SW8990341_APPROVED PLANS_20131127

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 O� °I 0_ 41
DOC TYPE
❑ CURRENT PERMIT
© APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 013 111-1
YYYYMMDD

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EXISTING PARKING
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lIellowedle
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S 83'08'48"E 312.55
New BUILDING 2
formerly Bldg 2 13
15,335 sf
LOT1R
TAX PARCEL 5 O6 ACRES
R06107-001-TOW Lot SuA -09_000
181-OW 1R
Sq. Feet
EXISTING PARKING
EIP N 83-12'34" W
112.50'
N
ad
10 N 06'47'26" E
30.75'
EIP `--------- i--- --
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EIP N 83'12'34" W 180.00, ----- Existing
EIP 60.00
EIP
D' N 83"12'34" W 112.50' ElI
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DRAINAGE EASE
D.B. 3214 MEN T
ONE) FROM PG. 918-936
2002 ASBUILT
EIP I -�_�-�- 1
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Williams Fabricare, Inc.
rn D.B. 1447
P9 805 I
cp i Williams Fabricare, Inc.
D.B. 1129 Pg. 1600 Tract 3 1
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N - ~ =-- Existing MONUMENT 1
- - N----------
---------- 1
---- -__ ) (n i a - - - - ---------
Rivenbark at al I Existing o Existin
I IZ co
�00 o Bobby W. Harelson _N 1
EIP S g3'4T13' 10 ¢ D.B. 1287 Pg. 1339 N I
E 100.03 EIP 00 m °'
> 1
3-----a ------------------------
----------
-----------
tow
N
O)
-- N 1
rn
BUILDING4 O w Landmark Commercial, Inc. ,
D.B. 1636 Pg, 600 / o
FMRE Z I
4,000 sf
Existing 1
I
1
S 83*11"1 236.07 TOTAL I
193.35' �
EIP IEXISTING PARKING o �
Taal La 1R �+Ildt I V
Tow � R. Fao co
TOW Lot 1R F BLDidewellG.
3 I
35 �. Fest 5 � I
M
Flub" ,088 sy �'p US CELLULAR dN 1 >
I N3
0
3,150 sf l o
' S 83 12'34" E I
p�
N 120.82' ' ` o,
7n (vl
of
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o N 83'30'20" 04 I a
Z N 86'35'15" W 122.49' W 100.23'
EIP o 3 bo
EIP I rr^0^00
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ir m z° ,� ; LOT 2
COO w o S 83.1 34" E FG 42 PG. 57
EIP ec c) o o v 7.9 ' D.B. 407
INGTON I f1
0 (00 a PG. 178 cy)
J O 15- Total Lot 3R 8114dllnys LOT 2
0 T pet
'row, fF00 1.29 Acres i U
0 2330q. olk rPARCEL No.
y Z Futwy Fast R06107_001-070-000co
1 L
zzCD so sq. Feet WALGREEN
LiN I
o 0 14,490 '
io o C\ CN
~ sf w I
N Existing 1
O 1
z IM T
N cal Lot 2 au 1
co EXISTING PARKING T p 1 Pwl ,
Tool Lot s2 . Feat 1
4275 �. Fell alk I
Fudl9 2 kin
� 980 Sq,
Is
Bander Drive 100' Right °f Woy N 83'12'34" W 112.74' I
- _ -_ _ - - S 83'12'34" E 244- 69' Is 1
I
40 20 0 40 _ _ I
SCALE IN FEET: 1 "= 40' _ _ _
Note Well:19
This plan is a composite map for graphically tracking
existing 14 DENR / DWQ permits quantities and areas, and N 8,2 'us
should not be taken for a certified survey. 3'06"
Reference is made on the individual Lots to the Deed Book to N.C. Grid M 2334.7 N.C. Grid Monument
and Page Number where the surveys are recorded with Tuesdays..
the New Hanover County Registrar of Deeds. "Shell
Someof the permitted amounts of impervious surfaces
°prig„, °° ,Design Se, ae . tv p,l rights it pop, °_ °° °°°_ thi, do°° °edit,° , or deletions to this have NOT been verified with as built surveys. (APRIL 1996 LOCATION
�aal.ni. i° "Haley a, part. '-moot written c° n,t °r the Lena s°Hero• °; Eoglneer. is Prohibited. only a°pl°s r,om Ibe'°nym°I or mi d° araeat. MONUMENT APPEARS TO
Ill ,ked with the original signature and mlgmal°seal or the Surveyor or Engineer. snap be considered to be valid and true copies.
BE DESTROYED)
Master Stormwater Tracking Plan prepared for DENR / DWQ
COLLEGE - OLEANDER CENTER
CITY OF WILMINGTON
WILMINGTON TOWNSHIP
NEW HANOVER COUNTY
NORTH CAROLINA
DATE: JUNE 2013
LEGEND:
ECM
Existing Concrete Monument
EIP
Existing Iron Pipe
RIW
Right of Way
SS MH
Sanitary Sewer Man Hole
n
rn
PIP
Power Pole
GIW
Guy Wire
z
O
W\M
Water Meter
Fire Hydrant
z
EXIST. STORM DRAIN MANHOLE
\
CATCH BASIN
s--5--1
EXIST. SANITARY SEWER MANHOLE
�12
EXIST. WATERLINE & F/H ASSEMBLY
EXIST. DRAINAGE PIPE
---c--.i
EXIST. GAS LINE
DRAINAGE FLOW
NOTES:
1. THIS PLAT IS PRELIMINARY, AND IS NOT INTENDED FOR RECORDATION, SALES,
OR CONVEYANCE.
2. SURVEYED IN APRIL 1996 AND MAY 2001. AND A POR71ON AGAIN IN JA14UARY 2D13.
3. ALL DISTANCES AS SHOWN ARE HORIZONTAL.
4. SEWER PROVIDED BY CFPUA.
5. WATER PROVIDED BY CFPUA.
6. SITE WILL MEET ALL ZONING REQUIREMENTS.
7. AREA COMPUTED BY COORDINATE METHOD.
8. TREES ON LOT 2 AS PER CITY REQUIREMENTS.
9. STRIPING AND LANES TO CITY STANDARDS (THERMOPLASTIC).
10. NO VEHICULAR ACCESS TO SITE EXCEPT AS SHOWN.
11. FOR REFERENCES SEE DB 946 PG 577, DB 956 PG 620, DB 1711 PG 653, DB 938 PG 875.
12. ALL BEARINGS ARE NC GRID NAD 1983.
13. ALL ELEVATIONS ARE M.S.L.
14. LOT 1 = 5.06 ACRES, LOT 2= 1.29 ACRES, LOT 3 = 0.69 ACRES
TOTAL AREA= 7.043 ACRES.
Tracking Updated: 10-29-13
OWNERS: CRR PROPERTIES LLC (LOT 3R)
CAMERON COMPANY LLC (LOT 1R)
1201 GLEN MEADE ROAD
WU MINGTON NC 28401
Market Strom
Peachtree Ave.
SITE �
Olean
1 40
O
v
U a University of
0 North Carolina
O
�[If at Wilmington
0
0
In
To Wrightsville
/Beach
Shipyard Blvd.
LOCATION MAP
The Village at College and Oleander
DENR / DWQ Stormwater Permit No. SW8 990341 mod Revised 10-29-13
NOT TO SCALE
Drainage / Project Area: 304920 sf = 7.00 acres
Total Impervious Area Permitted: 252650 sf= 5.80 acres
POND - Updated: 6/03/2013
Lot#
Lot 1R Existing Lot IR New
Lot 1R Total
Lot 2 Walgreens
Lot 3R Dunkin' Totals
SW#
SW8990341 mod
SW8990341mod
Oflsite SW8 pending
Offsite SW8 pending
DB#
DB5696 PG1050
DB5696 PG1050
DB4077 PGO178
DB5696 PG1050
Impervious Category:
Buildings
Streets & Parking
Sidewalks & Cone.
Future
Offsite
Totals
2466 DWQ TnackingREV Lxls
13,500
22,485
35,985
14,490
2,090
52,565
81,375
14,440
95,815
30,275
16,330
142,420
6,160
8,275
14,435
4,275
2,530
21,240
0
31,065
31,065
960
50
32,075
4,350
0
4,350
0
0
4,350
105,385
76,265
181,650
50,000
21,000
252,650
APPROVED ( `- �/l
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
CL►G* V
NOV 0 4 2013
REVISED BUILDING 5 LAYOUT & DIMENSIONS - 10-29-13
now "The Village at College and Oleander"
Master Stormwater Tracking Plan prepared for DENR / DWO Dale:
COLLEGE -OLEANDER CENTER 6-03-13
Scale:
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP 1` 40'
NEW HANOVER COUNTY NORTH CAROLINA -
oror,r,:
DSH
Checked:
p4*BsstOy.lrl. DEVELOPER: CAMERON COMPANY LLC GAW
j�, ;'q �•.,''� = 1201 GLEN MEADE ROAD Project No:
SEAL WILMINGTON, NC 28401 762-2676
20007 2466-DWQ
vV GIN
HANOVER DESIGN SERVICES P.A. Sheet "°
1 11 j t LAND SURVEYORS, ENGINEERS &LAND PLANNERS TT TT
1123 FLORAL PARKWAY
VALMINGTONN.C. 28403
PHONE: [phone]
dhollis®hdsilm.com

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71.53'
00
Ld
7
(O
O
N
EIP ITotal New Buildings
24960 Sq. Feet
I Total New Paving
15565 Sq. Feet
iTotal New Sidewalk
9635 Sq. Feet
I
N
It
05
w
_N
N
O
O
120.00
EIP N 83 12 34
w 180.
EIP 60.00
EIP
N
EXISTING PARKING
I
1
I
eachtree Avenue
r '
Public Right Of way
----�-- S 83- 8'4 -- _ t of\ �Q I
8_E DRAINAGE EAS 312.55 D.B. 3214 EMEN T SOY ��y '
0 918-936
FROM 202 ASBUILT - -�_
EIP
I - _
I is g t I I
I
I h r e Williams F a
abricare, Inc.
Ys m D.B. 1447 Pg. 805
' I
cp Wil/ioms Fabricare, lnc.
w `t D.B. 1129 Pg. 1600 Tract 3
�_________-- L
Y
NEW PgRK/NG '° _ _ _--t-----=--------- Existing
-- R W I
8Y MONUMENT I
- -
------
Rivenbark et al ! O Existing - - - - - - -
I
I Irn
� O � Bobby W Harelson'
EIP oo D.B. 7287 Pg. 1339 N
S 83-47'13"E
NI 100.03 EIPI >
U/LDING 2 S'----- ------ W 1
formerly Bldg <' & 3----------------------- I
O
N � �
15,335 sp E---------------- N I
___ I-
BUILDING4 o Ld Commercial, Inc. DR, 16zo I
36 Pg. 600 0
i" O 1
FUTURE � z I
4, 000 sf -�
S 83-11,29"E I
236.07 TOTAL
193.35'
EIP I
EXISTING PARKING ~ -- BUILDING 5
ti IOT 1 R FUTURE 0 f Q
5.06 Total Lot 1R Building I 5, 625 sf TAX P ACRES 3' Lot N I
PARCEL Sq. Feet 0.
NO. R06107- Total Lot q Paving
OJ1-009-000 9ss4Q s .
Total Lot q Feet
15795 3R Sidewalk ^ in I
Future Lot q Feet r7
26,105 Sq. I Feet ious FUTURE PARKING t >,
0 a
Existing Building
13500 Sq Feet
Existing Paving
81375 Sq. Feet
Existing Sidewalk
6110 Sq. Feet
u7
N
3
o I �3
N o
p
EXIST/NG P `" S 83'12' I ARK/N;; 34" E 120.82' C:
N � �
n I K
MZED
I �
o v O
EIP N 83'12'34" W O 3 N 86'35'15" W 122.49' I ♦� 0
N IN 112.50' EIP o0 N 83°30'20" w 100.23' EIP O 00
rj v i
N 06'47'26" E Q/ � z � M M B LOT 2
30.75' o S 83'12'34" E 42 PC_ 57
EIP----------- -------EIP � � ¢ o 0 7.93' p B 4I WIL077 MINGTON 7 I ^,
Ot0 a^
8 `N
co
o
c n J O¢ Total Lot 3R Buildings I
LOT 2
aci f- O 2090 Sq, Feet
-O_I a o T163 Lot 3R Paving
J 30 Sq, Feet 1.29 Acres I v
E OD I Total Lot
_° (0 i °' 0 2530 3R Sidewalk TAX PAR
> n 0 Sq• Feet R06107- PARCEL No. 7
3 m o �. � Z Future Lot 3R 001-010- `t I L co
000
WA c
a >Qi j O 50 Sq. Feet RE fIV
I
., 1,1
�0 14,490 S f I
� N w
Existing L
IN
3 o I
z I
Total Lot
n y- 2 B
1449 uildings
I O Total Lot SSq• Feet I
rV 30275 2 Paving
Total Lot q. Feet ,
2 Sidewalk
Future
Sq. Feet EXISTING PARKING
I
e Lot 2 Impervious Pervious
3 12 34" W Sq• Feet
_ Oleander ' N 83°72'34" W 112.74' s I
---- a Drive
- - - - - 100' S 83 °7 234" E 244. 6 g'
Right al Way Is I
40 20 0 40
SCALE IN FEET' 1 40'
Nate Well:
This plan is a composite map for graphically tracking
exsting DENR / DWQ permits,quantities and areas, and N 'u
sh3uld not be taken for a certified survey. 81 °43'06"w 2,334.72
Reference is made on the individual Los to the Deed Book to N C GndMonument N.C. Grid Monument
and Page Number where the surveys are recorded with Tuesdoys„
the New Hanover County Registrar of Deeds. "Shell"
Sane of the permitted amounts of impervious surfaces
have NOT been verified with as -built surveys. MONUMENT APPEARSTO
BE DESTROYED)
Ce night 0. Honowtr Design Services R.A., All rights r,a .. Reproductlan or use of Me cantanN of Nit document er additiona ,r deletbn+ to this
document, h ehde a pant. Mfhout written mneent of the Land S nvyar or Engbw,, Ia prohibited. Q11 copbe Ooln the alVIllef of this document
lr ked with the wd&d dgnafunt and original seal of fhe Survepr an Engineer, andl be conekdereaf fo be wOhl and We copies.
U: z
E
0
Master Stormwater Tracking Plan prepared for DENR / DWQ
COLLEGE - OLEANDER CENTER
CITY OF WILMINGTON
WILMINGTON TOWNSHIP
NEW HANOVER COUNTY
NORTH CAROLINA
DATE: JUNE 2013
LEGEND:
ECM
Existing Concrete Monument
EIP
Existing Iron Pipe
R/W
Right of Way
SS MH
Sanitary Sewer Man Hole
rn
P/P
Power Pole
<
G/W
Guy Wire
z
2
W\M
Water Meter
of
0
U
F\H
Fire Hydrant
z
EXIST. STORM DRAIN MANHOLE
\
CATCH BASIN
-5-
EXIST. SANITARY SEWER MANHOLE
EXIST. WATERLINE & F/H ASSEMBLY
EXIST, DRAINAGE PIPE
--c--j
EXIST. GAS LINE
DRAINAGE FLOW
NOTES:
1. THIS PLAT IS PRELIMINARY, AND IS NOT INTENDED FOR RECORDATION, SALES,
OR CONVEYANCE.
2. SURVEYED IN APRIL 1996 AND MAY 2001. AND A PORTION AGAIN IN JANUARY 2013.
3. ALL DISTANCES AS SHOWN ARE HORIZONTAL.
4. SEWER PROVIDED BY CFPUA.
5. WATER PROVIDED BY CFPUA.
6. SITE WILL MEET ALL ZONING REQUIREMENTS.
7. AREA COMPUTED BY COORDINATE METHOD.
8. TREES ON LOT 2 AS PER CITY REQUIREMENTS.
9. STRIPING AND LANES TO CITY STANDARDS (THERMOPLASTIC).
10. NO VEHICULAR ACCESS TO SITE EXCEPT AS SHOWN.
11. FOR REFERENCES SEE DB 946 PG 577, DB 956 PG 620, DB 1711 PG 653, DB 938 PG 875.
12. ALL BEARINGS ARE NC GRID NAD 1983.
13, ALL ELEVATIONS ARE M,S.L.
14. LOT 1 = 5.06 ACRES, LOT 2= 1.29 ACRES, LOT 3 = 0.69 ACRES
TOTAL AREA= 7.043 ACRES.
Tracking Updated: 6-03-13
OWNERS: CRR PROPERTIES LLC (LOT 3R)
CAMERON COMPANY LLC (LOT 1R)
1201 GLEN MEADE ROAD
WILMINGTON NC 28401
} /- 40
Market St
V a
a
n
Ave.
Forth2,rOollfr,
;PeoLchtree
ITE
e
i Beach
Oleander Drive
Shipyard Blvd.
LOCATION MAP
NOT TO SCALE
The Village at College and Oleander
DENR / DWQ Stormwater Permit No. SW8 990341 mod
Drainage/Project Area:
304920 sf=
7.00 acres
Total Impervious Area Permitted:
252650 sf=
5.80 acres
POND -
Updated: 6/03/2013
Lot#
Lot 1R Existing
Lot 1R New Lot IR Total
Lot 2 Walgreens
Lot 31Z Dunkin'
SW#
SW8 990341
mod SW8 990341mod
Offsite SW8 pending Offsite SW8 pending
DB#
DB5696 PG1050
DB5696 PG1050
DB4077 PGO178
DB5696 PG1050
Impervious Category:
Buildings
13,500
24,960
38,460
14,490
2,090
Streets & Parking
81,375
15,565
96,940
30,275
16,330
Sidewalks & Conc.
6,160
9,635
15,795
4,275
2,530
Future
0
26,105
26,105
960
50
Offsite
4,350
0
4,350
0
0
Totals
105,385
76,265
181,650
50,000
21,000
2466 DWQ Tracking.xls
Totals
55,040
143,545
22,600
27,115
4,350
252,650
APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DEMt_IZ �7
�
k T 4 "-II '!!P k
$Y:
now "The Village at College and Oleander"
Master Stormwater Tracking Plan prepared for DENR / DWQ
COLLEGE- OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
R
O 'off 0N''•
SEAL =
'•. 20007 _
9'•.LNGiNS
G,n4.13
DEVELOPER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS nI
1123 FLORAL
WILMINGTON,
ILM FLL PARKWAY
N.C. 28403
PHONE: [phone]
Date:
6-03-13
Scale: 40
Drawn:
DSH
Che<keA:
GAW
Project No:
2466-DWQ
Sheet No:
1
Dt: 1

SITE DATA TABLE:
Site Plan o f
LOCATION AIM
TAX PARCEL IDENTIFICATION NUMBERS:
(NDi TO SCALE,
R06107 PC 51 11-000 ^/
DB 818 PG 516 / V 42 NC GRID NAD 1983
DB 593 PG 154 ��
ZONING: RB Starbucks at the Village at Collegeiiiiiiiiii0lec nder =° .3_E 1=63' a,, street SETBACKS OF BUILDING:
_ _ M
REQUIRED: FRONT - 25REAR - 15' SIDE - 0' 4511 OLEANDER DRIVE I ��-
PROVIDED: FRONT - 72.6' REAR - 102.3' SIDE - 27.0'
LOCATED IN THE CITY OF WILMINGTON G
TOTAL AMOUNT OF ACREAGE: VILLAGE at COLLEGE -OLEANDER - 7.04 ACRES '
STARBUCKS LEASE (LOT 3R) - 0.69 ACRES NEW HANOVER COUNTY, NORTH CAROLINA ��-• �__
LOT COVERAGE: BUILDING SIZE = 1.822 SIF
BUILDINGS - 1.822 SF
PARKING & DRIVES - 15.000 SF Starbucks Site GENERAL NOTES:
SIDEWALKS ETC - 3.720 SF OTHER NOTES: _
ZONING: RB
SAFETY MISC ETC - 458 SF SITE DATA: i. This map is not for conveyance, recordation, or sales. 1. THIS PLAT IS PRELIMINARY, NOT INTENDED FOR S ° ~
Lease Lot Area = 0.69 acre RECORDATION, SALES, OR CONVEYANCE. 06 4 ' z0" -�..
TOTAL IMPERVIOUS = 21,000 SF - 0.48 ac. - 70% OF 0.69 ACRES 2. This property Is not located within a special flood 2 J
ONE BUILDING PROPOSED FOR STARBUCKS at the VILLAGE at COLLEGE -OLEANDER 1 BLDG-Height = 18'riverage, 20'maximum hazard area according to Flood Insurance Rate Map Community 2.'SURVEYED IN 2001, 2003, and 2007. W 142. 7
20' MAXIMUM HEIGHT -ONE STORY -ADDRESS: 4511 OLEANDER DRIVE = Panel #370171-00109. effective date April 2, 1986, 3. ALL DISTANCES AS SHOWN ARE HORIZONTAL. 4
Parking. Restaurant 4. SEWER PROVIDED BY CITY OF WILMINGTON, I CITY STANDARD NOTES:
1,280 sf exclusive of kitchen and restroom
BUILDING SIZE - 1,822 SF - 0.04 Ac. ; BUILDING LOT COVERAGE - 6R 3. Area zoned RB - 7.04 acres, LOT 3R = I 0.69 acre. 5. WATER PROVIDED BY CITY. r "' \
1. PRIOR TO ANY CLEARING, GRADING OR CONSTRUCTION ACTIVITY, TREE PROTECTION
4. Buildinglayout and dimensions b others. ANTICIPATED USE 50 GPD PER CAR SPACE
PARKING "RESTAURANT": 1/80SF 'exclusive of kitchen and restroom" 20 spaces maximum a 1 65s1 � y FENCING WILL BE INSTALLED AROUND PROTECTED TREES OR GROVES OF TREES �
P / 50 X 16 = 800 GPD TOTAL
15 REGULAR SPACES PROVIDED 16 spaces minimum O 1/80sf 5. This property is zoned City Of Wilmington RB. 6. SITE WILL MEET ALL ZONING REQUIREMENTS. AND NO CONSTRUCTION WORKERS, TOOLS, MATERIALS, OR VEHICLES ARE PERMITTED N�
1 VAN ACCESSIBLE SPACE PROVIDED 15 regular spaces provided Building setbacks are as follows: 7. AREA COMPUTED BY COORDINATE METHOD. WITHIN THE TREE PROTECTION FENCING. �0
NO LOADING SPACE PROVIDED 1 van accessible HC spaces provided & REGULATED TREES ON 517E TO BE PRESERVED AS SHOWN. 2. ALL PAVEMENT MARKINGS IN PUBLIC RIGHTS -OF -WAY AND FOR DRIVEWAYS ARE TO (_A O
P P 20' from Oleander Right -of -Way BE THERMOPLASTIC AND MEET CITY AND OR NCDOT STANDARDS.
CAMA LAND USE CLASSIFICATION "DEVELOPED" NOTE: OUTDOOR LIGHTING No loading space required 0' from Interior Side 9. STRIPING AND LANES TO CITY STANDARDS (THERMOPLASTIC). I D Ds.
SHALL NOT SHINE OR REFLECT 10. NO VEHICULAR ACCESS TO SITE EXCEPT AS SHOWN. 3. ONCE STREETS ARE OPEN TO TRAFFIC, CONTACT TRAFFIC ENGINEERING (RICHIE BROWN)
PROPERTY OWNER: CRR PROPERTIES LLC No bicycle spaces required 15' from Rear 11. ALL UTILITIES UNDERGROUND. TO REQUEST INSTALLATION OF TRAFFIC AND STREET NAME SIGNS. PROPOSED STREET
WILMINGTON. GLEN MEADE ROAD DIRECTLY ONTO ANY 12. COMBINED GRID FACTOR = 1.00000. NAMES MUST BE APPROVED PRIOR TO INSTALLATION OF STREET NAME SIGNS. J
910762-2NC 28406 RESIDENTIAL PROPERTY. 6. Handicap Romps provided at all intersections and One per building. 13 FOR REFERENCE SEE : 4. TRAFFIC CONTROL DEVICES (INCLUDING SIGNS AND PAVEMENT MARKINGS IN AREAS lL 910-762-2676
NOTE: NO WETLANDS ON THIS SITE. 7, 15 suitable trees per acre are tbe preserved or planted DB 818 PG O
LANDSCAPING AREAS : CAMA LAND USE CLASSIFICATION: "DEVELOPED" in accordance with City of Wilmington 15 OPEN TO PUBLIC TRAFFIC ARE TO MEET MUTCD (MANUAL ON UNIFORM TRAFFIC
standards. DB 593 PG 154 CONTROL DEVICES) STANDARDS. '..
73'+23'+23'X 18'X 12X - 260 of foundation landscaping required SITE NOT IN A SHOD OR COD. 14. ONE SIGNIFICANT TREE ON SITE TO BE PRESERVED. n, 5. CONTACT TOM PLATT WITH TRAFFIC ENGINEERING AT 341-7888 TO ENSURE THAT ALL
1805 f interfounior
landscaping provided APPROXIMATE TIME TO COMPLETION: UNDER 1 YEAR. B. Parking areas and streets to be lighted in accordance with 15. REGULATED TREES TO BE REMOVED ARE FOR ESSENTIAL I `� y TRAFFIC SIGNAL FACILITIES AND EQUIPMENT ARE SHOWN ON THE PLAN. CALL TRAFFIC
1800 sf interior landscaping required (15000ef X12R) City of Wilmington standards. SITE IMPROVEMENTS. NO REGULATED TREES ARE LOCATED ENGINEERING AT 341-7888 FORTY-EIGHT HOURS PRIOR TO ANY EXCAVATION IN THE
1850 sf interior landscopinq provided REFERENCE: DENR / DWQ SW8 990341 IN EXCESS PARKING AREAS. RICHT-OF-WAY.
1485 of perimeter landscaping provided 9. Refuse collection b dum ster and private hauler. G4
EXISTING ON -SITE STORMWATER Y P P i6. LANDSCAPING PLAN BY OTHERS. IV 6. ANY BROKEN OR MISSING SIDEWALK PANELS OR CURBING WILL BE REPLACED. I
NOTES DETENTION / RETENTION FACILITY. 10, 16 total parking spaces provided this Phase. 17. CONTRACTOR TO COORDINATE STAGING OF CONSTRUCTION v Z CONTACT KAREN DIXON AT 341-7888 TO DISCUSS STREET LIGHTING OPTIONS.
ACTIVITIES WITH THE OWNER AND A HIT
1. SURVEYED AUGUST 2001 -MAY 2003- JULY 2007 il. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING C ECT TO FACILITATE � � I S. PRo,.Eci SHALL COMPLY WITH CITY OF WILMINGTON CROSS CONNECTION CONTROL
ONGOING ADJOINING BUSINESS ACTIVITIES. I REQUIREMENTS. WATER METERS CANNOT BE RELEASED UNTIL ALL REQUIREMENTS
2. AREA COMPUTED BY COORDINATE METHOD UTILITIES HAS BEEN DETERMINED, CALL NC ONE -CALL" AT LEAST 18. CONTRACTOR TO COORDINATE REMOVAL AND RELOCATION 1� ARE MET AND THE STATE HAS GIVEN THEIR FINAL APPROVAL. CALL 343-3910 FOR
J. FOR REFERENCE SEE MB 42 PG 57 dr DB J214 PC 918 PROPERTY ADDRESS: 48 HOURS BEFORE COMMENCING CONSTRUCTION. 1-800-632-4949 OF LIGHTING AND OTHER NON -MUNICIPAL UTILITIES SUCH " I INFORMATION.
4. TOPCON CIS USED IN FIELD 302D E
AS ELECTRICAL AN P ci D TELEPHONE CONNECTIONS WITH THE W 9. IF THE CONTRACTOR DESIRES CITY WATER FOR CONSTRUCTION HE SHALL APPLY IN 5. IRONS SET AT ALL CORNERS, UNLESS OTHERWISE NOTED 4511 OLEANDER DRIVE i2 Aff
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a 9 Blond Seporotbn 43,117 L
�m�/✓�+429p o < 2.07 43 8> +43.8 Lny I
lo> 72.6' o' L� iD + +43. 1.0% > +43.3 +4 ;5 N
m � too DOS � } 4 .5 - 9 IN � D
I
. BFP +43.2
�� t43.3 G r 43,9
max p + +43.8 43.0 +Ni O F 7f N 06 E
as 1.$22F klt�sfexclusheOf 7 EmxisnNc 0 o r� °47'1Q
_< $» 83
REFERENCE: OMR / DWO SW8 990341
EXISTING ON -SITE STORMWATER
DETENTION / RETENTION FACILITY.
47 01
D.S.ory M L an den W to 6 U O O O
117g p` N3 lol
PAVEMENT MARKING 9• 1519 A g� v"kil
Trl ARROWS MUST BE .amN m I
ARROWS SIZE "I AT LEAST �m� f i v_r��a m;K v
OWS AS PER ROADWAY c3 I DwvM a '/ICA
ER CITY TECH.STDS. �^�p 1 in
Z I
l� 06 47'26" ROOF DRAINS TO pyW CUT EXISTING �� mD "� $ CA
o
E 17 BE CONNECTED MT' AT PL'� .;' x O
N E.o.p, 4.00 TO REMOV r
1 VI D IM ER Exisen.3 Curbing STORM DRAT 12"PVC E EXIST. C&G � Znl, /N I p I
0 0 LA N CLEANOU T 70 (� I
o v AN NO BLDG. FOUNDATION PLAN
+ 'TIN cAl
i
v I
y I I c en a 3.00 ANSCcRMER r0 DRIVE -UP ON _ m REMOVE 26
FFE_ ��/h A LOCArEo MENU W A AND PVM XIST/N C&G J I CO
ro M N M m O -44.5 ^i CaWafM N +, \-
ci �i �i ST owpgED ® W RyASrn7AP CA3&ELEf " w� o t EAVEMENT GUT
v + _ ���� 0.. BY orNERs Nooxuvs W/ m at 2
+ + + + + ��� ununEs f r c° \ E
� EDGE: WITH N
- -- WOq° q
Z W PAVING
-� � N11N PARIQEI(x $� 2 y 00
n SIDEWALK T
SCREENING FEN �I' F (,v ° I '
+43.9 S Foundation PIa
ntln9 CONC +4 BESIDE C.y
III
AD 43. 4.2 1 i /' --1 m N 14 / 06 47'10" W 43 7 u {'
U $
Unlversity of
North Carding;
.th
of N9mingtan
Peachtree Ave.
N
SITE }�
To wrightsole
B7 each
\ N°
(3�
Olslnder Orlvs
5721'
N 06 °41 '31 " E
/ &
�r O
_r I I
Ot W #do o n F o +43 4 + y A o 0 7y nl (� 87. 52----
V p X 4p, SHIER` a �1 sa mA BI ycle P 5 Fo ndatio Plantin 3.2 F 'L � tiv r S 06 2 „ �.
ark ng a D �/ c3obb `8 21 IA,
�j �� I YY 1,3 - MATCH EXIST," .- SI Bik Ra o c• o o o " CN MORE GENERAL NOTES. �' W. 51
2 J 0 Yon Acc C w m D. p Harre/ a
C&assobl 5� 3,1 m C„/ ^7 /� 1. ALL CONSTRUCTION TO CONFORM TO CITY OF WILMINGTON STANDARDS U. q '7 I
NEW C&TH �a c J 00 (yOT nr Hgndicop Space w 9.00' / 0 CO / �t�/ (T 1,3J6
YY// a
G 37SN TERM eaordAcaess �D �Z Pc % �y1A O FIB• /(N miner, p/ Use 2. CONTRACTOR TOiC00RDINATECANYSREOUIRED TRAFFIC CONTROL WITH �y r%75+ /-
fV „ \ \` Eosemen! c>An� spaces �O- O r Zj O)` r THE CITY OF WILMINGTON. f obr/C
�, i$ $,a n Z 3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE Q. are /n
3y,\ REIUOVE EXISTIN ACE$ �Qt11RE 43, 5 I rn DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES 1447 P ' C.
(n 1, Rq T� AND GU TT CURB AZ' 4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
a E�4 3 _ PAVE -VENT pNp AW CUB $ -'(� � _ - _� O k l �°VC ( RE -ALIGNMENTS, DISCONNEC110NS OR CONNECTIONS OF EXISI7NC LEGEND: �O�
Ip' EDGE WITH 'NEW P TCH``- T ` „ = ` Ex
_ EXEND PVC N ,S�
ESsa ,S ES N APPLICABLE AUTHORITIES ECM Existing PAVING 47 --'--- EC VES AS kf , � I � D UTILI it N9
S LEASE G !`' 4QZ^ _N RY 5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING g Concrete Monument
LOT LINE , _ = ��2�n , l 2 CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES Efp
3 W 23j2 ' S I�
it 0 1 tot F4(T
to COmmer QL) Ch)N
I O
Z
cfo/ Use CR TE PAD
2 �
RAMP
z / FENCE
c> 105.0' t `.
r
Q Wolgreen �pTStore
N �' ° ZONED R8 No 6951
nalvJl` G/ \J(\
O i° \I CON To
\CO
7
I �
�
ti
�
v
I
O
I
LINE
BEARING
DISTANCEI
L1
S 83-12'34. E
30.13-
L2
S 86'35'15" E
5.22'
L3
S 09'07'12" E
48.12'
L4
N 06'47'26" E
34.30'
1_5
S 34'35'43" W
34.66'
1_6
N 60'04'48" W
24.08'
1_7
N 34'35'43" E
30.69'
L8
S 06'47'26" W
25.01'
L9
N 09'07'12" W
48,12'
LIO
S 06'42'35" W
25.00'
1I1
S 8312'34" E
8.33'
LI2
N 12'04'23" E
12.55'
THAT ACTOR TO ENSURE
IS KEPT ACCESS EASEMENT
FOR TRAFFIC N AND CLEAR
ON -GOING CODURI G
ACTIVITIES. UCTION
S 06 34'
46 W
60 46'
i 41,-
W
VICE`°
W 0
` mFTO
2ep� �A m X
�T7 Cp G� ,o
.70
D J ~
J J � S
79.
t,- a a, _­'I20
LJ
o tOObCD
rn 2S, /1 \� 7
I I \O X/C
N
O
� N 0
20 10 0 20
I T
W SCALE IN FEET.' 1 20'
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS:
o. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS.
b. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY
SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING.
C. WHERE VERTICAL CLEARANCE IS LESS THAN 24" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER
MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF IQ' EITHER SIDE OF CROSSING,
7. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
& ALL SANITARY SEWER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
9. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
10. TWO VALVES ARE REQUIRED AT "T" INTERSECTIONS AND ONE VALVE ON
THE WATER LINE TO FIRE HYDRANTS,
11. A BLOW -OFF VALVE IS REQUIRED AT THE TERMINUS OF ALL "DEAD END"
WATER LINES.
2
REVISED HC RAMPS, CROSSWALK, DESIGNATED PARKING & BIKE RACK
1130-07,
1
REVISED AS PER CITY TRAFFIC, ENGINEERING, UTILITIES, AND FIRE REVIEW
11-08-0
REV. N0.
REVISIONS
DATE
CopyiyM O. Manowr Despn SwNtt; P.A, M right, rssrwd. Rspm vtbn or °= of Me ,ent"Is of Die daCon nt, w °ddr,ns w deetem to Me
doswnn4 in while w Pwt Mthool Britten consent of Me Land Sarwyw or Enghaer, is Xonbleed. crly Copps Main Me w7ybd of INe docwnent
,naked with Me wlglnd signolu and arlynd sad of Me S,Mry e, Eaghee,, "W =21die d to he wW and Moe meolm
Ewstmg Iron Pipe
R/W Right of Way EXIST. STORM DRAIN MANHOLE
SS MH Sanitary Sewer Man Hole CATCH BASIN
P/P Power Pole i 0 I EXIST. SANITARY SEWER MANHOLE
C/W Guy Wire i 12"W i EXIST. WATERLINE & F/H ASSEMBLY
W\M Water Meter EXIST. DRAINAGE PIPE
F\H Fire Hydrant EXIST. GAS LINE
APPROVE
Site Plan of NORTI N
Starbucks at the Village at Collegebm ' ion-01-0'
LOCATED IN THE CITY OF WILMINGTON 11= 20,
NEW HANOVER COUNTY, NORTH CAROLINA 4511 OLEANDER DRIVE
Drawn:
- - -- DSH
"ARO"I ,..._ -. Checked:
V`a «+°." .... OWNER: CRR PROPERTIES LLC
\ OFESSID,I°yV' 1201 GLEN MEADE ROAD DEC 0 6 2007 GA
q� 9!}11
910'762-2676 WILMINGTON, NC 2t#� Project No:
SEAT } BY:Su -T1I V2466-BI-C
_ s 20007 a a
l2- ©3 • c�-j
dholiis®hdsilm.com
HANOVER DESIGN SERVICES, P
LAND SURE YMS; ENGINEERS & LAND PLANNERS //
WILMINGTON.
FLORAL PARKWAY
etLMINGTON, N.C. 28403
PHONE: [phone]
Sheet No:
1
of: 2

2-2 1/2• HOSE NOZZLES
4 1/2' PUMPER CONNECTION
FACE TO CENTER UNE
OF STREET
HYDRANT TO
HAVE 13REAK
WORD "WATER'
REMOVABLE
ON COVER
WU
gBApRyRLE�LNE F
FINISH (lt 1Di USFi NTH
C.I. VALVE BOX
MI IZE 8
. STE
T
TTOOROPEN
RAIN
NOTE:
I HEANDETAIL
/ GR
%�7
SHEET NO.
1egjXREa
'- RED
LEONPW
2-DUCTILE IRON PIE
REQUIREDSAIL HYDRANT
I ENEN
KwENNEDYSGLAROIAN
GUIDELINES
FOR
STANDARD HYDRANT
ARTS
Ell®®®®
1 I
NOTE Based an 1.5 x Working pressure of 100 PSI plus ANNA Water MOrrIWNr,
NI bearing surfaces to be carded to undisturbed ground.
STANDARD THRUST BLOCK
FOR WATER MAINS
MT1
SEE PLANS FOR EXACT LOCATIONS
NORTH OR WEST SIDE SEE PLAIN SOUTH OR EAST SIDE
1 22 -D 1B -0 10'-0 TYPE 'A• 1
3' COVER jI"' Q O
CA gI I STORY DRNN
3 POWER TEjHONE 31 TO 8' COVER
2' COVER SANITARY SEWER WATER
NOTE:
WHEN POSSIBLE FLUSH MOUNTED OR BELOW GROUND
DISTRIBUTION OR JUNCTION BOXES TO BE USED BY
UTIUTIEe.
TYPICAL
UTILITY LOCATION
we
ONS45
0'-0 1/2• 0'-6 11 16"
0'-0 1/8'
0'-1 1/2' 0'-0 1/0'
0'-0 3/4•
0'-2 I/4" 0'-0 IA
0'-0 1 /2
[70'-743/;4
SECTION *A -A*
ORE WVC 6HD CAST IRON OR EQUAL
HEAVY DUTY
ARTS
awl444
0'-0 11/1(
V-2 1/4"
0'-7 Ile
GGE 0'-11 7/8'
� WATER �
A GGO A
ELM
1 ///4gg.
11/16"
/2
0'-6 11/18• DIA.
U-0 1/2'
0'-8 1/4' NMUM WEIGHTS
TOP 10 LBS.
W-11 7/8"
EXTENSION 40 LBS.
EXTENSION
WATER VALVE
CASTING
NTS
SD04e7
EXIST. GROUND �A
4 PLAN
BENDS
- MAN
TFcc
IS' MIN
A.e' -
h
SECTION X-X PLAN k ELEVATION
arNnC A, TEES PLUGS
STANDARD THRUST BLOCK
NTS
FULL IS' JOINT
N
JOINT RESTRAINT HYDRANT TO 1ST FULL JOINT OF PIE
HYDRANT 3/4" GALVANIZED RODS
® <
i
TIE soLTs
JOINT RESTRAINT HYDRANT TO MAIN TEE
3/4• TIE BOLTS
�m
GUIDELINES FOR
HYDRANT JOINT
RESTRAINT
NTS
SD4e7
0'-4"
0'-4"
6.
VIEW A
NOTES;
I -DO NOT TAP MANHOLE AT JOINT.
2-BREAK OUT MINIMUM AMOUNT OF MANHOLE WALL TO ALLOW
NEW PIPE TO ENTER.
3-CONCRETE TO BE BROKEN FROM INSIDE OF MANHOLE, IF
POSSIBLE.
4-PLACE COLLAR AROUND NEW PIPE. COLLAR TO BE BUILT
RESTING ON UNDISTURBED SOIL.
5-REPAIR CONCRETE WITH NON -SHRINK CEMENT.
6-SEE SD 14-11 FOR PRE -CAST MANHOLE DETAIL
STANDARD TAPPING
DETAIL PRE -CAST
MANHOLE
NTS
043"
D
C
+ + FRAME
MINIMUM AVERAGES, WEIGHT
PLAN
0'-10 3/4"
-
O'-0 I/4-
Y-0 1/2-
0'-5 3/4'
0'-5 3/4"
0'-1 1/Y
SECTION c
sEcnoN D
V-RIBS e
COVER
WATER A MINIMUM 2A0 SCE WEIGHT
II
0'-9 5/8' 0'-1 1/4"
METERU.-0 3/4
0'-0 7/8' d-O 1/4'
BLAB O'-1 3/4'
-D 3 B"
V-7 3/8" 0' RFCTION B
0'-2 1 /4"
0'-1 3/4'
0'-5 3/4" V-5 3/4•
WATER METER BOX
SEcn0N A
NTS
SDI44S
GM
VA W
E
NINE
5 AN a tIo cmrEA Sam mN mmrn
s AND YXIME Wr ER ms m sN•PPM To
'OR N 1W11111ENE 1uIE• oWTI"JOL Fwxc
N: AT NO AL.12-n. INgfues,NIEmWl9. Sl•P WII
NADs.N�s xo�Nw•�iaN.� ¢
D
e-•Eei
vwl�Ee-rrepege�m
- - •._•_
.
�
1
J
FINISH GRADE
THRUST COLLAR MIN. COVER 3.5'
5' MIN.
�MN
1/4" STEEL PLATE
D STEEL
LR!
3' 3'
3"
BLOCK
ROD REQUIREMENTS
(TYP.)
SIZE OF 45 DEGRFE BEND STATIC THRUST W POUNDS
NUMBER OF RODS REQUIRED
432D
2
6"
2
�7�77,8948
30 779
2
1
12'
20' eY 2252
244
8
2
GENERAL NOTES:
1. ONCE INSTALLED AND NIGHT, THE STEEL RODS AND BOLTS
SHALL BE COATED VAIN
2 COATS OF BITUMINOUS BASE PAINT.
2,CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
3. TYPICAL MIN. CLEARANCE BETWEEN CONCRETE AND ENO
OF BOLT MUST BE 3'.
4. APPROVED OFFSET$ CAN SE USED W THIS APPLICATION.
STANDARD
VERTICAL BEND
W"
STANDARD UD HEAVY DUTY UD
SEE SD-14 SEE SD-1 48
2" ASPHALT tCASTZG4" BASE
FOR CASTING DETNLSR OVER FLANGE
1' MORTAR
2" STANDARD BRICK
LyA AA��yy2EE"MggO��R��T EAR TEN
CAS RGVCENTERFD OVER ShLLVE NUT
SEWER CLEAN -OUT CASTING
NOTES. CENTERED OVER STACK
THIS
REQUIRED WHEN
D CLEAN -OUTS
ARE LOCATED IN PRESENT ORUTUR PAVED AREAS.
-PRIOR TO SETTING CASTINGS, NEW INSTALLATIONS WILL REQUIRE
9.9% COMPACTION OR BACKFILL IN e" LIFTS.
TYPICAL DETAIL VALVE
BOX AND CLEAN -OUT
CASTING BASES
NTD
eD1040
CASTING
EXTENSION OR
TYPICAL DETAIL VALVE
BOX AND CLEAN -OUT
CASTING BASES
ARTS
wOD+»
NOTES:
1. WATER METERS ARE TO BE PROVIDED BY THE CITY
2. ALL WATER METERS MUST BE LOCATED WITHIN PUBLIC
RIGHT-OF-WAYS AND/OR EASEMENTS
3. WATER METERS SHALL NOT BE LOCATED IN DRIVEWAYS
WHERE R W WIDTH PERMITS
IARGE CAST IRON METER BOX
fL SIDEWALK
O.-B.
MAX
2'-B"
MIN METER YOKE W/12 RISER
WATER METER CONNECTIONS
TO BE COORDINATED WITH
TYPE "K" SOFT COPPER TUBING CITY PERSONNEL
1-1/22' WATER SERVICE
NTS
SDI&"
2"MJXMJ
4700 SERIES 2"CORP.
GATE VALVE
STOP - IRON PIPE
VALVE BOX WITH 2"SQUARE
THREADED INLET
NUT, OPENS
WITH IP COMPRESSION
RIGHT
OUTLET
NOTE: MJ PLUG TO BE RESTRAINED
RESTRAINT JOINT GLAND
SEE VALVE BOX
BODY WITH DUCTILE IRON
CASTING BASE
SCREWS, BREAK -AWAY HEAD
DETAILS, ABOVE
TO ENSURE PROPER TORQUE
8"MJ CAP TAPPED 2'
PVC OR DIP PIPE
2"PVC CL200
rvA
L'f'R'A',•`'J
n„ice �i�
CONC.BLOCKING
STD.$"MJ GASKET
18"LONG MAX. 2"DIA.
BRASS PIPE SCHDAO
PLAIN END
See TO 2" WATERLINE
CONNECTION ASSEMBLY
S1rtr FAO SY
4 41"
Kra
ELEVATION
/ ( GROWN OF TREE IS NEEDED FOR LEAF
GROWTH TO PRODUCE OXYGEN, FILTER
THE AIR, REDUCE WIND, SOFTEN NOISE,
AND PROVIDE BEAUTIFUL APPEARANCE.
1 \ DO NOT DISFIGURE CROWN WITH
INSENSITIVE PRUNING!
FEEDER ROOTS ��
SIR I IR ROOTS EELAN
FEEDER ROOTS ARE LOCATED
STRUCTURAL ROOTS LOCATED
AT 'DRIPLINE" OF TREE
NEAR BASE OF TRUNK ARE
AND PROVIDE TREE WITF1
NEEDED TO GIVE SUPPORT TO
MOISTURE AND NUTRIENTS.
ENTIRE TREE. If REMOVED,
SEE NOTE 1 k NOTE 4
TREE CANFNL AND DAMAGE
PROPERTY.
SEE NOTE 9 k NOTE 4
METHOD OF
TREE
PROTECTION
DURING
MTD
t01➢-D➢M
TREE PROTECTION DURING CONSTRUCTION
1. DO NOT COMPACT SOIL BENEATH TREES. NO VEHICLE SHALL BE ALLOWED TO PARK
UNDER TREES. NO HEAVY MATERIALS SHALL BE STORED BENEATH TREES. RESULTS OF
COMPACTION CAUSE WATER AND AIR NOT TO REACH THE ROOTS AND THE TREE
WILL DIE. THESE "FEEDING ROOTS" OCCUR WELL AWAY FROM THE BASE OF
THE TREE TO THE EDGE OF THE OVERHEAD BRANCH CANOPY. DAMAGING
THE BARK WITH LAWNMOWERS, CONSTRUCTION EQUIPMENT. OR ANYTHING ELSE
IS PROHIBITED. APROTECTIVE BARRIER SHOULD PREVENT DAMAGE FROM
OCCURING DURING CONSTRUCTION.
2. NO CUTTING OF LARGE STRUCTURAL ROOTS LOCATED NEAR THE BASE OF THE
TRUNK. THESE ARE ESSENTIAL IN SUPPORTING THE TREE AND HOLDING IT
UPRIGHT IN HIGH WINDS. REMOVAL OF THESE ROOTS ALONG ONE SIDE IS
OFTEN DONE BECAUSE OF A WALK, PAYING OR BUILDING WHICH 15 BUNG
CONSTRUCTED.
3. AVOID CUT AND FILL WITHIN DIAMETER OF TREE CROWN DURING EXCAVATION.
METHOD OF TREE
PROTECTION DURING
I EXISTING TREE
DRIPLINE
3 MIN. STAKE
PROTECTIVE BARRIER HEIGHT ABOVE
s GRADE
TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO CONSTRUCTION
AND A PROTECTIVE BARRIER IS TO BE iNSTAUJEO AT THE CPIPLINE.
DRIP LINE - THE AREA OF SOIL DIRECTLY BENEATH THE TREE EXTENDING
OUT TO THE TIPS OF THE OUTERMOST BRANCHES.
METHOD OF TREE
PROTECTIOWDURING
CONSTRUCTION -
ARTS
Swe40
NSXNS
PIPE
DIA
A
LENGTH
B
WIDTH
C
WIDTH
WEIGHT
3
55-1 2
N
14
4
360
4
64-1 2
15
5
5B5
77-1
15
1 S
2. COl1PuUN METER
J. ADAPTER
4. GATE VALVE
aSPOOL
8.. CATE VALVE
7MANLWE BOLTS
B. MAPLINE NUTS
9. REDUCING TEE
1a. 99 ELBOW
lI. 9E $BEET ELBOW
INSTALLATION MUST BE RESTRAINED 13. BYPASS PIPE
IN RESIST AXIAL FOR SOW. TO 13. BTPASS VALVE
DIME INTERNAL PRESSURE FLOW. 14. 2 AGWTFA SPOOL
DIMENSIONS W INCHES
CITY METER DETAILS
NTS
19
i7lm" - I
VAULT
iI�t
BII\II
Vp BRED
II/,1
1
TOPTIONAL
WON BYPASS
II sI II II
T LARGE METER 80X
AND VALVE BOX
M WI
PASS
BOX VAULT
PPE
DI
A
LENGTH
B
MOTH
C
HEIGHT
PPE
DM.
D
LENGTH
E
I WIDTH
F
HEIGHT
WEIGHT
"
4 -7
17- 4
11-1
BD
36
24
150
3
55
20
I5-3 4
3'
72
4B
36
177
4
64
24
18-1 4
a
72
48
1 36
11 177
8'
77-1 2
30
23-1 8
1 4B I38
233
ALL METERS MUST CONE EGAPPCD WIN APPROVED TOUGH -READ REGISTER AND PAD.
COMPOUND METER DETAILS
NTS
68'
7' E7' 27' 3' 4'
18' I
4'CONC. PARKING REVERSE CROWN 4'CDNC,
SIDEWALK SPACE CL / (TYPICAL) SIDEWAL
(TYPICALIIV1 2'ASPHALT
TYPE 'A' I.I I� P,5' GRASSED
CURB 6 ABC BASE COURSE STRIP CTYP)
NOTEr Both sides are typically symmetrical.
T YPICAL PARKING BA Y SECTION
NOT TO SCALE
P
yy
Zy
,cJ�2 <NOSC, 2y cJ
a v3
hW ISO' so
�O.
tV / 150•
10.01
15.01
MINIMUM PARKING LOT
NOT TO scue
EXPMSOH JOINT
AT 3d INTERVALS(TYP)
�T A:
Y A: A
i' SCONE(TYP)
i4i
4a
4' OR 5WDE 4'THKT(
STANDARD
SIDEWALK
DETAIL
NTS
oD0.1S
GENERAL NOTES
1. LOCATION OF WHEELCHAIR RAMPS:
I. W ACCORDANCE WITH THE RATIFIED HOUSE BILL 1296, ALL STREET CURBS W NORTH CMOUNA BOND CONSTRUCTED OR RECONSTUCTED FOR
MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTUTIES OR ALTERED FOR ANY REASON AFTER SEPTEMBER
1073 SHALL PROVIDE WMEELCHR RAMPS FOR THE PHYSICALLY HANDICAPPED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND
SIDEWALKS ARE PROVIDED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW.
2. WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED W DETAIL DRAWINGS, HOWEVER EXISTING UGIT POLES, FIRE HYDRANTS, DROP
"LETS. ETC. MAY AFFECT PLACEMENT.
1. CONSTRUCTION NOTES:
I. NO SLOPE $HAL EXCEED 1•-f (12:1) ON THE RAMP OR SIDEWALK.
2. IN NO CASE SHALL THE MOTH OF WHEELCHAIR RAMPS BE LESS THAN 40' (P-4'). WIDTHS MAY EXCEED 40" IF NECESSARY.
3. USE CUSS -A, CONCRETE WITH ME SURFACE HAVING A ROUGH, NON-SKID TYPE FWISH.
4. 1/2' EXPANSION JOINT WILL BE REQUIRED MB:RE THE CONCRETE WHEELCHAIR RAMP JOINS ANY RIGO PAVEMENT OR STRUCTURE.
5. CONSTRUCTION METHODS SMALL CONFORM WIN THOSE OF THE GOVERNING BODY MICH HAS JURISDICTION OF ME PARTICUUL STREET.
M. ADDITIONAL NOTES:-
1. ME INSIDE PEDESTRIAN CRDSSWALK ONES SMALL BE ESTABuSMEG BY BISECTING ME INTERSECTION RAG WHERE MARKED (SEE NOTE 6).
1 THE WHEELCHAIR RAMP SMALL BE LOCATED SO THAT THE BEGINNING OF THE MIMEEL GUAR RAMP WILL BE TWO FEET FROM THE INSIDE
PEDESTRIAN CROSSWALK LINE.
3. THE WIDTH OF ME PEDESTRIAN CROSWALK SHALL BE 10 FEET UNLESS A GREATER WIDTH IS REWIRED TO ACCOMMODATE ME PEDESTRIAN
TRAFFIC.
4. STOP BARS SHALL BE USED MERE IT IS IMPORTANT TO INDICATE THE PONT MIND WHICH VEHICLES ARE REQUIRED TO STOP N
COAPUMCE WITH A TRAFFIC SIGNAL, STOP SIGN, OR OTHER IEoAL REQUIREMENTS.
5. PARKNG SHALL BE ELIMINATED A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK.
6. ALL PAVEMENT MMKWGS SMALL BE IN ACCORDANCE WIN THE LATEST E0171ON OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATON, THIS IS AVAILABLE FROM THE SUPERINTENDENT OF DOCUMENTS, U.S GOVERNMENT
PRINTING OFFICE, WASHINGTON, D.C. 20402.
GUIDELINES FOR
WHEELCHAIR RAMPS
SDUSN
-
NOTE:
INSULATED
INSULATEDFIBERGLAS
USC APPROVED REDUCED
I I
THIS PROJECT
DER
I
PRESSURE ZONE
P$
12" i
BACKFLOW PREVENTER�
I I
OCATEDOVED
ARE LOCATED
ASSEMBLY
I I
INSIDE BUILDING.
FLANGED
COUPUNO
DRESSER
SEE BUILDING
k ADAPTER
II
FINISHED GRADE. ..,...,. .,�: •,..
• .....;:
COUPLING
--SLOPE TO SUMP
%n"� :.:. :c •• •6.,,,,...: .:......:...:
I I
II
PLANS.
FINISHED GRADE
r; . •.", ...A,....,:.:_
\\:\\\�\\\` REQUIRED FOR ALL .-•����\���
SERVICES OVER 1' DIAMETER.
NOTE: USC APPROVED BACFLOW
PREVENTERS REQUIRED ON ANY SERVICE
DETAIL - BACKFLOW PREVENTER LINES OVER 1" DIAMETER.
M.T.S. USE USC APPROVED MODEL.
FEBOO MODEL 860 MASTER SERIES 6wRPZ
AND YRPZ OR APPROVED EQUIVALENTS
WHERE REVERSE CROWN
IS REQUIRED GUTTER SHALL I" R
SLOPE AWAY AS SHOWN
• MOST APPLIDATIM 1 I/4' R
N PAR MI LOT
STANDARD CURB SECTION
TYPE "A"
NTe
wnw
J/2" R
SEE OBSTRUCTION DETAIL .',< `•.'
SIDEWALK , AO(VAR)
PLAZA(VAR
SEE NOTE(TYP
VAR VAR
10' MIN
PED-X-ING
SEE NOTE 2(TYP) J R„
TYPICAL LOCATION OF WHEELCHAIR PEDESTRIAN ROSSWA KS A STOP EARS
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(A)
NTS
M*4/A
1/2• EXPANSION JOINT 1/2" EXPANSON JOINT
SI
BACK Of CURB GRASS STRI
P
P
F CURB
10 0 EXCEED 12:1
PEG -X-ING
PLAN MEW WHEELCHAIR RAMP
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
KTe
Gomm
DEWALK
4'-0'
3'-4'
4'-0"
VAR
l�
VAR
VAR
1'-4-X V_O-X 109111
STANDARD ALMYNW
MNDWAPPED PARKING
SIGN to READ
NAXDSN PENALTY SIGH
QN'TffI'A'KCATIO•!
e'X M 180 STEEL TUBE
WI'ETX I
EXTENDED INTO CONCRETE-
,
SYMBOL. S4i 10 STEEL
FILLED PIPE eY. PRO✓IOE
TUBE WITH 31V CWSM
WELDED WATERTIGHT CAP,
PLATED NUTS. U LTS,
PAINT WITH PLLK61111
AND MAIDENS
_
'BLACK COFFEE
PAINT PIFE BASE
HIM SIGNS MAY BE
YELLOW
UBTANED nob
B•DIASIEEL PIPE
OLD SAFETY ;P
FILLED VET" Ou"Tt
4�THylL, I'
iN
NIVEMEMt`
H5-D55-017
P-6'mA
CDNMTf
DARE
96 BARS X Is
LONG EACH VA
4,
Pre
Q-
D
HANDICAPPED PARKING
SIGN DETAIL NTS
CONCRETE SIDEWALKOtrMAE1E CURB k GUTTER
w
SEAL CLEAN -OUT '• ClEN1-OU;SQL STACK
W/ ��T on HEPE
LEE �eGm
PLUG W/e SNGLE TEST I is
PIQC W/WNG NUT EXTRA HEAVY 8•
(SEE NOTE 2) SOIL PPE
NOTES: r TAPPING SADDLE
1-SEVER TAPS TO BE PERFORMED BY CITY TEE OR WINE
CREWS EXCEPT WHEN TEES tR LWYES ARE (SEE NOTE 1)
NSTALSID W NEW NAM LAY! BY THE
CONTRACTOR.
2-THESE ITEMS SHALL BE INSTALLED WHEN
No MGM CONNECTION 16 MADE AT C.O.
GUIDELINES FOR
STANDARD CLEAN -OUT
SANITARY SEWER SERVICE
Web •Sr ALwfes4e
EXISTING GROUND
STAMaARONOTE81
12" COMPACTED BACKFILL TO -
1, Information cowcfv'Lp underground utilities was obtained fron
95R MODIFIED PROCTOR
IF UNDER PAVEMENT
available records, It shall be the responsibility of the
ContraCtr to deterP*w the exact elevatiOns and locations
of all existing ublittrs at all crossings prior to
commencing trench excavat70n IF actual Clearances are less
than eNWcated On Plan, the Contractor shall contact the
COMPACTED BACKFILL TO
n.
En�n
p with ennsuld
SOX MODIFIED PROCTOR
Any discov�proc`�
rie
y ling that would necesslta to
a modification of these, plans shall be brought to the attention
LOPE WALLS TO ANGLE OF
of the Design Ength"r before proceeding with construction
REPOSE OF SOIL OR AS
P. NO CDNSTRUCTIBV IS TO BEGIN BEFORE LX47IDN IF EXISTING
APPROVED BY THE ENGINEER
6'
UTILITIES HAS BEEN DETERMM A CALL 'AC BE' -CALL' AT LEAST
COMPACTED PIPE EMBEDMENT
48 H&AS BEFORE COMN£MCING CDASTRUCIMM
TO 90% MODIFIED PROCTOR
a All trees WANCh are not required to be cleared For
O
constuction shall be preserved wherever possible umiess,
u
otherwise directed
y COMPACTED GRANULAR MATERIAL
IF REQUIRED BY THE
4. CC 1tmctr shall Odlust all manholes, valve and curb boxes to
the Foal
grade upon completion of all construction Any boxes
8" ENGINEER
damaged r otherwise distu„bed by the Contracts shall be
repa"d at the expense of the Contracts.
5 The Contracts Is rrsponsible For contrdlkng 01ASt and erosion
PIPE WIDTH +24"
during construtzbOn at AS expense. PaekkV areas shall be
TRENCH BOTTOM
watered to control dust when ordered by the Engineer.
6 NO geaYPCMfcal testing has been perFarnwd on site. AID
warranty Is made for suitability of subtracts, and undercut and
any required replacement with suitable material shall be the
STANDARD PIPE
responslbil/ty of the contractar.
TRENCH DETAIL
7 Extreme care shall be taken to ensure minimum separations at
all utility crossings.
& Contractor to ens4w'e that pavement is placed so as to drain
TS
posltWNy to the parkhg lot Inlets and catch basins. All roof
drain downspouts to be arected to the stem serer system,
9. Contracts Is responsible for CbtaWng all required permits.
10, This plan Is For site grodkV, utilitles, sating, and drainage only.
See building plans for details On utilities hookups to buildings.
i
2-B'
STANDARD N C STOP
OP SIGN
6' TO 12' o
2" PIPE STANDARD
NFGRNATION
2'-8' SIGN
WITHOUT CURB 0-6" 12 MIN.
OR GUTTER PARKING
o 6AM-6PM
S r T NAME CHESTNUT 4 0 I $5.D0 FINE
(SEE NOTE) 0'-8 3/4'
2w0' NTH SLOPE -FACE
CURB
WITH CONCRETE CURB
k GUTTER STANDARD
SIGN INSTALLATION
LOCATION
NTS
S "Sa4A
NOTE;
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE CITY OF WILMINGTON.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
CITY CODES AND CONSTRUCTION STANDARDS.
REV. N0.
Capiright a HwnWr DeM'W Senion P.A.
dowmml M Ads or port. dmml wi tm
marked with Me erighd rgnalu" and
It Contractor and Builder are responsible For caardinating Fished
Flas Elevation of all buildings with the Dwner and the Architect
12 Affected Non-Municlpol Utilities shall be contacted and provided
with plans and other pertinent ihFrAa tbn when feasible, to
cosGBrate appropriate scheduihg and placement At the minimum
this should include BellSouth and CPSL
For sa9N open utility
out Oi
qty stEMts, a SM
0111all be Perrintrd D'DILI
City prior to OWN y and/or Project
Mo*tmee,
STORMWATER MANAGEMENT
PLAN
APPROVED
GTY OF VALMINGTON
ENGINEERING DEPARTMENT
2• ASPHALT
DATE
EXISTING PAVEMENT N.CO.O.T. SPEC.
EXISTING PAVEMENT
PERMIT III
SIGNED
6" COMPACTED MARL BASE
(D.O.i. REWIRES 8')
I'-0, 1'-0'
DITCH UNil ETCH LANE LULLWAT14t
Approved Construction Plan
PIPE DMWE
Name Date
NOTES
ED
NT5RLIM
••
Plannl^9ACTEDTOANIN
OUAMC77ILL
BY THE MODIFIED A.A.S.H.T.DESYOMASDTNWNED
ACK7O. STANDARD METHOD T-99
OPREPARED AFTER TRENCH BACKFILUNGN40WNPCT
Public UtIIta
PAVEMENT REPAIRS
Traffic APPROVe
WHERE PIPE INSTALLED
Fire NORTH CAROLINA ENVIRON
N E
MANAUEMENTGOMM ON
Standard DetalTs
IVISION
F
fER OlIALI
1
Starbucks at the Village at College -Oleander
1111-01-07
LOCATED IN THE CITY OF WILMINGTON
4511 OLEANDER DRIVE
AS SHDWN
NEW HANOVER COUNTY, NORTH CAROLINA
Brawn
- DSH
rC,..•.o �r/F
OWNER.
J
Checked
CRR PROPERTIES LLC
'S` FESS1404J '
�y
Ii
1201 GLEN MEADE ROgD DEC 0 6 Z007 I GAIN
WILMINGTON, NC 284
g4c
Project Na
Si;�t R
910-762-2676
r"
20007
Z3Y:5u3a��D3 2466-B2-C
M
4 I. ;�
REVISIONS �., ~•°•°'(�w14
= HANOVER DESIGN SERVICES9 PHA.
DA s,.
au,r; , t'ai�F' LAND 5WH FYaM EAWCERS A LAND PLANNERS
AT right, ro w"d RW,,xliew r Vea o{ the omlma PI fh4 doaehlMt a additiww or drlrflaw le are 1 I 1123 FLORAL PARKWAY
d sed d he Land 5urWlar or E, shag. a parallo Gay mP- saw we aynd o{ aid mount L. i ` Q `r �-'''-�/ WILMINGTON. N.C. 28403
1Il�L{AL�J'
4H➢hd Ntl of fM Sw yor ar E.0 Am 6s daebtlea Io b• WITH as tA• Cdpks dh011is®tldsilfTl.eofn PHONE: (MO) 343-SM
L
TRACER WIRE DETAIL
SD 4-29
MIS
w,•i•n�W�L•!N
S

-__.-. - _ _ _� i _ _u 1.. . :. .• .0 ice. _ __-�. .._ _ - _. .. �-_..._ i-- u_.._iL�. _
V-40
yyket StfNl e
IP
W
�a
SQ
untwsity a
Nub
y
N
Pe Am. _
c:hfrN
r
SITE ro Mt ghtsv9le
Beach
=
OVeander
US R7E 76
Shpyard Blvd
F
LOCATION MAP
W
MOT TO SCALE
Ih
r S Z MAINTENANCE PLAN -
:,1■= �4 1. All measures to be inspected weekly and after any rainfall NEW LOT
I1,1e1�W 42 event and needed repairs made immediately. SITE DATA:
J
i be cleaned out when the level of sediment
U 2. Sediment Basin to ZONING -City of Wilmington RB
w water surface. Riser structure to be cleaned 'a^ \ I reaches 5.6' beta ate s TRACT SIZE - DISTURBANCE
sf = acres
acres
if excess water above design surface no longer drains AREA OF DISTURBANCE - 2 acres t
Al v, properly. PROPOSED BUILDING AREA - 14.490 of
t tC \ I 3. Sediment to be removed from pond foreboy when it is MINIMUM PARKING REQUIRED - 38 spaces
Ev lnv. ew4 `L+ approximately 25% filled or sediment level is within 5.25' of MAXIMUM PARKING REQUIRED - 67 spaces
3g,4t water surface. TOTAL PARKING PROVIDED - 67 spaces
4. All seeded areas shall be fertilized, mulched, and re -seeded HANDICAP PARKING PROVIDED - 3 spaces
of ill as necessary, according to specifications provided, to IMPERVIOUS AREAS -
maintain a suitable vegetative cover. Building - 14,490 sf
a A Parking - 38,700 sf
$ P\P VEGETATIVE PLAN - Other - 3,500 of
G6�, INTERIOR LANDSCAPING REQUIRED - 3,100 of
1. Permanent vegetation to be established in accordance with INTERIOR LANDSCAPING PROVIDED - 3,100 sf
�. L "North Carolina Erosion and Sediment Control Planning and HEIGHT OF STRUCTURE - less than 35'
Existing I Ex957 Design Manual", Section 6.11. latest version. See next Sheet.
.lnv.
le
37.71 MS� G\W
. 37.00 42 W '�
Peachtree A venue'.15 EA
[ 1NY.3 r
INV. 37.10
Public Right of Way - - wV a ;; - - - - �--- - - - - - -
A.
INV. _
C9
S 8308'48"E 312.55 259.50 Emergency Spillway
W Williams Fobricore, Inc.
46 41 z I D.B. 1447 Pg. 805
79 R
17
Inc.
LJ
Williams FOb 1600 Tract 3
PEAK DISCHARGE SUMMARY - Da j129 Pg
• q 10 pre -developed 26 cis
e 31.67` w Q 50 pre -developed = 37 cfs
q 10 post -developed - 26 cfs O WSEL ee 40.2
32 Q 50 post -developed - 35 cfs O WSEL = 40.6 -
H G Q(100)post-developed - 41 cfs O WSEL 40.7
STATE WATER QUALITY POND CONSIDERATIONS -
n3 N
Surface Area required = 9,450 sf
094 sf
Z ( Storage Surface Area Volumerequired
ed t5' 40,220 cf
,w w Storage Volume provided - 30,395 cf
L� 1J"VtwG f qP PLP1? ACCESS (ri:M
h Storage Volume Drowdown Time = 2.5 days
O
■d 8 Bobby W. Harels -3
\ \ F U TURF -- - 1339
m- vt D.B. 1287 P9
W
I
L , .-. -. _.._ _-� ._-__._ _ - _._ _� S 83"47'13 E 100.03 , _ _
Idxi t4 uram. 4'9v�GI II Future I �I iFeI3L'�PeLs (,i4yliyw➢':Yi7.:a'S'� � Lar-kCommerciai.
n
c.
nm600
O.1636 9
IIVEW S&WILDr
I � 3�1C IYY1 �y6i1B(./.Iti�1%w�9 I� O
SEE INSET - - SEE INSET I _ - - J I y
- �- _.-
3
S 83'11'29E 236.07 O o
o
■
U7L
a ■ R,N 4a.so / / Future (not approved) ^ � _-Wit
N
4Na' INV. }6.52 t�/•�
�mmmmo lmm®nt��s��l���MMMMMMMMMs>.MMMMMMM=�Rluw.e9 111EIPIVIiUi� 1 ,6a]$a i CC -- g
INV. 36.71
INV. SS.e] WV. se.72 1
aW / M. 40.00 INV. 35.57 I 1 I V�
N MY.
INV. .15
_ n',FTT
1 L
I Ito
z 1
1 Inlet
Rkn 1 ; FUTURE MY. In (N') 37.6f 12 PVC
Inv. In --_-_
-7 In(S) JZ56 24' RCP
I 1 1---------- Inv. cut (W) JZ41 24- RCP �Y
Rkn 4 I
Rim 40.65
Inv /n 1a 24'
(E 7. RLP
� Inv. In (s) JJ7.35 24 RCP S 86.35'15" E .
Inlet SIR Am 40 Isis _ Inv. out (W) JLoo 24RCP
Ren 4a90 40 151.27
1 Inv. In (E) J6.90 24' RCP
Me Out
(N) J6. 60 24' RCP 1
1 1 w ❑
Group Entertainment 1 1 N
D.B. 1250 Pg. 1219 -------_._-----__---
S 8334"
N 8372'34 W 52.50 FT �¢� 1 N.�
ild 60.00 FT ,n N LO M� 3 7==
N ci ;�
�" 1
ON MO
RN4 of 1
NV. 37.37.35 �,.1 Z
OVERALL TO POND:
SITE DATA:
DRAINAGE AREA TO POND - 7.0 acres
TOTAL IMPERVIOUS AREAS -
Buildings - 56.000 of
Parking - 137,000 sf
Sidewalks - 22,000 sf
Other - 37.650 sf
TOTAL IMPERVIOUS - 252.650 sf = 5.8 acres
LOT 1 = 5.177 ACRES, LOT 2= 1.444 ACRES, LOT 3 0.422 ACRES
TOTAL AREA= 7.043 ACRES.
NOTE: NO 404 WETLANDS ON SITE.
Existing
N LOT I (not apprevad) � LOT 2
(existing) Existing i 1392 Co/%ge Road South
o--------------- - ._._.. 1
In
ad
N
3
N
v
EXISTING
HYDRANT
ANT
3
F\H
40 20 0 40 80
SCALE IN FEET. 1"= 40'
: 15:19:43 03/27
120.00
11■-
Iz
Notes
1. Surveyed in April 1996 and October 2002.
2. Area ornputeld by coordinate method.
3. All Dismces are Horizontal
4. For Re4rence see D.B. 946 Pg. 577,
D.B. 95 Pg. 620, D.B. 1711 Pg. 653,
and D.d 938 Pg. 875
5. All Beatings ore N.C. Grid NAD 1983
6. All Elestions ore M.S.L.
Z This P,lparty is not Located in a Flood
Hazan: Area
I I
C
0
3
I I I I
1 I I
I
J
N
g
II
0
g
1-s---
o
..
U----
Lu
------.
�
I j
J
N
SS 83'30'20" E
1,
1
1
WALGREENS &
Lu
1
Store#
N
o
6951
I
�+
(existing)
N
�
z
ao
`r
N
Rim 41.34
m Ri
Inv. In (E) J254 24' RCP
in,,out (N) J7.34 24' RCP
Existing
Inlet
MEN no
Rkn 41.92
Inv. Out (s) 37.57 24' RCP
Oleander Drive
100' Right of Way
S 83'1234 E 174,77
U.S. R te. 76 _
C)
O
s
N 81'43'06"W 2334.72
to N.C. Grid Monument
"T,iesdoys"
N.C. Grid Monument
"Shell"
u yc^
MODIFICATION TO SW8 990341 As -built information added 3-27-03 o f
�rm j CD
College Oleander Center - Wet detention / retention pond addition X 42 /l
Additional Calculation Summary for NCDENR / DWQ : - Ewlnlet� \
DRAWDOWN: a:
WATER QUALITY CONSIDERATIONS - o U
Average head from storage elevation to orifice -
Impervious area calculations: See Project Data Sheet d•,$
TOTAL IMPERVIOUS = 5.8 acres 39.3 - / 2 0.9' drain
TOTAL AREA DRAINING TO POND = 7.0 acres 2 PVC drain to draw down pond:. �\ \
7.0 acres total - 5.8 acres impervious = 1.2 acre green area Orifice equation: Q - CA(2gh)^1/2 41 + 9 @
9)^1/z4 x 0 02z)(64 6(...
SA REQUIRED: 5.8 % 0.95 + 1.2 x 0.20 / 7.0 = 0.82, or 85 q = 0.�L Gv 0
At 7.5' depth, 9OX TSS removal, from chart SA/DA factor = 3.1 - 0.094 cis Exlnv, o� 1
7.0 x 0.01 x 3.1 - 9,450 of SA REQUIRED T = 215,350 sec. = 2.5 days 3g.41 0
At Elev. - 37.6 - 15,094 of SA PROVIDED `
CA 41
VOLUME REQUIRED: R-[(P)(Pj)(Rv)/12](A) FOREBAY REQUIREMENTS - +. E
SEE PAGES A.1 and A.2, "Controlling Urban Runoff: Approximate capacity = 13450 X 0.4 X 7= 37,500 X 20X e
A Practical Manual for Planning and Designing Urban BMPs" 7,500 cf a \
(P)= 1" Provided capacity = 7,585 of, see,. previous approval 0 PV 3
(Pi)= 0.9 ',. _J �ov
(Rv)- 0.05 + 0.9(5.8/7.0) = 0.796 C _ G\W o
(A)-
=)=[(1)(o.7ss)/1z](7.o) = 0.464 oars -feel Exl�. $
- 20,220 of REQUIRED STORAGE c Ex•1nY. sting z 3
At Elev. 39.3 - 30,395 of PROVIDED STORAGE ° 37.11 P'M1 s
x
Valve 15•METAL
Inv. 38.65 ' INV. 37.00 42
Peach tree A venue =�= a INV•37�15
15"RCP
1N
Public Right Of WOy _ _ - NM 43.32
INV. 37.52 gr 3c
INV. 37.63 0,
tt� t� t� t� 7a tt� t� s� tt� t� t� l� tt� tt� t� t� t� t� tt� tt� t� t� t� t� t� t� tt� at t� to tt4 RIME+ Ex.Concrete Walk
q�19
1 1��. 42
+ G Williams Fobricore, Inc.
.go S 8308'48 E 312.55 5'SIDEWAL Al 97 e7 EMergenCY SPillWOV 39176 E11, 1 1w D.B. 1447 Pg. 805
41 STAR
40 G 3gg
ilw3SZ9 38. AVER 4 Eit L WTE . 42.s2
36. 'y t39.3 T9 AS -BUILT AREAS:
4
7
� 37
RIM 39.15
INV. 34.82--o
INV.
-` - atz•
�\
FU TURE
\
G
3e+
c a
i, G
■
I
�?,!{
I 1.
1-=
■
x r i... _.,J�
"
■
PORTABLE PUt4P TO
■
BE USED TO DRAWDOWN
POND IN EMERGENCY.
■
X
■ LIJ
INSET
SCALE: 1"-- 30'
42.36
EL
STATE STORAGE VOLUME
m ct
M
= 30,395 CF
Existing
M
r7 m
r�
0 EL= 39.3
;t
XZ Z
EMBANKMENT TOP= 41.7
100-YEAR WSEL= 40.7
"
EXIST.
10-YEAR WSEL= 40.2
t-
O 151DIP
-----T(sr Box = 39.3
W W
EXIST. I5'RCP
NORMAL WSEL= 37.6 INVERT OUT= 37.5 V
In
EX.
nP
2-15"DIP STORM
M
~�
@
/
W W_
�a
A�
\
:::::
.
.............
BOTTOMEL-26.6
EMBANKMENT STRUCTURE
Will
AS -BUILT SUMMARY (10-02):
ITEM
AS -BUILT
1.
Impervious area (bldgs., etc.)
5.8 acres
2.
Normal pool surface area
15,094 sf
3.
Normal pool Surface Elevation
37.6 MSL
Actual pool Surface Elevation
32.4 MSL, 10-02
4.
Pond depth (deepest point)
8.9 feet
5.
Bottom elevation (deepest)
28.7 MSL
6.
Orifice elevation
37.6 MSL
7.
Weir elevation (State storage)
39.3 MSL
B.
State storage volume
30,395 cf
9.
6' shelf
Yes
10.
10'access
Yes
11.
Foreboy
Yes
12.
Outlet elevation
37.5 MSL
13.
Primary Spillway elevation
39.3 MSL
14.
Emergency Spillway elevation
41.0 MSL
15.
Embankment elevation
41.7 MSL
16.
Side slopes (typical)
2.6:1 to 5:1
17.
Orifice size
2" PVC i r
G 42.60 42.74
fV WukE
EL37= 13,011 of
EL37.6= 15,094 sf
EL38= 17,057 or
EL39- 19,047 sf
EL39.3- 20,236 sf
EL40- 22,305 of
,State storage=
30,395 cf
to
a156
N G
NBobby W. Harrelson
o D.B. 1287 Pg. 1336
041.93
41b1 41.72
G
4290
15-DIP 15 DIP 15 DIP
l�imi�1�1�1
PLAN VIEW
BOX man o
■E:■Ell�
Nis
o� ivim
E� I;al�1
5.'o�
O
L J
W-37.6 T
a ly
I,
�u N
BOX DETAILS
NTE
£L= 39.3
GRATE T�
I - 15'DIP
WSEL=
37.6
INV=
OUTLET PIPE
IE= 37,5
37.6
2 - 15111IP
INV=37,5
OUTLET PIPES
IE= 37.4
- 21PVC
and 37,4
39.25 rim
Inv 37.47
in v. 2' - -] in v )7.35
r
37.64 Inv 37.39
-I ---
.
::.� .�::•..:::.T
OUTLET STRUCTURE
LISTING PERMIT Nos.: DENR DWQ SW8 990341, NHC GP till 24-99 WALGREENS STORE # 6951
POND AS -BUILT and WATER QUALITY CERTIFICATION PLAN
COLLEGE = OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
SE AL
20007
OWNER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
s WILMINGTON, N.C. 28401
PHONE: (910) 343-SW2 nI%
Dote:
3-27-03
Scale:
1'= 40'
Drown:
DSH
Checked:
GA
Project No:
2466VO-cent
Sheet No:
1
1
nr•

V
Myket Street W
Peachtree A.e. = at 2
SITE ra arlgfftens. F-
Swett I T
o aidw grim
t7s RYE 76 ( W
Sh 17PAM aid LOCATION MAP
Wlow To at1ALS i
I�
Group Entertainment
D.B. 1250 Pg. 1219
OVERALL TO PON1h
SITE DATA:
DRAINAGE AREA TO POND - 7.0 acres
TOTAL IMPERVIOUS AREAS -
Buildings - 56.000 sf
Parking - 137,OD0 sf
Sidewalks - 22,000 sf
Other - 37.650 sf
TOTAL IMPERVIOUS - 252.650 sf = 5.8 acres
LOT 1 = 5.177 ACRES, LOT 2= 1.444 ACRES, LOT 3 = 0.422 ACRES
TOTAL AREA- 7.043 ACRES.
NOTE: NO 404 WETLANDS ON SITE.
Peachtree Avenue E.15cp
[ 15'RCP
wv. S7.w e 1
Public Right of Way _ _ .
WV.31.u
1I ,
See Newe00 001
2
yT MAINTENANCE PLAN -
�4 1, All measures to be inspected weekly and after any rainfall NEW LOT 2
event and needed repots made Immediately. SITE DATA:
2. Sediment Basin to be cleaned out when the level of sediment ZONING -City of Wilmington RB
reaches 5.6' below water surface. Riser structure to be cleaned
\ if excess water above design surface no longer droins TRACT SIZE - 62,885 of = 1,444 acres
F D Pro
AREA OF DISTURBANCE - 2 acres t
. Pert Y
PROPOSED BUILDING
AREA - 14,490 at
F
t
3. Sediment to be removed from and f r i o eba when t is P MINIMUM PARKING REQUIRED-
6y, \ Ipaces
t Y 38 s
approximately 25R filled or sediment level is within � pp y 5.25 of MAXIMUM PARKING REQUIRED - 67 spaces
water surface. TOTAL PARKING PROVIDED - 67 spaces
4. All seeded areas sholl be fertilized, mulched, and re -seeded HANDICAP PARKING PROVIDED - 3 spaces
41 as necessary, according to specifications provided, to IMPERVIOUS AREAS -
Building - 14,490 sf
maintain a suitable vegetative cover.
i� Parking - 38,700 sf
A
p\P � G VEGETATIVE PLAN - Other - 3,500 sf
.9� . 6�• �ji INTERIOR LANDSCAPING REQUIRED - 3,100 of
n r:1. Permanent vegetation to be established in accordance with INTERIOR LANDSCAPING PROVIDED - 3,100 of
o\w $ �• "North Carolina Erosion and Sediment Control Planning and HEIGHT OF STRUCTURE - less than 35'
xlsting = I 9S Design Manual', Section 6.11. latest version. See nett Sheet.
r
0- W s2
7.15
37.,5 lal
N
_--- - - - -
~I
Ca�itret aw4UJI �
1-
N Williams Fabricare, Inc.
i I D.B. 1447 Pg. 805
Ld
LLI
I /,-Wams Fabricare, Inc.PEAK DISCHARGE SUMMARY - D1129 Pg.
1600 Tract 3
s Q 10 pre -developed 26 cfs
W 0 50 pre -developed = 37 cfs
Q 10 post -developed - 26 cfs O WSEL 40.2
Q 50 post -developed 35 cfs O WSEL 40.8 -
Q(100)poat-devsb-pod 41 cfs O WSEL 40.7
in
TATE WATER
TY POND
36,m ' • 10 SSurface Area provldeeddl= 9,450 sftom ONSIDERATIONS -
y` 1
yFr+IwiAP POnJ aY S (Ci>)
Storage Volume DrawdowneTime 392.5fdays
_ Storage Volume required
Storage Volume provided
N
� ra e
\ y Karel son
Bobb
i I ---'1287 9' 1339
N
S 8347'13"E 100,03
I I
- ■ it I I $
■ Future (approved) Future (approveed)
Future (approved) I b
NEW BUILDING i I NEW BUILD/NG -
■ i { NEW BUILDING
Q�
C�
V
� SEE INSET _ _ _ _ _ SEE INSET
r I i I I
- ■ r� cgs al
U
- ■<J7TTT fig` g`TT//1 Rw 40.30 /
WV36
. .52 /
�R♦1R♦1��R♦1R♦fRi�R♦1RB�Rti� siff n W tis 111111111 111 M 11111111110 1•408794
/ V. Ssa2
RN 40.00 Wv. 35.57 , w
Wv. 35,15 WV. ,1,5.57 _
wV, 35•te ; ,
/ 1 �
1
1 - 1
1 �
1 1
IMet
Ren 4a6s
1 In.Mfi
1 MHf '• ft 7. so Inv. Out (M
Rkn go
1 Inv. In (E) J6.90 24' RCP
1 M% out (N) 36.80 24' RCP ,
1 S 8312'34" E,._..------ .._.... ...
__...__.__..__.__ N N
S 837129E 236.07
Future® (not approved)
NEW BUILDING
e.w
Rim 41.01
FUTURE m. in (R) nOf 12' Plc 1
Mr. In 5 • "M 24' RCP 1
m. our (W) J7.41 24'RCP
S 86.35'15" E
1O51 --
1
N 83.1234 W 5250 T
Existing
so.00 Fr o a
i LOT 3 , z ^ �
n'n
�
AWN 57.35
woo M o
`
=
NEW BLDG
LOT 1
_
Z
Future
riot a roved
( PP ) LOT 2
(0xi"ng)
Existing
EXISTING
HYDRANT 6
H F
40 20 0 40 80 120
SCALE IN FEET. 1 "= 40'
r 15:19:43 03/27/20113
12aDO
Notes
1. Sur yvd in Apr# 1996 and October 2002.
2. Area computed by coordinate method,
3. All Distances we Horizontal
4. For Reference see D.B. 946 Pg. 577,
D.B. 9% Pg. 620, O.B. 1711 Pg. 653,
and DO.. 938 Pg. 875
5. All B®ings ore N.C. Grid NAD 1983
6. All EleaGons we M.S.L.
7. This Roperty is not Located in a Flood
Hazad Area
ti
S 83'30'20" E
- 1392 College Road South
ad I "I I f R WALGREENS &
- _ Store#
0 6951 &
(eidst/ng)
-
to 1 o it t - v 0) ti
06
V.
c ft
C i Inlet
Rim 41.54
' .i. in (E) 37.54 24' RCP Existing
An.at (N) J7J4 24• RCP g wa
o � I a. at (W) 3757 24' RCP
Jr-
I�
Lam®
S 8372.34E 174.77
_ Olean der D_ri ve _ U.S. R te_. 76
100' Right of Way
MODIFICATION TO SW8 990341 As -bulk Information added 3-27-03 3 ■ a
O 'CoJ
lL t ■
College Oleander Center Wet detention /retention pond addition ><
Additional Calculation Summary for NCDENR / DWQ DRAWDOWN: Ex•Inist �W
WATER QUALITY CONSIDERATIONS - Average head from storage elevation to orifice - Impervious area calculations: See Project Data Sheet
\\
TOTAL IMPERVIOUS = 5.8 acres 39.3 - 37.6 / 2 - 0.9'
TOTAL AREA DRAINING TO POND = 7.0 acres 2' PVC drain to drow-down pond: '
7.0 acres total - 5.8 acres impervious 1.2 acre green area Orifice equation: Q = CA(29h)" 1/2
SA REQUIRED: 5.8 X 0.95 + 1.2 x 0.20 / 7.0 = 0.82. or 85 Q = 0.6(.022)(64.4 x 0.9)-7/2
At 7.5' depth, 9OX TSS removal, from chart - SA/DA factor - 3.1 = 0.094 cfs Ex Inv
T=215350 sec 25 da
7.0 z 0.01 x 3.1 9 450 sf SA REQUIRED
Q D
At ENv. - 37.8 15,094 of SA PROM DED
ys 41
38•
�N\
VOLUME REQUIRED: R= P
[( )(Pj)(Rv)/12](A)
P
FOREBAY REQUIREMENTS - c
SEE PAGES A,1 and A.2, 'Controlling Urban Runoff:
Approximate capacity = 13450 X 0.4 X 7= 37.500 X 2OX 'ter
A Practical Manual for Planning and Designing Urban BMPs'
= 7,500 cf as
(P)= 1"
Provided capacity 7.585 cf. see previous approval
o P\P
(Pj)= 0.9
0,+
(Rv)- 0.05 + 0.9(5.8/7.0) = 0.796
J 10 1
(A)= 7.0
1 1 I G\W
R= [(1)(0.796)/12](7.0) - 0.464 acre-feet
Existing
= 20,220 cf REQUIRED STORAGE
Ex.lnv
At Elev. 39.3 30,395 of PROVIDED STORAGE
37.11
A
,P4.
5
/ G\W
7
Valve
15`METAL
Inv. 38.65 /
INV. 37.00
Peachtree
_ INSsee
A ven u e Ez.15`rcp a
1545tE7Al
INV. 37.15
RCP
1 ,
INRIM
Public Right of Way
4032
IINV. 3'.4
V. 352
7.63
u 1
m11011 mmm11111111 m ��e���e�e�e��e�������e�e�e������������if�l�e�t���t���
Ex. Concrete Walk
4 19
RIM C }
42•
G Williams Fabricare, Inc.
o S 8308'48 E 312.55 5'SIDEWALK 7 7 EmergencySp,/Wo 14 139 7G EIP 1 ,00 D.B. 1447 Pg. 805
40 41 G �9STAR
7629 3B. 4 ER FL r�
�33 40.4 42D2
CL
RIP G
lots
40. �� G97^^ S3e 37b ,yZil
RIM 39.75 .
INV. 34,82
INV. 34.76
�.• i u G
I�
FUTURE
31
r
■ � 36A I � i _. I
i
■ it '�� , - t � ,�
■ 1. - - - _ _ __ G _
■
PORTABLE PUMP TOBE -1
■ 01 PONDSIN EAERGENCYO I '
WN
■
■ N
FUTURE
INSET
SCALE: 10- 30'
STATE STORAGE VOLUME
nj o
- 30,395 CF
Existing
0 EL- 39.3
.R. A
F.
NW
XJ
WZ
EMBANKMENT TOP- 41.7
8
100-YEAR VSEL= 40.7
EXIST.
10-YEAR VSEL= 402
WW Us
O
1510[P
TOP =
W
EXIST. 15'RCP
NORMAL WSEL- 37.6 INVERT OUT= 37.5
�n
EX.
2-15"DIP STORM �+1°
R
/
1
s
\
.
EMBANKMENT STRUCTURE
IITe
JAS
-BUILT SUMMARY (10-02):
ITEM
AS -BUILT
1
1.
Impervious area (bldgs., etc.)
5.8 acres
- -
2.
Normal pool surface area
15,094 sf
3.
Normal pool Surface Elevation
37.6 MSL
Actual pool Surface Elevation
32.4 MSL, 10-02
4.
Pond depth (deepest point)
8.9 feet
5.
Bottom elevation (deepest)
28.7 MSL
6.
Orifice elevation
37.6 MSL
7.
Weir elevation (State storage)
39.3 MSL
8.
State storage volume
30,395 cf
9.
6' shelf
Yes
s
10.
10'occess
Yes
e
11.
Foreboy
Yes
12.
Outlet elevation
37.5 MSL
13.
Primary Spillway elevation
39.3 MSL
N 8143'06"W 2334.72
1
14.
Emergency Spillway elevation
41.0 MSL
to N.C. Grid Monument
"Tuesdays"
15.
Embankment elevation
41.7 MSL
16.
Side slopes (typical)
2.6:1 to 5:1
17.
Orifice size
2" PVC ,
BOTTOM EL- 286
AS -BUILT AREAS:
EL37- 13.011 sf
EL37.6= 15,094 sf
,5 EL38- 17,087 sf
EL39- 19,047 sf
W EL39.3- 20,236 sf
EL40- 22,305 sf
1.59 State storage=
30,395 cf
4118
N G
NBobby W. Harrelson
o D.B. 1287 Pg. 1336
U)41.93
G
41b1 402
G
4 42.60 . 42.74 42D0
FUTURE
15'DIP i5.OlP 15-DIP
I
of o
o 1 `a1 `o
IE=373 IEw37A IE-37A
EI 1,
h h
PLAN VIEW
inl I�I�
5X5 BOX
5.0 �I
R91e39.3
I �I
LTJ
lEw37b j
li
14
N
IN
BOX DETAILS
MTS
£L- 39.3
1 - 15'DIP
WSEL = OUTLET PIPE
37.6 INV= I£= 37,5
37.6 2 - 15'DIP
- 21PVC OUTLET PIPES
INV=37,5 IE= 37.4
and 37.4
39.25 rim
Inv 37.47
v. r---1inv 3735 '
4
37.64
37 6� v 37_39 A.
.4,
�
L _ ----
OUTLET STRUCTURE
EXISTING PERMIT Nos,: DENR DWQ SW8 990341, NHC GP 4 24-99 VALGRE£NS STORE # 6951
POND AS -BUILT and WATER QUALITY CERTIFICATION PLAN
COLLEGE = OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
SE AL
20007
- z-7 e0
OWNER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
>- WILMINGTON. N.C. 28401
PHONE: [phone]
Date:
3-27-03
Scale:
1'= 40'
Drawn:
DSH
Checked:
GA6
Project No:
2466VD-ceri

x
-40 OVERALL TO POND: m
4�
n
w
I W SITE DATA: Ex•:^1at
Market Sir" ,= DRAINAGE AREA TO POND - 7.0 acres ,41
o IAuwder a I N TOTAL IMPERVIOUS AREAS - 1
E, 8 warm ct Buildings - 56.000 sf
$� of ewnkrPtan N Parking - 137,000 sf
u Sidewalks - 22,000 sf
PeoM tree Am x Other - 37,650 sf
SITE To Iwi tinase
78F TOTAL IMPERVIOUS - 252,650 sf 5.8 acres y
_
oleander Odve (C9 LOT 1 = 5.177 ACRES, LOT 2- 1.444 ACRES, LOT 3 = 0.422 ACRES $
US R7E 76 (v TOTAL AREA- 7.043 ACRES.
ShOzo'd Blvd, F
Z NOTE: NO 404 WETLANDS ON SITE.
LOCATION MAP
MOT TO iQAM! I LJ Ex.1nv.
I N 37d1 ;
Group Entertainment
D.B. 1250 Pg. 1219
Peachtree Avenue Ex35"rep an
Public Right of Way _ -MM v 40.32
y! 1
S 8317648E J1255 259.50 Emergency Spillway
IN
41
40-
MAINTENANCE PLAN - 3 , u Zc^ �►
Zc^ NEW LOT 2 MODIFICATION TO SWB 990341 As -built information added 3-27-03 0 4.
1, All measures to be inspected weekly and after any rainfall
42 event and needed repairs made Immediately. SITE DATA: College Oleander Center - Wet detention / retention pond addition 4 x 42
2. Sediment Basin to be cleaned out when the level of sediment Additional Calculation Summary for NCDENR DWQ : Ex -Inlet
U I ZONING - City of Wilmington RB �' / DRAWDOWN: rc
reaches 5.6' below water surface. Riser structure to be cleaned TRACT SIZE - 62,885 sf - 1.444 acres
if excess water above design surface no longer drains AREA OF DISTURBANCE - 2 acres t WATER QUALITY CONSIDERATIONS - o U A L
Average head from storage elevation to orifice - CO
properly. PROPOSED BUILDING AREA - 14,490 sf Impervious area calculations: See Project Data Sheet �.8 G
at c` 39.3 - 37.6 2 = 0.9'
a^ to 3. Sediment to be removed from pond forebay when it is MINIMUM PARKING REQUIRED - 38 spaces TOTAL IMPERVIOUS - 5.8 acres / o n
approximately 25% filled or sediment level is within 5.25' of MAXIMUM PARKING REQUIRED - 67 spaces TOTAL AREA DRAINING TO POND = 7.0 acres 2" PVC drain to draw -down pond: o
` t4e# ab I
water surface. TOTAL PARKING PROVIDED - 67 spaces 7.0 acres total - 5.8 acres impervious = 1.2 acre green area Orifice equation: 0 CA(2gh)-1/2 41 F+ S3
4, All seeded areas shall be fertilized, mulched, and re -seeded HANDICAP PARKING PROVIDED - 3 spaces
41 7l1 IMPERVIOUS AREAS - SA REQUIRED: 5.8 X 0.95 + 1.2 x 0.20 7.0 = 0.82, or 85 Q = 0.094 c)(64.4 X 0.9) 1/2 , `A#� ��G ��
as necessary, according to specifications provided, to / o
Building 14,490 sf = 0.094 cfs Inv, o� .-
/� maintain a suitable vegetative cover. 9 - At 7.5' depth, 90X TSS removal, from chart - SA/DA factor = 3.1 Ex• 4
Parkin 38,700 sf T = 215,350 sac. = 2.5 days 41 tL
9 - 7.0 x 0.01 x 3.1 = 9,450 sf SA REQUIRED 38 o
VEGETATIVE PLAN - Other - NG R sf At Elev. - 37,6 m 15,0114 of SA PROVIDED 1
INTERIOR LANDSCAPING REQUIRED - 3,100 sf 41
J
vegetation established in accordance with I I - 1 f 1 i a\w c+ i. Permanent inaErsito be es b d INTERIOR STRU T LANDSCAPING PROVIDED 3, 00 s VOLUME REQUIRED: Ra[(P)(Pj)(Rv)/12](A) FOREBAY REQUIREMENTS - c
I, I �• L "North Carolina Erosion and Sediment Control Planning and HEIGHT OF STRUCTURE -less than 35' Approximate capacity= 13450 X 0.4 X 7= 37,500 X 20%
E XISt in z .9 SEE PAGES A.1 and A.2, "Controlling Jrban Runoff: APP a
/ g 'Srr Design Manual", Section 6.11, latest version. See next Sheet. A Practical Manual for Planning and Designing Urban BMPs" = 7,500 cf (L \
aVw I per, // -- (P)= 1" Provided capacity = 7,585 of, see previous approval < P\P314
u'MET417 W AGp (Pj)= 0.9
v. 37.00 42 l+J I ,j \ (Rv)- 0.05 + 0.9(5.8/7.0) = 0,796 QL M1 G\YI o
5•'uETAI =7.0
wv. 37.15 In (A)= 1)( °p
R= [(1)(0.796)/12](7.0) = 0.464 acre-feet P' a
20,220 cf REQUIRED STORAGE � Ex Inv E X I S t I n g z z
F At Elev. 39.3 30,395 of PROVIDED STORAGE : 37.11
}^ / G\W - - - - Valve 15"METAL
z
Inv. 38.65 % INV. 31.00 42
rIW"dk
Ex.15"rcp 0-
154llETµ
.� I m VMS New INV. 37.15
Peach tree venue
u3 Williams Fabricare, Inc. 15"RCP
z D.B. 1447 Pg. 805 INv. 37.16 1 1
Public Right of Way RIM 40.32 B p tr
to I Fabric re, Inc. - - - - - - - - INV. 37 52
Y CHARGE SUMMARY - O Bi11j129pg,is D Tract3 INv,31s3developed = 26 cfs �� ������ �������������at���a>•���a>•aa�����a>.���������� X. to Walk
m Q 501 pre -developed = 37 cfs R1W c 19 42.'33
�� G Williams Fabricare Inc
��� Q 10 post -developed = 26 cfs O WSEL - 40.2 1
1z Q 50 poet -developed 35 cfs O WSEL = 40.6 o S 83'OB'48"E 312.55 5'S/DfWALK 7 7 Emergency Spillway y 7e El 10o D.B. 1447 Pg. 805
Q 100)poat-developed = 41 Offs O WSEL = 40.7 l 41 sTAR1
J°31. 4r °n STATE WATER QUALITY POND CONSIDERATIONS - J9-
ore G=.29 36.
vi ,dj Surface Area required = 450 sf
So 4 sf
W. �iu _ ; Storage Vourface lume required vided - 15� 20,220 cf S
.s..��,..a,...>.
,W Wv. 343° Storage Volume provided - 30,395 Of 3T 7
n 1v 96'nbUTA1+ POW ACU• (COY) � Storage Volume rawdown Time = 2.5 days re .v +•
:' �� SV ffarelSOn O la YP V V •,7 2J A9
g f U"IVRF_ g I Bobby Pg. 1339 IE 33.6 R1 ev. i.z av75 30 �
''._..' -. _- , . `' H D.B. 12 7 3 O6 E 33 3 .1 BP 4
E a2•a 31• w V CL 90I CL 901
\ }t3, t". t�i I i i 1 I IkB I JJ 9P R .• �29 b7 30.13 EL Sol
a �
_-----`• S 83 47'13'E 100.03
z L
i
Future (approved) Future (approved)
i Future (approvers) � e
NEW BUILDING i NEW BUILDING
1 i NEW BUILDING
F4,41
i
36 3T IP R RIP R
�G �! 378 .4
�. 3960 G S
f \ RIM 39.7
INV.
�f a0e 'g 3 31 E
34.82.� INV. 34.76
- J FU i URE '
SEE INSET - - - - SEE INSET - I h
16.
-■-- ---
I
7_ _- _ -_.. _ __.._-_ . t __ .._ . _ .-...__.. _. __ _._� .._._._ ___
Rd , Wv.438� / /
�
/ /
�la1WV. 3g.2
N
�I���
����M7������������Nv.36
WV. 36.e7
1 v. 89
W / go 40.00 1 7
-_- war. 3ss7
WV. 35.15
N WV.
z 1
u
1
1
�
feel
RIM
4a85
1
1
es
feel - es"40
Nv. b5E
In V. In
40sis in K Out N
1
Rkn 4a90
Inv. In (E) 36.90 24" RCP
Inv, Out (N) 36.60 24' RCP
1
1
1
1
w
�•
1
M
1---
----- ---
N
N
N 83'12 34 W
i
52.50 FT ,
j
1
41
60.00 FT
NLO
N
LOT 3
1
z
arl
p
!
1
itw 40.72
Wy, 31.35
0 M
M p
Z
i ,�9y� py y �+
NE S LOG
1
LOT 1
Z
' Future
(not approved)
1
(ex/stsng)
--
Existing
EXISTING
HYDRANT ft
nt
F\H
40 20 0 40 80
SCALE IN FEET. • 1"- 40'
r 15:19:43 03/27/
120
120.00
Notes
1. Surveyed in April 1996 and October 2002.
2. Area computed by coordinate method.
J. All Distances are Horizontal
4. For Reference see D.B. -046 Pg. 577,
D.B. 956 Pg. 620, D.B. 17ll Pg. 653,
and D.B 938 Pg. 875
5. All Bearings are N.C. Grid NAD 1983
6. All Dowtions are M.S.L.
7. This Property is not Located in a hood
Hazard Area
C
S 83'1 / 29 E
Future (not proved)
NEW BU/ DING
ti
__._.._------ _ ._-_.---------
Wet
FUTURE ekn Any, An �N) 3 till 12• PVC 1
Inv. k, (5) J s6 24' RCP '
InK Owl (W) 7.41 21_RCP
S 86-35*15" E M loill100.61'
151.27 S 83'30'20" E
❑ � r
Existing
Aar , :V
eC
LOT 2�
1392 College Road South
WALGREEN &
l
l l
w ■
Store#
N
o
6951
&
w I
(existing)
... �....
o
0)
&
/�r'
(V
Ot
m
`4
i�
Z
TFMTMI
__.___...!F
i'
atio 41.J4
Inv. In (E) 37.54 24' RCP
Existing
„
Inv. Out (N) JZ 34 24' RCP
mNf
I
ti a>. a1 a>• ti a1 a1 a>• ti a7 a1 al a1 a>• 9MI a1 a1
a>• �
Rk
Rkn
I
( Inv. Out w) J7,37 24' IW:P
Olean der Drive _
100' Right of Way
S 83'12 34 E �74.77
U. S. Rite. 76
U)
M
N 81'43'06"W 2334.72
to N.C. Grid Monument
"Tuesdays"
N.C. Grid Monument
Shell"
co394�jlj`�
0
.
I PORTABLE PUMP TO
BE USED TO DRAWDOWN
POND IN EMERGENCY.
C
•
.
X
w
i FUTUiltE
.
I
INSET
SCALE: 1"-- 30'
STATE STORAGE VOLlk1E
to o
= 30,395 CF
Existing
Q EL= 39.3
A
Nw
XZ
EMBANKMENT TOP= 41.7
9.,
1DO-YEAR WSEL= 40.7
ILL) W
EXIST.
10-YEAR WSEL= 40
4 N
O 15'DIP
TOP BOX =
WW
EXIST: 15'RCP
NORMAL VSEL= 37.6 INVERT OUT= 37.5 Q
EX.
2-15"DIP STORM
AA
W w
/
M
to
\
BOTTOM EL= 28.6
EMBANKMENT STRUCTURE
WTs
AS -BUILT SUMMARY (10-02):
ITEM
AS -BUILT
1.
Impervious area (bldgs., etc.)
5.8 acres
2.
Normal pool surface area
15,094 sf
3.
Normal pool Surface Elevation
37.6 MSL.
Actual pool Surface Elevation
32.4 MSL, 10-02
4.
Pond depth (deepest point)
8.9 feet
5.
Bottom elevation (deepest)
28.7 MSL
6.
Orifice elevation
37.6 MSL
7.
Weir elevation (State storage)
39.3 MSL
8.
State storage volume
30,395 cf
9.
6' shelf
Yes
10.
10'Dccess
Yes
it.
Foreboy
Yes
12.
Outlet elevation
37.5 MSL
13.
Primary Spillway elevation
39.3 KISL
14.
Emergency Spillway elevation
41.0 MSL
15.
Embankment elevation
41.7 MSL
16.
Side slopes (typical)
2,6:1 to 5:1
17.
Orifice size
2" PVC ,
G 42b0 4234
r UTUkE
FL G� E
k7940A .4z62
AS -BUILT AREAS:
a7
G EL37= 13,011 sf
EL37.6= 15,094 sf
EL38= 17,087 sf
EL39- 19.047 sf
W EL39.3= 20,236 sf
EL40= 22,305 sf
6 1,59 State storage=
30,395 cf
alss
G
N
N
Bobby W, Harrelson
O
D.B. 1287 Pg. 1336
N41.93
G
41b1
41.72
G
1 4240
G
I
1
15-DIP 15'DIP 15-DIP
I ,I
o[ 1 a
M-37M IE-37A IE=37A
E' I4E I.E
h h
PLAN VIEW
5X5 aaX
R11M- 3
5.0
L J
IE-374 ,
T i
d
14
iu
I°
N
BOX DETAILS
NT3
EL= 39.3 ,r'RATE T
I - 15'DIP
WSEL
OUTLET PIPE
37.6
INV=
IE= 37.5
37.6
2 - 151DIP
2'PVC
OUTLET PIPES
INV=37,5
IE= 37,4
and 37,4
39.25 rim
inv 37.47
inv. 2"
inv 37.35
37.64�
Inv 37.39
...
L_J----
OUTLET
STRUCTURE
EXISTING PERMIT Nos.: DENR DWQ SINS 990341, NHC GP el' 24-99 WALGREENS STORE
SE AL
20007
-5 • 2 L °
OWNER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, PzAa
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
s WILMINGTON, N.C. 28401
PHONE: [phone]
# 6951
Date:
3-P7-03
Scare:
1'= 40'
Drown:
DSH
Checked:
GAW
Propct No:
2466W0-cent
Sheet No:
1
1
Of:
i

V
I
W
0 ,ket street
.w.;yoftmit
Ninth o
((A
of t°n
N
PeoMtree A% _ #1
Lht
SITE ro wigI tswWs
��
Oland. ONw
US R1£ 76Of
Snj°IoM 6Yxi
I
LOCATION MAP
N
z
MOT TO aOA6M
W
I
Group Entertainment
D.B. 1250 Pg. 1219
EXISTING
HYDRANT
OVERALL TO PONDt
SITE DATA
DRAINAGE AREA TO POND - 7.0 acres
TOTAL IMPERVIOUS AREAS -
Buildings - 58.000 of
Parking - 137,000 of
Sidewalks - 22.000 of
Other - 37,650 of
TOTAL IMPERVIOUS - 252.650 of = 5.0 acres
LOT 1 - 5.177 ACRES, LOT 2- 1.444 ACRES, LOT 3 = 0.422 ACRES
TOTAL AREA- 7.043 ACRES.
NOTE: NO 404 WETLANDS ON SITE.
c'
9
Peach tree Avenue
1 7.1e t r
- Public Right of Way _ - b e I I
WV. 37.8 ' 8$ r
I �1
y MAINTENANCE PLAN -
��+'- - 1, All measures to be inspected weekly and after any rainfall NEW LOT 2
CT
r event and needed repairs mode Immediately. SITE DATA:
2. Sediment Basin to be cleaned out when the level of sediment ZONING - City of Wilmington IRSreaches 5.6' below water surface. Riser structure to be cleaned
\ if excess water above design surface no longer drains TRACT SIZE - 62,885 of 1,444 acres
141 \ I properly. AREA OF DISTURBANCE - 2 acres t
t PROPOSED BUILDING - 14,90 of
ft � 3. Sediment to be removed from pond fwebay when it is MINIMUM PARKING REQUIRED - 38spaces
' approximately 25% filled or sediment level Is within 5.25' of MAXIMUM PARKING REQUIRED - 67 spaces
water surface. TOTAL PARKING PROVIDED - 67 spaces
4. All seeded areas shall be fertilized, mulched, and re -seeded HANDICAP PARKING PROVIDED - 3 spaces
4I as necessary, according to specifications provided, to IMPERVIOUS AREAS -
/� maintain a suitable vegetative cover. Building - 14,490 of
/� Parking - 38.700 of
3110 G VEGETATIVE PLAN - Other - 3.500 of
6�• G\w c+ \ 1. Permanent vegetation to be established in accordance with INTERIOR LANDSCAPING REQUIRED - 3.100 of
INTERIOR LANDSCAPING PROVIDED - 3,100 of
I. �• \ "North Carolina Erosion and Sediment Control Planning and HEIGHT OF STRUCTURE - less than 35'
Existing I 9.j Design Manual", Section 6.11, latest version. See next Sheet.
G\W I 0
V. 37.00 42 LU I
• 37,15 =
7.15 N
FS
1
Mark �
F-
W Williams Fabricare, Inc.
z I D.B. 1447 Pg. 805
W
Ld
to I Williams Fabricare, Inc.
PEAK DISCHARGE SUMMARY - p g 1129 pg. 1600 Tract 3
0 10 pre -developed = 26 cfs
W 0 50 pre -developed = 37 cfs
Q 10 post -developed - 26 cfs O WSEL 40.2
Q 50 post -developed 35 cfs O WSEL 40.6 -
Q 100)poat-developed = 41 cta O WSEL 40.7
STATE WATER QUALITY POND CONSIDERATIONS -
'd Surface Area required = 9,450 of
WA »as . ' 'r Surface Area provided 15,094 of
�k Storage Volume required - 20,220 Of
^ 10'vD°Ufl AN PrMll a(Y s_ (C rY,l N t'1 d Storage Volume ume Drowdown Tim =92.5fdays w
N
Storage
' \ Sv ro a
g ■ \ FU'URE ---' 8 Bobby . HareIsOn (�
p.B. 1287 g
■ _
..__. . _.. _. ..... -- - - -- :-;-�I S 83 47Y3"E 100.03
Future (approved) ': Future (approved)
j NEW BUILDING I NEW BUILDING ; Future (approved) li.....' . N
1 +v
■ i NEW BUILDING i g
V
SEE INSET _ _ _ SEE INSET I _ _ _J I j o
UJ
1(4,d I/TTLUU
IBM 40.30
18V. 58.52
/ pry 40.00 wV, 15.67 �JJ 1 WV. Se.72
IL5WV. 3S9' _J
31-16 ' 1
/ � 1
� 1 -
� 1
1
as Rkn 4 ((E)S)
Inv. In [s)
' Mt 4arb ��---_ law. 0.1 lA
' mx An (£) 36.90 24' RCP
' tnx Out (N) J6.00 24' RCP 1
� 1 w
' S 8312'34 E __._.._.
N 83'12 34 W 52. T 1 N V-
S 8371291E 236.07
Future (not approved)
NEW BUILDING
kiwi
Rin 41.01
fUT()RE Inn k (N) J7.61 12' PVC
In m (S) J7W 24' RCP
mx Out (sj J7.41 24' RCP
S 86.35'15" E
151.27 o
Existin
NN 60.W R n 4
1 LO 31 Z^ g
■ „
1
RIM 40.72
. 37.35
<'d M O
o M
I 1
Z
NEW BLOG
LOT 1
Z
( 1
Future
I (not approved) ; LOT 2
(•"ng)
Existing -
o
____- .._.___ _,___ _ 1
40 20 0 40 80 120
SCALE IN FEET.' 1 "= 40'
f 15:19:43 03/27
120.00
M
Notes
1. Surw)el in Apr# 1996 and October 2002.
2. Area conputed by coordinate method.
J. All Distoces are Horizontal
4. For Rehanee see D.B. 946 Pg. 577,
D.B. 956 Pg. 620. D.B. 1711 Pg. 653,
and O.B. 938 Pg. 875
5. All 800OVS ore N.C. Grid NAD 1983
6. All Elewfions we M.SL,
7. This Property is not Located in o Flood
Hazard Area
�o
I
J
S 83.30'20" E
�392 Co/%ge Road South
WALGREENS is o
�• ( w 1 Store# �r
M10 &
6951
o o (&Wst/ng) 3
` I _
W
jj 9 later
I' m.. In (£) 37.54 24' RCP
Inx Out (N) 37-M 24' IMP Existing kWt r
Rkn 47.97 I
•O ' Inx Cut (It) J7.57 24' RCP 4
S 83'12 J4 E 174.77
s
0/e an_der Drive U.S. R t e. 76 1��
- _ - - - 100' Right of Way
IL
N 8143'06 "W 2334.72 I
to N.C. Grid Monument
"Tuesdays'
N.C. Grid Monument
".Shell"
MODIFICATION TO SW8 990341 As -built Information added 3-27-03
3 f
College Oleander Center - Wet detention / retention pond addition
_1
4
Additional Calculation Summary for NCDENR / DWO
ExAnlet �w 42
\
WATER QUALITY CONSIDERATIONS
DRAWDOWN:
-
area calculations: See Project Data Sheet
o U
Average head from storage elevation to orifice -
39.3 - 37.6 / 2 - 0.9' �`$ b
-
Col: 0�
\
TOTAL
TOTAL IMPERVIOUS = 5.8 acres
TOTAL AREA DRAINING TO POND = 7.0 acres
21 PVC droin to draw -down pond:
rb p\
G
7.0 acres total - 5.8 acres impervious - 1.2 acre green area
Orifice equation: 0 = CA(29h)-1/2
41
9
SA REQUIRED: 5.8 X 0.95 + 1.2 x 0.20 / 7.0 = 0.82, or 85
Q = 0.6(.022)(64.4 X 0.9)-1/2
= 0.094 cfs
+
, F+ n�
G� t;
\
�r
01
Al 7.5' depth, 9OX TSS removal, from chart - SA/DA factor - 3.1
T = 215,350 sec. = 2.5 dogs
Exlnv
7.0 x 0.01 x 3.1 9.450 of SA REQUIRED
38.41
i
At Elov. - 37.6 15,094 of SA PROVIDED
5
VOLUME REQUIRED: R-[(P)(Pj)(Rv)/12)(A)
FOREBAY REQUIREMENTS -
4/
SEE PAGES Al and A.2, "Controlling Urban Runoff:
Approximate capacity - 13450 X 0.4 X 7=
37,500 X 20%
A Practical Manual for Planning and Designing Urban BMPs"
= 7,500 of
a
(P)= 1"
Provided capacity 7.585 of, ese previous
approval o P\P
(Pj)= 0.9
ma
(Rv)- 0.05 + 0.9(5.8/7.0) = 0.796
,ODyn a
`
W
I G\ o
$
R- [(1)(0.796)/12](7.0) = 0.464 acre-feet
Existing $
= 20,220 of REQUIRED STORAGE
~`o Ex.inv.
e
x
At Elov. 39.3 30.395 of PROVIDED STORAGE
. 37.11 + 1
't 7 G\`W
is
Valve 15"METAL
Inv. 36.65 INV. 37.00
42
Peach tree
A venue
Ex.15"rcp a 154METa
m � m INV. 37.15
15"RCP
_ - _37.16
Public Right of Way
IN Rim 4o.32
30� g4 _
- - IINV. 37.52; Y - -
INV. 37.63 e
�� �e>•��tr•� �����������������fr•�����������������elo�� Ex.Concrete Walk
1�4.1p9�
e1WIc1�t G 42'JS Williams Fabricare, Inc.
S 83.08'48"£ 312.55 5'SIDEWALK 7 et Emergency Spillwayi 76 EIP I .11� D.B. 1447 Pg. 805
40 41 G 3 sTAR,
GtatE
� aVEe - R rL 4a 42e2
35 31
RIM 39.75
INV. 5182
INV. 34.76.,
■
01
■
■
■
■
■ 'N
X
■ W
cl
CL
INSET
SCALE: 1 "= 30'
STATE STORAGE VOLUME
N 4
Existing
- 30,395 CF
Q EL- 39.3
A
x_i
EMBANKMENT TDP- 41.7
13
WZ
9
100-YEAR WSEL- 40.7
EXIST,
10-YEAR WSEL- 402
t`n.•
O IS'OIPTOP
X
_-LLL
EXIST. 15'RCP
NORMAL VSEL= 37.6 INVERT OUT- 37.5 Q
Y n
EX.
2-15"DIP STORM
M^1
AA
a I}
a
\
.:.
_
EMBANKMENT STRUCTURE
Mrs
AS -BUILT SUMMARY (10-02):
ITEM
AS -BUILT
1.
Impervious area (bldgs., etc.)
5.8 acres
2.
Normal pool surface area
15,094 sf
3.
Normal pool Surface Elevation
37.6 MSL
Actual pool Surface Elevation
32.4 MSL, 10-02
4.
Pond depth (deepest point)
8.9 feet
5.
Bottom elevation (deepest)
28.7 MSL.
6.
Orifice elevation
37.6 MSL
7.
Weir elevation (State storage)
39.3 MSL
8.
State storage volume
30,395 cf
9.
6' shelf
Yes
10.
10'access
Yes
11.
Foreboy
Yes
12.
Outlet elevation
37.5 MSL
13.
Primary Spillway elevation
39.3 MSL
14.
Emergency Spillway elevation
41.0 MSL
15.
Embankment elevation
41.7 MSL
16.
Side slopes (typical)
2.6:1 to 5:1
17.
Orifice size
2" PVC
..................
BOTTOM EL= 28.6
1393 7t AS -BUILT AREAS:
4 7
G EL37= 13,011 of
EL37.6= 15.094 sf
EL38= 17.087 of
EL39= 19,047 sf
w EL39.3= 20.236 sf
G EL40- 22,305 of
I c L59 State storage=
30,395 Of
to
41.58
3 G
°
N
NBobby W, Harrelson
o D.B. 1287 Pg. 1336
U)41.93
G
4L61 41.7e
G
G 42.60 42.74
FUTURE
15-DIP 15'DIP 15•DIP
I
,I
o I `e 4`,
IE-373 IE-37A IE-87A
E� IhI�
PLAN VIEV
inl I^I'-
5X5 BOX
RIM-39.3
5.0
1E-37.6 ,
L J
T
tL
14
N
I'
BOX DETAILS
NTS
£L- 39.3
1 - 15'DIP
VSEL=
OUTLET PIPE
37.6
INV=
IE= 37,5
37.6
2 - 15'DIP
21PVC
OUTLET PIPES
INV=37,5
I£= 37.4
and 37.4
39.25 rim
Inv 37,47
inv. ?1 my 37,35'
r
37.64 3739:;::•.:;�`
.
---
L_----
OUTLET
STRUCTURE
EXISTING PERMIT Nos.: DENR DWQ SW8 990341, NHC GP X 24-99 VALGREENS STORE k 6951
POND AS -BUILT and WATER QUALITY CERTIFICATION PLAN
COLLEGE so OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
SE AL
20007
2 2 -1
OWNER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, P,.}A,
LAND SURVEYORS, ENGINEERS d; LAND PLANNERS
319 WALNUT STREET
>• WILMINGTON, N.C. 28401
PHONE: [phone]
Date:
3-27-03
stoic
1'= 40'
Drawn:
DSH
Checked:
GAW
Project No:
2466V0-cert
Sheet No:
1

v
Sit"'
I!~
W
IM;wx/f7 orof Nk,*V aN
E&vd
ro tWgnesaro
dor Drive
F
LOCATION MAP
w
V)
I W
Nor TO GaAs -
I N
OVERALL TO POND:
■ a
SITE DATA:
EI.100t
k
DRAINAGE AREA TO POND - 7.0 acres
TOTAL IMPERVIOUS AREAS -
,
Buildings - 56,000 sf
Parking - 137,000 sf
Sidewalks - 22,000 sf
Other - 37,650 sf
TOTAL IMPERVIOUS - 252.650 sf = 5.8 acres
3i
LOT i = 5.177 ACRES, LOT 2- 1.444 ACRES, LOT 3 = 0.422 ACRES
TOTAL AREA- 7.043 ACRES.
s'
NOTE: NO 404 WETLANDS ON S1TE.
� Ex.lnv.
37.11
y MAINTENANCE PLAN -
�'� - 1. All measures to be inspected weekly and after any rainfall NEW LOT 2
event and needed repairs made Immediately. SITE DATA:
I 2. Sediment Basin to be cleaned out when the level of sediment il n RB
ZONING -City of Wilmingtot
reaches 5.6' below water surface. Riser structure to be cleaned TRACT SIZE - 62,8sf 1 RB acres
if excess water above design surface no longer drains AREA OF DISTURBANCE 2 acres t
H P properly.
t I PROPOSED BUILDING AREA - 14.490 sf
3. Sediment to be removed from pond foreboy when it is MINIMUM PARKING REQUIRED - 38 spaces
'r4 \ approximately 25X filled or sediment level is within 5.25' of MAXIMUM PARKING REQUIRED - 67 spaces
water surface. TOTAL PARKING PROVIDED - 67 spaces
4. All seeded areas shall be fertilized, mulched, and re -seeded HANDICAP PARKING PROVIDED - 3 spaces
41 as necessary, according to specifications provided, to IMPERVIOUS AREAS -
��� maintain a suitable vegetative cover. Building - 14,490 of
\ ,p Parking - 38,700 sf
o PX1 11 -
�, Ga VEGETA VE PLAN Other - 3,500 sf
INTERIOR LANDSCAPING REQUIRED - 3,100 sf
Permanent vegetation to be established in accordance with INTERIOR LANDSCAPING PROVIDED - 3.100 of
xlsting : I 9 "North Carolina Erosion and Sediment Control Planning and HEIGHT OF STRUCTURE - less than 35'
Design Manual", Section 6.11, latest version. See next Sheet. 7 a\w ^ I 0,,. 9
IET v \
57.00 42 W O�
w
Peach tree A ven u e
� � �
Ex.15'rc15.RCP
WV. 37,15
5v. 17A6
N I \
Mv. 37.1e
Public Right of Way
1
i- I
_
_ w
I T
_ _-
- - - -
-
tool eBl le!♦ t✓• I� lea I� I� lei et to I� to to e� to tool I� to w e� I�
a� w� I� lea to t✓• I� lei a�
Ek.Ccncrete Walk
V'
K
v
S 83V848E J1255 259.50
Errergency Spillway
H
40
+f
_ I
LJ
U) t Williams Fabricare, Inc.
Q 50) post -developed - 35 cfs O WSEL m 40.
I� Q 100)poat-developed 41 cfs O WSEL '• 40.7 l
a $St STATE WATER QUALITY POND CONSIDERATIONS -
I b Surface Area required = 9,450 sf
z RIM 39.70 Jb Surface Area provided - 15,094 of
Storage Volume required 20,220 of
10' AWCUTAN Ponn a cr, (c rr, Storage Volume provided 30,395 cf
Storage Volume Drowdown Time = 2.5 days
Ig \ FUTURE g Bobb W Harels0n O
Y 1339 I^�I
Z p
I a� ..., �.,_ in� D.B. 1287 9•
-- -- _ _.- ..-- _--_ _.� _r.:. . ,. _ _ .i•} 5 83'47'1J"E 100.03 V 1
I1 Future (approved) j I Future (approved) ; I
j NEW BUILDING i 1 NEW BUILDING Future (approved) i w. N
I i 1 NEW BUILDING
g
C�
V
! SEE INSET SEE INSET- J II a S
.. __ ._ ----------- __.__.
=� T,
a
■ I
RIM 40.30
INV. 3552 //
MMMNMMMMMM��i�aww.ee
36J4
4W
/ R01 a0.00 INV. 35.87 1
WV. 35.57
1
INV.
WV. 3g.72
N
INV. 35.15 1
1vwv.35le
h
1
�� 1
1
1
Group Entertainment
D.B. 1250 Pg. 1219
1 1
1
1 kIef
Rim
_ am_ Mw in. f
1 M
isE5
An5
1 -. In r. 0u1 I'm
like 4090
1 Inv. In (E) 36.90 24' RCP
1 Mv. Oat (N) J6.80 24' RCP 1
1 I W
1 �• 1 �
1 S 83'12.34" E
1 _ N 83'12'34' W 52.50 FT 1
:
- 60.00 FT m 1 n
1' ^< LOB" 3 1 z
N�
Q N 1
RIM 40.72 M O 1
WV. 9.35 0 woo
1
Z ! NEWSLOG
NLOT
1
Z
Future
(not approved)
(exist/no)
Existing
9,
EXISTING
HYDRANT
FH
40 20 0 40 80 120
SCALE IN FEET. 1 "= 40'
hr
I
I
Notes
1. Surveyed in April 1996 and October 2002.
2. Area computed by coordinate method.
J. All Distances am Horizonfol
4, For Reference see D.B. 946 Pg. 577,
D.B. 956 Pg. 620. D.B. 1711 Pg. 653,
and Da 936 Pg. 875
5. All Bearings ore N.C. Grid NAD 1983
6. All Elewtions are M.S.L.
REV. N0. REVISIONS DATE 7• This Property is not Located in a Flood
Hazard Area
e 11509:43 03/27/20113
L
5
S 837129E 2X 07
Future (not approved)
NEW BUILDING LW
I �
Mrot
FUTURE R7m 41.01
nZ M Y, (N)Jr.fh
?56 12' PYC 1
Inv. 24' RCP t
Mx att (w) 37. n.41 24• RCP
S 86.35'15" E
151.27 100.61'
�S 83'30'20° E
❑ -. 1 I
0 Existing
LOT 2 'a
1392 College Road South
WALGREENS a
w ■ \
Store#
i
N 1
6951
O I
o
(eidsting)
/
1
W i1C
UU I
41.J4
M�
M37.54 24" RCP
Mv. Out (N) J7.J4 24" RCP
Existing
II
ra fa�fa�fa fa��fa fi fa ti fa to ti fa�fi
MMf
M sis�
Rm 41.92
M. ad (W) J7.57 24' RCP
t�
MODIFICATION TO SW8 990341 As -built information added 3-27-03
a
39 , 8
College Oleander Center - Wet detention / retention pond addition
L-,
K
Additional Calculation Summary for NCDENR / DWQ :
Ex Inlet�w
42
WATER QUALITY CONSIDERATIONS -
DRAWDOWN:
tc J\
Impervious area calculations: See Project Data Sheet
Average head from storage elevation to orifice -
O CJ
TOTAL IMPERVIOUS = 5.8 acres
39.3 - 37.6 / 2 - 0.9'
TOTAL AREA DRAINING TO POND = 7.0 acres
2' PVC drain to draw -down pond:
7.0 acres total - 5.8 acres impervious = 1.2 acre green area
Orifice equation: Q = CA(29h)" 1/2
SA REQUIRED: 5.8 X 0.95 + 1.2 x 0.20 / 7.0 = 0.82, or 85
Q = 0.6(.022)(64.4 X 0.9)-1/2
At 7.5' depth, 9OX TSS removal, from chart - SA/DA factor = 3.1
= 0.094 cis
7.0 x 0.01 x 3.1 = 9 450 sf SA REQUIRED
T = 215,350 sec. = 2.5 days
Ex Inv
At Elev. - 37.6 = 15,094 of SA PROVIDED
3841
\
VOLUME REQUIRED: R-[(P)(Pj)(Rv)/12](A)
FOREBAY REQUIREMENTS -
to
41
\
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
Approximate capacity = 13450 X 0.4 X
7= 37,500 X 20% C
A Practical Manual for Planning and Designing Urban BMPs"
= 7,500 cf
°
a.
(P)= 1"
Provided capacity 7,585 of, see previous approval
(Pj)= 0.9
o P\P
(Rv)= 0.05 + 0.9(5.8/7.0) = 0.796
J1 IOMa
(A)= 7.0
n I G\`R
R= [(1)(0.796)/12](7.0) = 0.464 acre-feet
= 20,REQUIRED
EXIStin g
of STORAGE
At Elev. 39.3 = 30,395395 of PROVIDED STORAGE
Ex Inv.
o 3711
54
// G\W
x
Valve
15^METAL
Inv. 38.65 %
INV. 37.00
Peach tree
A venue
ails m1rcp a
� � �
TAL
INV. 37.15
INV.154M37.1
-
Public Right of Way
_ _ -
15"RCP
IN RIM 4032 1 $ r
64 1
_ -
- -
- jNV. 37 52
5 1
r - -
INV. 37,63
ar
�MMM��������������r•��Ns���������������������
Ex.Concrefe Walk
4�39
RiMC 4a
42.33
Williams Fabricare, Inc.
o S 8308'48 31255 5'SIDEWALK 7 417 Emergency Spillwo R7 1 c y 75 EIPD.B. 1447 Pg. 805
Is
40
38.29
-1 T . 39 J9 . G- 3B. OVER 4 ER FL W'fE 42b2
To
1
AS -BUILT AREAS:
RIP
7.
37. 7
9.
366a O 4171
G� G
7= 13,0111 or
3 17 4.
EL ,094
Cof'
V
4.10 V
7
EL38= 17,087 sf
lE 3J.6 RI
74
Rw3 19 0
4
EL39= 19,047 sf
i3.o9
431'
EVE 33 3
V
a 3041 u
��p'�4g
G
k
W
EL39.3- 20,236 sf
gp V
up
CL BUT
29 97
OL BUT POHM
30.13 T
EL40= 22,305 of
is T
6 14
34
R E 34.12
•
J2 EL
1.59
.StQte storage=
F as 7
J
`Ci�>• 1a-------�_
L 7
G
30,395 cf
�J G
G l�
9� h
. 3Bb0 Se.l4 GB7 •• B2 378 ) 4 i k6
RIM 39.75
INV. 34.82 40 g 3 31 E
1124
INV. 34.76. - x9- .__ _.: G.59
41 > - TB s� w 3
\ FU TURF 4131 G 12 N Bobby W. Harrelson
■ \ G 9
■ \ ' . ,-. .:. _ + .. 16 co D.B. 1287 Pg. 1336
■ i Ii 1 I
cc
41-93
■ G
■ --- -- -_ ... .. _. - __ _ . --- .-_. - . 42�_ ._._..__ _ - 2
4
j PORTABLE PUMP TO - _
■ BE USED TO DRAWDOWN I i 4236
! !
C
42a0
■ � ( POND IN EMERGENCY. 1 d 4250 G 4274 G
■ x ■ bi j FUTURE I (FUTURE
■ i I
I i I
INSET
SCALE: 1 "= 30'
STATE STORAGE VOLUME
r4 two
Existing
= 30,395 CIF
ow
Q EL= 39.3
A A
j
X�
WZ
EMBANINENT TOP= 41.7
'
9
100-YEAR WSEL= 40.7
N
EXIST.
19-YEAR WSEL= 402
x 8
O 15'DIP
p X= 9.
W W
EXIST. 15'RCP
NORMAL WSEL= 37.6 INVERT IX1T= 37.5 Q
EX.
2-15"DIP STORM
M
�F
..
.:. ...:::
W
W r+
dK
p
/ \
..
�N\ BOTTOM EL= 28.6
ra\^1
EMBANKMENT STRUCTURE
AS -BUILT SUMMARY (10-02):
ITEM
AS -BUILT
1.
Impervious area (bldgs., etc.)
5.8 acres
2.
Normal pool surface area
15,094 sf
3.
Normal pool Surface Elevation
37.6 MSL
Actual pool Surface Elevation
32.4 MSL, 10-02
4.
Pond depth (deepest point)
8.9 feet
5.
Bottom elevation (deepest)
28.7 MSL
6.
Orifice elevation
37.6 MSL
7.
Weir elevation (State storage)
39.3 MSL
8.
State storage volume
30,395 cf
9.
6' shelf
Yes
10.
10'access
Yes
11.
Foreboy
Yes
12.
Outlet elevation
37.5 MSL
13.
Primary Spillway elevation
39.3 MSL
14.
Emergency Spillway elevation
41.0 MSL
15.
Embankment elevation
41.7 MSL
16.
Side slopes (typical)
2.6:1 to 5:1
17.
Orifice size
2" PVC
ff15-DIP l5•DIP f 15•DIP
I
,I
IE-373 IEw37A IEw37.4
0 I m I 0
E� I,FIF
PLAN VIEW
SXS BOX
RIM•39.3
5.0
L J
IEw37.6 ]
T
I
0.
14
N
Ie
N
BOX DETAILS
NTS
£L= 393 GRATE rOPTTiI
rA=
1 I
I - 15'DIP
WSEL= OUTLET PIPE
37.6 INV= IE= 37,5
37,6 2 - 15'DIP
2 PVC OUTLET PIPES
INV=37.5 IE= 37.4
and 37.4
39.25 rim
inv 37.47
in v. 2" Inv 37.35
37.64� v J7.39
L_J ---
OUTLET STRUCTURE
EXISTING PERMIT Nos.: DENR DWQ SW8 990341, NHC GP if 24-99 WALGREENS STORE # 6951
POND AS -BUILT and WATER QUALITY CERTIFICATION PLAN Dote:
COLLEGE so OLEANDER CENTER 3-27-03
Scde:
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP 1'= 40'
NEW HANOVER COUNTY NORTH CAROI INA
SEAL
20007
2-7 4D
OWNER: CAMERON COMPANY LLC
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICESs P.A.C9)
LAND SURVEYORS, ENGINEERS dr LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]W2
Drawn:
LISH
Checked:
GA
Project No:
2466W0-tort

68,
Market Str°°t UWj 4' 3' 27' 27' ?' 4'
D'°" c'7° 4'CONC. 18 REVERSE CROWN 4I CONC,
a: of Ieink"ton to PARKING (TYPICAL) SII)EWAL
Paodlvee AM SIDEWALK SPACE L /
SITE I CTYPICAU �% 2'ASPHALT
To IWlghtsMle F R
jBOOGh \2.5 GRASSED
Oleander Drive t=-D TYPE 'A' I 6'ABC BASE COURSE STRIP (TYP)
StiPJard B1wx Of CURB NOT£# Both sides are typically symmetrical.
LOCATION MAP Z TYPICAL MIN. PARKING BAY 'SECTION
MOT To SCALE W NOT TO SCALE
Ld Ex
x-
Dc15"rap °'
enue Mv.J163\-
NG
Peachtree A
v xx
VALY£ SLEEVE
VALVWE
Exist. NL
Public Right of Way
Ran �ta,a
6--j'TARY SERVICE- - AYR
Inv(N) J7..O
/nx(W)\7./
EX.41. 3+'
0EWO A AS
+EX.41.3 Per Pion,
e� e� e� e� � e�
. r.. rw e� e� e� e� eve�� e� w e� e� e� e� e� e� e� e� e�
inlet
Ain 41.1f ��
mild w-Itlre�
Valor Rion 42. /9
Existing
Inv.(I�� Je44
+4L5 S 8308'48"E JIZ55 59.50
C 41.5+
+40.7 +4d.7 40.7+
+41.5
Inu(EJI 3957D
+
Y'M me-en� sill C
- - o
- -40
9
'R I a
Y40.5
41
0 c
IE OUT J7.50
40.5+
+
+ 10'bEG,.ATED
SHELF (CITY) a 10. 1 FROM 3l5 TO 385
/ �:7
�.. - . .. _. ._ --- ...
+ 0;.
40 3+ g
15.00 24.00
0
a
n -
d Y
ay +40. 3+
Rw I R
"y +
v o
OO M
,W
N
- . -
Light
NOTE WELL.
CONTRACTOR IS
RESPONSIBLE FOR
EXTENDING WATER
SERVICES FROM MASTER
is
METER TO WITHIN
5' OF BUILDING.
EllP
0
U
Group Entertainment
D.B. 1250 Pg. 1219
m
W
EXISTING
HYDRANT
TTOM�EL=30.0 0-75'
\\ SEE INSET
y MAINTENANCE PLAN -
e
1. All measures to be Inspected weekly and after any rainfall
event and needed repairs made Immediately.
U
2. Sediment Basin to be cleaned out when the level of sediment
\� Jo reaches 5.6' below water surface. Riser structure to be cleaned
If excess water above design surface no longer drains
ftr I properly.
x nv. /
gy,4t / 3. Sediment to be removed from pond forebay when it is
\ approximately 25% filled or sediment level Is within 5.25' of
water surface.
,p 4. Sediment to be removed from behind the any Silt Fence and
PAP G6\ inlet protection devices when it becomes 0.5 deep. Fencing
�' �/ and Inlet protection to be repaired as needed to maintain a
a c\w $ 9 r / \ barrier.
!►�
\/ �!r 5. All seeded areas shall be fertilized, mulched, and re -seeded
aXw o�,. as necessary, according to specifications provided, to
J4 Existing /yO �/ \ maintain a suitable vegetative cover.
Va or \
1
37. \
37.1 \
,Ill = dQFO 0.Y.e _ - - _ -
i
IE OUT 37.25 I
�S
SF
lWilliams Fabrlcare, Inc.
I s D.B. 1441 Pg. 805
1 W
in
4 6' 1•£GETATED SHELF (STATE) ®6:1 FROM - -� TO J .5 I 0 W
- m W
M
En
10'VEGETATED SHELF (CITY) a 10 : F`OM 375 TO 38.5 \ d
Willloms F ""
U B. 1129 PSI• 1600
NEW LOT 2
SITE DATA
ZONING - City of Wilmington RB
TRACT SIZE - 62,885 of - 1.444 acres
AREA OF DISTURBANCE - 2 acres d:
PROPOSED BUILDING AREA - 14,490 of
MINIMUM PARKING REQUIRED - 38 spocea
MAXIMUM PARKING REQUIRED - 67 spaces
TOTAL PARKING PROVIDED - 67 spaces
HANDICAP PARKING PROVIDED - 3 spaces
IMPERVIOUS AREAS -
Building - 14,490 of
Parking - 38.700 of
Other - 3,5GO of
INTERIOR LANDSCAPING REQUIRED - 3,100 sf
INTERIOR LANDSCAPING PROVIDED - 3,100 of
HEIGHT OF STRUCTURE - less than 35'
-T
R\W
MONUMENT
R\W
MONUMENT
IS
u Zte
PEAK DISCHARGE SUMMARY
Q(((10) pre -developed 27.5 cis /.
Q(503) Dre-dental - 3&3 of* \
Q 10 peat- lit ad - 26.3 cfe O WSEL - 40.2 c Ex.lnlet �w
Q 50 post -developed - 35.0 cfe O WSEL - 40.6 _ ALL SLOPES 1 J4.
q(100)poet-developed 41.1 cis O WSEL - 40.7 3d MAXIMUM L \ U G
STATE WATER QUALITY POND CONSIDERATIONS - . \e�b a� %
6'min. 12'min. SEE PLAN d
Surface Area required - 9,450 eF F -P. LV
Surface Am provided - 73,450 a< + .G� \
Storage Volume required - 20.220 cf Forebay volume
Storage Volume provided - 29,300 cf POND 20% of required
Storage Volume Dmwdown Time - 2.5 days - L - - storage, typical w 38 41 •
ATIONS W 1
SEDIMENTATION POND CONSIDER -
Storage required - 7.0 X IBM - 12.600 cf ow0 q•min OP o
PIPE
o,
Storage provided - 23,350 cf '
'o
xo
OUTLET
c
a
FOREBAY CALCULATION: ape
�-
OUTLET
a°
Approximate Forebay Volume - 7.SW of y\
Armor ns necessary
nlnlnun 1' Stone
PROTECTION
P\P
20% Volume of Storage = 37.500 X .2 - 7,500 cf �:
AS ON PLANS
J
rc
FOREBAYSECTION DETAIL
C`
NOTE. NO 404 WETLANDS ON SITE
TYPICAL AT STORM OUMALL TO POND
G\W
NOT TO SCALE
c Ex -Inv-
Ica
=
Z
DETAILS SHORN ARE TYPICAL OF INSTALLATIONS REWIRED BY THE CITY OF WXJAINOTT
37, 11
3
THIS SNEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS,'BLT
THIS SHEET SHOW ALL
��1h4
s
G\W /
RATHER SERVES AS A WIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO Al
CITY AND STATE CODES AND CONSTRUCTION STANDARDS.
_
_ Volvl
Ex.15"rcp a
INC
Peachtree
Avenue
- Inv 38.65 -
VALI£ h SLEEVE
VALVE Exfst. wL
H
Public Right
9
Of Way
y
Ex. let
40.30
to
- _"
_ _
_
_ _ _ _Rim
6"SANITARY SERVICE
SS
MH In W) 37.44
Ica
X. 41.3+ ao CLEAMOUTS AS NECESSARY +EX.41.3
Par Plans
-►
I
-B=
m e�
SE SE SE SE SE
Ira mm me�a�a1
SE seems
EE IMmsear
Manhole with-
EMERGENCY
Valve Rim 42.T9
EXISTING
SPILLWAY EL 4a7
M'- So. Depth- as'
)p
+41.5
S 8308'48"E 312.55
5'SIDEWALK 4t5+
+40.7 +ao.7 40.7+
42.0 +
N
414039----
55TREET YARD Emergency Spillway
---
ul
'r
41
0 't
--
,-
--
-
-
- - -
if OUT- 37.50
r
10'VEGETAED SHELF (CITY) ® 10:1 FROM 37.5 TO 38,5
40.5+
_
38
414039 � + +a0.5 lao.7 \ WSEL=3750 NEW SAA=13450 sf
41.3+ +42.0 3 +41.0 0 37
F-36-RCP 1D'MEHICULAR POND Access (CITY) +40.8 41 s+ + I N I O zo 3536 w 3635
t - - - - - - - - -83433 Existing
o LOSE TEN SPACES a DOCKS; 12X 5 o Tv Bobby W. arrelson N 24.00 I > 32 a + o Y W Hareison
e a L+ o Bobby w o o a
FUTURE 9.00 D.B. 1287 g. 1336 P 1339 a m 31 5
+ I a B. 128% 9 40.3+ n'-' m 30 BOTTOM EL=30.0 D=7.5'
o n <t 5+ !i LI
p. +++ ❑ I I o
H escros.! SILT FENCING MRY I ,,
L'jdary BE NECESSARY tJI .W I 205 LF
2.0+ - CO(Ty - a-5 ALONG PL DURI G N 15.00
r 42.0 ry^�
az.a+ OND EXPAN51 �' u
- + 5' COt1C. SIDEWALK CO TYP EIP II
S 8347'13"E 100.03 -I
5 O 15!00 6' VEGETATED SHELF (STATE) t9 6:1 FROM 375 TO 365 Existing
to
+ o 100.p0 15 1 100.100 I SCREENED aria 8
--- � � i OIIA/PS1ER PAD per•
F° I11
p 1 I 15' 80.00 I 3
o WILDING 2 o U/LD/NG 31 +, 3+
LJ O I FUTURE I FUTURE O
m111nnn W T
w --I Q o BUILD/NO 4 a v 1�p
18.00
q II�IL
STA 2+00 ,�
`e +
IP 4,s
96LF-36"R
+
:RATE=40.1 STORM SEA
_ +403
8 TEE 8 WL
,
N a
O Y
N O
IRS
I\ I I Minimum EL 42.3, see notes I I o sa + - - - - - -- --ao.s+- - - - - N 66 LF
p m 40 1- 70'VEHICULAR POND ACCESS (CITY) N
SEE INSET I SEE (INSET FUTURE < ern y o FUTURE DOCKS, 12X 45 +
-- i - - _ --7Minimum�Z J42.3 M� Move Island I � G o8 � s, � A � a1.5+
a existing sD I=_ $ 40.5 n c + o 9.00 4L5+ ag
YATa1 S 837129 E 236.07 cfri 8 6 O .,, +41.0 'r S
12'AWING, TYPICAL o Essrdc ACCESS EIP � + a � � � Landscaped
zi'$ � o ao. + ' New onstrOction
40.3+ 41 'o'�G' Tq TIED SHELF (CITY) ®70: 1 FROM 37.5 TO 38.5 \
40 3
sE C 1 I
tip S v n _ 41.3+
a +42.0
I " 40.8+ 41.5+
Z I �0 F-36 RCP 0 +
0
IC. SIDEWALK- 4 _ +-+a2. a2. a ff .8 1.8 42.3 oo( ) NEW 8'SAN.SERVICE �Aff 50 w +41.0 STA 1+00 CO�TYf4� 4 .5 Island
s at 4 .s GO (3 , InxM� Meg Ot +40.5
qq n I •? Tv,
iO F YD `a o l 125.00 2 Story 3m 42.5 IMv.(S Jae3 Q- + -
`� '° A e I + 4 . rN TIE NEW CURB U 40.6+ +
+ o propos (not approved) 119 a INTO EXISTING 41.5+ r ; C (X
4 +40.8 4 g r F g ❑ 1 + O i{ Y. P t&oG AT NEW INLET N •O a�1� I STATE STORAGE PORTABLE POMP TO
_sahml P,.4m9 5 > I I O EL=39.2
40-5+ TO BE REMOVEDa 178LF-30"RCP a u+i -< ' v FUTURE I tp 24.ao g I w
Existing Proposed oo + I NEW BU/LD/NG 5 N NEW CURB INLET 1�f'� a �Z� = 29,300 cf I
9 P I J 01 111..11 I I I I PONDBE INEMERGENCY. TO �0
GRATE=40.3 N LANDSAPED ISLANDS TYPICAL + / I RIM 36 I C <ui I N % - -m •- I
- - - - - -. d o / B G ,nl (tj ~ m = e n -CONNECT " OO I J _ ODa� ,
/ Minimum EL 42 8, se otes ;
N� ry N ,, n 41.8 a CE -+92.1 f / V 42 5.EX.S OLEF
T /� /�
41.4+ + �+ �41.3 41 Y/ + +4L5 41.7 + + 41.7 41.7 + 4 - + q -' SOW •" W �� L%/� / UILDINO 3
TH JM 1 ,x N i ! �*O eyC Ale
"a �,. ,.,. 4� ."L,,. a e` 24.00 a o + . 1 Q' +42 0- o >v c N • 1
+42 + / Q m L+� b• a ark U I FUTURE I FUTURE
EXISTING
tk
24.00 VED
35 00 V' l l 4t.s TLOY)N�TRACTDDR To I $ j
-224. i 1 11 250 sf CGOROINATE WITH Pf P INSET
:xisting N� o FUTURE 41.7+ APPROPmATE A� ` T3 SCACEc 1 = 0'
l I 21 Spaces total 42.2+ 1
WOtb cal IE=36.9 1 +41.8 R� 5o a a
STA < IP +41.8 41.8+ 1.4 / FUTURE DRIVE ER N000T u
_ E%ISTNG B"WL 41.7 _ 41.6 _ 40.9+
�16+00 •? I 1474 CLV 157LF 24"RCP --_ 41.6+ 3g.� g. It SEE NEXT SHEET
36 sou a 41.7 4.2 ❑ +41.e - + + * FOR ADDITIONAL
+ +at 9 a, s+ + + +at-s CLV 6A L - 5" E a1s+ 25' ACCESS a.o+ GRATE- 41 a ao.5+ '`.? �Im OUTLET STRUCTURE STATE STORAGE VOLUME '
NOT A C STIR
OUS77Na
2-15 DIP
6oLF O a2T
OUT=37.25
OUT=37.25
Williams Fabricare, Inc.
D.B. 1447 Pg. 805
3
,t^V
N
0
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u)
Bobby W. Harrelson
D.B. 1287 Pg. 1336
EIP
? •� G TE-41.0 S 86 35 1 a.3+ 100.61 �TI(�CE ., .. AND EROSION CONTROL = 29,300 CF
' a 92LF- 24"RCP +41.2 EASEMENT IE=37.3 I > Existing +at.z S 83'30'20" E •a 2.71tERM0- m ry DETAILS, V:� 9 e EL= 39,2
° O 41.2+ 151.27 at s+ - •- - - - - 3: PLASTIC �w DESIGNER'S CERTIFICATION -
Existing CE +a.7 at. w n n EMBANKMENT TOP=: 41,5 (SETTLED)
+40.6 Existing IP IE=37.1 .o+ 24'PVMT.FF Ip © at t+ z STOP BAR .. 11 xZ _. -
tY rt.3 a1.6 Nee, T>anslermer +43.0 a2. + v+i, (TYPICAL) � = w"+ 'I hereby certify that this plan has been prepared In accordance'
ll 41.5+ U R-2W R-25' y y
s: ,o TIE NEW CURB o 0 100-YEAR WSEL 40J EMERGENCY SPILLWAY EL = 40.7
-a + a; a 5 a .1 0 INTO EXISTING w w p°�NG STURM - with the latest Wilmington Standards and Specifications for
rD 00 PTO osed H +a1.2 I R-25, '^ + .y ,.., SEVER CR09aNa 10-YEAR WSE`= 40.2 Stornwater Management and Chapter 20 of the Code of Ordinanances
H P �' W 450sf E<Inlet AT EXINLET f, AorouA� aEASANr EXIST.
'n t o a 41.3+-Box--
+of the City of n.'
a: I Ran 3Re0 REMOVE EXISTING $40 O 15'DIP y
Ri1 x 42.0 NEW IE- J31 T
_ ® 41.5+ 41.5 CURBING X X
a 'i.._ +42.2+ .2 +42.3 3 N(^yl 41.5+ R- 5 +42.3 R-S' R-5' 41. + v.(E) •TaaS W w-Ac=�L�i' F--�
o :r a'-_0 S 831V3e E _
" N 8312'34 W 52.50 FT , 70. 00 13 ` ,431 a2.o+ v 1 j? ALL DIRECTIONAL EXIST. 15'RCP NORMAL \; SEC= 37.5 INVERT OUT= 37.5 Q Signntur
w w m O 3^I DRIVE-THRU 19,079 Sf Q ARROWS AND OhtER
z 80.00 FT O Printed Name and Tltle� David S. Hollis, PE, PLS
o a NEW BLDG 6 5 4 N a PVMT.MARKINGS e pry+lwrw`. .�y/'[ [ _
y K `CD I N_ o w z +42.7 42.7+ a N ^• w �'.' 2 •'10w"? Q /�--�
+ a y"2 '- I R-3• 41.9+ k� TO NCDOT SIDS n NORTH C".''1i?i;(4:i�:i:N4YtifTTA� Date1 L% ' l.�J' O'
i; w I o • O prpppg@d �41e U Z' s 83'1734' E 138.00 + I I W OP EX. 2-15"DIP STORM ro" 1�"."...r_:...,.3..C..:'..". ,,:."..r::�`.:;:
ern m
m
a
O t0 c`yiI F..
n I z (not approved) �°' N IQ-,; - N 83'12'34" W �200�sf 4ts+_ 180at OgL7 FENGNG MAY 60LF 2 0.22 ;,I %.1 10'VEGETATED C�1'131JN;:;�F:;1fhlT;ci1:....Jh}iFT'i: Registration Number PE s 20007
® I N 8312'34"W I::: Tract Line ' n 1+( ,n ~ BE NECESSARY j CITY SHELF `""" """
174.53 xi In eve r E st S e o
� To be
W h ern ::: m d $ v g a $F ALONG COLLEGE � � a 10,1 FROM /' :. //
a:ri:;:-i;!I::'i
35.66 I ., cFi.�....-..........: r '
tip - - - - - EIP To W re/oceted h .. a e - D.B. 956 P 620 + ROAD FRONTAGE w C Date:.'...':.::.:..._ ...............................:
2 k''' E $ 9• and Water SerVIC6S EL=37.5 TO 38.5 / - WNER'S / DEVELOPER'S CERTIFICATION(
2 Story FUTURE o v I o U to pp s::;. ;.,::: t
U I- O ;O d BeAS°u �V i a SO r ....�}'Ux'w... .. i
Minimum EL= 43.0 W I " e WALGREENS «� Mad Fay 6'VEGETATEII Stgtmwate.,P ..... I / We hereby certify that any clenrin 3, grading, construction
Existing I o 8 N ap SSAM ................................
Landon I + O e x� S 14, 490 sf 27 E pin 40, 4 STATE SHELF or development, or all of these, will be done pursuant to this
William c of �i'c BOTTOM EL= 30.0 Q
z
1172 M W idO 60 E 6 1N.0 5- Inv. 37.74 rn e &I \ plan and that the applicable Stornwater Management conditions and
$ DB 1638 Pg I a n I v �. o a 1\ v 1 E pONER a =" EL=37.5 TO W.5 MAY BE DVEREXCAVATED requirements of the City f Wllmington, the State of North
m� .5 Ir67 Spaces total eW �' d PaLE (LfGH>) •q m_ \ \ FOR SEDIMENT STORAGE. Carolina, and the Feder overnment and Its agencies are hereby
29.00 t&00 0 24"Pecan 1 p 3 ' x I W O� n- U h �a o tbi made part of this pt
2 o Nominal FF= 43.0 . """ NG a'�y PLANNED EROSION AND SEDIMENT CONTROL PRACTICES - \
1 N 24 400 sf I ") - 1 �� �B 21' Exsn I E
I ► . C, liege Road South o + a I Y ' a cE 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE EMBANKMENT SECTION Slgn°tore'
n 32 S aces total K .++ O o O tl m Practice 6.06
a,.7+ w°j I ah p I N I Z Store/( ZONED: RB in ' ° O O �_ p P NOT TO SCALE Printed inane and Title! William H. Cameron, GenervF Perl4er Mae N
a1.4 + 41.4+ . „ „ + m 2a"Pecan I ql ^ ,,, I '- u7 I 7T �i �I' iT O a Shall be klstdled at the entrmaes of the ro osed _ Cameron Company L�Itp LL•
n I.' from th exlHin parkin arena Drains a
+ + `� m I 6951 I ^ o w Is from the road and sedimentation will be controlled
'
0 27.00 Date!
S 894235"W + e with downstream ractices. Duran wet weather it mo be
CO H n H ± a Z gp Q 43,806 sf a o a y
e N I ^ I N C necessary to wash truck time at this location. SB S. SEDIMENT BASIN
e e c + a I 00 Q 42.2 ty P 9 Y --_.
®IY+42.7 10' Cont. sidewalk 42.7+ 175sf R-5' 3 i Q U a Practice 6.61
d a< 2. LAND GRADING6.02
7 ^ n I U4212 r '~• Praatlae 8.02 The Sediment BmIn la to be expanded Ant (seeC W �: ci n O > F Construction Schedule) and is the primary Practice to prevent VEGETATIVE PLANIP I ^1v O O N 7 Grading should be limited to arena as shown on the Plana sediment from leaving the site. Detailed design and spillway
C 2 Ct G m E h b" ti 18,00 3 ( •v' F Cut and flN d shell ba 3:1 m flatter exeept whero configurations are specified In the detals as shown on this
_ Oi a oPea 1. Permanent vegetation to be established in accordance with
N O +., J O , W rc a I ■ OT A R 5 kv POItER m epeclflCally Indicated Care spoil be taken during land Plan and the Nomativa The PVC outlet h to be blocked during
c m O W m R-5' ` ` O ro z grading aeUNties not to damage exlatbg trace that are sedimentation function (m not installed) until entire "North Carolina Erosion and Sediment Control Planning and
+ cl •x SIGN I 41.6+ pp o1a^ hoLE not required to be removed, watershed Is permanently stabilized and pond In converted to Design Manual", Section 6.11, late as next Sheet.
W LOCATION J ll 1 62 885 Sf 42.0+ 33 O R-5' a �" permanent a Contractor
management dto n eta /retention rR
�5 Thermoplastic double r I w 3. SEDIMENT FENCE purslane. The Contractor may choose to Install the antion U r
3 E low centedlne N 146's/ght SF f
c O I R-5' yellow R-S 1. 444 acres 9.00 " trianglB h Practice 6.62 during sedknentation function, ONLY If he screens the and t; O I t
A
and protects the inlet wIN /57 atone See detail next SilentV1 MER Sediment fencing should be Installed as shown on the Plan,
8 42.8 0 �00'c� LI(Yn) to delineate and protect low areas. and around any OCT 't 9I` t�r')N' +433 + + 42.1+ 4 2 + + e l t0 qu re �t % l� + !P- geasouth temporary atockpee areas as necessary to prevent any groded 1 d t ,
+ + v 270sf yallaM Interim areas from eroding onto od)acmt lands or roadway, or i
aria 1 I� + +az.7 a2.7+ +az.e o- NOTE wIOJ into plats. EXISTING PERMIT Nos.. DENR OWO SW8 990341, NHC GP if 24-99
R-50' p`V x 10' STREET YARD 10'YARD
'+ a2.7 i 4 S aJY2:H pop 1 P\P 8Z.6Z' AS PER NCDOT R-50' Y CURE WA1ER CONTRACTOR IS _ .
DP a2s+ +a2.7TC 5' CONC.SIDEW _ VALVE 1 RESPONSIBLE FOR IP 4. INLET PROTECTION SITE GRADING, EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN Date:
EXTENDING WATER Practice 6.52
+42-3 EX. 41.5+ B SE'ItERLINE- -z SERVICES FROM MASTER COLLEGL�7-OLEANDER CENTER 3-19-
M/et REMOVE EXISTING 42.0+ WW REMOVE EXISTING Mlat +42.2 p\p EIP 6'WAZERLINE S 8372 J4� 774. 77 th METER TO WITHIN Stone sewer Inlet barriers of block and gravel inlet
Inlet EXIST.CITY �, RI^' 4208 REPLACE CURBING Ss MH 2 TMERMo- CURBING Ri" 42.91 TAKEN FROM PLANS POOR UGHO) ME
r(, Rim 42of IN.(pl 4a.24 Rim 4238 PLASTIC I MR Ja.el POLE ( PON Manhde 5' CIF BUILDING. protection are to be constructed to help prevent sediment pan �OIe
BYISouth STD.DRIVE, i Mx( San STOP BAR S 8372'34"E FlT EXIsr.INLET entering the storm sewer system. After permanent stabilization LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP 1'= 40'
r"s •Tg'o•'` lknhaa SEE DETAIL '""(s 'O'er Mr(E Ja.ee (TYPICAL) 182.66 rL 5'wide of buffer screening aloe both REMOVE EXISTING of the satin contributing watarehad area, the storm sewer
Ad)rst Ran WITH NEW GRATE TOP A 9 9 ND system b to be gushed to remove accumulated sediment and NEW HANOVER COUNTY NORTH CAROLINA
ADJUST EXISTING UTILITIES RIMS AS NECESSARY GRATE- 42.0 frontages to City standards. All landscaping OLD SIDEWALK Jj ensure design flown Drown.
• to City standards. AS NECESSARY
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STOOP ((TirICAL)
SEE auIlM1G PLANS
CAD
10STREET YARD 120.00
40 20 0 40 80 120 LOT 1 = 5.177 ACRES, LOT 2= 1.444 ACRES, LOT 3 = 0.422 ACRES _ Oleander Dr ve _
ij 5. CONSTRUCTION ROAD STABIUZA71ON
TOTAL AREA= 7.043 ACRES. - - _ - - _ o �1. Practice B.&O 4xpumphee
�� Upon reaching find grade and after utilities have been ,�v� ,L�\{ CAROL" �4
SCALE IN FEET. 1 "= 40' Notes 100 Right of Way I Sj Installed,
staA9 , parking areas are tope stablized by ; • Q E .........
•' •••�
a T lotto sub -base course of approved 6" ABC store, as shown In es � ✓" 4,SS10 e•
the typical cross-section detail on the Plan, to reduce = , QO 9
6
ADDED BUILDING 2,3, and 4 DIMENSIONS AS PER DENR DWQ
10-08-01
5
MAJOR REVISION ADDING 1.3 ACRES AND POND EXPANSION
8-03-01
4
REMOVED SILT FENCE EXCEPT BEHIND BUILDING 1 AND 4
8-04-99
3
REVISED POND CLEANOUT DEPTH FROM 5' TO 5.6' AS PER DENR / DWO
6-17-99
2
2" MASTER METER INSTEAD OF INDIVIDUAL WATER METERS
5-17-99
1
REVISED TO ADD TEMPORARY CHECK DAM IN KERR R/W AS PER NHC
4-27-99
REV. NO. REVISIONS DATE
1. Surveyed h April 1996 and July 2001. eroalon and dust during the remainder of building construction. L
2 Area corn; -•led by coordinate method. 7
J. Alf D/stmc^- ore Horizontal
4. For Refwa,+ce see D.B. 946 Pa. 577,
D.B. 956 Pg. 620. D.B. 1711 Pg. 653,
and D.B. 9,18 Pg. 875
5. All Bearings are N.C. Grid NAD 1983
6. All E/ewtkns are All
7. This Property is not Located In a Flood
Hazard Area
THIS PLAN TO BE UTILIZED AND
RENEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE;
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
N 8143 06"W 2334.72 I
to N.C.Grid Monument r
N.C. Grid Monument * NOTE WELL'
Shell" ANY AREAS ON -SITE WITHOUT ACTMTY IN A 15 DAY PERIOD
SHALL BE TEMPORARILY STABIUZED AS PER THE SPECIFICATIG:'
ANY SLOPES TO BE STABIUZED AFTER 15 DAYS. '
Checked:
GA k/
Project No:
2466 WQ-1
20007
o \�r HANOVER DESIGN SERVICES, P.A. �e°`3
0 A LAND SURHFYD ,% ENGINEERS & LAND PLANNERS
Ile 41i '••• 319 WALNUT STREET y' 6
WILMONCTON, N.C. 28401
G©-, `Q PHONE: (91q) 343-8002 Of.
SEAL
i
d.
.. ... .: a .. .. , . •:

Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain If
It is possible.
3. Locate parking areas on naturally flat areas If they are available. Keep
grades sufflclmt for drainage but generally not more than 2 to 3X
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bans or turnouts (References: Runoff Control Measures).
5. Keep cuts and fine at 2:1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-Inch course of "ABC* crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or g atextile fabric cloth before placing the crushed atone
(Practice 6.81, Subsurface Drain).
B. Vegetate all roadside ditches, win. fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roods and parking areas periodically for condition of
surface. Topdrma with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains
Maintain all vegetation In a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately.
DE
Temporary Gravel Construction Entrance/Exit
Specification if 6.06 - Construction Spaciflcatione
1. Clear the entrance and exit area of all wgetoiton, roots and other
objectionable material and properly grade It.
2. Place the growl to the specific grade and dimensions shown an the plans and
smooth It.
3. Provide drainage to carry water to a sediment trap or other suitable outlet
4. Use gmtextfle fabrics because they Improve stability of the foundation In
locations subject to $$$page or high water table.
Maintenance
Maintain the grovel pad In a condition to prevent mud or sediment from leaving
the construction site. This may require periodic tuna ing with 2-Inch atone.
After each rainfall. Inspect any structure used to trap sediment and clean it
Out as necessary. Immediately remove all objectionable materials apfiled,
washed, or tracked onto public roadways.
Temporary Seeding
Specification # 6.10 - Specifications
Complete grading before preparing seedbeds and Install all necessary erosion
control practices. such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and Increase the erosion hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 inches
using a ripper, harrow, w chisel plow.
Seedbed Preparation
Good seedbed preparation is ementid to succeasrul plant establishment. A good
seedbed is well -pulverized, loose and uniform. Where hydromirding methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Liming - Apply lime according to son test recommendations. If the pH (ocidity)
of the soil Is not known, on application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tans/acres on
fine -textured soils Is usually sufficient. Apply limestone uniformly and
Incorporate Into the top 4-6 Inches of soil. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on soil tests. Whin these are not possible,
apply a 10-10-10 grade fertilizer at 700-1,000 lb,/okra: Bath fertilizer and
lime should be Incorporated Into the top 4-6 Inches of soil. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted In a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen It
just prim to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
Select on appropriate species or species mixture from Table 6.10o, for seeding
In late winter and early spring, Table 6.10b far summer, and Table 6.10c far
fall.
Seeding
Evenly apply seed using a cyclone seedo (broadcast), drill, wltipacker ander,
or hydrosesder. Use seeding rat" given in Table 6.10a-6.10c. Broadcast seeding
and hyromeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcastingIs not recommended because of the difficult in
Y
achieving a uniform distribution. Small grains should be planted no more than 1
inch deep, and grasses and legumes no more than 1/2 inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultipacker. Hydrmooded mixtures should Include a wood fiber (cellulose) mulch.
hina
The14 use of appropriate mulch will help ensure establishment under normal
candltions and is amentlal to seeding success under harsh site condition
(Practice 6.14. Mulching). Harsh site conditions Include:
-amding in fall far winter cover (wood flow mulches are not considered
adequate for this use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse solls(shollow, rocky, or high In clay or sand), and
-areas rmeiving concentrated flow.
If the area to be mulched la subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
Table 6.1Ga - Temporary Seeding Recommmdation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grah), Annual lespedeza (Kobe In Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedeza whm duration of temporary cover is not to extend beyond
June
Seeding dates-Ccostal Plain - Dec 1 - Apr. 15.
Son amendments- Follow recommendations of son into or apply 2.000 lb/acre
ground agricultural limestone and 750 lb/owe 10-10-10 fertilizer.
Mulch -Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertilize if growth Is not fully adequate. Reseed, referthize
and mulch immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations far Summer
Seeding mixture
Species-Gwnnan millet
Rate(lb/acre)- 40
Seeding dates -Crustal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of son tests or apply 2,000 Ib/ocre
ground agricultural limmtwe and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance-Refertilize if growth is not fully adequate. Reseed• refertfllze
and mulch Immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rys(groln)
Rate(lb/acre) - 120
Seeding dates - Crustal Plain and Piedmont -Aug 15 - Dec 30
Soil ommdments - Follow mil teats or apply 2,000 lb./awe ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertillze damaged areas immediately. Topdress with 50
lb/acre of nitrogen In March, if It is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/awe Kobe (Piedmont and Coastal Plain)
Permanent Seedina
Specifications # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.11o), poor drainage, concentrated
overland flow, or steepness of slope until measures haw been taken to correct
these problems.
To maintain a good stand of vegetation, the sol must meet certain minimum
requirements as a growth medium. The existing soil should haw these criteria:
- Enough flne-grakled (aflt and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I Inch of Bog).
- Sufficient pore space to permit root penetration.
- Sufficient depth of sell to provide an adequate root zone. The depth to rock
or imperrnmble layers such as hardpans should be 12 Inches w more, except an
slopes steeper than 2:1 where the addition of son Is not feasible.
- A favorable pH range fw plant growth, usually 6.0-6.5.
- Freedom from large roots. branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopse steepw than Ml if they are
to be hydroaeeded.
If any of the above criteria are not met-i.e., if the existing Boll is too
wares, dense, shdlow or acidic to foster vegetation-speclal amendments are
required. The soil conditioners described below may be beneficial or,
preferably topsoil may be applied in accordance with Practice 6.04, Topeoging.
Soil Conditioners
In order to Improve the structure or drainage characteristics of a soil, the
following material may be added. These amendments should only be necessary
whoa soils haw limitations that make them poor far plant growth or for One
turf establishment (am Chapter 3, Vegetative Considerations).
Peat -Appropriate types we sphagnum moss pact, hypnum moss pact, reedcedge peat,
or peat humus, all from fresh -water sources. Perot should be shredded and
conditioned in storage piles far at least 6 months after excavation.
Sand -dean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or mottle manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted amdust- has of stones and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and Industrial sludges are available in various former
these should be used only In accordance with local, State and Federal
regulations.
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the ganwal site and maintenance factors.
A listing of species. Including scientific names and characteristics• is given
In Appendix 8.02.
Seedbed Preparation
Install necessary mechanical woolon and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer nwde should be determined by soil tests. SON testing is
performed free of charge by the North Carolina Department of Agriculture son
testing laboratory. Directions, sample cartons, and information sheets are
aVogable through county agricultural extension offices or from NCDA. Because
the NCDA Boll testing lab requires 1-6 weeks for sample turn -wound, sampling
must be planned well In advance of find grading. Testing is oleo done by
commerclal laboratories.
When son test are not available. follow rates suggested an the individual
specification sheet for the anding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually fall Into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tona/acre
Heavy textured, clayey soils 2-3 tons/awe
- Fertilizer:
Grasses 800-1200 lb/awe of 10-10-10 (or the equivalent)
Grass -legume mixtures: 500-1200 lb/awe of 5-1D-10 (w the equivalent)
Apply line and fertilizer evenly and Incorporate Into the top 4-6 Inches of soil
by disking or other suitable means. Operate machinery on the contour. When
using a hydroseeder, apply Hire and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking Into a
smooth, uniform surface (slope leas than 3:1) III[ In or level depressions than
con collect water. Broadcast seed Into a freshly loosened seedbed that has not
been sealed by rainfall.
Table 6.119 - Seeding No. 4CP for.
Wall -Drained Sandy Iwms to Dry Sands. Coastal Plain; Low to Medium -Core Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 lb/awe (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
available for Irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300
lb/acre 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hood.
Furrows should be 4-6 Inches deep and 2ft part. Place sprigs about 2 fL apart
in the raw with one and at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs Into the top 1 1/2 Inches of
son with a disk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize wry sparingly- 20 lb/acre nitrogen In spring with no
phosphorus. Centipedsgross cannot tolerate high pH w excess fertilizer.
Table 6.11t - Seeding No. 5CP for. Well -Drained Sandy Locme to Dry Sande; Low
Maintenance
Seeding mlxture
Species Rate (Ib/awe)
Ponaccolo Bahiogrow 50
Sericea lespedeza 30
Common Bermudogrom 10
German millet 10
Seeding notes
1. Where a nett appearance Is desired, omit serlcm
2. Use common Barnudagroas only an Isolated sites where It cannot become a pest.
Bermudagrom may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests. or apply
3.000 lb/awe ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/awe grail straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertllize the following Apr, with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance is
desired, omit mricea and now as often ere needed.
Table 6.11v - Seeding No. 7CP for: Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bernudagrom - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr -July
Soil amendments - Apply lime and fertilizer awarding to soil tests. or apply
3.000 lb/acre ground agricultural limestone and 500 lb/acre 10-1G-10 fertilizer.
Mulch - Use jute. excelsior matting, or other affective channel lining material
to cover the bottom of channels and ditches. The lining should extend oboes the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down dopes where they can
dog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refwtllze the following Apr. with 50 lb/awe
nitrogen.
Refer to Appendix 8.02 for botanical names
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL' OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
Fabric Drop Inlet Protection (Temoorarv)
Specification # 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
your -extra strength (50 lb/1 Inch minimum) -that contains ultraviolet ray
inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pod. Burlap may be used for
short-term applications. It must be replaced every 80 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For stakes, use 2 x 4 Inch wood (preferred) or equivalent metal with a
minimum length of 3 ft.
4. Space stakes evenly around the perimeter of the Inlet a maximum of aft.
apart, and securely drive them Into the ground, approximately 18 Inches deep.
5. To provide needed stability to the Installation, frame with 2 It 4-Inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop inlet west
6. Place the bottom 12 Inches of the fabric In a trench and bockfnl the trench
with at least 4 inches of cruahed stone or 12 Inches of compacted son.
7. Fusion fabric securely to the stakes and frame. Joints must be overlapped to
the next stake.
& The top of the frame and fabric must be well below the ground elevation down
slope from the drop inlet to keep runoff from bypassing the Inlet. It may be
necessary to build a temporary dike an the down saps side of the structure
to prevent bypass flow. Material from within the sediment pod may be used
for diking.
Maintenance
Inspect the fabric barrier after each rein and make repaid at needed.
Remove sediment from the pool area as necessary, to provide adequate storogs
Volume for the next rain. Take care not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them propedy. Bring the
disturbed ores to the grade of the drop Inlet and smooth and compact it
Appropriately stabilize all bore arms wound the Inlet.
r G
Land Grading ,
Sand ton # 6.02 - Construction Speciflcotiona
1.Conotruct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation Control plan and
construction schsduls.
2.1lemove good topsoil from areas to be graded and filled, and preserve It for
use in finishing the grading of oil critical areas,
3.Scarify woos to be topsofled to a minimum depth of 2 Inches before placing
topsoil (Practice 6.04, Tpsofling).
4.Clwr and grub areas to be filled to remove trees, vegetation, roots. or other
objectionable materiel that would affect the planned stability of the fill.
5.Eneure that fill material Is free of brush• rubbish, rocks, logo, stumps.
building debris• and other materials Inappropriate for constructing stable
figs.
B.Piaee all fill In layers not to exceed 9 Inches In thickness. and compact the
layers as required to reduce erosion, slippage• settlement, or other related
probleme.
7.Do not Incorporate frozen material or soft, mucky, or highly compreesble
materials Into fill slopes.
8.Do not place fill an a frozen foundation, due to possible subsdenu and
slippage.
9.Ke6p, diversions and other water conveyance measures free of sediment during
all phases of development.
10.Handle saps or springs encountered during construction In accordance with
approved methods (Practice 6.81, Subsurface Drain).
11.Permanenfly stabilize all graded areas immediately after find grading is
completed an each area in the grading plan. Apply temporary stabilization
measures an all graded areas when work Is to be interrupted or delayed far 30
working days or longer.
12.Enwre that topsoil stockpiles, borrow areas, and spoll areas are adequately
protected from ancelon with temporary and find stabilization measures. Including
sediment fencing and temporary ending as necessary.
Maintenance
Periodically check all graded arms and 'ins supporting aroslon and sedknentatlon
control practicew, especially after heavy minfdls. Promptly remove all
sediment from diversions and other wi ts•-dleposd practices. If washouts or
breaks occur• repair them Immediately. prompt maintenance of small eroded areas
before they become significant gullies is an essential part of an effective
erosion and sedimentation control plan.
STAKED 2'X 4'
WOODEN FRAME
3' SPACING\
GATHER EXCESS
FILTER FABRIC -
AT CORNERS
2'X 4• FRAME AROUND
CREST OF OVERFLOW
I.W MAXIMUM HDGHT
SEE NARRATIVE FOR
MORE DETAIL AND
ALTERNATE METHOOS.
X
Q
E
U)
EXTENSION OF
FABRIC 1• MIN. 1I ` II� V'I Z_
INTO TRENCH T \
4'CRUSHED STONE OR I
12'COMPACIED SOIL I I
FILTER FABRIC:
PERVIOUS SHEET OF I -
NYLON, POLYESTER, OR I I DROP INLET I I I
ETHYLENE YARN, EXTRA f I I WITH GRATE I I I
STRENGTH50 PSI
MTHULTRAVIOLET y q-ET RAY \ I I \ I I
INHIBITORS AND STABILIZERS \LJ ISOMETRIC VIEW v--I
FABRIC DROP INLET PROTECTION
King
PRACTICE 8.81
IP
SEE
NARRATINCVE ,
hmmo
COMPACTED FILL OR
OF FABRIC
EXTENSION
AND WIRE NOTE
IN :
INTO THE TRENCH SEE M R
FOR MOREE DEr DETAIL
TRIC VIEW
Sediment Basin
Specifications # 6.61 - Canstruction Specifications
1.Slte preparation -Clear, grub and strip topsol from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pod area until the dam is complete and than remove brush,
trees and other objectionable materials to facilitate sediment deanout.
Stockpile all topsoll or son containing "gonic matter for use an the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench -Excavate a wt-off trench along the waterline of the earth
fill embonkment Out the trench to stable sag material, but in no was make It
less than 2 R deep. The vet -off trench must extend Into both abutments to at
twat the elevation of the river areal Make the minimum bottom width wide
enough to permit operation of excawtlon and compaction equipment but In no case
Iwo than 2 f. Make side slopes of the trench no steeper than 1:1. Compaction
requirements am the some as those for the embankment. Keep the trench dry
during bockfilnng and compaction operations.
3.Embankmmt-Take fill material ham the approved areas shown an the plans. It
should be clean mineral son, free of roots, woody vegetation, rocks and other
objectionable material. Scarify woos an which fill is be placed before placing
Mi. The fill material must contain sufficient moisture so It can be formed by
hand Into a bull without crumbling. If water con be equeezed out of the ball, It
Is too wet for proper compaction. Place fill material In 6 to 8-Inch
continuous layers over the entire length of the fill area and than compact It
Compaction may be obtained by routing the construction hwling equipment over
the fill so that the entire surface of each layer Is traversed by at least one
wheel w tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an alewtim 1OX higher than the design height to
allow for settling.
4.Condull spillways -Securely attach the reer to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and door an a
firm, smooth foundation of Impervious son. Do not use pervious material each
es sand, growl, or crushed stone as badk0l around the pipe or anti -seep
colors. Place the fill material around the pipe spillway In 4-Inch layers and
compact It under and around the pipe to at least the some density as the
adjacent embankment. Care must be token not to raise the pipe from firth contact
with Its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfili over the pipe spillway
before crossing It with construction equipment. Anchor the riser in place by
concrete w other satisfactory mean to prevent flotation. In no case should the
pipe conduit be Installed by cutting a trench through the dam after the
embankment Is complete.
5.Emergency spillway -Install the emergency spillway In undisturbed will. The
achievement of planned elevlaten . grace, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
B.Inlets-Olocharge water Into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
and of the pool area to Improve basin trap efficiency (Reforancew Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area Is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area In cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway Immediately
after construction (References: Surface Stabilization).
&Safety-Sed nusnt basins may attract children and can be dangerous. Avoid step
side slopes, and fence and mark basins with warning signs if trespassing is
likely Follow all state and load requirements.
Maintenance
Check sediment basku after periods of significant runoff. Remove sedknant and
restore the basin to Its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage. and Inspect the
embankment far piping and settlement Make all necessary repass Immediately.
Remo" all trash and other debris from the riser and pool area.
WELDED BAR GRATE,
GALVANIZED,
OR EQUNAI
SECURELY
IN PLACE
PUBLIC ROAD
.ee:�•�•�411i
Is
TP
6" MINIMUM
THICKNESS
2--3 - COARSE
AGGREGATE
#e90 i
NOTE: SEE NARRATIVE
1- MORE DETAIL
e / e
ENTRANCE/EXIT DETAIL
6'
T T
►n� ►rn�
15•DIP
-
15•DIP
15'DIP
IE-37.5 IE-37.25 IE-37.25
u
5.
in
icy
6'
y
e' PLAN VIEW
BOX DETAILS
Sediment Fence Silt Fence)
Specification 6.62 - Construction Speclflcatbne
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yam, which Is certified by the manufacturer or
supplier as conforming to the requirements shown In Table 6.62b. Synthetic
filter fabric should contain ultraviolet my Inhibitors and etabflizere to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2.Enwre that posts far sediment fences are ether 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 Ib/inmr ft steal with a minimum length of 4 ft. Make
sure that at" poste haw projections to facilitate fostering the fabric.
3.For reinforcement of standard strength filter fabric use wire fence with a
minimum 14 gauge ond a maximum mash spacing of 6 inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 Ib/IIn In (min)
Extra Strength- 50 IbAIn In (mm)
Slurry Flow Rate - 0.3 gal/eq ft/min (min)
CONSTRUCTION
1.Construct the sediment barrier of standard strength or extra strength
synthetic: fllte, fabrics.
2.Eneure that the height of the sedment fence does not exceed 18 Inches above
the ground surface. (Higher fences may Impound volumes of water sufficient to
cause failure of the structure.)
3.Construet the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are nscasawy, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support stmdwd strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 Inch long,
or tie wbea. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence Is used, space poets a maximum of 8 ft apart.
Support posts should be driven securely Into the {round to a minimum of 18
Inches.
6.Extro strength filter fabric with Eft past spacing does not require who mesh
support fence. Staple or wire the filter fabric directly to poets.
7.Excawte a trench approximately 4 Inches wide and 8 Inches deep along the
proposed line of posts and upslope from the barrier (figure 6.62a).
&Baekflll the trench with compacted son cr gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least anew a weak and after each rainfall. Make any
required rpahs Immediately.
Should the fabric of a sediment fence cdlpse, tsar, decompose or became
ineffective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure an the fence. Take care to avoid undermining
the fence during deanout
Remove all forcing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized.
CONSTRUCTION SCHEDULE -
1. Obtain approval of Plan and any necessary permits, and hold a
pre -construction conference prior to commencing any work.
2. Flog work limits and stake -out parking lot, primary measures, and
Sediment Basin for grading.
3. install Gravel Construction Entrances.
4, Sediment Basin to be constructed prior to building.
5. Construct any other sediment control Practices
shown, prior to rough grading poking lot and site, stockpiling
material and topsoil as necessary.
6. Install utilities in parking lot, establish final grades and
stabilize parking areas with stone base course.
7. Final grade building site, Install non -municipal utilities as
needed, and vegetatively stabilize areas where building
construction is not imminent.
8. All erosion and sediment control Practices are to be inspected
weekly and after any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway and
parking areas are to be paved and all areas permanently
vegetatively stabilized. After site stabilization, temporary
measures are to be removed and the Sediment Basin cleaned to
its original design contours, If necessary, and riser
structures orifaces opened, so as to function as a stormwater
management / water quality retention pond.
2.5 X 5'PRECAST CONCRETE BOX
NC PRODUCTS 3060 OR EQUIVALENT
EL= 39.2 ,CRATE TOPTV1• -
•I :I DOWN
I
1
10MINIMUM
375
1�
f - 15 DIP
OUTLET PIPE
I£= 37.5
2 - 15 DIP
INV=
OUTLET PIPES
37,5
INV=37.5
IE= 37.25
2`PVC W/ GRAVEL 9" qiT and 37.25
AND FABRIC FILTER
SEE SEDIMENT BASIN
NOTE CONTRACTOR MAY INSTALL NOTES, SHEET J.
ORIFACE AND LEAVE OPEN '
DURING CONSTRUCTION, IE EL= 35.0 =ASE
THE OPENING IS SCREENED
AND COVERED BY J57 STONE.
SECTION VIEW
POND BOTTOM
ELEV<=30.0 OUTLET STRUCTURE DETAILS
Km
EXISTING PERMIT Nos.: DENR DWQ SW8 990341, NHC GP # 24-99
4' GENERAL EROSION CONTROL SPECIFICATIONS and DETAILS for
4• D°tc
��
6• r COLLEGE OLEANDER CENTER3-19-99
FILTER FILTER REINFORCING 4'-0•
FABRIC FABRIC
SECTION VIEW #4 BARS O 12.00 EW PLAN VIEW Scale:
BACKFILL EXTENSION OF LOCATED IN CITY OF WILMINGTON AS SHOWN
MINIMUM W FABRIC AND WIRE COMPACTED
THICK LAYER INTO THE TRENCH FILL CATCH BASIN DETAIL
NEW HANOVER COUNTY, NORTH CAROLINA Drown:
OF GRAVEL
MRE z ORE N.T.E. OSH
\ � i \ INIIs1/IIIy1
v-mENCN // / i , ••`'�Zt� CARO( j''•., OWNER: CAMERON COMPANY LLC
��,%\\j p� .•••••'•••. �%' 1201 GLEN MEADE ROAD GAW
WILMINGTON, NC 28401 762-2676 Projmt No
� 14'NINIMUM � 4'MINSE AI ! � 2466WQ-2
ro MUM
SECTION SECTION QOOOT =
OSF SEDIMENT FENCE (SILT FENCE) 3 ADDED BOX DETAILS AS PER DENR pwo COMMENTS 10-08-01 w •FNGI NE�;'� �.rr HANOVER DESIGN SERVICES, MIA, chest
FRA�6 2 MAJOR REVISION ADDING 1.3 ACRES AND POND EXPANSION 8-03 1 '•e. 0 `•• O �1!`� LAND SURVEYORS, ENGINEERS & LAND PLANNERS TT 4
1 REVISED AS PER NHC REVIEW 4-27- q t j1a1 6 WIL WALNUT STREET
WI9 WALNUT
N.C. 28401 `(,.4J-
REV. NO. REVISIONS DATE ( PHONE: [phone]
N.T.11.
NOTE:
PRECAST CONCRETE CATCH BASIN
CONTINUOUS CONCRETE COPING
TO BE SIZED AS NECESSARY
B•
TO ACCOMMODATE PIPES,
3/4• /
FRAME & GRATE
OR MAY BE CONSTRUCTED OF
BLOCK OR BRICK TO CITY STANDARDS.
7•
FRAME AND GRATE
4•
DE•WEY BROS.No.CH-BN-3A
OR EQUIVALENT
PRECAST
CONCRETE
CATCH
BASIN
n
L000000000o J
L_
i
t

GENERAL NOTES.
1. This map is not for conveyance, recordation, or sales.
2. This property is not located within a special flood
hazard area according to Flood Insurance Rate Map Community
Panel #370171-00108, effective date April 2, 1986.
3. Overall site area = 5.62 acres.
4. Building layout and dimensions by others.
5. This property is zoned City of Wilmington RB.
6. Handicap Ramps provided at all intersections and one per building.
7. Street lights and trees to be provided in accordance with
City of Wilmington standards.
8. 15 suitable trees per acre are to be preserved or planted
in accordance with City of Wilmington standards, or 84 trees.
9. Water and Sewer to be public. Generally, all Water Mains to be
8"dia. unless otherwise indicated.
Specific location, sizing, and details of utilities construction to be
approved by the City Engineer.
10. Parking areas and streets to be lighted in accordance with
City of Wilmington standards.
11. Refuse collection by dumpster and private hauler.
MORE GENERAL NOTES:
1. ALL CONSTRUCTION TO CONFORM TO CITY OF WILMINGTON STANDARDS
APPLICABLE STATE & LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
NCOOT AND CITY OF WILMINGTON.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WITH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS:
a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS.
b. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY
SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING.
c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER
MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
7. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
8. ALL SANITARY SEWER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
9. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
10. TWO VALVES ARE REQUIRED AT "T" INTERSEC77ONS AND ONE VALVE ON
THE WATER LINE TO FIRE HYDRANTS.
11. A BLOW -OFF VALVE IS REQUIRED AT THE TERMINUS OF ALL "DEAD END"
WATER LINES.
LEGEND
HANDICAP RAMP
No
HANDICAP PARKING SPACE
PROPOSED SANITARY
SEWER & MANHOLE
')Si-- -- EXIS77NG SANITARY
SEWER & MANHOLE
PROPOSED WATERLINE
- & HYDRANT ASSMBLY
- - - EXISTING WATERLINE
PROPOSED STORM
F O-a SEWER & CATCH
BASIN
PLANS AND PROFILES
OF
LOCH TED IN THE CITY OF WILMINGTON
NEW HANOVER COUNTY
STUH-14 0 14 PROP.STORM MANHOLE
® 1®
DROP INLET
SSMH-1 •
PROP. SANI TARY MANHOLE
❑
IRON IN EXIST. CONC. MONUMENT
E.I.P.
EXIST. IRON PIPE
TWATER
METER SERVICE CONNECTION
E.C.M.
EXIST. CONCRETE MONUMENT
N
GATE VALVE
0
REDUCER
1, Uotrwr:ity or
North Card1ho
j� of 99mington
Peachtree Am
To
/ Beach
Beach Mle
!ll���✓✓✓
aeander
L OCA TION MAP
NOT TO SCALE
WILMINGTON TOWNSHIP
NORTH CAROLINA
OWNER- CAMERON COMPANY LIMITED PARTNERSHIP
1201 GLEN MEADE ROAD
WILMINGTON. NC 28401
910-762-2676
INDEX TO DRAWINGS
SHEET No.
DESCRIP77ON
DRAWING No.
1 OF 6
COVER SHEET
2466-1
2 OF 6
SITE UTILITIES PLAN and PROFILE
2466-2
3 OF 6
GRADING, EROSION CONTROL & WATER QUALITY
2466ESC1
4 OF 6
GRADING, EROSION CONTROL & WATER QUALITY
2466ESC2
5 OF 6
STANDARD DETAILS
2466DET1
6 OF 6
STANDARD DETAILS
2466DET2
BENCHMARK LOCATIONS AND ELEVATIONS
LOCATION:
ELEVATION
1
PK NAIL IN PAVEMENT
FRONTING PROPOSED BUILDING 4
41.56
( REV. NO. REVISIONS DATE-)
STANDARD NOTES:
1. Information concerning underground utilities was obtained from
available records. It shall be the responsibility of the
Contractor to determine the exact elevations and locations
of all existing utilities at all crossings prior to
commencing trench excavation. If actual clearances are less
than indicated on Plan, the Contractor shall contact the
Design Engineer before proceeding with construction.
Any condition discovered or existing that would necessitate
a modification of these plans shall be brought to the attention
of the Design Engineer before proceeding with construction.
2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXIS77NG
U77LI77ES HAS BEEN DETERMINED. CALL NC ONE -CALL" AT LEAST
48 HOURS BEFORE COMMENCING CONSTRUCTION.
J. All trees which are not required to be cleared for
constuction shall be preserved wherever possible unless
otherwise directed.
4. Contractor shall adjust all manholes, valve and curb boxes to the
final grade upon completion of al/ construction. Any boxes
damaged or otherwise disturbed by the Contractor shall be
repaired at the expense of the Contractor.
5. The Contractor is responsible for controlling dust and erosion
during construction at his expense. Parking areas shall be watered
to control dust when ordered by the Engineer.
6. No geotechnical testing has been performed on site. No warranty
is made for suitability of subgrade, and undercut and any required
replacement with suitable material shall be the responsibility
of the contractor.
Z Extreme care shall be taken to ensure minimum separations at all
utility crossings.
8. Contractor to ensure that pavement is placed so as to drain
positively to the parking lot inlets and catch basins. All roof
drain downspouts to be directed to the storm sewer stubouts.
9. Contractor is responsible for obtaining all required permits.
10. This plan is for site grading, utilities, siting, and drainage only.
See building plans for details on utilities hookups to buildings, etc.
11. Contractor and Builder are responsible for coordinating Finished Floor
Devotion of all buildings with the Architect. Elevations given are minimum
ground elevations at the building site and do not purport to be
Finished Floor.
12. Affected Non -Municipal Utilities shall be contacted and provided with plans
and other pertinent information, when feasible, to coordinate appropriate
scheduling and placement. At the minimum this should include BellSouth
and CP&L.
STORM SEWER SYSTEM
PIPE and INLET SUMMARY,
STRUCT
TOP
INVERT
LENGTH
DIA
SLOPE
STRUCT
TOP
INVERT
#
EL
EL
LF
%
#
EL
EL
OUTLET
---
33.5
80
36
1.37
2
39.8
34.5
2
39.8
34.5
160
36
0.4%
3
40.1
35.1
3
40.1
35.1
96
36
0.2%
4
40.3
35.3
4
40.3
35.8
178
30
0.2%
5
40.7
36.2
5
40.7
36.7
80
24
0.3%
6
40.9
36.9
6
40.9
37.4
116
18
0.2%
7
41A
37.6
4
40.3
36.8
156
18
0.3%
8
40.7
37.2
WATER SYSTEM
PUBLIC WATER MAIN SUMMARY,
------------------------------------------------------------------------------
------------------------------------------------------------------------------
8' WATER MAIN LOOP FROM COLLEGE ROAD TO PEACHTREE AVENUE 1050 LF
E C E I V E
n MAR 2 5 1999 D
D E M
PROD #
COVER SHEET
COLLEGE OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON MLMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
SEAL
0007
OWNER: CAMERON COMPANY LIMITED PARTNERSHIP
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
HANOVER DESIGN SERVICES, P.A.
e LAND SURVEYORS, ENGINEERS & LAND PLANNERS �7
319 WALNUT STREET �{
WILMINGTON, N.C. 2W1 L
PHONE [phone]
Date:
3-19-99
AS SHOWN
Drawn:
DSH
Checked:
DSH
Project Na:
2466-1
Sheet No:
1
OF 6

o
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VERIFY DEPTH AND
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32O--O W : PERMIT EOU W
320
STORM SEWER SYSTEM GENERAL NOTES: UTILITIES PLANS and PROFILES Do1�
PIPE and INLET SUMMARYI 7. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS. COLLEGE OLEANDER CENTER Scale:
9
1. ALL CONSTRUCTION TO CONFORM TO CITY OF WILMINGTON STANDARDS 6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS: 8. ALL SANITARY SEWER MAINS TO BE 8" UNLESS OTHERWISE INDICATED. saa •:
STRUCT TOP INVERT LENGTH DIA SLOPE STRUCT TOP INVERT APPLICABLE STATE & LOCAL CODES. o. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND 9. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED. LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP 1'= 30'
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH WATER MAINS. 10. TWO VALVES ARE REQUIRED AT "T" INTERSECTIONS AND ONE VALVE ON NEW HANOVER COUNTY NORTH CAROLINA Drawn:
# EL EL LF % # EL EL NCDOT AND CITY OF WILMINGTON. b. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY THE WATER LINE TO FIRE HYDRANTS. DSH
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER 11. A BLOW -OFF VALVE IS REQUIRED AT THE TERMINUS OF ALL "DEAD END" n�
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES. MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM WATER LINES. %-aCARot OWNER: CAMERON COMPANY LIMITED PARTNERSHIP ��DSH
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS, OF 10' EITHER SIDE OF CROSSING.
OUTLET --- 33.5 80 36 1 .3% 2 39.8 34.5 RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY I Essf r 1201 GLEN MEADE ROAD
2 39.8 34,5 160 36 0.4% 3 40.1 35.1 UTILITIES WITH APPLICABLE AUTHORITIES. SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON 9 It WILMINGTON, NC 28401 762-2676 ProJeat No:
3 40.1 35.1 96 36 0.2% 4 40,3 35.3 5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING. SEA2466-2
4 40.3 35.8 178 30 0.2% 5 40.7 36.2 CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES, d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER
5 4 0.9 37.4 18 18 0 , 2% 4 0 7 01.9 37 , 6 STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON `y �r sh N.:
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED. PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING. VV��• HANOVER DESIGN SERVICES, P.A. 2
4 40.3 36,13 156 18 0.3 % 8 4 0. 7 37.2 �� ' F{�•p� LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
N7LNINGTON, N.C. 28401
REV. NO. REVISIONS DATE 9D PHONE: [phone]
or. --
1

T a T \ y I MAINTENANrF PI AN - WASHED STONE 1' CLASS 1 OR B u
THICK ON FACE FLOW DIRECTION c
4 EROSION CONTROL PEAK DISCHARGE SUMMARY - o
W OP OP 2 I. All measures to be inspected weekly and after any rainfall FROM TOE OF DAM STONE �� p e w' 1
O Rock to top •t pp. Ex.fnleL n I ever rnd needed repairs made immedia el TO WEIR. Q 10 pre-develo ed = 24.8 cis Ti w
W beg, .Me. + P i y Q 50 pre -developed = 34.5 cfs c w 42
C x
= La -IS' d50=3' o NOTE MAY BE NIECE ARY --� O 10 post-develo ed = 24.4 cfs O WSEL = 40.0 o x.lnlet�
La=10' d50=3' %°PE ]e m ESTAeusH a¢ac oAM FILTER 2' MAX P P E
VT Apron=l' Dj'y y &OPE OIENT CD AT THIS LOeAnw c \ 2. Sediment Basin to be cleaned out when the level of sediment FABRI 0 50 poet -developed 28.5 cis OWSEL = 40.4 ALL SLOPES c 1
Apron=l' 2-15'DIP -� POND OUTLET WIN cuoN \ reaches 5.6' below water surface. Riser structure to be cleaned AT CENTER q 100)pnet-developed = 32.3 <h O WSEL. - 40.6 o U
o O\ � 3i1 MAXIMUM
°°°°° OUTLET PIPE 41 ANT, If excess water above design surface no longer drains a ��
36'RCP o°o°0 ° o°o°o° 4" prop"riy, SECTION A -A STATE WATER Ql1AUTY POND CONSIDERATIONS - ..
° °o°o°o in oa�o�o 4 i 6'min. 12'min. SEE PLAN ai 4
t= o 0 0 ° o 0 5w Norruew r« Eve!^°' ejf Surface Area required = 7,700 sf e
a 0000G oaaa°a addtbnd details 78 a1 / 3. Sediment to be removed from pond forebay when it Is 1 Surface Area provided = 9,500 of It
= o°o°o _, oaonon L= T CLASS 1 OR B Storage Volume required = 17,450 of
0 0 1u00nu< I I approximately 25% filled Or sediment level is within 5.25' of EROSION CONTROL MIN 1.5' MIN g q Foreboy volume
V' 0 0 0 41 Storage Volume provided = 23,350 of POND
STORM Mail I' tL 2'min. S water surface. STONLr , 20% of required o
RIM (40.54 fY 10, 10, NGR: FILTER FABIea la TO �I ` Storage volume Drowdown Time = 3 days WSEL Stara e, typical w
( 39.06 v OUTLET III POND { - 4. Sediment to be removed from behind thean Silt Fence and - �- - - - 0 yP
INV ) eE I UNOFR ALL STONE a
a: INV. E 37•r•52 f- V10=4f st OUTLET FRAM POND omn oTEOBON .O Y GRASS-ONED - - - -
INv. S) 3Z52 W P VIO=8F st USr. MOOLON WAR 600x a$ P� � G6 inlet protection devices when it becomes 0.5' deep. Fencing FLTER FABRIC SEDIMENTATION POND CONSIDERATIONS - woe o
NI INV(N) 37.51 Z P Pp.nxtOpYIFNE. OR EOUIVAIENT �"` Te �' +A and inlet protection to be repaired as reeded to mointain a _) t Storage required = 5.7 X 1800 = 10,260 of x, OP r
1-y STD MH I nT m GT pp�T�+TA�N C\w Q f .p, r / barrier. A 5 Storage provided = 23,350 of o.ao� 4'mm. OUTLET PIPE
w I CURB INLET wM 4 3,7 W NOT FT70VSC/ALCEIi/'V O TI.Er PROTECTIPM - w Ew11v 4 I 9f �5. All seeded areas shall be fertilized, mulled and re -seeded CHECK pAM �fAL FOREBAY CALCULATION: `Qe� -�
RIM 4084 IN�'(W 3626 I V) CINM TY OF"WI w0� R/W. `0 37 O\W I o�,. \ as necessary, according to specifications provided. to Approximate Foreboy Volume = 7,500 of yo Armor as necessary OUTLET
INV. TION
J8'03 INV.(N JZ74 AGREE ENT MACHMFNT x / \ mcintrin a suitable vegetative saver. I NOTCD 20% Volume of Storage = 23,350 X .2 = 4.700 cf 4% minimum 1' St FOFAEa4 Y r�7M DIETA/L AS ONPROTECPLANS
_ AGREEMENT MAY BE REaUIRED. OP �O
I AINI'0 MATE LOCATION EMS77NG MAIN i 42 I 1 \ O
C0.VTRACTOR RESPONSIBLE FOR 1ENFICAnaV Ex.15'r- 3r kv. \ NOTE NO 404 WETLANDS ON SITE.
1 ' Peachtree A venue _ 1 TYPICAL AT STORM OUIFALL 70 POND
RIM 41.42 8'TAPPING ne J863 ' •�
INV(w) 38.33 VALVE k SLEEVE PAVE//FNt PATCH ail `` NOTE NOT TO SCALE W_]37
j) beat NLIT
E 3g.01 att OF NT WAY
R QU DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE CITY OF WILLIINGTON.
INV'( e A, PROP2-15NCDOT DOMCIOIQIT STORMWATER DISCHARGE TO
Public Right Of WOJ"I4°ta� 8 e BXF • a2s AGREEMENT MAY BE NEpq TIi15 SHEET DOES NOT PURPORT TO SHOW ALL REWIRED CONSTRUCTION DETAILS, OUT
Rim _ `w" - - -�- - RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL CITY OF WILMINGTON R/W. Inv. N 3737 W III6-sANrtARY sr.RMCE uAra Emsnxc Ss MH () w CITY AND STALE CODES AND CONSTRUCTION STANDARDS. NCDOT ENCROACHMENTEGM I %.41. aFM1au>S ,w �o65hRY+EX.41.3 Per PlanaMCONNECT NEW WALK
AGREEMFNT MAY BE REQUIRED.
N _� � � � � � � � � ��� i w � •r � � Ex.Cmcwts Nttlk TAPPROXIMATE LOCA77ON EXISTING MAIN Ex.15"ro 55 MN k1 Inlsl xtin Monhale wlM CONTRACTOR 70 _ PRkn 41.47 STORM MH Rkn M.11 1� (kncre�e valve Rkn 42.19 41 IP EAmasE LxT1rEUE I R\W CONTRACTOR RfSPITNSIBLE FOR VERIRCADONNew
Inv. 36.11 R91 (a2.08 Inv(11� 3e.44 6 -- UMENT 8'TAPPING Inv.386
(lIff�� l Aevo +41. - S 8J'OB'48E J12.55 41259.50 5'sRaEEr rAro 415+ }4am +en7 wo 7+ +4f. SEEECARE Pic, I I I I MON Exist. Wt Peachtree venue
�-- inv.(f) J50B INV. 3" - Mv(E) 3857
in J509 � !NV. 38.71 EI i VALVE IE h SLEEVE
INV. S 35.73 ,q I et
41 0 a 9 IE our J7. IE OUT 37.25 2
5
`a + } IO'VEIXTAJO SHELF (Off) a Lai iRO.V J7.5 To J65 OS - �6'. AaS
- -w l=a9-5D' �A=95D� ar I I l.' / �' �� p - - - Public Right of Way - - - inv.( )
7tI / �� O. PAVEMENT PATCH ON _ Rim 40.30 1
y ['RWlw' 41.29 6 Williams Fabricare, Inc. I I Williams Fobrlcore. Inc. "o• 6"SANITARY SERVICE /ne(N) 37.37
tz . MATCH EXISTING SS MH NCDOFSICROACHMENTCITY OF VALMINGTON �
Intel
v./n 3B.3B o O P 16DU TrOCt EX.41.3+ b p-EANW75 AS NECESSARY +EX.41,3 Per PLons q(X2EEMENT MAY BE REWIRED. )nV.(W)37. 44
xCut 3Lt04 CE8. " d 4 3 SB s D.B. 1447I Pg. 805 I I g11299/ RONUMENT °�__ 3829 40.3+ I o + + ❑ ' Jf 7TOM Q=3a° D=75' „ W I j I .1 �1 _L/LL J��C,L� M Exi flog _ _ - _ r Man ol wwill ith s1 a� �r at• 0GENC -
K
o: 4 I 1 I Concrete Valve RIm 42.19 SPILLWAY EL- 40.7 5 _ 41
15. 0 24.00 g OP t ' + 1 I ftvo +41.5 S 8308'48', 312.55 5'SIDEWALK 41.5+ +40.7 +40. 40.7+ +41.
o
I
f o yEGETA7ID a71E' S( TALE a Geri rTN7M Jz5 ro 6.5 P4. W I I I I - c•l rr(34
41 5STREET YARD mar ens S llwa , 10NEGF.'i17E0 6NEli' (err) • 1Q•/ fRgl J75 70 385 g in 1 1 Mh 41 D +39/E OUT= 3750'+40.3 41 9 Id �__ -.- 38'3t 40.5 40.5+140.7 70:VEGETATED SHELF (GTY) O f0:1 FROM 375 TO 38.5
41.3+ +42.0 I_ I 0 WSEL=37 50 'SA=9 500 sfF-36RCP C4 + ID'Y MU 4R POND ACCESS (CITY) + i 1 I / O36 IN 3 36
m ^I -__259.50----------- h / / ��j�DRAINA:E (PLN4D) EASEMENT DOCK$ 12X 45 + Bobby W. arrelson 1 / /W ,lorelSOn N 24.
I Wto
3
S g.00 41.3+ a1 + N D.B. 1287 �9. 13'S Bobby 1339 N 4( 3+00 32
5 "' 0 1 at.e 41.5+ o I I D.B. 1287 9 oh 31 0 BOTTOM EL=30.0 D=75'
$I I / /// LL-- h
I\ T I I + t.o gTA 1+0 pI IC0 I )I ml 9l. p L�aed y $F I I _L_L_LLL/ W 5. 0 I 205 LF
+41.0 ( 41 5 4 .5+
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NOTE WELL
CONTRACTOR IS
RESPONSIBLE FOR
EXTENDING WATER
SERVICES FROM MASTER
METER TO VATHIN
5' OF BUILDING.
ELP
Group EntertainmentAz
D.B. 1250 Pg.
1219
H
W
1 -
I
11.1r� III " J. EIP
Y
. / / I ■
P\P
IC PROP.2-15-DIP
p 6LILF O a2x
8 Y CONNECT NEW WALK
Ex.Concrete Walk
42 CONTRACTOR TO
Ex .l 8.6 EXERCISE EXTREME
CARE AT CROSSING,
EIP SEE PROFILE
IE OUT-37.25
rs IE OUT=.17.25
\ Williams Fabricare, Inc.
\ I D.B. 1447 Pg. 805
I tY"
00
2
DUMvsTDe PAD rcio1 - -- 2 0 _- 70'VEGETATED SHELF (CITY) O 10: 1 FROM 37.5 TO 38.5 to
�- Inc. + 0. t
awmx I Coen. +40.3 i
'am
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FUTURE I FI.TURE I y� * I 36 R 40.8+ 41. + 3
-------------
I Minimum EL= 42.3, see notes I I \ I NOT A CONSTR. + m - - - - - - - - - -- - - --40.6+- - - - - - - - - - -= Ly
SEE INSETS A- ____ __ I ____ SEEIINSET - FUTUREJ )� nE64m o DOCKS, 12X 45 o GO
w: ENTRANCE o +STATE
- ivlinimUm�L= 42.3 rc existi g INTO sec 0 to o N a 0 E =39.2RA� + N
I 1 I 1 41 I I II 9.00 = 23,350 of 41.5+
2 I �' .3+ 40.5ii2'ANNINQ TYPICAL existing S 837129E 23 .. ACCESS EIP t41.0 Li1 I 0 �" 041.8 41.5++ I ad < Landscaped Bobb W. Harrelson
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CO(TYP) D.B. 1287 P 1336
41.: I Cti (-• I ^y l'� (.`� A SM �:.•. I I 1 I Orc ai Y m REMOVE OLD O
1 1 I i Z a a ENTRANCE. REPLACE U 4 '6 - EIF
n 11 0 .40.8 Asvhatt lara;ng$ a+ IP �y'i� 6 I NCDC Cate (TYPICAL). � _ 41.5+ "i
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mow. " _ _�_ - r -- Y 1 j I FUTURE I a = I
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` S 41.4+ 4'1.3 1'.�F41.5 41.7 41.T 041.7�+ ` - 41.8 41.8 42.0 2-1 I 1 I I '; I I - Cp {
y
29. 00 gOF _ $ i - 0 Light a 2+00 �-_ Zi U u 3600 d 24.00 36 't--I 7.4.00 I � ,ILI "� j ` i i,. �'LM•'? I i BUILDAG 3
Q�j " o `•�-` I 12AWNING. TYPICAL
- .LFUTURE 2400 38 OU 'O&Do+ N GNGWAL(
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SEE BUILDING \
PLANS.
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-
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42D7
REMOVE OLD
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My
Inv 39.05
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NCDOT ENCROACHMENT
krRi "MF41 REQUIRED
onji,
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80 120
-
SCALE IN FEET.•
1"= 40'
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8
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NEW CITY
STD' RIVE,
qF.F AIL
3
REVISED POND CLEANOUT DEPTH FROM 5' TO 5.6' AS PER DENR / DWQ
6-17-99
2
2" MASTER METER INSTEAD OF INDIVIDUAL WATER METERS
5-17-99
1
REVISED TO ADD TEMPORARY CHECK DAM IN KERR R/W AS PER NHC
4-27-99
REV. NO. REVISIONS DATE
APPROX.
SIGN
LOCATION
See Bldg.
Plana
II
Notes
Light
rLP -T--
I
b60.00
n
cal
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n wixr n
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ern ro
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Retail
8312 N '3
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-
4
_ _ _
_
35.66
EIP
S 72'34 E 83
E,P
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a
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William Londe,'
I
o
1
NOT A CONSTR.
ENTRANCE 1
DB 1638 Pg 1172
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(� i IP 41.8 TO BE REMOVED + Rkn 40.11 ao� R I 4R -Cl
g N Inv.(S64 i I 13
I� a ei I a k�
1 Us ° P
1 I 5.00 WSIDEWALK 43.0 s '�
' 33 I Ex.IMet
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`a < < '.I ai tYp. a':\ Y 421 .Inv.(E) 31105
2. + + +42.3 +42.2 C4 t 6
+ tic CONCRETE MEDIAN 4213+ NOT A CONSTR.
I +�8- J +41.6 41.9+ ENTRANCE
42. + z
COOT 852.01 100 MI .L
0
N 837234'W
N N -
z
1
SEE NEXT SHEET
FOR ADDITIONAL 10, 40' _-
OUTLET STRUCTURE --- -ill
AND EROSION CONTO"_
DETAILS.
H
ern r.i
STATE STORAGE VOLUME
= 23,350 CF
@ EL= 39.2
147.00 +422 EX.
K i
EX.42.3 4 2.5 EX. V
`� r. w c w vrr a I yr m
11
1
\
ristin
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'
N 83'1234 W Merril
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CITY SHELF
K
SF
$F
s
NO A CON TR
T
ENTRANCE
S F
I
+
o �
i
e 101 FROM
EL=37.5 TO 38.5
T /
Existing 25'
iveway Easement
NOT A CONSTR.
r a
WOsh
7
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I 1
SB
O
NOT A CONSTR.
I
EN TRANCE
Mls t
Man
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6 E ET
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ss AN
STATE SHELF
_.. _......................
red
covered
t 40.91
BOTTOM EL= 30.0:i:ii:.....
PROPERTY
I
to Inv. 37.74
3
EL=37.5 TO 3E.5
/
FOX - DUELLAMERON
ZZ,
O I
PLANNED ER0`11510N AND SEDIMENT CONTROL
PRACTI(:ES -
�, Parkinq OOI
Asphalt
ited L W `;% --
_..1, AmIdin9
Concrete Walk L-
N
V]
a
O
/ Q/
/
J
Asphalt Parking
\
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Inlet -
Rim 42 51
Inv(N) 40.07
S
L LL_
--1
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SignD
EIP
I P\P
147.00
S BJ72'34 E 182.66
IOVE
I Inlet .'
'SS MI/
1 ENTRANCE.
Rkn 4206
Rim 4238
a tifM1r' C&G.
'I' Mv(N) 40.24
InvT1t� 36.77
Inv(S) 3949
My rE).36.ee
1. Surveyed_0 April 1996
2. Area curtailed by coordinate method.
3. All Distardes are Horizontal
4. For Rekynce see D.B. 946 Pg. 577,
D.B. 95ti'?¢ 620. D.B. 1711 Pg. 653,
and OB ,08 Pg. 875
5. All Beaiinp are N.0 Grid NAD 1983
6. All Elamfbns are M.&L
? 7his Property is not Located in 1 `!,od
Hazard 'Ido
t
N07E
/Net ICI' / Rooms
him 41.80 I(/
Inv 4003 n
D.B. 956 Pg. 620
Iv
E
W
® function. The Contractor may choose to Install the oriface
Sediment fencing should be Installed as shown on the Plan, during sedimentation function. ONLY if he screens the and
u to delineate and protect tow areas, and around any and protects the inlbt with 7 atone. Sae detail next Shoat.
temporary stockpile areas as necessary to prevent any graded.
Interior areas from eroding onto adjacent lwdP or roadway, or
EIP 837234 E 17A 77 Into Inlets.
6'WA RLI
Mlef
Rio 4291
Mr. J9.619.81
0
THIS PLAN TO BE UTILIZED AND
RENEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
C. ru TROL PI AN.
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
EMBANKMENT SECTION
.�
Shill be installed at the antrancee of the proposed
NOT TO SCALE
13
project from Oleander Drive and Peachtree Ave. Drainage
Is away from the rood and sedimentation will be controlled
with downstream practices. During wet weather it moy be
necessary to wash truck tires at this location.
(\)
2. LAND GRADING
SB 7. SEDIMENT BASIN
Practice 6.02
Practice 6.61
O
O
Grading should be limited to Grace as shown on the Plans.
The Sediment la to be constructed first (see
I
Cut and fill slopes shall be 3:1 on flatter except where
Construction Schedule and is the
ScheBasdule)
) primary Practice is prevent
Ln
specifically Indicated Cera andl be taken during land
grading activities not to damage existing trees that are
the alto.aletDetailed design and spillway
sediment from Ire
not required to be remowd.
spaing
are specified In the details a° shown on this
1
Plan and the
Plan and the Narrative. The PVC outlet Is to be blocked during
i
SF' 3. SEDIMENT FENCE
sedimentation function (or not Installed) unto entire
1
I
Practice 6.62
watershed Is permanently stabilized and pond is converted to
permanent Stormwater monagereent detention / retention
_
I
IP 4. INLET PROTECTION
AFOM PLANS='8:SEAMINE --
_
-'
-' ' - -, -Z
Practice 6.`.2
Stone newer inlet barrlen of block and growl Intel
protection are to be constructed to help prevent andiment from
entering the storm sewer system. After permanent stabilization
Olean der
.
Drive
f.
��.
J-
of the entire contributing watershed area, the atom sewer
system
ure a to be flushed to remove accumulated sediment aM
ensure design flows.
m4i.' OP 5. OUTLET STABIuiADnN �'t4eua naps...
Practice 6.41 I L � CARD 4
rl
100 ^ j Rbarg aprons will ev located at the downatream end of 's ��`oESSIp �Nq��
Right of Way � ' all disrharga pipes to prevent scour. �
DESIGNER'S CERTIFICATION -
'I hereby certify that this plan has been prepared in accordance
with the latest Wilmington Standards and Specifications for
Stormwater Management and Chapter 20 of the Code of Ordinanances
of the City of
Signature
Printed Name and /Title- David S. Hollis, PE, PLS
Date, - ' rpd:
Registration Number, PE # 20007
OWNER'S / DEVELOPER'S CERTIFICATION -
'I / We hereby certify that any clearing, grading, construction
or development, or all of these, will be done pursuant to this
plan slid that the applicable Stormwater Management conditions and
requirements of the City of Wilmington the State of North
Carolina, and the Federal Gover nt and its agencies are hereby
made part of thl plan.'
r
Signature- --
Printed Name and Titler William H. Cameron, General Partner
Dntei .2v-f
Cameron Company Limited Partnership
3-5 '
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See next Sheet.
�ECEIVED
JUN 171r=3
SITE GRADING, EROSION & SEDIMENT CONTROL and WATER QUALITY F1PM0��.
COLLEGE- OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
-J
N 81 43'06"W 2334.72
to N.C. Grid Monument
Dine:
3-19- 99
Scale:
1'= 40'
Drawn:
DSH
Checked:
&AW
Pr"[Oct No:
P456ESC1
Upon reaching find grade and after utilities have been i
Installed, parking areas are to be stabilized by i -'�
placing sub -base course of approved B' ABC atone, as Shown In •�N/� a.( . °
the typical croaa-section detail HANOVER DESIGN SERVICES, P.A�°°t N on the Plan, to reduce ,i � • NCiIIE V�yw�r
erosion and dust during the remainder of building conMruction. �j4j H� p��` LAND SURVEYORS; ENGINEERS 8 14ND PLANNERS
y Iq 4s4A
N.C. Grid Monument T NOTE WELL: 319 WALNUT STPEET
WILMINGTON, N.C. 28401
"Shell" ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD //^^ PHONEHONE:: (91 [phone]
SHAI I. BE TEMPORARILY STABILIZED AS PER THE SPECIFICA111K LLa ' ( I �_-- _ -_-- Of. = -
ANY SLOPES TO BE STA9RIZED AFTER 15 DAYS.
6. CONSTRUCTION ROAD STABIUZATION ? SEAL 3 ( Practice 6.80
200f)7
OWNER: CAMERON COMPANY LIMITED PARTNERSHIP
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-267E
I '
e.
r • �T 1 i
� is

Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
It is possible.
3. Locate parking areas on naturally flat areas If they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Mointenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain all vegetation In a healthy, vigorous condition. Sediment -producing
areas should be treated immediately.
� Temporary Gravel Construction Entrance xit
v E Specification # 6.06 - Construction Specifications
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 and
smooth It.
3. Provide drainage to carry water to a sedl ment 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
Maintain the gravel pad In a condition to prevent mud or sediment from leaving
the construction site. This nay require periodic topdressing with 2-inch stone.
After each rainfall, inspect any structure used to trap sediment and clean It
out as necessary. Immediately remove all objectionable materlals spilled,
washed, or tracked onto public roadways.
Temporary Seeding
Specification ; 6.10 - Specifications
Complete grading before preparing seedbeds and Install all necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and Increase the erosion hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good
seedbed is well -pulverized, loose and uniform. More hydroseeding methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Liming - Apply It= according to soil test recommendations. If the pH (acidity)
of the soil is not known, an application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acres on
fine -textured soils is usually sufficient. Apply It mestone uniformly and
incorporate Into the top 4-6 inches of soil. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-I,000 lb./acre. Both fertilizer and
It me should be Incorporated into the top 4-6 Inches of soil. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted in a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen It
just prior to seeding by disking, raking, harrowing, or other suitable methods,
n the contour before se
eding Practice
row slopes steeper than 3:1 0 9 ( Groove or fur p p
6:03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.10a, for seeding
In late winter and Y P earl spring, Table 8.1 Ob for summer, and Table
6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Table 6.I0a-0.10c. Broadcast seeding
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
achieving a uniform distribution. Small groins should be planted no more than 1
inch deep, and grasses and legume no more than 1/2 inch. Broadcast seed neat
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultipacker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
Mulching
The use of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6.14, Mulching). Harsh site conditions Include:
-seeding in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 3:1.
-excessively hot or dry weather,
-adverse soils(shollow, rocky, or high In cloy or sand), and
-areas receiving concentrated flow.
If the area to be mulched Is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
Table 6. 10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedeza when duration of temporary cover is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2.000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertilize If growth is not fully adequate. Reseed, refertilize
and mulch Immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug, 15
Soil amendments -Follow recommendations of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance-Refertilize if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Pledmont-Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2.000 lb./acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or o mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdreas with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Permanent Seedtna
Specifications jH 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.11a), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problem.
To maintain a good stand of vegetation, the soil meat meet certain minimum
requirements as a growth medium The existing soil should have these criteria:
- Enough fine-grolned (silt and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches voter to 1 inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide on adequate root zone. The depth to rock
or impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 2:1 where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3:1 if they are
to be hydroseeded.
If any of the above criteria are not met-I.e., if the existing soil is too
coarse, dense, shallow or acidic to foster vegetation-apecial amendments are
required. The soil conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04, Topsoiiing.
Soil Conditioners
In order to improve the structure or drainage characteristics of a soil, the
following material nay be added. These amendments should only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types are sphagnum was peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
conditioned In storage piles for at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materlals.
Thoroughly rotted sawdust- free of atones and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and industrial sludges are available in various foram:
these should be used only in accordance with local. State and Federal
regulations.
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors.
A listing of species, including scientific names and characteristics, is given
In Appendix 0.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is
performed free of charge by the North Carolina Department of Agriculture sell
testing laboratory. Directions, sample cartons, and information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA soil testing lab requires 1-6 weeks for sample turn -around, sampling
must be planned well in advance of final grading. Testing Is also done by
commerclol laboratories.
When soil test are not available, follow rates suggested on the Individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually fall into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer:
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and Incorporate into the top 4-E inches of soil
by disking or other suitable means. Operate machinery on the contour. When
using a hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a
smooth, uniform surface (slope less than 3:1) Fill In or level depressions than
can collect water. Broadcast seed into a freshly loosened seedbed that has not
been sealed by rainfall.
Table 6.11s - Seeding No. 4CP for:
to Dr ands Coasts Plain- Low to Medium -Care Lawns
Well -Drained Sand looms S I
Y Y
Seeding mixture
Species - Centipedegrass - Rate - 10-20 lb/ocre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
available for irrigation.)
Soil amendments - Apply lima and fertilizer according to soil test, or apply 300
lb/acre 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-0 inches deep and 2ft apart. Place sprigs about 2 ft. apart
In the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs Into the top 1 1/2 inches of
soil with a disk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centipedegrass cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. SCP for: Well -Drained Sandy Loaner to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahiagross 50
Sericea lespedeza 30
Common Bermudograss 10
German millet 10
Seeding notes
1. Where a neat appearance is desired, omit Sericea
2. Use common Bermudograss only on isolated sites where it cannot become a pest.
Bermudograss may be replaced with 5 lb/acre centipedgross.
Seeding dates - Apr. i - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance is
desired, omit sericea and now as often as needed.
Table 6.11y - Seeding No. 7CP for: Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudagrass - Rate - 40-80 (1/2 lb/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog drainage devices.
Maintenance -A minimum of 3 weeks Is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr. with 50 lb/acre
nitrogen.
Refer to Appendix 8.02 for botanical names
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
Outlet Stabilization Structure
Specification / 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and rlprap follows the required lines
and grades shown in the plan. Compact any fill required in the subgrade to
the density of the surrounding undisturbed material. Low areas In the
subgrade on undisturbed soil may also be filled by Increasing the rlprap
thickness.
2. The rlprap and gravel filter moat conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the rlprap and placing another piece of filter cloth over the
damaged area. All connecting joints should overlap a minimum of 1 ft. If
the damage Is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the
filter.
5. The minimum thickness of the riprop should be 1.5 times the maximum stone
diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the apron on zero grade with no overfall at the end. Make the top
of the riprop at the downstream end level with the receiving area or slightly
below It.
B. Ensure that the apron is properly aligned with the receiving stream and
preferably straight throughout Its length. If a curve is needed to fit site
conditions, place it In the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6. 10, Temporary Seeding, and 6. 11, Permanent Seeding).
Maintenance
Inspect riprop outlet structures after heavy rains to see If any erosion around
or below the rlprap has taken place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
Fabric Drop Inlet Protection (Temporary)
Specification / 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yarn -extra strength (50 lb/1 inch minimum) -that contains ultraviolet ray
inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pool. Burlap nay be used for
short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For stakes, use 2 x 4 inch wood (preferred) or equivalent metal with a
minimum length of 3 ft.
4. Space stakes evenly around the perimeter of the Inlet a maximum of 3ft.
apart, and securely drive them Into the ground, approximately 18 inches deep.
5. To provide needed stability to the Installation, from with 2 x 4-inch wood
strips around the treat of the overflow area at a maximum of 1.5 ft above the
drop inlet crest.
B. Place the bottom 12 Inches of the fabric in a trench and backfill the trench
with at least 4 Inches of crushed stone or 12 inches of compacted soil.
7. Fasten fabric securely to the stakes and Frans. Joints neat be overlapped to
the next stake.
8. The top of the from and fabric oust be well below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the inlet. It nay be
necessary to build a temporary dike on the down elope side of the structure
to prevent bypass flow. Material from within the sediment pool may be used
for diking.
Maintenance
Inspect the fabric barrier after each rain and make repairs at needed.
Remove sediment from the pool area as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop Inlet and smooth and .compact it.
Appropriately stabilize all bare areas around the Inlet.
Land Grading
Specification # 6.02 - Construction Specifications
1. Construct and maintain all erosion and sedimentation control practices and
measures in accordance with t!,e approved sedimentation control plan and
construction schedule.
.Remove good topsoil from areas to be graded and filled 2 g p g and preserve It for
use in finishing the grading of all critical areas.
3.Scarify areas to be topsolled to a minimum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoiling).
4. Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the b woo loomed stability of the fill.
1 P Y
5. Ensure that fill material Is free of brush, rubbish, rocks, logo, stumps,
building debris, and other materials Inappropriate for constructing stable
fills.
6.Place all fill In layers not to exceed 9 inches In thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problem.
7.Do not Incorporate frozen material or soft, mucky, or highly compressible
materials Into fill slopes.
B.Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9. Keep diversions and other water conveyance measures free of sediment during
all phases of development.
IO.Hondle seeps or springs encountered during construction in accordance with
approved methods (Practice 6.81, Subsurface Drain).
11. Permanently stabilize all graded areas immediately after final grading is
completed on each area in the grading plan. Apply temporary stabilization
measures on all graded areas when work Is to be interrupted or delayed for 30
working days or longer.
12. Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures. Including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy roinfolls. Promptly remove all
sediment from diversions and other water -disposal practices. If mahouts or
breaks occur, repair them immealately. Prompt maintenance of snail eroded areas
before they become significantgullies is an essential part of an effective
erosion and sedimentation control plan.
A"VMUM sP
SEE N'UtRA17y
COMPACTED FILL OR � �\
V FABRICEX.W WIRE MCIE
INTO THE TRENCH SEE NARRATIVE
FOR MORE DETAIL
IL•3�)ZL�1
M NINUY 8
THICK LAYER
OF GRAVEL
V-TRENCH
FExT pa F
WIRE
WTO THE TRENCH
/ Kam!\\��
z
s iemmuM
'm 4YANMUM
SECTIONSECTION
SF SEDUMT FBI CE ( SILT FENCE )
MM
nMcllce ems
Sediment Basin
Specifications / 6.61 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pool area until the dam Is complete and than remove brush,
trees and other objectionable materials to facilitate sediment cleanout.
Stockpile all topsolter soil containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stable soil mater lot, but In no case make it
less than 2 ft. deep. The cut-off trench oust extend into both abutments to at
least the elevation of the riser treat. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but In no case
less than 2 ft. Make side slopes of the trench no steeper than 1: 1. Compaction
requirements are the same as those for the embankment. Keep the trench dry
during backfllling and compaction operations.
3.Embankment-Take fill material from the approved areas shown on the plans. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material neat contain sufficient moisture so it can be formed by
hand into a ball without crumbling. If water can be squeezed out of the ball, it
Is too wet for proper compaction. Place fill material in BID 8-Inch
continuous layers over the entire length of the fill area and then compact It.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer to traversed by at least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to andlevation 10% higher than the design height to
allow for settling.
4.Condult spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of Impervious coil. Do not use pervious material such
as sand, gravel, or crushed atone as backfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact It under and around the pipe to at least the same density as the
adjacent embankment. Care must be taken not to raise the pipe from firm contact
with Its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be Installed by cutting a trench through the dam after the
embankment Is complete.
5.Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6.Inlets-Discharge water Into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to Improve bus to trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7. Eros ion control -Construct the structure so that the disturbed area Is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area Is cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway immediately
after cone trust] on (References: Surface Stabilization).
B.Safety-Sediment basins may attract children and can be dangerous. Avoid steep
sl de slopes, and fence and mark basins with warning slgna If trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and Inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
STAKED 2'X 4' 1
WOMEN FRAME I
o�
o. e ♦ 1`.
GATHER EXCESS
of 4`•r♦e._.,
AT CORNERS
__w=
WOMPS
Ag�`.�`
-
i �•.4•
EXTENSION OF
FABRIC V MIN.
J'
�_
INTO TRENCH 1/
4'CRUSHED STONE OR I
\
-
1z COMPACTED sat I
\\
I I
I I
J I
I I I I I fK
` I I T\ I o
nLTERIIFA \�
.
'
�-
SHEET
1
- - ----t
OF
PERVIONYLON, POLYESTER. OR
I
I
DROP INLET I I I
STRENGTH ( 50 PSI MIN.)
t I I
I
WITH GRATE Il I
WITH ULTRAVIOLET RAY
\ I
\
INHIBITORS AND STABRRERS
\1J
ISOMETRIC VIEW \ J -
EABFtlC DROP INLET PROTECTION
141113
PRACTICE SA &
2.5 X 5 PRECAST CONCRETE BOX
NC PRODUCTS 3060 OR EQUIVALENT
EL= 39.2 GRATE TOPTM
90'ELBOW DOWN
8 BELOW WSEL
10 10 MINIMUM
MIN.
WSEL=
37.5
17 \ - - -
2"PVC W/ GRAVEL
AND FABRIC FILTER
EL= 35.0
13
�
iNV=
J. INV=37.5
91CONG and 37.25
or GROUT
"�:. �: :II
POND BOTTOM
ELEV<=30.0
SECTION VIEW
OUTLET STRUCTURE DETAILS
Nim
�c F Sediment Fence (Silt Fence)
J Specification 6.62 - Construction Specifications
MATERIALS
I.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6. 62b. Synthetic
filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2.Ensure that posts for sediment fences are either 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 lb/Linear ft steel with a minimum length of 4 ft. Make
sure that steel posts have projections to facilitate fee ten Ing the fabr lc,
3.For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mash spacing of 6 Inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mn)
Tensile Strength at Standard Strength- 30 lb/lin In (min)
Extra Strength- 50 Ib/lln in (em)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
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 18 Inches above
the ground surface. (Higher fences may impound volume 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 overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 Inch long,
or tie wires. Extend the wire mash support to the bottom of the trench.
5. When a wire mesh support fence Is used, space posts a maximum of 8 ft apart.
Support poste should be driven securely Into the ground to a minimum of 18
Inches.
6.Extra strength filter fabric with Eft post spacing does not require wire With
support fence. Staple or wire the filter fabric directly to posts.
].Excavate a trench approximately 4 Inches wide and 8 Inches deep along the
proposed line of posts and upslope from the barrier (figure 6.62a).
8.Backflll the trench with compacted soil or gravel placed over the filter
fabric.
9. Do not attach filter fabr lc to existing trees.
Maintenance
Inspect sedl ment 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. Replace burlap every 60 days.
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.
PUBLIC ROAD /�
Y
IN-��������
�WeT�-�����•
.O
••e•••••---,I
• •
'
• •
NOTE: SEE NARRATIVE 112'MINIMUM
FOR MORE DETAIL.
EN MANCEIEXff DETAIL
NTH
GRATE
WELDED BAR GRATE, PLAN VIEW
GALVANIZED,
OR EOUIVAI
SECURELY
IN PLACE
1 - 15 DIP
OUTLET PIPE
IE= 37.5
2 - 15 DIP
OUTLET PIPES
IE= 37.25
=ASE
41 - M
►a-. -a-
0
ff15-DIP 15 0-DIP 15•DIP
IE=37.5 IE=37.25 IE=37.25
.0
5'
BOX DETAILS N
Nib
6'
d
NPLAN VIEW
CONSTRUCTION SCHEDULE -
SEE PLAN, SHEET 3
1. Obtain approval of Plan and any necessary permits, and hold a
pre -construction conference prior to commencing any work.
2. Flag work limits and stake -out parking lot, primary measures, and
Sediment Trap and Sediment Basin for preliminary grading.
3. Install Gravel Construction Entrances.
4. Install Sediment Trap as shown on Plan prior to clearing and
grubbing site. Sediment Basin to be constructed prior to building.
5. Construct ditches and any other sediment control Practices
shown, prior to rough grading poking lot and site, stockpiling
material and topsoil as necessary.
6. Install utilities in parking lot establish final grades and
P 9
stabilize parking areas with stone base course.
7. Final grade building site, install non -municipal utilities as
needed, and vegetatively stabilize areas where building
construction Is not imminent.
8. All erosion and sediment control Practices are to be inspected
weekly and after any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway and
parking areas are to be paved and all areas permanently
vegetatively stabilized. After site stabilization, temporary
measures are to be removed and the Sediment Basin cleaned to
its original design contours, if necessary, and riser
structures orifaces opened, so as to function as a stormwater
management / water quality retention pond.
e•
NOTE:
PRECAST CONCRETE CATCH BASIN
CONTINUOUS CONCRETE COPING
TO BE SIZED AS NECESSARY
TO ACCOMMODATE PIPES,
8"
OR MAY BE CONSTRUCTED OF
3/4•
/ FRAME & GRATE
/
BLOCK OR BRICK TO CITY STANDARDS.
FRAME GRATE
AND GRATE
DEWEYFRAME
BRD
_
4
OR EQUIVALENT
PRECAST
BCATCH :5 I ASIN
CONCRETE 2 a. b i0-i'll,
... Ir
I 4• 8� r 4
REINFORCING I Sr 4 d
SECTION VIEW /4 BARS 0 12'OC EW PLAN VIEW
CATCH BASIN DETAIL
NTH
GENERAL EROSION CONTROL SPECIFICATIONS and DETAILS for
COLLEGE OLEANDER CENTER
LOCATED IN CITY OF WILMINGTON
NEW HANOVER COUNTY, NORTH CAROLINA
Date:
3-19-99
Scale:
AS SHOWN
Drawn:
DSH
Checked:
GAW
Project No:
2466ESC2
Sheet No:
4
Of.
6

NORTH OR WEST SIDE SEE PLAN, SOUTH OR EAST SIDE
13'-0" 15'-0" 8
REVERSE CROWN
Q 22'-0" TYPE
o 18,-0 CURBING, SPILL GUTTER
O 10'-0" 10'-0" OR VERTICAL CURBING
0 OR TURNDOWN SIDEWALK,
O SEE PLAN VIEW
3' COVER It I �3' COVER
POWER 2 COVEOR E 3' COVER STORM DRAIN 3' TO 8' COVER GAS
WATER 3' COVER SANITARY SEWER
NOTE:
WHEN POSSIBLE FLUSH MOUNTED OR BELOW GROUND
DISTRIBUTION OR JUNCTION BOXES TO BE USED BY
VAR
SEE OBSTRUCTION DETAI'
SIDEWALK
MW SEE NOTE(TYP)
VAR VAR
10' MIN B
IPED-X-ING
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
SIDEWALK
SEE
4'-0"
S-4"
4'-0"
ACK OF CURB
VAR
VAR
VAR
GRASS STF
SL10 MAXCORE
pS�
SL
DEPRESSED
NOTE 2
VERTICAL BREAK
IN CURB
10'-0" MIN
FACE
SLOPE NOT TO
EXCEED 12:1
IP
BACK
)F CURB
UTILITIES. SEE NOTE 2(TYP)';;
TYPICAL , .„ f
4'-0" PED-X-ING
UTILITY LOCATION 2'-0 PLAN VIEW WHEELCHAIR RAMP
NITS
8D5.05 TYPICAL LOCATION OF WHEELCHAIR PEDESTRIAN CROSSWALKS & STOP BARS GUIDELINES FOR
68' GUIDELINES FOR WHEELCHAIR RAMPS AND
4' 27' 27' 3, 4' WHEELCHAIR RAMPS AND DEPRESSED CURBS(B)
18, DEPRESSED CURBS(A) 8DB-110B
4 "CONC. REVERSE CROWN 4 "CONC. NIB
PARKING (TYPICAL) SIDEWALK
SIDEWALK SPACE CL 1/2" NTH EXPANSION
(TYPICAL) 2"ASPHALT GENERAL NOTES PRE CAST CONCRETE JOINT MATERIAL
SLAB. SEE SLAB -STANDARD CATCH
I. LaaTIIIN OF MHEELOLMAIR RAL DETAIL BASIN TOP & LEGS.
2 5 GRASSED N ACCORDANCE W H HE RA O ED HOUSE BLL 12Re, ALL S REEF CURBS IN NdTVI CAROLINA BEING CO SRI C FD DR REmnsTuclED FO SD2-11
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
� A
SIDEWALK
4'-0"
S-4"
4'-0"
OF CURB
VAR
SCORE
SLOMAX
VAR
VAR
GRASS STF
�:
DEPRESSED
_.
NEE NOTE 2
VERTICAL BREAK
IN CURB
10'-0" MIN
FACE
SLOPE NOT TO
EXCEED 12:1
r-w-A-R1 V
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
IP
)F CURB
8" CONTINUOUS CONCRETE COPING
3/4" / FRAME & GRATE
y FRAME AND GRATE
DEWEY BROS.No.CH-BN-3A
4" OR EQUAL,
PRECAST
CONCRETE
CATCH
BASIN
4'
REINFORCING
SECTION VIEW 4 BARS O IYOC EW PLAN VIEW
CATCH BASIN DETAIL
NOTE: KTE
PRECAST CONCRETE CATCH BASIN
TO BE SIZED AS NECESSARY
TO ACCOMMODATE LARGER PIPES,
OR MAY BE CONSTRUCTED OF
BLOCK OR BRICK TO CITY STANDARDS.
* SEE ALSO SD2-10
TYPE A" F_I
I
STRIP (TYP)
MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAYS, CON6CTON OF UTUTRS OR ALTERED FOR ANY REASON AFTER SEPTFMBER
AT ALL INTERSECTIONS WERE BOTH CURB AND CUTTER AND
8 BRICK WALL
TYPICAL
-8" 0'-4"
CURB
6" ABC BASE, CONTINUOUS
1273 SHALL PROVIDE WEdpIR RAMPS FOR THE PHYSICALLY HMNRCAPPED
SKIEYIALKS ARE PROMDED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW.
CONCRETE OR
VARIES AS REWIRED
CURB GRADE
1'-O"
TO V BEHIND CURB TYPE "A" CURB
2 WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED N DETAIL ORAWNGS. HOINWER EXISING LIGHT POLES, FIRE NMNANIS OROP
GROUT INVERT
_
CROWN
JD 7-01
°LETS ETC. MAY AFFECT PLACEMENT.
II. CONSTRUCTION Nol
0'-6• P I
30. 36" 4 -0
"A'
8" BRICK WALLS
1' "O SLOPE MALL FT'� 1'-I* (121) ON THE RAMP OR �EW'AX.
6" CLASS 42 4'-i6
NOTE: Both sides are
typically symmetrical.
JY Y J"'
1 N NO CASE SMALL THE MDTH OF WHEELCHAR RAMPS BE LESS THAN 40' (T-47. WDTHS MAY EXCEED 4W F NECESSARY-
CONCRETE BASE
W
..
3/4 CEMENT PLASTER
TYPICAL PARKING
BAY SECTION
3. USE CLASS 'A' CONCRETE WITH THE SURFACE HAVING A ROUGH. NON-SI(ID TYPE FINISH.
WHEELCHAIRBO RAMP JOINS ANY PoOD PA EOF OR S TICLIL IRE
REWORD YAM THE OF ME
A lIrC,, EXPANSION M WILL SHALL
SHALL CONFORM WITH THOSE OF THE WTkIeANG BODY MACH HAS JURISDIC1101 OF THE PARRWLAL STREET.
>
O -O 5 B"
/
S. CONSIRUCRON NEIHODS
III. ADDITIONAL NOBS
+(�ULTLTC-T V-6"
0-$
NITS
1. THE INSIDE PEDESTRIAN CROSSWALN LINES SHALE BE ESTABLISHED BY BISECTING THE INTERSECTION RAN WHERE MARKED (SEE NOTE 6).
4'_0•
0'-6„
"
0,_4"
2. THE MEELCHAIR RAMP SHALL BE LOCATED W THAT THE BEGINNING OF THE WHEEL CHAIR RAMP WILL BE TWO FEET FROM VIE INSIDE
SECTION "A
PVMT.
PEDESTRIAN CROSSW'ALX UNE
NOTE: E:
-A"
2'- 6"
V
'2'-FJ"
1 THE WIDTH OF THE PEDESTRIAN CROSTFALX SHALL BE 10 FEET UNLESS A GREATER WDTH IS REQUIRED TO ACCOYYODATE THE PEDESiNAN
P
T"'IFF'o
4. STOP BARS SHALL BE USED WNEAE IT IS IMPORTANT TO INDICATE THE PANT BEHIND MO1 L C ES ARE REWIRED TO STOP IN
1.
4" DEEP X 8' WIDE
CONCRETE COPING
VARIES
ST
COMPLIANCE WIN A TRAFFIC SIGNAL, STOP SIGN. OR OVER LEGAL REQUIREMENTS.
ALL AROUND BASIN
CASTING.
VARIES
ST
B, P�WC MENL A °"INSTAL BEINMINIMUM OF O �0 `E WBACIC OF TH T LPEDESTRIAN I OF THE `
e. ALL PAYEYQIT BE ELA TED BE N ACCORDANCE WRI THE LATEST RO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
MODIFIED CATCH BASIN FOR PIPES
2•
ALL CONCRETE TO
BE CLASS "A"
6' TO
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATOR. TWS IS AVAILABLE FROM THE SUPERINTENDENT OF OCCUMENTS U.S GOVERNMENT
3.
FOR CASTING DETAIL
SEE SD 14-03
n'.
PNINVNG OFFIM WASHINGTON. D.C. 20402.
LARGER THAN
24-INCH ENTERM
STANDARD
INFORMATION
GUIDELINES
FOR
THE END(S)
OF THE BASIN
B
"B-B"
6„
SIGN
NM
5-10"
MIN.---'T.
SECTION
0
12 M'"
WHEELCHAIR
RAMPS
�-n *USE SD2-10 FOR INLETS 14 and 15
5'-4"
CURB & GUTTER
WITHOUT CURB
WI
AND INLETS 2 and 3
4
-0
GUTTER
MIN.rbPARKING
8 AM - 6 PM
SDO oa
0'-8"
STREET NAME CHESTNUT
4' PIPE$5.00
FINE
AE
CASTING
0'-6"
2'-6"
SIGN
0'-6 3/4"
(SEE NOTE)
'coo
3'-loll
UP TO 48" STORM DRAIN PIPE
Q87
~A 4" MIN
1'-6"X 1'-O"X .080
STANDARD ALUMINUM
HANDICAPPED PARKING
SIGN TO READ:
RESERVED PARKING"
WITH IDENTIFICATION
SYMBOL, BOLT TO STEEL
TUBE WITH 3/6" CADMIUM
PLATED NUTS, BOLTS,
AND WASHERS
PAINT PIPE BASE —
YELLOW
8"DIA.STEEL PIPE
FILLED WITH CONCRETE
PAVEMENT
V-6"DIA. /1
BASE
CONCRETE \\ \
ONGAEACH WAY
THROUGH \\ \\ \
PIPE
MC
I
MAXIMUM PENALTY SIGN
2'X 2'X .188 STEEL TUBE
EXTENDED INTO CONCRETE -
FILLED PIPE 24". PROVIDE
WELDED WATERTIGHT CAP,
�., PAINT WITH P&L/6118
BLACK COFFEE"
NOTE: SIGNS MAY BE
OBTAINED FROM:
C&D SAFETY
4TH AVENUE N.
NASHVILL, TN
615-255-2717
r
r-,•
b r c aWEY BROS. NO.. CH-BIN-JA
MINIMUM AVERAGE WEIGHT
FRAME 195 LBS.
b GRADE 145 LBS.
SEC77ON A -A"
a
r
O'F 3 3/4" B
0
o •�
W-33/4•
i
B�
SECRON 9-B"
W-81 V V-41/8" 0'-81/4' I
2 8 5/B"
PLAN VIEW
GRILL BASIN CASTINGS
KT.B.
3/4-CHAMFER \
PAVING
a 5' .� .,. 8"
ABC STONE
6" 12"
i0
N TURNDOWN SIDEWALK DETAIL
ILIA
6"
D 1"R
PING 6• .: \//.�/i\//i.
MIN. I WITH SLOPE -FACE .0528 - %/ / / / / //'"
2'-0" n cuR6 BACK OF CURB y,5p BACK OF CURB B /��//�//�/f�/� 2"
2.17 _6667 2.5 DO --- ------------
- _ CATCH BASIN
--- Eocr �'-1'4yFA1f'ur -- REPLACEMENT CURB & GUTTER rote at vnucue;,.
SEE NCDOT 846.01 CITY OF WILMINGTON HANDICAPPED PARKING SIGN DETAIL
WITH CONCRETE CURB
& GUTTER NC DOT 840.01
STANDARD NCDOT STD 840.01 OR 840.02
SIGN INSTALLATION SEE ROADWAY STANDARD DRAWINGS MANUAL
EXISTING GROUND
COMPACTELOCATION PIPE ZONE 12 957 MODIFIEDA ROCTORO
IF UNDER PAVEMENT
WT$
SDI5-04A 6I O.D. N
I IN w
m
FINAL BACKFILL COMPACTED BACKFILL TO
A 4- 30LF MINIMUM - 4" PVC SLEEVES CLASS 1, 2, OR 3 3" > 90% MODIFIED PROCTOR
/TO BE INSTALLED AT DRIVEWAY & ALLEY PIPE
ENTRANCES FOR NON -MUNICIPAL SIZE AS INDICATED
UTILITIES ON THE PLANS O.D. LOPE WALLS TO ANGLE OF
0 94' REPOSE OF SOIL OR AS
PRIVATE DRIVE NOTE: CLASS 1 OR 2 - 6" MIN APPROVED BY THE ENGINEER
R SLEEVES ALSO TO BE 6-
SLEEVES �� COMPACTED PIPE EMBEDMENT
SIDEWALK OR INSTALLED AT OTHER STABLE 1- TO 90% MODIFIED PROCTOR
SIDEWALK AREA LOCATIONS AS INDICATED DUCTILE IRON PIPE FOUNDATION
SIDEWALK SECTION ON PLAN. MATERIAL
B B PIPE ZONE a
D. COMPACTED GRANULAR MATERIAL
PLAZA EXPANSION JOINT 1/2" 6" O.D. 6" 6" 0 IF REQUIRED
NGINEERBY THE
APRON PLAZA I MI
\ DRIVEWAY \
FINAL BACKFILL---
�" PIPE
tea, SIZE E INDICATED 3" PIPE WIDTH +24"
P EXPANSION JOINT 1/2" CURB RETURN ON THE PLANS TRENCH BOTTOM
CURB INITIAL BACKFILL O.D. STANDARD
0 -6" ) CLASS 1 -
1 -6" RESIDENTIAMIN. G' MIN PIPE TRENCH
A 13' (4.0m) MIN. STABLE DETAIL
OTHER FOUNDATION
RIGHT TURN OUT RIGHT TURN IN PVC PIPE MATERIAL NITS
PIPE BEDDING DETAILS SD}07
EXPANSION JOINT 1/2" EXPANSION JOINT 1/2" KT,S.
PAVEMENT PLAN
A //a//`Yi��\N\ A
NTS
SD"
a5 MORTAR "VISTI)P7
&?" maw
�a i to i
�� 'i i
'J"7WKCO )MV"
112' MWTAR ffKZ G 80
a' z'
GUIDELINES FOR BRICK
STANDARD DRIVEWAY
"" r" " ""Y'
TOP
DETAIL(A)
NT$
��
2,_0"
eDe-os
A
A
SECTION 'B—B'
VARIABLE
+
/
FINISH PLAZA GRADE
16 1 16" DNA. AT TOP
/
Q.0 STEPS
10 1/2" DIAL
0'-0
1 /81,
0'-8"
0'-6" �XPANSIQN
COVER PLAN
VIEW
6" DIA. 1
0'-0
1/2"
— 1.
JOINT
SECTION A -A
RING PLAN
VIEW (BOTTOM)
0'—1 7/8" '�'I
0'-0
1 /8"
1/8"
0'-2 1/8' —
'-0
0'-0
1 /2"
12'-0"MIN
0'-0 1/2"
1' -4 1/4" DNA. 0'-0
1/2"
0'-2 3/8"
15 7/8" DIA.
1/16"
0'-0 1/2
o'-s" V-15" VARIABLE
0'-1"
0'-0
7/8"
AT BOTTOM
0'-0
5/8"
0'-2"
1'-3 1/4" DIA.
0'-7
1/2"
PART OF SECTION
0'-0
3/8"
"A
o'-s"
0'-0 7/8"
0'-6
5/8"
ENLARGED
secnoN -A"
6" CONCRETE
0'-0 3/8""'!
0-111
G.R. ENNIS &SON NO. MBX-GRE-16
SECTION B-B
(-4-0'-4"
1'-3 1/4" A.
MINIMUM AVERAGE WEIGHT
STANDARD
RING 120 LBS.
STORM DRAIN
STANDARD DRIVEWAY
SECTION 'A -A'
COVER 40 LBS.
MANHOLE
DETAIL(B)
MONUMENT
MONUMENT
NTT3
NM
SDB-02B
HIM
SD14-OW
NTS
SD14-08A
8DO-08A
STD. CITY OF WILMINGTON
GRATE TOP , SEE DETAIL
-3/4" CEMENT PLASTER
AX CORBEL 1" PER COURSE
NTS
EXPANSION JOINT �i i
7AT 30' INTERVALS(TYP)
1�i
a .L
P
_t A_ JL
�I A
1" SCORE(TYP)
iki
Y i
Ai J
it
O
4"THICK
4' OR 5'WIDE
STANDARD
SIDEWALK
DETAIL
IMM
SDB-15
2" ASPHALT
TYPE "1"
EXISTING PAVEMENT / N.C.D.O.T. SPEC.
EXISTING PAVEMENT
6" COMPACTED MARL BASE
(D.O.T. REQUIRES 8")
DITCH LINE DITCH LINE
PIPE
NOTES:
» BACKFILL TO BE INSTALLED IN 6" LIFTS (MAXIMUM) AND
COMPACTED TO A MINIMUM DENSITY OF 95% AS DETERMINED
BY THE MODIFIED A.A.S.H.T.O. STANDARD METHOD T-99
* CUT - BACK TO BE PREPARED AFTER TRENCH BACKFILLING
AND COMPACTION
STANDARD SHOWING METHOD
MAKING PAVEMENT REPAIRS
WHERE PIPE INSTALLED
NIM
8Di-W
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE CITY OF WILMINGTON.
0'-6" THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
CITY CODES AND CONSTRUCTION STANDARDS.
I, REV. NO. REVISIONS DATE )
STONE
1 12"
CLASS "A CONCRETE
VERTICAL CURB SECTION
N..
2' CLASS "A" CONCRETE
16 1/2" Zvi F--- 4 1/2'
6"ABC STONE "��/a%�%/7� 4 1
CURB AND GUTTER SECTION
NOTE WELL:INIM
ID -
FOR REPLACEMENT OF CURB & GUTTER �"
IN COLLEGE ROAD AND OLEANDER DRIVE,
USE NCDOT SECTION. SEE ROADWAY STANDARD
DRAWINGS MANUAL, NCDOT STD. 846.01
IS REQUIRED GUTTER SHALL
SLOPE AWAY AS SHOWN
» MOST APPLICATIONS IN PARKING LOT
STANDARD CURB SECTION
TYPE "A"
NM
8D7-01
DETAIL SHEET
COLLEGE OLEANDER CENTER
LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP
NEW HANOVER COUNTY NORTH CAROLINA
SEAL
20007
OWNER: CAMERON COMPANY LIMITED PARTNERSHIP
1201 GLEN MEADE ROAD
WILMINGTON, NC 28401 762-2676
/2" R
Date:
Scale;
19-99
AS SHOWN
Drawn:
DSH
Checked:
GAW
Project No:
2466DET1
HANOVER DESIGN SERVICES, P.A. Sheet No:
LAND SURVEYORS, ENGINEERS & LAND PLANNERS 7 � 5
WILMINGTON.
WALNUT STREET /�
319 WALNUT
N.C. 28401 IL�1�J l/'J,
PHONE: [phone]
Of..
r--._--.-------- ---_ _ _.---_-_-- --. _ __ - - -_-- ----------- --- -_ - ---_-- - -
i -
t I

bRASS NIPPLE TAPS "DIP AV AVC AND aASS NOTES: CASTING FLA*GE3/4•x 3" (TMCN) 50 AND 51 DUCAT TRAY PAGE 1. WATER METERS ARE TO BE PROVIDED BY THE CITY EXTENSION OR S45 BENDS 221 2 BD ATEES PLUGS qq 1• BRASS PLUG S4ALL aF MADE USTNG A TAPP/NCSIZES4LYRE L1�IYAaw TOPART H2. ALL WATER METERS MUST BE LOCATED WITHIN PUBLIC MORTAR
2-2 1/2" HOSE NOZZLES A A B C D SFCRLW d-1 AND PART b, RIGHT-OF-WAYS AND/OR EASEMENTS
x t0 » SEC7mR-C 3. WATER METERS SHALL NOT BE LOCATED IN DRIVEWAYS
4 1/2` PUMPER CONNECTION FACE TO CENTER LINE rMIN
1 1 13 8 10" 13" 16" 1 6 17 1 17 10" 13" 1 8'-0"
OF STREET HYDRANT TO " i6 21` 11" 1 18 4 6 bRA,�,Y1Pp� WHERE R W WIDTH PERMITS ICK
HAVE BREAK .
I 1419" 24' 1 20" 7" 1 4 F" x 12" ARGE CAST IRON METER BOXSECTION OR WORD "WATER" REMOVABLE V:�': 16" 7 21" 27 12' 24" 4" SIDEWALK
ON COVER BARREL '':a�min. NOTE: Based on 1.5 x working pressure of 100 PSI plus AWWA Water Hammer. 0'-ASS N/PPLE sofT c qv hPf KMAX
�All bearing surfaces to be carried to undisturbed ground. S°UD J/I• SRp 7'b' SA'7GYWPER _TYPICAL DETAIL VALVE
a FIINISH GRADEUSH WITH EXIST. GROUNA A.. STANDARD THRUST BLOCK ( �J MIN " METER YOKE W/12 RISER
BOX AND CLEAN —OUT
C.I. VALVE BOX > FOR WATER MAINS WATER METER CONNECTIONS
GATE VALVE I BENDS x PLAN
MIN. SIZE 6" > TEES C4-NSbMLLEO N A BOX TO BE COORDINATED NTH NOTE: BACFLOW PREVENTERS CASTING BASES
TURN RIGHT m Ntg CUO Y S TYPE "K" SOFT COPPER TUBING NIS
TO OPEN m RAIN ,y
18" MIN. SYZR SA WAMR MAN CITY PERSONNEL REQUIRED
ESIROVERN ADIAMETER.NY &N6-DYb
m �,; V:..: ,r. n_:.j.:. ,.Y..: USE FEBCO MODEL 805Y (2 ),
. . �. . NA[LEA&F Ld4ASS R£ (TrPICALJ +L USE FEBCO MODEL 826YD RP
p 1-1/2" WATER SERVICE OR EQUIVALENT.
NOTE:_`1+::'.:; .:. 4 N m IN MANHOLE
1-SEE ASSEMBLY DETAIL CONCRETE PAD v:y.,::.-� :. v o L'pPPD4ARDV coa, NTS MAY BE EXTERNALLY LOCATERD WITH ACCESS COVER 4a"x 48 INSIDE DIMENSIONS
SHEET NO. So FOR 15" X 15" X 6" m �: :c'.. ' FULL 18' JOINT INSULATION AND DRAIN TO POND. I
"d: :.r 4' DEPTH MIN.
JOINT RESTRAINT REQUIRED 6" PIPE ASS NIPPLE
2-DUCTILE IRON PIPE � ` `'' �. . NALLEADLEI
REQUIRED ON ALL HYDRANT T)PICACJ
BRANCH LINES SECTION X-X PLAN & ELEVATION HYDRANT 3/4" GALVANIZED RODS
HYDRANTS SHALL BE: FIENDS & TFFR PLUGS x'X6• .• FOR EACH BLDG.
KENNEDY GUARDIAN o ° V-RIBS B I OPENING
t� o 000° TO MAIN COVER 3' COVER I 1 46' I 1 •r NOTE: TYPICALLY INSTALLED
SPUD /*"GYLRB STpO LtPA55 TEE(YALLEAB[E MINIMUM AVERAGE WEIGHT 1 I 1 I IN ARCHITECT TO ABOVE
PROVIDEGROUND
DETAILE
GUIDELINES FOR STANDARD THRUST BLOCK ° 0 ° ° o Ti* x r x F-rT» i WA RQ A 20 ALBS. " 2"WATER INE ; ;446-/4" MAX. A T
STANDARD HYDRANT FOR WATER MAINS TIE BOLTS METER 0'-9 5/8" 0-1 1/4 OR 4" ( I ' 1 '
NTS HYDRANT LUGS RETAINER CLAMP 0'-0 3/4" FIRE 1 SPECIFICATION AND COORDINA E
M8 0'-O 7 8" !OUTFL WH CITY PERSONNEL
JOINT RESTRAINT HYDRANT TO 1ST FULL JOINT OF PIPE / 0'-0 1/4" LINE PLAN 0'-1 3/4" INFLOW IARKED: HYDRANT 3/4" GALVANIZED RODS METERLV.SiER0a1S' .SIZEr(1D.J ____ BRICK_J
ARKED: SANITARY SEWER OR w 11-18 Z•3/8"0'-0 3/8" SECTION B 8" 1 AS NECESSARY m
STORM DRAIN AS REQUIRED 1'-7
SANITARY SEWER ° 0 c o o z * 3 10 * 1 1/2" 0'-2 1" 0
STORM DRAIN ® 0'-1 3 4" moo'
AS REQUIRED TOP OF COVER ° o 000 ? 1'
I//l/ o 0 0 1 3/*. 6"COARSE AGGREGATE
TOP OF COVER ""n 0 ° ,SEES � 1NS51 0'-5 3/4" 0'-5 3/4" PRECAST CONCRETE REDUCED PRESSURE ZONE
� � NOTE: TIE BOLTS BKO OX, TINDALL 3"PVC DRAIN REDUCED
PRESENTER
r A A RgINRG AIR
COVERL CONTACT 1'-6 5/8" OR EQUIVALENT A A MACHHINR TO INSURE JOINT RESTRAINT HYDRANT TO MAIN TEE TO DAYLIGHT
7/g• OTTOM OF COVER EVEN BEARING OF STANDARD GANG METER ASSEMBLY (TYPICAL) SECTION A NOTE: SEE SPECIFICATIONS
COVER AND RING. 3/4" TIE BOLTS EXTERNAL INSTALLATION FOR DETAILS ON 2" AND 4"
BOTTOM OF COVER 5/8" N.T.S.
1/2" 1/2" NOTE: 2'-," MINIMUM WEIGHTS WATER METER BOX BACKFLOW PRESENTER REDUCEBACKFLOWRE ZONTERS,
PLANFBCO
PLy RING & COVER CONTACT 1 -11 3/4" RING 261 ALBS.GQVER ,zo ALBSGUIDELINES FOR OR EQUIVALENT, IN BUILDINGS.
. NTS N18
SURFACES SHALL BE V-11 1/2"
MACHINED SO AS TO Bpµ-M WBAC10FL0J O USC APPROVED
V-11 3/4" INSURE EVEN BEARING 0'-2 1/8" O'-3 1/8" HYDRANT JOINT
R90'-O
„ ,/2" OF COVER ON RING D,_1» D•-7 ,/2" RESTRAINT0'-8 1/4"3" f 0�-6 7/8"MINIMUM LANDSCAPE REQUIREMENTS
0'-2 3/4"-1 1/2" 1'-8 3/8" 0-0 1/2, 0'-0 11/16" 0'-0 ,1 16"0'-2 1/8" MINIMUM WEIGHTS: /RING 190 ALBS. 0'-4 1/8" ' -4 /2- 4- , -2 1/4" ELEVATIONTREE PRESERVATION: MINIMUM 15 REGULATED TREES PER ACRE.
0'-4 3/4"0'-7 1/2" COVER 120 ALBS. 1'-9 5/8" 0'-5 1/2" 8D4-02 0'-7 ,/4"D'-0 1/2 0'-5 ,/z" �'-10 i/4^ 0'-11 7/a" 1CROWN OF TREE IS NEEDED FOR LEAF 2.2 ACRES- 33 TREES
1'-10 1/4" 1/2" ��� GROWTH TO PRODUCE OXYGEN, FILTER STREET YARD: MINIMUM REQUIREMENTS: FOR EVERY 50 LF 1 TREE
2'-0 1/2" 2'-9 1/4" SECTION "A-A"�2'-9 1/4" WATER 0'-0 1/2" THE AIR, REDUCE WIND, SOFTEN NOISE, 8 FT IN HEIGHT OR 3 FLOWERING TREES 5 FT IN HEIGHT AND 6
SECTION "A -A" DEWEY BROS, NO. MH-RCR-2001
STANDARD MANHOLE RING 0'-6 11 16" A A AND PROVIDE BEAUTIFUL APPEARANCE. SHRUBS 18" MINIMUM AT PLANTING
ALTERNATE STANDARD MANHOLE —0 1/2" —0 1/a• IN NOT DISFIGURE CROWN WITH
AND COVER �� INSENSITIVE PRUNING! PARKING FACILITIES WITHIN 50 FT OF RIGHT OF WAY REQUIRES 1
0 -, 1/2" 0'-0 1/8" 0'-6 11/16" DIA. RIPLINE— ROW LOW BUFFER EVERGREEN SHRUBS MINIMUM 18" AT PLANTING.
RING AND COVER 0'-0 3/4" _� I 1 / INTERIOR:
NIB 0'-21/4" 0,_7" _ 0'-01/2" j
SD" 0'-0 1/1§" 0'-0 5/16" I�� p_j/8/2" �j MINIMUM: B%OF THE GROSS PAVED AREAS SHALL BE LANDSCAPED.
0'-0 1/2" 1 0'-0 1/2"
1 TREE 8 FT MINIMUM HEIGHT AND 6 SHRUBS 18" MINIMUM AT PLANTING
0'-4" 0'-4 3/4" 1 O'-10" 0'-6 1/2" DIA. PLAN REQUIRED FOR EVERY 15 PARKING SPACES OR FRACTION THEREOF.
1-6 1/4" SECTION "A -A" CONSECUTIVE PARKING SPACES SHALL INCORPORATE LANDSCAPE
0'-4" SECTION "A -A" 0'-0 1 2^ 0'-8 1 4" PENNINSULAS NO MORE THAN 15 SPACES APART AND AT THE ENDS OF ALL
/ / MINIMUM WEIGHTS FEEDER ROOTS STRUCTURAL ROOTS PARKING ROWS. MINIMUM 9 FT WIDE AND 100 SF IN AREA. 5 TREES
rjbT1-6" GRE WVC 6HD CAST IRON OR EQUAL 0'-7 3/4" TOP 10 LBS. MINIMUM REQUIRED FOR INTERIOR ISLANDS.
_ 0'-11 7/8" BOX 40 LBS. FEEDER ROOTS ARE LOCATED STRUCTURAL ROOTS LOCATED
VIEW A HEAVY DUTY EXTENSION EXTENSION 40 ALBS. AT "DRIPLINE" OF TREE NEAR BASE OF TRUNK ARE BUFFER YARDS: HEIGHT REQUIREMENTS
AND PROVIDE TREE WITH NEEDED TO GIVE SUPPORT TO
VALVE BOX LID WATER VALVE ENTIRE TREE. IF REMOVED,
MOISTURE AND NUTRIENTS. TREES - 6 FT MINIMUM AT PLANTING
NOTES: TREE CANFAIL AND DAMAGE
1-DO NOT TAP MANHOLE AT JOINT. NTS SEE NOTE 1 &NOTE 4 PROPERTY. 15 FT MINIMUM MATURE HEIGHT
2-BREAK OUT MINIMUM AMOUNT OF MANHOLE WALL TO ALLOW aDla-ae CASTING SEE NOTE 2 &NOTE 4
EVERGREEN SHRUBS - 36" MINIMUM AT PLANTING
NEW PIPE TO ENTER. NTS METHOD OF TREE 6" MINIMUM MATURE HEIGHT
3-CONCRETE TO BE BROKEN FROM INSIDE OF MANHOLE, IF ODW-07
FENCE OPTION - 8 FT MINIMUM HEIGHT INDUSTRIAL ZONING
POSSIBLE.
4-PLACE COLLAR AROUND NEW PIPE. COLLAR TO BE BUILT PROTECTION DURING 6 FT MINIMUM HEIGHT ALL OTHER
RESTING ON UNDISTURBED SOIL. D CONSTRUCTION VISION CLEARANCE: NO PLANT MATERIAL OVER 30" IN THESE AREAS.
5-REPAIR CONCRETE WITH NON -SHRINK CEMENT. FINISH GRADE PROTECTION FROM VEHICULAR TRAFFIC PROVIDED AROUND ALL PLANT
6-SEE SD 14-11 FOR PRE -CAST MANHOLE DETAIL. STANDARD WATER VALVE BOX NTS MATERIAL (CURBING, CROSS TIES, TIMBERS, ETC.)
C & COVER MARKED C.O. THRUST COLLAR-1 MAINTENANCE: THE OWNER IS RESPONSIBLE FOR MAINTENANCE OF
t -H CONCRETE SIDEWALK 5' MIN. MIN. COVER 3.5' 5' MIN. ----- EXISTING TREE LANDSCAPING TO ENSURE THE PLANT MATERIAL LIVES.
STANDARD TAPPING FRAME CONCRETE CURB &GUTTER
MINIMUM AVERAGE WEIGHT 40 LBS. .sYa 6 /
DETAIL PRE —CAST CLEAN -OUT 1/4" STEEL PLATE 3/4" THREADED STEEL
MANHOLE PLAN 0'-10 3 4" SEAL CLEAN -OUT RODS (TYP.)
1'-8 1 2" STACK W/DUCT TAPE EXTRA HEAVY SOIL PIPE 3" 3"
N� (SEE NOTE 2) .-----1/8" BEND 3" 3" CONCRETE THRUST BLOCK
rt--!
) (TYP.
0'-0 1/4" � PLUG W/6" SINGLE TEST EXTRA HEA
I / EWER MAIN ROD REQUIREMENTS DRIPLINE
PLUG W/WING NUT --
VY 6" 1
STANDARD MANHOLE COVER 1'-0 1/2" SIZE OF 45 DEGREE BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED TREE PROTECTION DURING CONSTRUCTION
SEE SD 14-01 SOIL PIPE I 3' MIN. STAKE
PRECAST CONCRETE (SEE NOTE 2) 6" 7.694 2 PROTECTIVE BARRIER - HEIGHT ABOVE
GRADE RINGS 0'-5 3/4" 1 8" 7,694 2 �- 1. DO NOT COMPACT SOIL BENEATH TREES. NO VEHICLE SHALL BE ALLOWED TO PARK
NOTES: 6" TAPPING SADDLE 12" 17,312 2 — s GRADE UNDER TREES. NO HEAVY MATERIALS SHALL BE STORED BENEATH TREES. RESULTS OF
0'-5 3/4" 1-SEWER TAPS TO BE PERFORMED BY CITY TEE OR WYE. 16' 30,779 4 - ' ` COMPACTION CAUSE WATER AND AIR NOT TO REACH THE ROOTS AND THE TREE
VARIES GROUT 0'-1 1/2" CREWS EXCEPT WHEN TEES OR WYES ARE 20" 48,091 6� WILL DIE. THESE "FEEDING ROOTS" OCCUR WELL AWAY FROM THE BASE OF
12" MAX. "' SECTION C (SEE NOTE 1) 24" 69,252 8
SECTION D INSTALLED IN NEW MAINS LAID BY THE �+- -"..^-�,1 THE TREE TO THE EDGE OF THE OVERHEAD BRANCH CANOPY. DAMAGING
MANHOLE STEPS ��-� r�J!�\ L = I - ^ I+ �- ��t \ THE BARK WITH LAWNMOWERS, CONSTRUCTION EQUIPMENT, OR ANYTHING ELSE
WATER METER BOX CONTRACTOR. GENERAL NOTES: I �.11
AS SPECIFIED IS PROHIBITED. APROTECTIVE BARRIER SHOULD PREVENT DAMAGE FROM
2-THESE ITEMS SHALL BE INSTALLED WHEN 1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE COATED WITH OCCURING DURING CONSTRUCTION.
ECCENTRIC i ;- PRECAST MANHOLE SECTION NTS NO HOUSE CONNECTION IS MADE AT C.O. 2. OATS OF BITUMINOUS BASE PAINT. TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO CONSTRUCTION
PRECAST CONE SEE SD 14-11 2.;ONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS. AND A PROTECTIVE BARRIER IS TO BE INSTALLED AT THE DRIPLINE.
GUIDELINES FOR 3. TYPICAL MIN. CLEARANCE BETWEEN CONCRETE AND END OF BOLT MUST BE 3". 2. NO CUTTING OF LARGE STRUCTURAL ROOTS LOCATED NEAR THE BASE OF THE
4. APPROVED OFFSETS CAN BE USED IN THIS APPLICATION. DRIP LINE E THE AREA OF SOIL DIRECTLY BENEATH THE TREE EXTENDING TRUNK. THESE ARE ESSENTIAL IN SUPPORTING THE TREE AND HOLDING IT
SPECIFIED STANDARD CLEAN —OUT OUT TO THE TIPS OF THE OUTERMOST BRANCHES. UPRIGHT IN HIGH HANDS. REMOVAL OF THESE ROOTS ALONG ONE SIDE IS
STANDARD OFTEN DONE BECAUSE OF A WALK, PAVING OR BUILDING WHICH IS BEING
AS SANITARY SEWER SERVICE
P METHOD OF TREE CONSTRUCTED. D VERTICAL BEND Nib PROTECTION DURING
3. AVOID CUT AND FILL WITHIN DIAMETER OF TREE CROWN DURING EXCAVATION.
PRECAST MANHOLE 9 8ff t�o4' 80M 13D9"10 '"I" STANDARD LID HEAVY DUTY LID
SEE SD-14 SESD-148 CONSTRUCTION METHOD OF TREE
E
RING EXTENSION PROTECTION DURING
2" ASPHALT CASTING NT8
NTS CAST IN RUBBER 4" BASE 8Dr-08
WW12 BOOT EWITHSS STEEL 'III, � CONSTRUCION
INTS
(TYPICAL ALL 0'-6" O -6» MORTAR OVER FLANGE -Z
MANHOLE FOR CASTING DETAILS 1" MORTAR
py 1 1 0'-9" SEE SD-14
� Q�G CONNECTIONS) ,\ti MORTAR COLLAR �'—'I 2"STANDARD BRICK
RAM-NEK JOINT MAT'L �' 6"EXTENDED LIP 0'-8" MORTAR
OR OR APPROVED EQUAL STD. MANHOLE COVER, . y 0'-6" 2' Q' WATER VALVE BOX EXTENSION AND
(TYPICAL) SEE SD 14-01 `L CASTING CENTERED OVER VALVE NUT
,'-7 1/2" SEWER CLEAN -OUT CASTING NOTE:
'. 0 -6` CENTERED OVER STACK
0'-6" NOTES: DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE CITY OF WILMINGTON.
w 2'-0" MANHOLE STEPS — 1'- 7 1/2" A iv A B 0'-1 1/2" O,-1 1/2 *THIS INSTALLATION REQUIRED WHEN VALVE BOXES AND CLEAN -OUTS THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
J MIN. AS SPECIFIED O 2'-7 1/2" ARE LOCATED IN PRESENT OR FUTURE PAVED AREAS. RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
n 0 .PRIOR TO SETTING CASTINGS, NEW INSTALLATIONS WILL REQUIRE CITY CODES AND CONSTRUCTION STANDARDS.
it — ; / _ �� 2'- 7 1/7' I a 95% COMPACTION OR BACKFILL IN 6" LIFTS. awe.
a I// N 0'-6" 6'-4" � DETAIL SHEET
0'-9" TYPICAL DETAIL VALVE 3-19-99
......................
w PRECAST MANHOLE SECTION, i COLLEGE OLEANDER CENTER sode
o: A.S.T.M. C 478 ,' I 0'-6` BOX AND CLEAN —OUT
z j NO JOINTS FOR2'-7 1/2" LOCATED IN THE CITY OF WILMINGTON WILMINGTON TOWNSHIP AS SHOWN
LONG, PIPE WILL BE -- 0 CASTING BASES NEW HANOVER COUNTY NORTH CAROLINA
a ALLOWED IN W LL 1'-0` DSH
SMOOTH 0'-6" 0'-6" 0'-0 3 4"
5" MIN. AS SPECIFIED RADIUS BENDS SECTION 6,_4» 1'-6" / 88015-0P a ��N O�'�iy
w 0'-6 MIN. MINIMUM AVERAGE WEIGHT �r� O OWNER: CAMERON COMPANY LIMITED PARTNERSHIP
MONOLITHIC CONCRETE BASE. PLAN 10 LBS. _ SEE 1201 GLEN MEADE ROAD GAW
3000 PSI CONCRETE - 1,_ NOTE: CAST IRON S �Q' WILMINGTON, NC 28401 762-2676
6" MIN. STANDARD SEAL 2466DET2
6" MIN. Ap SANITARY SEWER EQUIVALENT TO 20WT ?
CRUSHED STONE,-,, 48" DIAMETER DEWEY BROS. MH-ST-B ;�, oS��ha�NE� \y i
MANHOLE .. HANOVER DESIGN SERVICES, P.A.
PRECAST MANHOLE MANHOLE FLOOR _ NM MANHOLE STEP , �•• LAND SURVEYORS, ENGINEERS & LAND PLANNERS
NM � 13D3-01 8DI4-10 DATE ,"N`, " PHONE: [phone]
_,I yypOR REV. N0. REVISIONS 319 WALNUT STREET
NALMINGTON. N.C. 29401
• or