICES- TREES
SHOULD BE SET BACK SO THAT
BRANCHES DO NOT EXTEND OVER
THE PERMANENT POOL.
Fy
■
FO
STABILIZE THIS AREA
WITH 18" THI 6" DIA
RIP RAP
NOTE: FLOW PATH SHOWN ON PLAN VIEW IS 28T.
BASIN WIDTH IS 95' L:W = 28TI 95' = 3.02.
3
�O
O
v
%WITH 18" THICK 6" DIA
RIP RAP
ENERG �NSSAPATOR - ED
SEE DRAIL ON THIS SHEET
RAP NOTCH
AY 38.0
3F
BASIN INVERT 34.50
3 2L
25
R8
3s
NOTE:
DEVELOPER TO SUPPLY 4" OUTLET/ 5 HP TRASH PUMP
FOR EMERGENCY DEWATERING OF WET DETENTION
BASIN.
RISER ELE = 36.
CONTROL PIPE
INVERT OUT
ELE. 34.50
/ E
2.0" SKIMMER
FOR USE DURING
CONTRUCTION
G
OUTLET STRUCTURE DETAIL
NOT TO SCALE
PRMANENT POOL ELE = 34.50
TEMP POOL ELE = 36.25
C
NOTE:
A. 5 X 5 CONCRETE PRECAST RISER WITH FRAME CAST INTO LID
AND 3 x 3 GRATE. BED ON MIN 6" ABC STONE. TIP. 2.0'
CONTROL PIPE AT 34.50. RISER RIM 36.25, BARREL INVERT AT
34.50 SCREEN TO HAVE MINIMUM 4" X 4" OPENINGS.
B. SINGLE BARREL 12" HOPE OUTFALL INVERT 34.50, OUTLET
INV. 34.50.
C. OUTLET VAER-20' W7DE AT WV 38.00 W/ TRASH GAURD 4"
X4" OPENINGS TIP.
D. ENERGY DISSAPATOR ED SEE DETAIL.
E. 4" EMERGENCY DRAIN AT INV 34.50 W/ GATE VALVE.
F. ANTI SEEP COLLARS
G. 6" ABC STONE UNDER PAD.
H. 6" RIP RAP 18" THICK, 3" ABC STONE WITH FILTER FABRIC
UNDERLAYMENT.
UPON STABILIZATION OF ALL UPSTREAM AREAS ALL SEDIMENT SHALL BE
REMOVED FORM THE WET DETENTION BASIN PRIOR TO BEING PUT INTO SERVICE
AS A STORMWATER BMP.
3:1 SIDE SLOPE TYP.
EXISTING GRADE
10' WIDE 10.1 VEGETATED
SHELF TYP.
PLANTING REQUIREMENTS FOR THE VEGETATED SHELF
FOR BELUW THE PERMANENT POOL PLANT
BLUE FLAG IRIS (IRIS VIRGINICA)
SOFTRUSH (JUNCUS EFFUSUS)
PLANTING DENSITY OF 100 PLANTS PER 200 SO FT
FOR ABOVE THE PERMANENT POOL PLANT
ROSE MALLOW (HIBISCUS MOSCHEUTUS)
SWAMP SUNFLOWER (HELIANTHUS ANGUSTIFOLIUS)
PLANTING DENSITY OF 100 PLANTS PER 200 SO FT
ENERGY DISSAPA TOR DETAIL Q
FOR EMERGENCY
SPILLWAY ,ALL OUTLETS AND INLET 10
NOT TO SCALE
B 3Do'
SECTION B-B
e
PLAN VIEW
NOTES:
ALL SIDE SLOPES TO BE 2: 1
MINIMUM. 6" RIP RAP, 18" THICK
WITH 3" OF ABC STONE
UNDERLAYMENT DETAIL APLIES FOR
WING WAL INLETS AND OUTLETS AND
ENERGY DISSIPATOR AT WET POND
OUTLET APRON WIDTH AND LENGTH
DESIGNED USING FIG 806.8.1-3 IN
MANUAL (PAGE 8.06.4. WHERE
DISSIPA TOR IS IN OR PART OF A
CHANNEL THE WIDTH IS TO EXTEND
TO THE TOP OF THE CHANNEL.
NOTE: RIP RAP SPILLWAY TO BE 18" THICK WITH
6" NOM. DIA. RIP RAP ON 3" OF ABC STONE
WET DET. BASIN BERM
ELE. 38.5
50 YR EVENT EMERGENCY SPILLWAY
20' WIDE RIP RAP WEIR
ELE. = 38.0
3:1 SIDE SLOPE TYP.
4 X 4 PRECAST OUTLET STRUCTURE
WITH TRASH RACK AND 3 X 3 OPENING
2" CONTROL PIPE ELE34.5
STRUCTURE INVERT ELE. = 33 S
I
- —
-----
------------- ---
-----_-_----------
PEAK STAGE 50 YEAR EVENT ELE. 38
00
------------------- --
---- --
TEMP.AGE ELE. = 3
--------------------
25
� ---
_----_----------_---- .---- ° Do
---------
----------
-----------
FT
=_-= _----------------
2:1 SIDE
LOPE TYP.
°
0
BAFFLE
ALL
EXISI
I GRADE
E SLOPE TYP.
— — — —SEDIMENT
ORAGE ELE. = 24.0
----------
BO
OM ELE. 23.0
-----
A
ID
0
Do
La
W
3Do
ED
10.8
1
15'
30+
15'
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TRASH RACK OF EXPANDED METAL
cq �
W/ MAXIMIM ❑PENING [IFI%"
I/"�,", Q N
W 0 U
Z
NTS
iv b0 •
15" HDPE BARREL LAID
FLAT AT ELE. = 34.5
RIP RAP EXISTING SWALE
0 50 100 150 200 250 256
FOREBAY BOTTOM EL. = 26.0
SED. CLEANOUT EL. =27.0
10:1 VEGETATED SHELF (NOT
POND S E C T I O A_ A SHOWN) AROUND BASIN
PERIMETER AS SHOWN ON PLAN
SHEET REVISED I-27- 15 TO SHOW ADDITIONAL DEPTH VIEW.
2 O) H ' 1 � � — 4'
6 5 4 3 2
0 qqm
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Temporary Gravel
Construction Entrance/Exit
nts
Construction Specification:
1. Clear the entrance and exit area of all vegetation, roots, and other
objectionable material and property grade it.
2. Place the gravel to the specific dimensions shown on the detail, and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
outlet.
4. Use geotextile fabrics because they improve stability of the foundation
in locations subject to seepage or high water table.
Maintenance Note:
1. Maintain the gravel pad in a condition to prevent mud or sediment from
Leaving the construction site. This may require periodic topciressing with 2-
inch stone. After each rainfall, inspect any structure used to trap sediment
and clean it out as necessary. Immediately remove all objectionable materials
spilled, washed, or tracked onto public roadways.
SKIMMER BASIN NOTES:
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,AN➢ STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONAL MATERIAL TO THE DESIGNATED
DISPOSAL AREA.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONAL
MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW
FOR SETTLEMENT.
3. CONSTRUCT THE OUTLET SECTION OF THE EMBANKMENT. PROTECT THE CONNECTION BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY
USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND SOIL.
- PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND THE SOIL. EXTEND THE FABRIC
ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP OF THE DAM; OR
- EXCAVATE A KEYWAY TRENCH ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION
EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT
LEAST 2 FEET DEEP AND 2 FEET WIDE WITH lit SIDE SLOPES.
4. CLEAR THE POND .AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO FACILITATE SEDIMENT CLEANOUT,
5. ALL CUT AND FILL SLOPES SHOULD BE 2L OR FLATTER.
6. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3 FEET AND MAXIMUM SIDE SLOPES
OF Ill THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTION.
7. CONSTRUCT THE MINIMUM FI
NISHED WISHED STON P E SPILLWAY BOTTOM TH ❑ F T AS SHOE THE
T PLANS,
HE L NS WITH 24 SIDE SLOPE
TOPS EXTENDINGT T
INC OF THE OVERUTFILLED EMBANKMENT. KEEP THE THICKNESS OF THE SIDES DE THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21HE
INCHES. THE WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY.
8. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH A D50 SIZE OF 9 INCHES (CLASS B EROSION
CONTROL STONE IS RECOMMENDED) AND A MAXIMUM STONE SIZE OF 14 INCHES, TEH STONE MAY BE MACHINE PLACED AND THE SMALLER STONES
WORKED INTO THE VOIDS OF THE LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY -WEATHER RESISTANT.
9. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET
PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
10. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST TTE OF THE EMBANKMENT UNTIL STABLE CONDITIONS
ARE REACHED AND OUTLET VELOCITY IS ACCEPTABLE FOR THE RECEIVING STREAM, KEEPP THE EDGES OF THE STONE OUTLET SECTION FLUSH
WITH THE SURROUNDING GROUND, AND SHAPE THE CENTER TO CONFINE THE OUTFLOW STREAM.
II. DIRECT EMERGENGY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO THAT FLOW WILL NOT DAMAGE THE EMBANKMENT.
12. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEADIATELY
AFTER CONSTRUCTION.
13. SHOW THE DISTANCE FROM THE TOP OD THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (112 THE DESIGN DEPTH) ON THE PLANS AND
MARKED IN THE FIELD.
14. INSTALL POROUS BAFFLES AS SPECIFIED ON THE PLAN.
MAINTENANCE
1. INSPECT SKIMMER BASIN AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (12 INCH OR GREATER) RAINFALL EVENT AND
REPAIR IMMEADIATELY. REMOVE SEDIMENT, AND RESTORE THE TRAP TII 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
PART OF THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A
MINIMUM OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEA➢fATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHLY
ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEADIATELY.
3. AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY.
UPON STABILIZATION OF ALL UPSTREAM AREAS ALL SEDIMENT SHALL BE
REMOVED FORM THE WET DETENTION BASIN PRIOR TO BEING PUT INTO SERVICE
AS A STORMWATER BMP.
NOTE: SLOPE ALL FILLED AREAS © 3: I & STABILIZE
WITH EXCELSIOUR MAT.
NOTE: SEE SEEDING CHART FOR DETAILS IN STABILIZING DISTURBED AREAS,
STABILIZE ALL DISTURBED AREA WITHIN 7 DAYS MAXIMUM.
ALTERNATIVE #I
SEED & FERTILIZE ACCORDING TO SEED
CHART.
SPRAY PAM @ 20LBS PER ACRE. MULCH
WITH STRAW @ 2 TONS PER ACRE.
ALTERNATIVE #2
HYDROSEED
-SEED WITH PENNINGTON OUTER BANKS
MIX.
-PENNINGTON JET SPRAY
20/20/20 FERTILIZER AND PENN TAC 5
OR FOR MECHANICALLY AGITATED
MACHINES
-70/30 BLEND BY PROFILE
-18/24/1.2 FERTILIZER
-PENN TAC 5
MAINTE
NANCE PLAN
CALCULATION NOTES
The rational method was used to
calculate the runoff flows. Temporary
sediment trap volumes and dimensions
were calculated using methods found in
6.60 of the "Erosion and Sediment
Planning and Design Manual". Energy
dissipaters were sized using Section 8.06
from the "Erosion and Sediment Control
Planning and Design Manual",
Steel Filter
post fabric
Bnckfill trench
and compact
thoroughly Naturat
ground
::.4......: B.
.. ?Tim • min'
24•, .
Sealiment Fence
Detail
Cross Section View
nts
Sediment fence maintenance notes:
i. Inspect sediment Fences at least once o week and after
each rainfall. Make any required repairs immediately.
2. Should the fabric of the sediment fence cottapse, tear,
decompose or become ineffective, replace it promptly.
3. 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
cteanout.
4. Remove all fencing materials and unstable sediment deposits
and bring the area to grade and stabilize it after the contri-
outing drainage area has been properly stabilized.
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY
AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL, BUT IN NO CASE,
LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO
MAINTAIN ALL PRACTICES AS DESIGNED.
2. ALL CONSTRUCTION ENTRANCES WILL BE PERIODICALLY TOP -DRESSED WITH AN
ADDITIONAL. 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. ANY SEDIMENT THAT
TRA
CKED .TICKED INTO THE STREET WILL BE IMMEDIATELY REMOVED.
1 DURING THE ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS AFTER EVERY
RAINFALL. AFTER GRASS IS ESTABLISHED, PERIODICALLY CHECK THE CHANNEL: CHECK IT
AFTER
E EVERY HEAVY RAINFALL EVENT. IMMEADIATELY MAKE REPAIRS. IT IS PARTICULARLY
IMPORTANT
AN TO CHECK
EC THE CHAN
NEL OUTLET
LE AND ALL RO
AD CROS SWINGS FOR BANK
STABILITY
L AND EVID
ENCE OF PIPING OR SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDI-
GRASSNEL ACCUMULATIONS, TO MAINTAIN
CONDITIONSIAT ALL TAMES. SINCEAITI IS THE PRIMARY
EROSION PROTECTION FOR THE CHANNEL.
4. SE
DIMENT WIL
L BE RE
MOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES
.5 FEET DEEP AT THE FENCE, THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY
TO MAINTAIN A BARRIER. SILT FENCE STAKES WILL BE SPACED 6 FEET APART UNLESS
A WERE BACKING IS USED WITH 8 FOOT STAKE SPACING.
5. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED
ACCORDING TO THE SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A
VIGOROUS, DENSE VEGETATIVE COVER.
STABILIZATION NOTES
ALL DISTURBED AREAS WILL BE STABILIZED WITHIN 7 DAYS OF CEASE OF ANY PHASE
OF ACTIVITY. THIS INCLUDES SLOPES, SWALES, STOCKPILES AND ANY OTHER
UNSTABILIZED AREAS.
t,ads-t wet
to -a pre- 24' into cotton
vent sabask ade Stake to supprrt
% n\
coin nesM1 a war, atop. r
tr.-. into butte, oe ode
Cross-section of porous baffle
in a sediment basin
nts
Ba FFIe construction notes
L Grade the k= so that the batten is tevel front to back and side to aide.
2 tnso"t posts or ase hereas .10. the path Of one, sedeent trap QYact
6.62, Seill ent Pence).
3. Steel past should be driven to a depth of 24', spaced a mammon or 4'
apart, and instated up the sides of t,e basin as vine. The top of the robre
shored be 6- higher than the invert or the swTlvay. Tops of baffles slue d be
2' toper than the top Of torberm
a m
4. Insleast three t leathree f baffles beteeen the inlet and aRlet discharge
pov,t.
S When us" Posts, add a suppa^t Mire or
r rape across the too of the n
to prevent so99.9 eawre
6 Wrap porous terial, like jute back. by co'a haterinl, aver a ee u,se or
the top inee, lbnner reber into the Sdenerse legs for anchoring. The fabric
shuuld Ia o rive to ten percent openings in the i ave. attach fabric to a rope
oM a wppw't structwP .Rh 2p ties, wive, or step.
J The batten, and sitles of the Fabric shoud be anchored M a trench or pinned
mth 8-inch era ontrd ratting staples.
B. B, not splice the Fabric, but use a continuous piece across the basin
Baffle naintenan¢e notes-
L Inspect baffles at (east Once o eeek and after eaeb rainfall, make any required
repairs mineSeatHy.
2 Be Sure to maintain access to the bafnes, Should the Fabric of a baffle c.LLapse,
tear, decorpose, or becone ineffective, replace it promptly.
3- Remove sednent deposits Men it reaches half fiat to provkM adequate
storaBp vetune Fa- the nest rain and to reduce pressure on the baffles Take
car o e to avw dougng the be fftes during clennout Sedinent depth should
xceetl o(f the dsu fiad storage depth
4eV After the ntribu Srg drainage Ms been praperly staltii¢pd, remove all
bar lied,
materials and un table seMnent deposits, bring the ore& to grade, and
54abiide it.
8' max, standard strength fabric with wire fence
nts
TEMPORARY SOIL STOCKPILE NOTES
1. TEMPOARY SOIL STOCKPILES SHOWN ON PLAN ARE SUGGESTED LOACTIONS
ONLY. STOCKPILES CAN BE LOCATED IN AREAS CONVENIENT TO THE
CONSTRUCTUION PROCESS. 2. STOCKPILES ARE NOT TO BE LOCATED ON SEVERE
SLOPES OR IN AREAS THAT RECIEVE FLOW FROM UPHILL RUNOFF, 3. ALL
STOCKPILES ARE TO BE SLOPED AT NO MORE THAN 2:1 AND STABILIZED AS SOON
AS POSSIBLE USING HYDROSEEDING. 4, STOCKPILES ARE TO BE SURROUNDED BY
SEDIMENT FENCE TO PREVENT EROSION. IN THE EVENT THAT SIDE SLOPES
ERODE OR FAIL AND THE SEDIMENT FENCE IS BREACHED OR SEDIMENT
ACCUUMULATION IS SIGNIFICANT THE STOCKPILE SHOULD BE REGRADED AND
RESTABILIZED AND THE SEDIMENT FENCE REPAIRED.
OAK RIDGE PROPERTIES AT GLEE POINT
SOIL EROSION AND SEDIMENTATION CONTROL PLAN
Construction Schedule
1. Pre construction meeting with surveyor, grading contractor, owners and Engineer.
A meeting will take place involving oil parties involved in the construction process.
The soil erosion and storm water plans will be discussed, as well as the sequence
and BMP?s to be in place before, during and after construction.
2. Temporary Gravel Construction Entrance/Exit-Practice 6.06
A temporary gravel construction entrance/exit will be installed at the entrance to
the site.
3. Sediment Fence - Practice 6.62
A sediment fence will be erected around the project boundaries as shown on the
plan. This fence will stay in place until the tract is stabilized with suitable ground
cover and all grading is complete.
4. Skimmer Sediment Basin - Practice 6.64
A skimmer
e sediment
e t basin ill w be n co strutted as shown on the plan.
5. Temporay Diversion Ditches
Install temporary diverion ditches as shown on the plan to direct sediment to the Skimmer
Sediment Basin.
6. Inlet Stabilization Structure - Practice 6.41
Intlet stabilization is to be constructed as shown on the pion.
7. Land Grading - Practice 6.02
Filling of the lot will begin and allow the final grades to be set.
S. Construction of Buildings
Construction of buildings will proceed to the point where heavy equipment will no
longer be needed,
9. Utility Installation
Underground utilities are to be installed and swales and other BMP?s are to be
repaired as soon as possible. Reseeding of areas disturbed by utility work is to
take place no later than 21 days after installation is complete. Note that
the Temporary Diversion Ditches con be removed once the stormwater collection
system has been installed.
10. Paving
11. Surface Stabilization
All disturbed surfaces that are not paved are to be stabilized accorded to the
vegetative plan.
12. Sediment removal from Wet Detention Basin
After all areas hove been stabilized the sediment shall be removed from the Wet
Detention Basin prior to its being put into service as a storm water BMP.
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DIMESIONS ARE GIVEN TO BACK OF CURBING
SCALE: 1 " = 25'
OAK RIDGE AT OLDE POINT PAVING, CURBING, SIDEWALK AND BUILDING AREA QUANTITIES
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
TOTAL ON SITE
NCDOT ROW
BUILDING PADS, SF
-
20,000
-
11,000
-
31,000
-
ASPHALT PARKING, SF
5,432
43,440
-
24,908
-
73,780
1,884
CURBING, SF
119
5,892
-
3,738
-
9,749
372
SIDEWALKS, SF
-
6,437
-
2,250
-
8,687
-
FUTURE, SF
55,173
13,523
46,324
8,417
-
123,437
-
TOTAL LOT AREA, SF
65,020
95,610
49,602
53,873
33,069
297,174
TOTAL IMP AREA ,SF
60,724
89,292
46,324
50,313
-
246,653
IMP
0.93
0.93
0.93
0.93
0.00
0.83
TOTAL SO YARDS OF ASPHALT 8,407 SO YRDS
TOTAL LF OF CURBING 4,048 LF
TOTAL SF OF SIDEWALK 8,687 SF
8 7 6
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8 17
EROSION CONTROL CALCULATIONS
TIME OF CONCENTRATION AND RAINFALL INTENSITY 10 YR STORM
RAINFALL
INTENSITY
TIMF min in/hr
Tc min Tc min Tc min
PRE DURING POST
5
9.48
133.41
21.43
21.43
10
7.58
147.32
23.67
23.67
15
6.39
158.92
25.53
25.53
30
4.63
183.33
29.45
29.45
60
3.01
221.91
35.65
35.65
120
1.91
271,52
43.62
43.62
180
1.38
313.62
%38
50.38
360
0.859
387.02
62.17
62.17
720
0.508
488.56
78.48
78.48
PRECONSTRUCTION INTENSITY 0.508
in/hr
DURINGCONSTRUCTION INTENSITY 4.63
in/hr
POST CONSTRUCTION INTENSITY 4.63
in/hr
DRAINAGE AREA 6.82 ACRES
in/hr
C PRECON 0.23
C DURING 0.92
C POSTCON 0.88
Q10 PRECON 0.80 CFS
Q10 DURING
29.11
CFS
Q10 POST CON
27.74
CFS
8
PRE
DURING
POST
ALPHA
0.851776
7.132832
7.132832
SLOPE
0.018824
0.009167
0.009167 FT/FT
L
850
1200
1200 FT/FT
m
1.667
CONSTANT
FOR TURBULENT FLOW
n
0.24
0.02
0.02
PRE DURING
H 16 11
5
POST
11 FT
C 0.23 0.98 0.98 (C VALUES FOR DURING
PRE DURING POST AND POST REPRESENT PAVED
SURFACE CONDITIONS ALONG THE FLOW PATH)
THE CALCULATIONS ABOVE ARE BASED ON THE EQUATION BELOW FOR TIME OF CONCENTRATION
Tc (MINUTES) Tc = (L / (ALPHA x (IxC/43,200)^2/3))12/3)/ 60
THIS FORMULA IS EVALUATED FOR PRE, DURING, AND POST CONSTRUCTION
CONDITIONS. THE VALUES FOR Tc ARE TABULATED IN THE UPPER LEFT HAND TABLE.
THE VALUES IN BOLD REPRESENT THE TIME OF CONCENTRATION
COMPOSITE C CALCULATIONS(DURING CONSTR.)
C
AREA
PRODUCT
IMPERV. ACRES
0.98
5.66
5.5468
GRASSED/DIRT
0.25
2.96
0.74
TOTAL
6.2868
THE CALCULATIONS FOR RATIONAL C FOR THE ENTIRE AREA
C(DURI NG)=
0.92
(NOT JUST THE FLOW PATH) ARE TO THE IMMEDIATE LEFT.
THESE VALUES ARE USED TO CALCULATE THE PEAK FLOW USING
COMPOSITE C CALCULATIONS(POST CONSTR.)
THE EQUATION Q = I`C-A
C
AREA
PRODUCT
IMPERV. ACRES
0.98
5.66
5.5468
GRASSED AREAS
0.15
2.96
0.444
TOTAL
5.9908
SEDIMENT STORAGE AND BASIN MINIMUM SURFACE AREA CALCULATIONS
AREA DISTURBED
6.82
ACRES
VOLUME REQUIRED
12,276.0
CU FT BASED ON 1800 CU FT/ ACRE DISTURBED
VOLUME PROVIDED
78,480.0
CU FT BASED ON VOLUME OF WET POND
SURFACE AREA REQUIRED
9,460.1
SQ FT BASED ON 325 SQAURE FT / Q10 FLOW DURING CONSTR.
SURFACE AREA PROVIDED
15,485.0
SQ FT(BASED ON PWET POND SA
TEMPORARY DIVERSION DITCHES CALCULATIONS
IF DITCH ID AREA INTENSITY C Q10 L START INV END INV
acres in/hr cfs ft ft ft
TDD 1 3.20 4.63 0.92 13.63 r322
84 44.7 34.5
TDD 2 0.60 4.63 0.92 2.5686 37.5 37.0
TDD 3 0.80 4.63 0.92 3.41 44.6 44.0
TDD 4 0.34 4.63 0.92 1.4513 44.5 44.4
TDD 5 0.20 4.63 0.92 0.856 39.6 39.4
AN INTENSITY OF 4.63 iN/HR WAS USED TO CALCULATE THE ABOVE DITCH INFORMATION,
THIS REPRESENTS ATIME OF CONCENTRATION OF 5 MINUTES AND IS CONSERVATIVE.
ALL DITCHES ARE TO BE LINED WITH EXCELSIOR MAT AFTER GRADING.
ALL SWALES HAVE 3:1 SLOPES. THE ACTUAL DEPTHS ABOVE ARE
COMPUTED BASED ON THE TOTAL FLOW AT THE OUTLET OF THE CHANNEL.
ALL DITCHES TO BE LINED WITH EXCELSIOR MAT DURING CONSTRUCTION
SLOPE V ALLOW V ACTUAL EST. n R AREA D ACTL
ft/ft fps fps ft ft sf ft
0.013
4.5
2.82
1.27
0.043
0.6024118
4.8333682
1.27
0.002
4.5
0.88
0.99
0.043
0.4695966
2.9183102
0.99
0.002
4.5
0.96
1.09
0.043
0.5170306
3.5350168
1.09
0.001
4.5
0.59
0.91
0.043
0.4316494
2.458509
0.91
0.004
4.5
0.93
0.55
0,043
0.260887
0.9124049
0.55
4 I e
8
TEMPORARY DIVERSION DITCH DETAIL
NTS
NOTE: FOR TDD 1-3 THE DEPTH, D SHALL BE T AND THE WIDTH, W SHALL BE 6.
FOR TDD 4-5 THE DEPTH, D SHALL BE I' AND THE WIDTH, W SHALL BE 3'.
ALL DITCHES ARE TO HAVE 3:1 SIDE SLOPES AND BE LINED WITH EXCELSIOR MAT. Z
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8

Hydraulic Length, L
Elevation Change, H
Watershed Area, A
Time of Concentration, To
10-yr Intensity, I
50-yr intensity, 1
10-yr Flow, Qa
50-yr Flow, Qa
Dervious Area
noff Coefficient, C
draulic Length, L
Ovation Change, H
;a, A
1e of Concentration, To
-yr Intensity, I
-yr Intensity, I
-yr Flow, Qp
-yr Flow, Op
10 yr storm
50 yr storm
yr Required Storage
yr Required Storage
0-yr Storm Depth (P)
O-yr storm depth (P)
oil Curve Number (CN)
CS Curve Number (CN)
oil Storage Capacity (S)
0-yr Runoff Depth (Q*)
O-yr Runoff Volume (V)
0-yr Runoff Depth (Q*)
O-yr Runoff Volume (V)
0-yr Time to Peak (Tp)
0-yr Time to Peak (Tp)
tage Storage Function
ermanent Pond Level
ft
acres
6.50 min
6.90 in/hr
8,56 in/hr
11.11 cis
13.77 cfs
I, Ii acres
0.88
1200 ft
ft
8 acres
13.30 min
5.82 in/hr
7.30 in/hr
41.31 cfs
51.82 cfs
30.20 cfs
38.05 cfs
7.23E+04 cu ft
1.13E+05 cu It
5.14 in
7.40 in
90
1.13
3.99 in
98878 cu It
6.20 in
153414 cu It
28.70 min
35.50 min
It
CONTOUR INCR
AREA VOL
C=(Coeff/acres)
Land
Building
Sidewalk
Parking
To = (L3/H)° 38'/128
Total
I = 252/(30+Tc)
I = 338/(33+Tc)
Q=CIA
Q = CIA
Land
C=(Coeff/acres)
Building
Parking
Curb
Sidewalk
To = (L3/H)° 3 5/128
Future Dev
1= 252/(30+Tc)
Total
I = 338/(33+Tc)
Q = CIA
Q = CIA
S = dQ*Tc*1.39*60
S = dQ*TO*1.39*60
6 hr runoff
6 hr runoff
S=1000/CN -10
Q* = [(P-0.2*S)1.2/(P + o.s*S
V=Q*A
Q* = t(P-02*S))42/(P + 0.8*S
V=Q*A
Tp = V/1.39Qp
Tp = V/1.39Qp
S Z
ACCUM
13.9
0
0
0
13.9
6.61
1.64
4.25
0.46
0.29
0.65
13.9
I mnow Hyarograpn, iu-yr storm
0.15 t < 1.25 To Q (t) = Qp/2*(1-cos(pi*t/Tp))
1 t> 1.25 To Q = 4.34*Qp*exp(-1.3*(t/Tp))
0.95
1 Permanent Level 34.50 ft
3.1
Riser Length It
Elevation ft
Weir Coef. 3.00
Orif. Coef. 0.60
Spillway Length
0.15 Rim El.
1
0.95 Weir Coef.
0.95
0.95
1 int:
In S In Z Zest
34.50
0
0
0.00
0.0005
35.00
8,433
8,433
0.50
9.0399
-0.6931
0.5000
36.00
19,125
27,558
1.50
10.2240
0.4055
12350
38.00
41,841
69,399
2.50
11.1476
0.9163
2.5000
38.00
0
69,399
3.50
11.1476
1.2528
2.5000
b
b = [In (S21bj))/tln (12/Lt))
Ks
Ks = S2/Z26
Ctrl. Pipe Diameter in
Peak Outflow
8.92 cfs
Elevation 34.50 It
Peak Stage
37.07 it
Orif. Coef. 0.52
Q Pre -Development
11.11
Peak Inflow
41.31
Pond Bank
lmtow Hydrograpn, so-yr storm
t < 125 To Q (t) = Qp/2*(1-cos(pi"t/Tp))
t> 1.25 To Q = 4.34*Qp*exp(-1.3*(t(Tp))
Permanent Level 34.50 it
Riser Length 12.00 ft
Elevation 36.25 It
Weir Coef. 3.00
Ont Coef. 0.60
Ctrl. Pipe Diameter
Elevation
Orif. Coef
2.00 in Peak Outflow
34,50 It Peak Stage
0.52
Q Pre -Development
Pond Bank
^.: it Barrel Orif. Coef 0.65
Spillway Length 20.00 ft
Barrel Orif. Coef
0.65
It Diameter in
Top El. 38.00 ft
Diameter
15.00 in
Elevation It
Elevation
34.50 it
3.00 Number 1.00
Weir Coef. 3.00
Number
1.00
11.14 cis
38.00 it
13.77
38.50
Tp =
28.70
Spillway
Riser
Riser
Riser
Structure
Total
Tp =
35.50
Spillway
Riser
Riser
Riser
Structure
Total
Time t
Qin
Storage
Stage
Ctr1 Pipe
Weir
Weir
Oriface
Outflow
Total
Barrel
Outflow
Time t
Qin
Storage
Stage
Ctrl pipe
Weir
Weir
Oriface
Outflow
Total
Barrel
Outflow
min
cfs
cu ft
ft
cis
cfs
cis
of$
cfs
cfs
cfs
cis
min
cis
cu it
ft
cfs
cis
cfs
cfs
cfs
cfs
cfs
cis
0
0.00
0.00
34.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
&00
3
1.01
0.00
34.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.55
1.27
0.00
34.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6
3.94
174.08
34.53
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.00
6.42
4.07
218.36
34.53
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.00
9
8.51
853.09
34.59
0.01
0.00
0.00
0.00
0.00
0.01
0.09
0.01
9.29
827
918.89
34.59
0.01
0.00
0.00
0.00
0.00
0.01
0.10
0.01
11
14.27
2317.53
34.69
0.03
0.00
0.00
0.00
0.00
0.03
0.29
0.03
12.16
13.61
2341.75
34.69
0.03
0.00
0.00
0.00
0.00
0.03
0.30
0.03
14
20.66
4770.16
34.82
0.04
0.00
0.00
0.00
0.00
0.04
0.67
0.04
15.03
19.73
468&06
34.82
0.04
0.00
0.00
0.00
0.00
OD4
0.65
0.04
17
27.04
8319.25
34.99
0.06
0.00
0.00
0.00
0.00
0.06
1.26
0.06
17.90
26.25
8070.40
34.98
0.06
0.00
0.00
0.00
0.00
0.06
1.22
0.06
20
32,80
12965.07
35.19
0.07
0.00
0.00
0,00
0.00
0.07
2.10
0.07
20.77
32.75
12581.24
35.18
0.07
&00
0.00
0.00
0.00
0.07
2.03
0.07
23
37.37
18600.20
35A1
0.08
0.00
0.00
0.00
0.00
0.08
3.17
0.08
23.64
38.81
18208.91
35.40
0.08
0.00
0,00
0.00
0.00
0.08
3.10
0.08
26
40.30
25020.16
35.65
0.09
0.00
0.00
0.00
0.00
0.09
4.46
0,09
26.51
44.04
24877.90
35.64
0.09
0.00
0.00
0.00
0.00
0.09
4.43
0.09
29
41.31
31943.43
35.88
0.10
0.00
0.00
0.00
0,00
0.10
5.56
0,10
29.38
48.11
32445.78
35.90
OAO
0.00
0.00
0.00
0.00
0.10
5.62
0.10
32
40.30
39039.09
36.11
0.11
0.00
0.00
0.00
0.00
0.11
6.35
0.11
32.25
50.76
40712.32
36.16
0.11
0.00
0.00
0.00
0.00
0.11
6.51
0.11
34
37.37
45959.15
36,33
0.12
0.00
0,74
15.83
0.74
0.86
7.00
0-86
35.12
51.81
49432.33
36A3
0.12
0-00
2.74
24.48
2.74
2.86
7.30
2.86
37
33.08
52245.25
36.51
0.13
0.00
4.85
29.62
4.85
4.97
7.53
4.97
37.99
51.19
57860.25
36.68
0.13
0.00
10.01
37.71
10.01
10.14
7.96
7.96
40
29.05
57085.30
36.65
0.13
0.00
9.23
36.71
9.23
9.36
7.90
7.90
40.86
48.96
65304.78
36.89
0.14
0.00
18.28
46.10
18.28
18.42
8.48
8.48
43
25.51
60726.86
36.76
0.13
0.00
1302
41.17
13.02
13.16
8.17
8.17
43.73
45.25
72274.45
37.08
0.14
0.00
27.16
52.60
27.16
27.30
8.93
8.93
46
22.40
63713.05
36.84
0.14
0.00
16.40
44.46
16.40
16.54
8.37
8.37
46.60
40.82
78527.16
37.25
0.15
0.00
35.86
57.70
35.86
36.01
9.31
9.31
49
19.67
66127.95
36.91
0.14
0.00
1928
46.92
1928
1942.
8.54
8.54
49.47
36.75
83952.66
37.39
0.15
0.00
43.89
61.72
43-89
44.04
9.62
9.62
52
1727
68044.61
36.96
0.14
0.00
21.66
48,78
21.66
21.80
8.66
8.66
52.34
3308
88623.52
37.51
0.16
0.00
51.11
64.94
51.11
5127
9-88
9.88
55
15.17
69526.69
37.00
0.14
0.00
23.55
50.16
23.55
23.69
8.76
8.76
55.21
29.78
92619.10
37.62
0.16
0.00
5T50
67.54
57.50
57.66
10.09
10.09
57
13.32
70629.74
37.03
0.14
0.00
24.98
51.15
24.98
25.12
8.83
8.83
58.08
26.81
96010.03
37.70
0.16
0.00
63.06
69.65
63.06
63.22
10.26
10.26
60
11.69
71402.35
37.05
0.14
0.00
26.00
51.84
26.00
26.14
8.88
8.88
60.95
24.14
98859.40
37.78
0.16
0.00
67.83
71.36
67.83
67.99
10.40
10.40
63
1027
71887.03
37.07
0.14
0.00
26.64
52.26
26.64
26.78
8,91
8.91
63.82
21.73
101223.60
37.84
0.16
0.00
71.85
72.75
71.85
72.01
10.52
10.52
66
9.02
72121.04
37.07
0.14
0.00
26.95
52.47
26.95
27A0
8.92
8.92
66.69
19.56
103153.15
37.88
0.17
0.00
75.16
73.85
73.85
74.01
10.61
10.61
69
7.92
72136.99
37.07
0.14
0.00
26.98
52.48
26.98
27.12
8.92
8.92
69.56
17.61
104693.33
37.92
0.17
0.00
77.84
74.71
74.71
74.88
10.69
10.69
72
6.95
71963.52
37.07
0.14
0.00
26.74
52.33
26.74
26.89
8.91
8.91
72.42
15.85
105884.80
37.95
0.17
0.00
79.92
75.38
75.38
75.54
10.75
10.75
75
6.10
71625.72
37.06
0.14
0.00
26.29
52.03
26.29
26.44
8.89
8.89
75.29
1427
106764.05
37.97
0.17
0.00
81.47
75.86
75.86
76.03
10.79
10.79
77
5.36
71145.64
37.05
0.14
0.00
25.66
51.61
25.66
25.80
8.86
8.86
78.16
12.85
107363.84
37.99
0.17
0.00
82.52
76.18
76.18
76.36
10-82
%82
80
4.71
70542.62
37.03
0.14
0.00
24.87
51:08
24.87
25.01
8.82
8.82
81.03
11.56
107713.64
38.00
0.17
0.00
83.14
76.37
76.37
76.54
10.83
10.83
83
4.13
69833.64
37.01
0.14
0.00
23.94
50.44
23.94
24.09
8.78
8.78
83.90
10.41
107839.95
38.00
0.17
0.30
83.37
76.44
76.44
76.61
10.84
11.14
86
3.63
69033.63
36.99
0.14
0.00
22.91
49.70
22.91
23.06
8.73
8.73
86.77
9.37
107715.28
38.00
0.17
0.00
83.15
76.38
76.38
76.54
10.83
10.83
89
3.19
68155.71
36.97
0.14
0.00
21.80
48.88
21.80
21.94
8.67
8.67
89.64
8.44
107464.06
37.99
0.17
0.00
82.70
76.24
76.24
76.41
10.82
10.82
92
2.80
67211.39
36.94
0.14
0.00
20.62
47.98
20.62
20.76
8.61
8.61
92.51
T60
107053.86
37.98
0.17
0.00
81.98
76.02
76.02
76.18
10.80
10.80
95
2.46
66210.82
36.91
0.14
0.00
19.38
47.01
19.38
19.52
8.54
8.54
95.38
6.84
106502.02
37.97
0.17
0.00
81.00
75.71
75.71
75.88
10.77
10.77
98
2.16
65162.90
36.88
0.14
0,00
18.11
45.96
18.11
18.25
8.47
8.47
98.25
6.16
105824,18
3T95
0.17
0.00
79.81
75.34
75.34
75.51
10.74
10.74
100
1.89
64075.47
36.85
0.14
0.00
16.82
44.84
16.82
16.96
8.40
8.40
103
1.66
62955A3
36.82
0.14
0.00
1552
43.65
15.52
15.66
8.32
8.32
106
1.46
61808.85
36.79
0.13
0.00
14.22
42.40
14.22
14.36
8.24
8.24
109
128
60641.08
36.76
0.13
0.00
12.93
41.07
12.93
1&07
8.16
8.16
112
1.13
59456.84
36.72
0.13
0.00
11.66
39.68
11.66
11.79
8.08
8.08
115
0.99
58260.27
36.69
0.13
0.00
10.41
38.21
10.41
10.55
7.99
7.99
118
0.87
57055.04
36.65
0.13
0.00
9.20
36.67
9.20
9.33
7.90
7.90
121
0.76
55844.39
36.62
0.13
0.00
8,03
35.04
8.03
8.16
7.81
7.81
123
0.67
54631.15
36.58
0.13
0.00
6.90
33.32
6.90
7.03
7.72
7 03
126
0.59
53535.59
36.55
0.13
0.00
5.93
31.68
5.93
&06
7.63
6.06
129
0.52
52593.36
36.52
0.13
0.00
5.13
30.19
5.13
526
7.56
5.26
132
0.45
51776A3
36.50
0.13
0.00
4.47
28.83
4.47
4.60
7.49
4.60
135
OAO
51062.97
36.48
0.13
0.00
3.92
27.58
3.92
4,04
7.43
4.04
138
0.35
50435.74
36.46
0.12
0.00
3.45
26.43
3.45
3.57
7.38
3.57
WET POND CALCULATIONS -
90% TSS REMOVAL, COASTAL PLAIN
NON SA WATERS COASTAL COUNTY RUNOFF FROM 1.5" DEPTH STORM
SIMPLE METHOD
DA RD IA
RV VOLUME
6.822 1.5 0.83
0.797 29605
CU FT
DA IN ACRES, RD = RAINFALL
DEPTH IN INCHES, IA = IMPERVIOUS AREA IN %
DRAINAGE AREA, DA
6.822 ACRES
FORE BAY VOLUME
PERCENT IMPERVIOUS, IA
83 %
Vpp
93440 CU FT
MINIMUM REQUIRED SURFACE
FOREBAY VOL, Vfb
2 2 CU FT
App, SA/DA, 90%TSS,AV D=6'
4.78 %
% OF Vpp
21.75 %
=DAX 43560 X DA X SA/DA%
14205 SF
ORIFICE SIZING
SURFACE AREA PROVIDED AT
PERMANENT POOL
15,485 SF
Q2=Vtp/172800
0.190 CFS
PERMANENT POOL ELE
34.50 FT
Q5=Vtp/432000
0.076 CFS
TEMP. POOL VOLUME, VIP
29605 CU FT
CHOOSE A 2.0" CIRCULAR
2 "
ORIFICE
AVERAGE HEAD
= (Ztp-Zpp)/3
0.583333 FT
AREA
0-021806 SF
Q=CdA(SQ RT(2gh)
0.08019 CFS
DRAW DOWN TIME
ELE OF PERM POOL, Zpp
34.50 FT
(Vtp/Q)/60/60/24
4.3 DAYS
ELE OF TEMP POOL, Ztp
36.25 FT
AVERAGE DEPTH
6.034 FT
Vpp PROVIDED IN DESIGN
1 93,440 ICU FT
Vtp PROVIDED IN DESIGN
1 4781 CU FT
SApp PROVIDED
5 SF
POND CONTOURS
FOREBAY CONTOURS
CONTOUFJ
INCR
ACCUM
ONTOUFJ
INCR
ACCUM
CONTOUF
AREA
VOL
VOL
STAGE
CONTOUF
AREA
VOL
VOL
STAGE
[sq ftfeu
ft]
[cu ft]
ft
ft]
ICU ft]
cu ft]
ft
24.00
0
0
0
24.00
0.00
0.00
0.00
25.00
5,234
5,234
1.00
26.00
0
0
1.00
26.00
5,894
11,128
2.00
26.00
0
0
2.00
27 00
6,591
17,718
3.00
27.00
756
756
3.06
2800
7.699
7,324
25,042
4.00
28.00
1,635
2,391
4.00
2900
<;-,U,
8,092
33,133
5.00
29.00
1,891
4,281
5.00
3000
8,895
42,028
6.00
30.00
2,167
6,4481
6.00
3100
9,733
51,760
7.00
31.00
2,475
8,9231
7,00
32 00
10,606
62,366
8.00
32.00
2,788
11,711
8.00
33.00
_
11,514
73,879
9.00
33.00
3,105
14,815
9.00
B SHELF
34.00
12,456
86,335
10.00
34.00
3,452
18,267
10.00
FP
34.50
--35.00
7,105
-'
10.50
34.TO
2, 55
10.5
TSHELF
,
8,433
101,873
--11.00
-
-
-
36 00
19125
120,998
12.00
37 00
20 921
141 919
13.00
38.001,
1
22,792
164,710
14.00
NOTE: THE POND CONTOUR TABLE ABOVE REPRESENTS THE ENTIRE BASIN
INCLUDING THE FOREBAY AREA.
MIX
rI9
a
a 0
LIT z
a
t= 0)
Q U
00
U.
(= Z
W a U
m �
lE� jFF6 0 2 V5
ft
W
z
0
tJ
J
a
iJ
0
Z
0
a

8 7
6
2
C
C
US HIGHWAY 17
W WL
4UV"`/ WE WL y L
`F"
ELE- gyp-- WL P
PE
WL WL WL
S48`OOoh9"W 383.81'
LIMITS OF D S
ohp ohp ohp
oh// oh oh '� ohp
ohp o ohP
r&r ,. N48°01'56"E AT&T222.55'
QOX 15 BUFFER TYPE A
!
S48°00'39"W 383.81'
15' BUFFER TYPE "RA'W 15' BUF R TY E "A"
Nos oo'3s"15' BUFFER TYPE "A"
A
�7
-
-
!
- - - - -
EXISTING 6"
O'I
!
GATE VALVE
POWER I
!
I
I
RACK
WELL
I
W �
°j
HOUSE
Gi 1?
" Z
SQ, I
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IZ
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LOT 3 I wN
EXISTING
HOUSE
F I�
�„��
i
/
TG
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?
10,
C^' T?
'Pi Ay
1.00 ACRES m m0
❑WELL
I
`F��
i�
LOT 1
o
LOT 2
FUTUREICOMMERCIAL DEVELOPME� a° I
1.77 ACRES
!�
A
2.00 ACRES
I_� 1
"' >;
WELL❑
!�
tiF�e I
--------------
'--- �n <m�I
FUTURE COMMERCIAL DEVELOPMENT
FUTURE COMMERCIAL DEVELOPMENT
----
-=----------------------.
�-
SOIL I
\\
\
!
NOTE: PHASE I SS SEWE STOPS AT SN-5
STOCKPIL A j N 1
LOCATI
I\ SN-7 !
\ 8SAB±7-U "A[1TII.1U!Eau
1 RIpkELE.45. - --
/ mmm- - n
i-----_--S4 '02'35"W 92.00'
ITS OF DISTURBANCE.
PROJECT BOUNDARY
¢�PP
GUYW/
NAB
rn
ql/ �Z
r / o
IT1 ' A
y_-{- LT5-bRA NAFiE/FS'�iLITyF9SFMENT SN 8�6363� I m
1- - - - - - - - - - --RIM-ELC- 3.46-1 ! m ,f j, m
10' BUFFER TYPE I' - __-Fa A2� m
S47'24'29"W 196.54' Fio
LIMITS OF DISTURBANCE/ PROJECT BOUNDARY
°N B
S / it SLOP THE FIELD MAY ATED
SN-6 •jN�. njj`r ip 2:1 AND ILE NO C}dER q i PROPOSED ��w
+7 12 ro G / 'I! i INST R A�ti
RIM ELE.4 6 ,.�'ezi: /��L R2 �y / II OF SLOPE
FE C�S - �?'O6, S��HYDRANT ASSEMBLY o00 ;
n l! 1s 0 ; I SLOPE R>e \ m
I \''a-�• �R ��s i ',R EASE -
1 I is�rtiJ i WA TE F%
1 T N_q II ! Box ASS CB 3 \
TA 5+16.97 ._____- __ SN-3 i RIM ELE. 4120
RIM ELE.4V0 C111 I C112 �A-S*94.A$
sE TIC_ _ I' RIM ELE.:41.99 a
- - - - T - N41'5T02"E I RIM ELE 41.33 RIM ELE. 40.97 �� v a I
- - - - - - - -- - - - - - --1- - - - - -- -- - -- -- ---
__-__-_ _ _ _ II 1
p �� 58.10 N41'5T02"E 186.69' mwk
n to I� 176.9 LF 8" PVC SS AT 0.49% I0 I oq 1
�t21.6 L 8" VC SS
hi
�0.4 IPN:'fl I SN-5
n m m
. IV
RIM ELE.
-"' I I�p .Im�"HOPE75.65LFOF68.69LFOF24"HOPE
.``---�•-
s m 1 I ---�' ------ - _ 4104
TILITY EASEMENT- - -
A z] 15, DRAINAGEIO - - - = N4415'47"E 155.95' --
-•� T4 �
_ -.--'--' - RI ELE,
� IA
_ _ - - - - _._.._ - - - -
m " " CB 1 R M ELE. 40. ADDED CB
---_ - ---IILg!1E_ER7YPF--B------- - -- t/b ,
L _ RIM ELE.40.91 PROP°SED1"HIP !
1 _- WATER S
- - ' ---- W 207.08' r i w,
- S41'59'10"
- LIMITS OF DISTURBANCFJ PROJECT BOUNDARY
50 LF STUB 1 I
24" HOPE 1
IN AND '
FOR FUTUR�F
LOT 4A USE N
NOW OR FORMERLY 0.33 ACRES o '
BETTY A DAVIS et GI FUTURE LOT 4
BOOK 2070 PAGE 070
ZONED PD
3293-75-8455-0000- COMMERCIAL m 1.16 ACRES
DEVELOPMENT
NOTE: THE ENTIRE PROJECT SHALL HAVE A BLANKET DRAINAGE/UTILITY/ACCESS
EASEMENT RECOR ED ON THE FINAL PLAT. NOTE' THIS CB
SHEET
IND X
C3.0 UTILI Y MASTER
C3.2 WAT LINE PROFILE
C3.4 STA ARD WATER DETAILS
ADDED IN THE FIELD
NOW OR FORMERLY
CAROLINA WATER
SERVICES INC
BOOK 746 PAGE 540
ZONED PD
3293-85-1523-0000
1PHASEI
COMMERCIAL
DEVELOPMENT
0 ,
C �
o I
I SS
i I /� / 1'11, '9
I G 3s �tiC
3
I �'ss�ti
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0
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RIM ELE.40.5�
C 5
�39.52
IfF ELE. 3 .
LF
OF 18"HDPE f
SN-2
STA 2+06.29
RIM ELE. 39.
WATER E EXTENSION PROJECT SUMMARY ! 1 I > POND INLET 8 c
- INV ELE. 33.00
THIS PR JECT PROPOSES THE ADDTION OF 369 LF OF 6" PVC N 'a
WATE AIN AND ONE HYDRANT ASSEMBLY. j u ° LOT 5
o
It°•I 0.56 ACRES
N 1 I
,
A ha SW BMP
8" HDPE LINE ADDED ALONG BACK OF BUILDING TO
CATCH GUTTER DOWNSPOUTS AND DIRECT FLOW TO THE BASIN m I I
INVERT OF FES = 37.11
Oi 11''
0 N 1 9
° N� Z .
0' 40' 80, 120'
1
Cl 7
RIM ELE.
1
�z
A
tiFP
F
HAMPSTEAD COUNTRY CLUB LLC
MAP BOOK 3928 PAGE 286
4
WL
R/W
APPROXIMATE LOCATION OF WATERLINE
WL
APPROXIMATE LOACTION OF
A EXISTING LINE PER PCU
EMAIL ON 12-29-15
i
NNECT PROPOSED 6" LINE
EXISTING 6" STUB HERE
NOW OR FORMERLY
HAMPSTEAD TOWN CENTER LLC
BOOK 4129 PAGE 274
3293-86-2278-0000
ZONED PD
WATERLINE IN THIS AREA WAS INSTALLED
WITH A SLIGHT DEVIATION FROM THE PLAN
TO PREVENT THE RELOCATION OF THE EXISTMG
FIRE HYDRANT FROM FALLING WIT HW AN EXISTING
PARKOJG AREA. THIS FIELD CHANGE WAS APPROVED
BY FENDER COUNTY UTILITY STAFF
OPEN CUT AND PATCH
RAVENSWOOD ROAD HERE
LillN -
F /TS, `
_-
o RELOCATE EXISTING HYDRANT HERE
O INSTAL 6 X 6 X 6 TEE
HERE W MJ GRIP RINGS
O PER PENDER COUNTTY DETAIL
✓F.C�eq
38
3
e00CF
/ 6 X 6 90 W/ GRIP RINGS
/1 'Y INSATLLED HERE
5
/
� EXISTING HYDRANT
y
_ LOCATION
F
�
1
T 24"
'POq
I 6 X 6 90 W! GRIP RINGS
C0 ,
INSATLLED HERE
0
INSTALL 6 X 6 X 6 TEE
HERE W RJ GRIP RINGS
Off,
PER FENDER COUNTY
/S. STANDARD DETAILS
�n1Ng ALL TEMPORARY
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ti0
9RY
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S
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,J
1
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1 "lV 8" PI SS AT 0.53%
SS MANHOLE
-------�
-
- Ri}eF 38.76 c
INV. 30.98
x
POINTE HAVEN V At OLDE POINT HOA
MAP BOOK 1210 PAGE 165
COMMOTI�9TARED P0
D000
NEW PROPOSED MA OL
SITE
LECIEND SYM
BEARING AND DISTANCE
320.29'
575.49'20"W
PROPERTY BOUNDARY/
PROJECT BOUNDARY
---------------
SPOT ELEVATION
X 47.6
EXISTING CONTOUR
1
TEMPORARY ENTRANCE
SEDIMENT ,FENCE
------------------
EDGE OF PAVEMENT
CHFC DAM
,
PROPOSE SS LINE
PROPOSED SS MANHOLE
FIRE HYDRANT
PROPOSED WATER LINE
BLOW OFF ASSEMBLY
BOO
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6" Cl
GATE VALVE®
SIDEWALK
--_.
WATER SERVICE
-�-----
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a----�
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PROPOSEDIW EASEMENT
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EXISTING MANHOLE
POIN
SECTIC
MAP BO(
102
POINTE HAVEN
SECTIONS 4 AND 5
MAP BOOK 25 PAGE 103
MIGLIARA ANTHONY ET AL
SECTIONS 4 AND 5
MAP BOOK 3®® PAGE 56
3293-85-5800-0000
ZONED PD
3
r-- - - -_- - - - - - - - - - - -
RCORD DRAG
1. THI DRAWING REFOLEC7S THE LOCAIIONS AND ELEVATIONS OF THE
IN
2. ATHE FIRST PHASE FTHE SEWER LI SEXTENSIONSTOPS AT SN-5.
3. THE CLOUDED VALUESIAREAS REPRESENT THE "AS BUH.T" CONDITIONS OF
THE INFRASTRUCTURE THAT WAS CONSTRUCTED. THESE VALUES
WERE PROVIDED BY MICHAELUNDERWOODAND ASSOCIATES,PA
A REGISTERED NC PLS FMM.
- - - - - - - - - - - - - - - J
REVISION NOTE 12-30-1S:
1. WATER LINE SIZE, MATERIAL AND LOCATION REVISED PER
PENDER COUNTUY UTILITIES COMMENTS. EXISTING WATERMAIN
LOCATION REVISED TO APPROXIMATE LOCATION PER EMAIL
FROM PENDER COUNTY UTILITIES.
2-4-16
1. CONNECTION POPITNT RELOCATED TO EXISTING HYDRANT LEG/
2
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NOTE:
1. ALL STORM DRAIN COLLECTION LINE TO BE
DOUBLE WALL HDPE, CORRIGATED OUTSIDE, SMOOTH
INTERIOR PIPE.
2. ALL CATCH BASINS AND CURB INLETS TO HAVE A 2 FOOT
SUMP BELOW THE LOWEST INVERT.
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SOD BOTTOM OF BASIN _
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POND SECTION A— A
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NOTE: ALL INTERIOR AND EXTERIOR SIDE SLOPES
THAT EXCEED 3:1 GRADES SHALL BE STABILIZED WITH 6" DIA. RIP RAP
12" THICK,
NOTE:
FIELD INSTALLED RIP RAP IS LESS THAN
SHOWN ON ORIGINAL PLAN.
SOME SIDE SLOPES ON THE INTERIOR OF THE BASIN
WERE STABILIZED WITH SOD INSTEAD OF RIP RAP.
AFTER SEVERAL FIELD VISITS THESE SLOPES HAVE REMAINED
STABLE AS OF 5-24-17. OWNER HAS BEEN NOTIFIED THAT
EROSION OR DESTABILIZATION OF THESE SLOPES MAY REQUIRE RIP RAP
IN THE FUTURE.
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WALLS
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NOTE:
DO NOT PLANT TREES WITHIN 10 FEET OF INLET OR OUTLET PIPES,
SPILLWAYS OR FLOW SPREADERS. TREE SPECIES WITH WATER SEEKING
ROOTS SUCH AS WEEPING WILLOWS AND POPLARS SHOULD BE AVOIDED
WITHIN 50 FEET OF PIPES OR MANMADE STRUCTURES. EVERGREEN TREES
WHICH PROVIDE VERY LITTLE LEAF FALL ARE PREFERRED IN AREAS
DRAINING TO DETENTION DEVICES. TREES SHOULD BE SET BACK SO THAT
BRANCHES DO NOT EXTEND OVER THE PERMANENT POOL.
NOTE:
DURING CONSTRUCTION THE BMP IS TO BE USED AS A SKIMMER SEDIMENT BASIN.
AT THIS TIME THE INFILTRATION MEDIA SHOULD NOT BE PLACED IN THE BASIN.
UPON STABILIZATION OF ALL AREAS DRAINING TO THE BASIN THE INFILTRATION MEDIA CAN BE INSTALLED.
FUTURE DEVELOPMENT WILL REQUIRE THAT ALL EROSION CONTROL MEASURES BE INDEPENDENT
OF THE FUNCTIONING BMP TO PREVENT SEDIMENT LADEN RUNOFF FROM CLOGGING THE
INFILTRATION MEDIA.
6" RIP RAP, 12' THICK ON ALL
WALLS, SLOPES WITH 2:1 GRADE TYP.
SUMP INVERT-3 .0
BASIN BERM ELEV. = 39.0
10' WIDE EMERGENCY SPILLWAY
ELEV. = 38.5
6 RIP RAP, 12 THICK ON ALL
WALLS, SLOPES WITH 2:1 GRADE TYP.
I/ / I m¢"rDArInKIIAACnIA I I SUMPELEV.=31.0 \ k;�A I / )
RIP RAP SPILLWAY
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FOR Z:) WAY 30.0 0 % 100 2"CONTROLPIPE 2 0 240
/ TOP OF DIAPHRAM/ _ 6" OF #57 STONE AROUND
BOTTOM OF SPILLWAY RIP RAP 6"COACT STONE TYP. OUTLET INV. = 33.0
PERFORATED PIPE BAFFLE WALL 3 12" DOUBLE WALL HDPE
12" DOUBLE WALL HDPE PERFORATED PIPE FILTER DIAPHRAGM
� X' X NOTE: FLAT AT INV. = 33.0 (BASIN BOTTOM ELEV)
l�L�rJ�7 Jf NOTE: J%
O STRCUTURE TOP = 36.10 SEE SHEET 4.IA FOR OUTLET CONTROL PIPE INVERT = 33.00
X' = 3' MINIMUM OR INVERT OUT = 33.00 TYPICAL SECTION C — STRUCTURE DETAILS STRCUTURE TOP = 36.08
�/ ^=R= EXTEND TO THE EDGE OF `
THE EXCAVATION. Y 5 _ 9 9 9 — 9 INVERT IN 33.00 U
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STABILIZE THIS AREA
WITH 12" THICK 6" DIA COMPACT ASTM C33
�q RIP RAP FINE CONCRETE AGGREGATE
INFILTRATIDN MEDIA SPECIFICATION
OUTLET PIPE The infiltration media shall be the byproduct of crushed limestone and be imported from the Martin Marrietta a in Onslow CountyNC.
INVERT = 32.5 The material shall have gradation such that 75% of the material has a grain size less than 4.8 mm. The ,gradation of the material shall e verified by
the engineer prior to placement. This material is generally referred to as "%6" by quarry staff. The engineer shall specify the exact material by Z
FILTER
I visiting the quarry with the contractor's representitive to assure the correct material is used.
1.(J�
9T/O/ 0 /Y� RIP 2. TRAP SPILLTER LLWAY BOVEULD DTHE PIP BELOWE. 12 PIPE AND TO THE BASE OF THE n �HDPE PERFORATED PIPE SPECIFICATION
S S 90 3. FILTER SHALL BE A MINIMUM OF T WIDE ALONG THE PIPE AND W
A MINIMUM OF TON EACH SIDE OF THE PIPE PERPANDICULAR TO THE PIPE All HDPE SIYIOOth Wall pipe Shall be ADS n-12 ST IB pipe or equivalent. OR AS WIDE AS THE EXCAVATION. II h P h q
Perforation patterns shall meet AASHTO Class II of .313 in diameter holes for 12 inch pipe diameters.
LAID FLAT AT
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DP OF MEDIA ELEV. = 35.5
(ISTING GRADE
INFILTRATION MEDIA
_F OF 12" HDPE PERFORATED PIPE
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'OF #57 STONE
JRROUNDING PERF. PIPE
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TOP OF INFILTRATION
MEDIA ELE. 35.5
TOP VIEW
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TYP CASF(.�-7 ON B B INV. 33.0 INV. 32.5 —
NTS2" CONTROL PIPE 6" LIP TYP.
GROUTED INTO 12" OF COMPACT STONE W
(� BAFFLE WALL AT 45D ANGLE
II R RIM LL . • t/ U OUTLET STRUCTURE
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INLET ENERGY DISSAPATER 0 0 D�00 0
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ENERGY DISSAPATER NOTES:
00 ° o 1. RIP RAP DISSAPATER TO BE CONSTRUCTED IN THE AREA SHOWN ON THE PLAN.
OUTER LIP OF DISSAPATER ° ° 0 a �� 2. THE BOTTOM OF THE DISSAPATER IS TO BE FLAT AT ELEVATION 32.5.
TO MATCH BASIN BOTTOM AT ELE. 33.0 3. THE OUTER EDGE OF THE DISSAPATER IS TO HAVE A 2 FOOT WIDE LIP
Q D THAT SLOPES UP TO 33.0.
RIP RAP SHOULD BE 6" DIAMETER AND 12" IN DEPTH. RIP RAP SHOULD BE BEDDED ON 6"
SLOPE DOWN TO 32.5 OF ABC STONE.
WITH RIP RAP 2 FEET FROM 4. THE PLACEMENT OF THE RIP RAP SHOULD EXTEND OUTWARD FROM THE BASIN
OUTSIDE EDGE OF DISSAPATER INLET AS SHOWN WITH A MINIMUM DIMENSIONS SHOWN FROM THE INLET FES.
V /
INTERIOR OF DISSAPATER TO BE INFILTRATION MEDIA SPECIFICATION
FLAT AT ELEVATION 32.5
The infiltration media shall be the byproduct of crushed limestone and be imported from the Martin Marrietta Quarry in Onslow County , NC. I
The material shall have gradation such that 75% of the material has a grain size less than 4.8 mm. The gradation of the material shall be verified by W
the engmeerprior to placement. This material is generally referred to as "%6" by quarry staff. The engineer shall specify the exact material by
CO visiting the quarry with the contractor's representitive to assure the correct material is used.
A 12" HDPE PERFORATED PIPE SPECIFICATION
All HDPE smooth wall pipe shall be ADS n-12 ST IB pipe or equivalent.
Perforation patterns shall meet AASHTO Class II of .313 in diameter holes for 12 inch pipe diameters.
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