SW7030814_APPROVED PLANS_20061016

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
El CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
DOC DATE
Q/�llii
YYYYMMDD

r
HATCH LEGEND
1
O 1 1
ASPHALT 6" ABC STONEBASE
CZ �
C �7
2" SF-9.5A ASPHALT
W fi" ABC STONE BASE
cri
' LL' Q 1" SF-9.5A ASPHALT
NOW OR FORMERLY
L. & ALETIAM GOUDY coz rD z ,? �� S 2" S-9.5B ASPHALT
4
M.B. 4, PG. 70 , l !- '� j a � 8" ABC STONE BASE
-3
LOT 20 U NOW OR FORMERLY
r j 4 4" CONCRETE
HARRY F. & DALENE A. ZAHN,5,7/pGE-
- M.B. 3, PG. 147 Sect, n b
Al.B• NOW OR FORMERLY 1
I® LOT 2 `3 Pl'' 1�7 `r-c • 6" CONCRETE
ZONE- . JACQUELYN J. KELLY ' , ti �I �
-`M.B. 3 PG. 147 A
^� � � �• 2531.16' LA/I/D !/,5�
sFaopa0000 LANDSCAPING STONE
LOT 20
NOW OR FORMERLY
JOHN B. & PATRICIA A.
P.C. 1), SL. 24 BUILDING PAD
INV 11.50 - - _ `4 Y.I. ' \ LOT 7
Mrs:�1'- _ ' r c�ir RIM 14.25 / 7
-=� - INV 12.25 � �^^��
�'-708.69• TENNIS COURT ASPHALT
I :..
SfCfi YARD
X
-13 -A / i a -14_ y _ _ x \ \ \ ' ' - _ ; • ' ; - 404 WETLANDS
59.17` : o ° _
4CHAINLINK \ \\\\\�\\\�\\\ ISOLATED WETLANDS
o CO p FENCE 1 \ \ \\ \\ \
SURVEY LEGEND
Ecu q = EXISTING CONCRETE MONUMENT
47R 0 = EXISTING IRON ROD
cap 0 = EXISTING OPEN PIPE
AP0 = EXISTING PINCHED IRON PIPE
sw OO = SET IRON ROD
,wsr = DISTURBED
E� = EDGE OF PAVEMENT
= CENTERLINE
R� = RIGHT OF WAY
`0, = POWER POLE
LINETYPE LEGEND
SYMBOL DESCRIPTION
EXISTING RIGHT-OF-WAY
EXISTING EDGE OF PAVEMENT
EXISTING ROADWAY CENTERLINE
EXISTING BOUNDARY
EXISTING PROPERTY LINE
- - - - - EXISTING UTILITIES
SETBACK LINE
;0EXISTING GROUND CONTOUR (ELEVATION AS NOTED)
CONTOUR
-- ---- -- - WETLANDS
FLOOD ZONE
STORM WATER SWALE/BASIN
CLEARING LIMITS
EP 12.50•
14.5011'v'
`
1 n r
oa -1 v a e,a)4 ,1 ''TC 13.75' !/ .\ 7P1\2.
\1 0'a d ' 4 / \ 'EP 3.0 15.00` pTC 14.50/ • �' a r 4' ! \ 50�SWALE INV.: 9.50' \ \ N,dV `
FP 12.501 1/
33�Z Y.I. PAD 13.17 TC 13.50'
Z Y.E. RIM 14.50 - _ _ - g' 1 1 i I 1 ' f�• \
\ \
`IA(VM 14.50_13.17 � � .. 1 / fj 1 :1 �
O NIV 13.25 I \ 1 1 1 1 1- w EP 13.25'\
PAD 14.0q'
Q 3` 'EP 13.00'1 1 I 4 1 1 1 I I I
J.
` �r
OR. 4 4
z PAD 14.7 / 1 I BASIN Ba.TT0A1 Fir.:.a�', Il 1 ` I l l l 1 \ \ /
1 T. �I 1 _ .
O D��
15 0 1 1 p 1
TC-EP : 13: 0' 1 I !A
V 1
4 r
- 10.6T Y.I. a o°� ! . 1- , . lEP 13.00'y
O° RIM 14.25 _ c,+ . I . I , . y t . ► ' ,
C°a INV 12.25 _ - - - _ I ! r 1 1 1 1 EP 12.50'
N 15.005.83r 90,66
rn i7 b W 1 kI / i I 1 ,�•/ f \ \
iT APR
c Q1
r n ® 1 .A / l ! _ /fir i G
�` EP 13.50
�I�. • ��c ti �Q y4r F TC 13.50' \ / / // / -- - _ - 1 \ \\• 1 /�,r { - 7 \
EP 12.50' -��� i EP �13.00'
!�R' Y ' `F i`L t - ` +' r t �4 l 't �, ,�,' _ 'EP 12.50� SWALE INV.: 10.0• _ _ ` rrM V SWALE INV.: 9.50'
EARTHEN DAM \ \
O + , a _ ,1
_ TC FL 13.00, , EP 12.87 \ '> \ CLEgR! -I
zL. 13.00' .. ' 12.50' /- ,�\ \ _ NG LIMITS
EP
-12--- QC
FL .12.23
TQ
\ \ \i SWALE INV.: 9.fi5'
PGA 12.311. FIai�� �. _ 1r i _ - -
€NV. !N: t2.24' 11" cuQrc yarns eacn (2) PROPOSED 84 L�,! v 1-48 cubic rds each " / - i
I 11 � .F. 15� `\ - • . 3'Q / i
INV. OUT: 10.00' f (SEE DETAIL DRAWNG C5.2) RCP CULVERT PIPES W/F.E.S.,
�\ \`\ r TC '• \ ♦�\ \ (SEE DETAIL DRAWING C5.2) /
s< EwsTl�ttt� d = 1.125
TREES ;*15LIPERWa INV. IN: 9.55' ♦\ \ \ \ `' \ ♦ /j / /
TO REMAIN) i La = 7.0' INV. OUT: 9.45' \ \ �\ ♦ \ ' 1 IR
• �r ' 1.46 cubic yards each �ry 1 / d = 1.125' 12.1 fl \ \ TC .' ` \ ♦ ♦ ' / /i ' / /
�12- (SEE DETAIL DRAWING C5.2) I / wa = 10.0' \ .. \ }�. 12,1j ♦ \\1 SWALE
1.96 cubic yards each\r;,0
31 _--- - - - - --
1
2- -- ..Aa�.
/
6'LONG x12"WIDE
\ ' CONCRETE FLUME W/F.E.S., X \ RIP STABILIZATION ® OUTLET�'�
\ \ \ \
\ INV. IN: 11.31'
\ INV. OUT: 10.00' : ; \ ♦ '� TC 11.i1. J , j / i
d - 1.125' ::': ; \ �� \ FL A 1.31''
~ _ 1.46 cubic yards each \ \\ \ /�\�
I I 1 (SEE DETAIL DRAWING C5-2) 12.4�
774.46' �_�-12-- 10 SIDE YARD ! �\-_z---------_ \_� ♦ _ .�C
11
7' _ \
/ r \ \ \
NOW OR FORMERLY �� _ - - -' - - _ _ _ _ /1'OANOKE PARK EX)Z-N0Ep \' .\.\ `\
SWALE INV.: 10.0'
MEf2LY I \ __- \ 1 ` ____-----� -- PG. 26 �:.. �
LARRY W. & - - �14QJ M.B. 2, NOW OR FORMERLY
�R ER '11I '� _ -\' - -�` _ _ - - 7- NOW OR FORMERLY ZONE ' R -1 SEA SHONE REALT`
r 1 - / / 8' 1 B*0 RCP EXTENSION ON i
DENISE E. TOLLEY _ _ / EITHER END OF EX. CULVERT`.
Q6 / SEA SHORE REALTY LANY USE RES/DE/VT/AL
D.B. 439, PG. 494 - - - & Dll;'VELOPM N ` (SEE SHEET C2.3.1)
& DEVELOPMENT
COMPANY
COMPANY - - - _ M x EP 11
2, PG. 26 _ v
\ M.B. 2 PG. 26 - EP 11,68
,
LOT 7 it LOT 5
\ q� / i ' X INV 8.52
NOW OR FORMERLY � , , ,
coSEA SHORE REALTY
Pr// EP 11.
11.s n
55'
J
;INV
/
X '
/ f
1
5-EX INV 9.25
s
��+y CO / r& DEVELOPMENT ftftmft
A�
COMPANY NV 8-96 (SR pA MENr
-�i 9 F \ F �\ �• qA M.B. 2, PG. 26 , /' /i / / / Ap 2-100 pR u `
LOT 6 EP 10.57 / \\c�` j / / / /% / /, ROX/,yA TE LOCA
EP .� 11.55' y / / /i
Dar F.E.S. \ . \ \
w GRADING NOTES
UNDERGROUND UTILITY LOCATIONS ARE APPPROXIMATE BASED ON
1. CONTACT ULOCO AT 1-•800-632-4949 TO FLAG THE INFORMATION SUPPLIED BY THE FOLLOWING UTILITY COMPANIES:
LOCATION OF EXISTING UNDERGROUND UTILITIES BEFORE CABLE TELEVISION CHARTER COMMUNICATIONS
COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY. MR. JERRY J. FARGIONE, PLANT MANAGER // / CO /
[phone]
2. PRIOR TO GRADING, PROVIDE EROSION AND SEDIMENT
Bissell Professional Group CONTROL MEASURES AS INDICATED ON THE EROSION AND TELEPHONE SPRINT CAROLINA TELEPHONE / ,O / / / / �•,``� \��
4417 North Croatan Highway MR. jTEVEN L. CUMMINGS, TELEPHONE ENGINEER
SEDIMENT CONTROL PLAN.
P.O. Box 106$ (252 473-1609
Kitty Hawk, North Carolina
27949(252) 261-3266 3. AREAS OUTSIDE OF THE LIMI fS OF GRADING SHALL ELECTRIC DOMINION/NORTH CAROLINA POWER
FAX [phone] REMAIN UNDISTURBED. PROTECT EXISTING VEGETATION. MR. BOB LECOUNT, PROJECT DESIGNER
[phone]
Engineers, Planners, Surveyors and 4. ALL TREES TO BE CUT WITHIN THE LIMITS OF GRADING
Environmental Specialists WATER DARE COUNTY WATER DEPARTMENT
(FLAGGED TREES SHALL NOT BE CUT) SHALL BE REMOVED MR. T.J. KETTERMAN,
FROM SITE AND DISPOSED OF BY CONTRACTOR. [phone]
VICINITY MAP
NOT TO SCALE
STORMWATER MANAGEMENT DESIGN CALCULATIONS
TR-55 SCS METHOD FOR URBAN HYDROLOGY FOR SMALL WATERSHEDS
DESIGN STORM EVENT: 10 YEAR-24- DESIGN STORM EVENT
FOR ROANOKE ISLAND, DARE COUNTY, NORTH CAROLINA
Comp: site Runoff Curve Number Calculator
- Description---- - Area -(oc) ___ Curve Number ----
Open space(A) 6.2500 39
Open Space(D) 6.2500 80
Woods (A) 16,4700 40
Site Development 4.9600 92
Total Area - - - - - > 33.9300 55 <----- Weighted CN
Sheet Flow ----
Description ..................... Rainfall Runoff Sheet Flow
Manning's n ..................... 0.4100
Flow Length ..................... 78.2324 ft
Two Yr, 24 hr Rainfall .......... 4.5000 in
Land Slope ...................... 0.0256 ft/ft
Computed Sheet flow time .......................> 13.7494 min
Channel Flow----
Description ..................... Rear Access Roadway Swale
Flow Area 6.8182 ft2
Wetted Perimeter ................ 9.5731 ft
Flow Length ..................... 1358.5798 ft
Channel Slope ................... 0.0010 ft/ft
Manning's n ..................... 0.0175
Hydraulic radius ................ 0.7122 ft
Velocity ........................ 2.1415 fps
Computed Channel flow time .....................> 10.5732 min
Total Time of Concentration .........................> 24.3226 min
Graphical Peak Discharge method
Given Input Data:
Description ..................... Post -Development
Rainfall distribution ........... Type III
Frequency ....................... 10 years
Rainfall, P (24-hours) .......... 6.9000 in
Drainage area ................... 33.9300 ac
Runoff curve number, CN ......... 55
Time of concentration, Tc ....... 24.3226 min
Pond and Swamp Areas ............ 6.5134 % of Area
Computed Results:
InWal abstraction, la ......... 1.6364 in
i
la/P ............................ 0.2372
Unit peak discharge, qu ......... 399.1787 csm/in
Runoff, Q ....................... 2.0606 in
Pond and swamp adjustment, Fp ... 0.7200
Peuk discharge, qp .............. 31.3979 cfs
Basin Output
Distribution Type ............... Type III
Frequency Type .................. 10 years
Area ............................ 33.9300 ac
Peal,: Inflow ..................... 31.3979 cfs
Outflow 0.0000 cfs
Ruliaff .......................... 2.0606 in
Runoff Volume ................... 253779.7831 ft3
Stc-age Volume .................. 258,090 ft3
Bioretention Basin #1
Elev Area Cumml Avg Cumml Conic
ft ac ft3 ft3
13,0000 0.4774 26483.8775 26342.9931
11.5000 0.3332 0.0000 0.0000
Bioretention Interstitial Storage Volume: 16,650 c.f.
Bioretention Basin #1 A
Elev Area Cumml Avg Cumml Conic
ft ac ft3 ft3
13.0000 0,2047 14059.5544 13887.9522 c,
11,0000 0.1181 0.0000 0.0000
Bioretention Interstitial Storage Volume: 8,868 c.f. J �'
n; I to ?
Bioretention Basin #2M X A
Elev Area Cumml Avg Cumml Conic M'
ft ac ft3 ft3 z
12,0000 0.4170 23238.0903 23121.8559 n ` ' 9
10.5000 0.2943 0.0000 0.0000 p
Bioretention Interstitial Storage Volume: 16,650 c.f. V> O
n
Infiltration, Basin #1 I'J4j
Elev Area Cumml Avg Cumml Conic IfT'-% r
ft ac ft3 ft3
12.5000 0.4803 27521,7132 26181.2361
10.5000 0,1515 0.0000 0.0000
Infiltration Interstitial Storage Volume: 22,530 c.f.
Infiltration Basin #2
Elev Area Cumml Avg Cumml Conic
ft ac ft3 ft3
12.0000 0.4526 39166,2674 38722.3284
9.5000 0,2667 0.0000 0.0000
Infiltration Interstitial Storage Volume: 14,263 c.f.
Channel Calculator
Full Flowrate ................... 14.6013 cfs
Flow area ....................... 6.8182 ft2
Flow perimeter .................. 9.5731 ft
Hydraulic radius ................ 0.7122 ft
Top kidth ....................... 9.0909 ft
Area ............................ 6.8182 ft2
Perimeter ....................... 9.5731 ft
Percent full 100.0000
Total Swall, Length: 2,650 I.f.
Total Swal,l Volume: 2,650 Lf. * 6.82 s.f. = 18,053 c.f.
Total Swale Interstitial Storage Volume: 30,607 c.f.
Total above ground storage: 148,522 c.f.
Allowance for intestitiai storage: 109,568 c.f.
Toth Storage Volume Provided: 258,090 c.f.
GRAPHIC SCALE
30 0 1K 30 60 120
( IN FEET )
1 inch = 30 ft.
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GRADING &
DRAINAGE
PLAN
C4.1

1 1 HATCH LEGEND
1 2" S-4.75A ASPHALT
6" ABC STONE BASE
j 1 ! 2" SF-9.5A ASPHALT
! f 11 j LOT?B 6" ABC STONE BASE
i i 1 1" SF-9.5A ASPHALT
2" S-9.5B ASPHALT
I ..
1 1 o 1 8" ABC STONE BASE
11+ W m 1
I,1 f!J 1 4" CONCRETE
1 i
C/) 0 1 l
�' 9�' j 1,�1, 6" CONCRETE
m
O NO z�SR FORMERLY
�1 �r oo�
o Oo Oo Oo
o°oo o0 oa LANDSCAPING STONE
R4t,�L H G. AUSTIN CREE,S� RIDGE w O �o �o �o 0
Ear - - - M.R. 4t PG. 70 �� � 1�iree NOW OR FORMERLY w I 1
LOT-a5 _ zoN Pc. 7O TOMMY LEE WATSON, JR. & �- =1
' C!) BUILDING PAD
qND USE- VERNA HUDSON WATSON Q
-9_ N s7.37'2s` E _ _ ` f�ES/DE'NT/q[ M.B. 4, PG. 70 _ --- E�-_ �_--- - - - -
- LOT 28-- _
- - - - -- _ o� -
z ^, :;~` i TENNIS COURT ASPHALT
NOW OR FORMERLY
-----=-- --w-_�--__=- RICHARD M. LACER
��- _� - - - - - M.B. 4, PG. 70 404 WETLANDS
----2- �� �_ 1o'SIDEYARD'_ =r _ --_._ --- LOT 27
�\ \ `---- - - - - -- ISOLATED WETLANDS
_ 50' UNDISTURBED BUFFER
ti /,
--
---
28.08' '
-- -X\-•---- A - - - - - - - -X-- -'- - ------- ----
>--� ---
EL ACCESS �G 12•01' EOG 1
12.6'
'AY
I
30' UNDISTURBED BUFFER
- I
S3144'16"W r'
ROANOlrE PARlr EX DED
(RE/ISED) M.B. 2, PG. 26
Bissell Professional Group
4417 North Croatan Highway
P.O. Box 1068
' Kitty Hawk, North Carolina
■ 27949(252) 261-3266
FAX [phone]
Engineers, Planners, Surveyors and
Environmental Specialists
CIA 72.86'
NOW OR FORMERLY
WAYNE H. & /
I IA Ir% A 1 MI I IAI
GRAPHIC SCALE
30 0 15 30 60
( IN FEET )
1 inch = 30 ft.
I �
10' SIDE YARD f 351.76'
' ROANOI(E I AIPI-r EXTENDED
(RZ sED'),"fl B. 2, PO. 26
NOW OR FORMERLY ZbNED.• R-1
SETH B. HENDERSON LA/�/D USE.• RES/DENT/AL
M.B. 2, PG. 26
LOT 10 /
i
SURVEY LEGEND
=
EXISTING CONCRETE MONUMENT
oR 0 =
EXISTING IRON ROD
0 =
EXISTING OPEN PIPE
PO =
EXISTING PINCHED IRON PIPE
rR QQ =
SET IRON ROD
wsr =
DISTURBED
Ezw =
EDGE OF PAVEMENT
CL =
CENTERLINE
Rey =
RIGHT OF WAY
=
POWER POLE
LINETYPE LEGEND
SYMBOL
DESCRIPTION
EXISTING RIGHT-OF-WAY
EXISTING EDGE OF PAVEMENT
EXISTING ROADWAY CENTERLINE
EXISTING BOUNDARY
EXISTING PROPERTY LINE
- - - - -
EXISTING UTILITIES
SETBACK LINE
'
EXISTING GROUND CONTOUR (ELEVATION AS NOTED)
CONTOUR
WETLANDS
FLOOD ZONE
STORM WATER SWALE/BASIN
CLEARING LIMITS
FORT RALEJGH O
NAnONAL HISTORIC S11E /
o
O
SITE s
O
O
�i
O
O
DARE COUNTY
NORTH CAROLINA
Y
r
VICINITY MAP
NOT TO SCALE
n -� .� - � GENERAL NOTES
ROANOAT PARK EXTENDED
(RE/ISED') til. B. 2, PC 26
ZONED.• R-1
LAND USE RESIDENTIAL
NOW OR FORMERLY
S.H. LASSITER
MB 2 PG 26
LOT 9 ��`
ti / �c
SHALLOWBAG
BAY
WA
41
' ~' •'•-` 1. DEED REFERENCE: D.B. 1483, PG. 376
�{ PLAT REFERENCE: P.C. B, SL18
- • - V TAX MAP REFERENCE: MAP #9880
PARCEL #024402000
- - - - - - - 1 PIN #988009254918
2. OWNER: DARE COUNTY BOARD OF EDUCATION
PO BOX 640
MANTEO, NC 27954
" DEVELOPER: CONSTRUCTION CONTROL CORPORATION
o Inc ~ PO BOX 3430
KILL DEVIL HILLS, NC 27948
o ! o ,'15.ac 3. TOTAL AREA: 1,479,007 SF = 33.953f AC.
4. CURRENT ZONING: R-1 (SCHOOL TO BE CONDITIONAL USE)
a ! 4 5, CURRENT LAND USE: VACANT/UNDEVELOPED
z LAND USE: PUBLIC SCHOOL
6. THE SUBJECT PROPERTY IS LOCATED WITHIN FLOOD HAZARD ZONE C,
O AND FLOOD HAZARD ZONE A4, AS SCALED FROM
1 o _ F.E.M.A. F.I.R.M. PANEL 375348-0220-C DATED FEB. 19, 1986.
%o ' - , Q * FLOOD ZONES SUBJECT TO CHANGE BY FEMA.
o `' - _ ✓,�a°� 7. THERE IS 69,775 SF (1.60 AC) OF C.O.E. JURISDICTIONAL 404 WETLANDS AND
c 26,474 SF (0.61 AC) OF ISOLATED WETLANDS ON THIS PROPERTY.
z
8. MINIMUM BUILDING SETBACKS - FRONT YARD: 25'
9 ° REAR YARD: 25'
avxo :'7 z SIDE YARD: 10'
�0 O 15.00' O 9. BASE FLOOD ELEVATION = 8.00'
SITE NOTES
RIM 14.50
o YJ. `IRV_13.1-7 - - 1. PROPERTY COVERAGE:
oa Y.I. RIM 14.50
Y.I. RIM 14.50 INV 13.25 O BUILDING = 68,861 f SF (1.58t AC) 4.647.
RIM 14.50 INV 13.25 LL ASPHALT PARKING/DRIVE= 76,632f SF (1.67t AC) 4.89%
INV 13.17
� BUS LODP= 18,424t SF (0.42f AC) 1.24%
10' EMERG. ACCESS= 7,707t SF (0.18t AC) 0.52%
r 1 9' WALK PATH= 3,784± SF (0.09f AC) 0.25%
�•J CONCRETE WALKS = 31,756f SF (0.73f AC) 2.14%
(D 18' GRAVEL ACCESS RD. = 29,337f SF (0.67f AC) 1.98%
z LANDCAPING STONE = 11,359f SF (0.26f AC) 0.77%
TENNIS & BASKET BALL COURT = 14,400f SF (0.33t AC) 0.97%
r.
f
r TOTAL IMPERVIOUS AREA = 258,260f SF (5.93f AC) 17.40%
f � i.l,
ROADWAYIMPROVEMENTS REQ'D OFFSITE:
RI HWY 64/264 & SR 1120 = 6,526 SF (0.15t AC)
r o O IN.
15.00' no° _ Q 2. PARKING REQUIRED (1 PER CLASSROOM AND OFFICE):
oo°° �- CLASSROOMS = 18
6° o op o LABS/CLASSROOMS = 14
a
Y.l. a o° ° c o0 o a W OFFICES = 10
R1M 14.26 o f ° C) � Q
lNV 12.25' C'< 0" oo -----------__ ---
c CC) W TOTAL = 42
_ °
°� PARKING INDICATED: FACULTY/STAFF = 67
a ` _ VISITORS = 18
40 ycoNGRETE.'� -- - _ BARRIER FREE = 3 REG.
' W
° & 1 VAN
'NLOR', ` L ' v
-------------------
�. Z
o j t TOTAL = 89
o
= 3. ALL APPLICABLE PERMITS WILL BE SECURED PRIOR TO ISSUANCE OF A
o ,� U BUILDING PERMIT OR COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES.
o / 14.00'
°< 4. SIGNAGE WILL CONFORM TO SECTION 6.04E OF THE TOWN OF MANTEO ZONING
'T, soo ! ORDINANCE.
o 5. ALL UTILITIES SHALL BE PLACED UNDERGROUND. THE LOCATION OF
_ I� WATER SERVICE SHALL BE APPROVED BY THE UTILITY COMPANY
AND VERIFIED BY THE GENERAL CONTRACTOR PRIOR TO THE COMMENCEMENT OF
"4 CONSTRUCTION.
6. LOCATIONS OF EXISTING UTILITIES INDICATED ARE APPROXIMATE. VERIFY THE
EP 14.00' LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES PRIOR
TO BEGINNING CONSTRUCTION. THE GENERAL CONTRACTOR SHALL ALSO CALL
ULOCO AT 1-800-832-4949, BEFORE DIGGING, FOR VERIFICATION.
WASTEWATER FLOW = 9,000 GPD
- r 1 (600 STUDENTS)(15 GPD/STUDENT) = 9,000 GPD
14 00 y A GREASE INTERCEPTOR WILL BE USED TO HANDLE THE WASTEWATER FROM
THE CAFETERIA THEN THE WASTEWATER WILL BE PUMPED TO THE PROPOSED
` LIFT STATION ON THE WEST SIDE OF THE BUILDING WHERE THE SEWER
S C SERVICES FROM THE SCHOOL BUILDING WILL GRAVITY FLOW INTO THE LIFT
F \ STATION. FROM THE LIFT STATION A SEWER FORCE MAIN WILL CONVEY THE
WASTEWATER TO THE TOWN OF MANTEO'S WASTEWATER COLLECTION SYSTEM.
DUBLE 311(�0 \
N LINK , - _ _ _ GRADING NOTES
1. CONTACT ULOCO AT 1-800-632-4949 TO FLAG THE
LOCATION OF EXISTING UNDERGROUND UTILITIES BEFORE
COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY.
EOG12.5' __-
2. PRIOR TO GRADING, PROVIDE EROSION AND SEDIMENT
- Y - - CONTROL MEASURES AS INDICATED ON THE EROSION AND
EOG -- = = SEDIMENT CONTROL PLAN.
-----12--
3. AREAS OUTSIDE OF THE LIMITS OF GRADING SHALL
REMAIN UNDISTURBED. PROTECT EXISTING VEGETATION.
SWALE INV.: 11.0' Rx _
4. ALL TREES TO BE CUT WITHIN THE LIMITS OF GRADING
(FLAGGED TREES SHALL NOT BE CUT) SHALL BE REMOVED
FROM SITE AND DISPOSED OF BY CONTRACTOR.
/
73.31', �• I 1 UNDERGROUND UTILITY LOCATIONS ARE APPPROXIMATE BASED ON
ST � �
.� INFORMATION SUPPLIED BY THE FOLLOWING UTILITY COMPANIES:
T , 2291.97' ' f
' CABLE TELEVISION CHARTER COMMUNICATIONS
MR. JERRY J. FARGIONE, PLANT MANAGER
NOW OR FORMERLY � \ _ - " [phone]
ROY C. McCARfER,f'111- -� _ , '�'
` TELEPHONE SPRINT CAROLINA TELEPHONE
a M.B. 2, PG. 26 - ' MR. STEVEN L. CUMMINGS, TELEPHONE ENGINEER
LOT 13 r _ - ' - [phone]
ELECTRIC DOMINION/NORTH CAROLINA POWER
/ MR. BOB LECOUNT, PROJECT DESIGNER
[phone]
WATER DARE COUNTY WATER DEPARTMENT
/------ \
MR. T.J. KETTERMAN,
[phone]
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C4.2

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TWIFORD, LLC "'d s{ BOG+ -" VVILLIHNI I. ac LrrIL +JVIVLJ
\ P.C. C, SL. 89F [,� ZOiIiEQ•_ M.B. 4, PG. 70 i� 1 l � S HATCH LEGEND
LOT 9 E;, ��EN17q[ LOT 44- ,; rn I NOW OR FORMERLY
WILLIAM T. & EFFIE JONES z" S-4.75A ASPHALT
C�EEF,S' 6" ABC STONE BASE
1 M.B. 4, PG. 70 S'�c1`io
\ V LOT 4J� !A,'
B ¢ F 2" SF-9.5A ASPHALT
- 6"ABC STON
��W _ _ ZANDU,SE:_O. 6 Bc EBASE
�------ - 10 SIDE1"-�- _ E,
o` ��� - 1" SF-9.5A ASPHALT
=_� _
- - _ ; ; �� �� ~l l - -� 2" S-9.5B ASPHALT
662.07' _ - - - _ = _ 8" ABC STONE BASE
50' UNDISTURBED BUFFER 4" CONCRETE
EPIP /
6" CONCRETE
PROPOSED GRADES EQUAL EXISTING GRADES ALONG THE \ o 00 00 oa LANDSCAPING STONE
ENTRANCE ROAD. CONTRACTOR MAY BE REQUIRED TO CUT \
EXISTING GRADES BY AN AMOUNT EQUAL TO ROADWAY f
MATERIAL THICKNESSES PRIOR TO INSTALLING ROAD BASE. i' \ r'' \\ BUILDING PAD
REFER TO ENTRANCE SECTION A -A ON DRAWING C5.1 `
THIS DRAWING REFLECTS EXISTING GRADES AT '
r I f '- \ �,�,� / i � ^;��"��o�°�-.r TENNIS COURT ASPHALT
^
THE COMPLETION OF THE ADVANCED SITE WORK
AND PROPOSED GRADES FOLLOWING INSTALLATION
OF SIDEWALK, CURB AND ASPHALT. / I 404 WETLANDS
REFER TO DRAWING C4.1 FOR PROPOSED GRADES
WITH SITE LAYOUT
ISOLATED WETLANDS
SURVEY LEGEND
Ecm p = EXISTING CONCRETE MONUMENT
E/R O = EXISTING IRON ROD
EaP O = EXISTING OPEN PIPE
Ecya0 = EXISTING PINCHED IRON PIPE
MR QQ = SET IRON ROD
oisr = DISTURBED
EOP = EDGE OF PAVEMENT
= CENTERLINE
= RIGHT OF WAY
`(�, = POWER POLE
LINETYPE LEGEND
SYMBOL DESCRIPTION
EXISTING RIGHT-OF-WAY
EXISTING EDGE OF PAVEMENT
EXISTING ROADWAY CENTERLINE
EXISTING BOUNDARY
EXISTING PROPERTY LINE
- - - - - EXISTING UTILITIES
SETBACK LINE
;C EXISTING GROUND CONTOUR (ELEVATION AS NOTED)
CONTOUR
--..... ..... -- - -- WETLANDS
FLOOD ZONE
STORM WATER SWALE/BASIN
CLEARING LIMITS
Robert L. C0/W&//, 0)Charles W Co%e// rn
D.B. 479,, Pg. 861 _--- ---. -_ __ d -
ZONED.• R 2 / x T - - -
LAND USE RES/DENth4L
404
-
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P. C. SZ. 170Ci 0• SM A y v v v \\ v I v 4sA1CDv
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LAND USE RES/DEN77AL
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NOW OR FORMERLY
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EIR SWALE 1NV�: 10.8'- - - - - -------
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80 L.F. OF 18*0 HOPE
CULVERT PIPE
W/RIP RAP STABILIZATION ® -1"
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INV. IN: 8.35
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Wa-1D.0'
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56 L.F. OF 18"0 RCP
CULVERT PIPE
\ I 24'0 DRAIN E NSIN I I
(INVERTS TO BE / �r� \\\ INV. IN: 8.40,
DETERMINED BY \ INV. OUT. 8.4)' `
ENGINEER) LEYLAND CYPRESS ` \ \ \ \\ \ I GRATE ELEVA ON: 10.0'
RELOCATE EXISTING 24' WIDE DOUBLE VEGETATIVE BUFFER, \ \ \ ` \ SEE DETAIL HEET C5.1 \ -
ADJACENT TO EDGE \ \
UTILITY POLE SWING CHAIN LINK OF GRAVEL ROAD-
SWALE INV.: 10.40' FENCE GATE (SEE CONTRACTOR'S � ` \ `\ X ` - - - _ ' - � � - -12-
M
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\ \ MATCH fFX. PAVEMENT
\\ "GR9DE
\\\ \ BEGIN PLANTING OF
LEYLAND CYPRESS
\ \\\ \ VEGETATIVE BUFFER,/
(SEE CONTRACTOR'S
\ p NOT THIS SHEET)
Q
-CLEARING LIMITS NOT THIS SHEET)
---- - _-_ - ii-EOG 10.- - `----X --' "--X
18'WIDEGRAVELACCESS EOG 11.7' --^`---------
----
R AWAY / ' / EOG 11.43'
EOG 11.19' (SEE DETAIL SHEET C5.1)
EOG 1 .11
EOG 11.81'
30' UNDISTURBED BUFFER
L -
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NOW OR FORMERLY
CRAIG &R2ES EBEC C. ROB MB6
\ \\ \\ LOT 1
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\ .a NCGS LIBRARY
Bissell Professional Group
4417 North Croatan Highway
P.O. Box 1068
Kitty Hawk, North Carolina
27949(252) 261-3266
• M1 wmel • i al 1141119FAX [phone]
NOW OR FORMERLY
DORTHY A. CATES
M.B. 2, PG. 26
LOT 3
GRAPHIC SCALE
30 0 15 30 60
NOW OR FORMERLY
DORTHY A. CATES
M.B. 2, PG. 26
LOT 4
120
NOW OR FORMERLY NOW OR FORMERLY
KENNETH R. & KENNETH R. &
MARILYN B. MARILYN B.
WHITTINGTON WHITTINGTON
M.B. 2, PG. 26 M.B. 2, PG. 26
LOT 5 LOT 6
GRATE ELEVATION: 10.0' \ CHAIN LINK 26 5' \
INV. IN: 8.55' (SEE DETAIL
INV. OUT: 8.55' SHEET 5.1)
_ - (SEE DETAIL SHEET C5.1) - \ - - - - _ \
X - - X- 'x� --�----------
-~�IEOG•FO.93L _ EOG 10.81-- -_- --------------- 11---_EO(i-$081- ~- r EOG11.411a'WIDE GRAVEL ACCESS -
11 - I ROADWAY
EGG '11 31' EOG 11.19' IIII _ - ' ~ OG 11.19' EOG 11.79 JSEE DEAIL
SHEET C5.1)
I r
CLEARING LIMITS - _ - m I
-- - - - -
- =1i- -- ---- - - - - --
I
(2) 32 LF OF 12"0
JU SIUL TAKU
NOW OR FORMERLY
ROBERT &
CAROL A.
HAYWOOD
M.B. 2, PG. 26
LOT 7
RCP CULVERT PIPES
INV. IN: 8.65'�
INV. OUT: 8.55' -
1019.28'
ROANOAF PARK EXTENDED
(REYISED') 0.. B. 2, PG. 26
ZONED.- R-1
LAND USE.• RESZOENT/AL
NOW OR FORMERLYCO
C� R OL A / �4O /0
HAYWOOD
M.B. 2, PG. 26 /
LOT 8
/
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S31'44'16'W r'
NOW OR FORMERLY ROB
WAYNE H. & (RE
LINDA L. DUNN
M.B. 2, PG. 26 LA
LOT 7
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FORT RALD O
NATIONAL HMTOREC SITE / e
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DARE COUNTY
NORTH CAROLINA
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VICINITY MAP
NOT TO SCALE
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SHALLOWBAG
BAY
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GENERAL NOTES
1. DEED REFERENCE: D.B. 1483, PG. 376
PLAT REFERENCE: P.C. B, SL18
TAX MAP REFERENCE: MAP #9880
PARCEL #024402000
PIN #988009254918
2. OWNER: DARE COUNTY BOARD OF EDUCATION
PO BOX 640
MANTEO, NC 27954
DEVELOPER: CONSTRUCTION CONTROL CORPORATION
PO BOX 3430
KILL DEVIL HILLS, NC 27948
3. TOTAL AREA: 1,479,007 SF = 33.953f AC,
4. CURRENT ZONING: R-1 (SCHOOL TO BE CONDITIONAL USE)
5. CURRENT LAND USE: VACANT/UNDEVELOPED
LAND USE: PUBLIC SCHOOL
6. THE SUBJECT PROPERTY IS LOCATED WITHIN FLOOD HAZARD ZONE C,
AND FLOOD HAZARD ZONE A4, AS SCALED FROM
F.E.M.A. F.I.R.M. PANEL 375348-0220-C DATED FEB. 19, 1986.
* FLOOD ZONES SUBJECT TO CHANGE BY FEMA.
7. THERE IS 69,775 SF (1.60 AC) OF C.O.E. JURISDICTIONAL 404 WETLANDS AND
26,474 SF (0.61 AC) OF ISOLATED WETLANDS ON THIS PROPERTY.
8. MINIMUM BUILDING SETBACKS -- FRONT YARD: 25'
REAR YARD: 25'
SIDE YARD: 10'
9. BASE FLOOD ELEVATION = 8.00'
SITE NOTES
1. PROPERTY COVERAGE:
BUILDING = 68,861 f SF (1.58t AC) 4.64%
ASPHALT PARKING/DRIVE= 76,632t SF (1.67f AC) 4.89%
BUS LOOP= 18,424t SF (0.42t AC) 1.24%
10' EMERG. ACCESS= 7,707t SF (0.18t AC) 0.52%
9' WALK PATH= 3,784f SF (0.09f AC) 0.25%
CONCRETE WALKS = 31,756f SF (0.73t AC) 2.14%
18' GRAVEL ACCESS RD. = 29,337t SF (0.67f AC) 1.98%
LANDCAPING STONE = 11,359f SF (0.26f AC) 0.77%
TENNIS & BASKET BALL COURT = 14,400t SF (0.33t AC) -- 0.97%
TOTAL IMPERVIOUS AREA = 258,260t SF (5.93f AC) 17.40%
ROADWAYIMPROVEMENTS REQ'D OFFSITE:
HWY 64/264 & SR 1120 = 6,526 SF (0.15f AC)
2, PARKING REQUIRED (1 PER CLASSROOM AND OFFICE):
CLASSROOMS = 18
LABS/CLASSROOMS = 14
--OFFICES l 0 = __-----
TOTAL = 42
PARKING INDICATED: FACULTY/STAFF = 67
VISITORS = 18
BARRIER FREE = 3 REG.
- &-1 VAN
TOTAL = 89
3. ALL APPLICABLE PERMITS WILL BE SECURED PRIOR TO ISSUANCE OF A
BUILDING PERMIT OR COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES.
4. SIGNAGE WILL CONFORM TO SECTION 6.04F OF THE TOWN OF MANTEO ZONING
ORDINANCE.
5. ALL UTILITIES SHALL BE PLACED UNDERGROUND. THE LOCATION OF
WATER SERVICE SHALL BE APPROVED BY THE UTILITY COMPANY
AND VERIFIED BY THE GENERAL CONTRACTOR PRIOR TO THE COMMENCEMENT OF
CONSTRUCTION.
6. LOCATIONS OF EXISTING UTILITIES INDICATED ARE APPROXIMATE. VERIFY THE
LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES PRIOR
TO BEGINNING CONSTRUCTION. THE GENERAL CONTRACTOR SHALL ALSO CALL
ULOCO AT 1-800--832-4949, BEFORE DIGGING, FOR VERIFICATION.
WASTEWATER FLOW = 9,000 GPD
(600 STUDENTS)(15 GPD/STUDENT) = 9,000 GPD
A GREASE INTERCEPTOR WILL BE USED TO HANDLE THE WASTEWATER FROM
THE CAFETERIA THEN THE WASTEWATER WILL BE PUMPED TO THE PROPOSED
LIFT STATION ON THE WEST SIDE OF THE BUILDING WHERE THE SEWER
SERVICES FROM THE SCHOOL BUILDING WILL GRAVITY FLOW INTO THE LIFT
STATION. FROM THE LIFT STATION A SEWER FORCE MAIN WILL CONVEY THE
WASTEWATER TO THE TOWN OF MANTEO'S WASTEWATER COLLECTION SYSTEM.
GRADING NOTES
1. CONTACT ULOCO AT 1-800-632-4949 TO FLAG THE
LOCATION OF EXISTING UNDERGROUND UTILITIES BEFORE
COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY.
2. PRIOR TO GRADING, PROVIDE EROSION AND SEDIMENT
CONTROL MEASURES AS INDICATED ON THE EROSION AND
SEDIMENT CONTROL PLAN.
3. AREAS OUTSIDE OF THE LIMITS OF GRADING SHALL
REMAIN UNDISTURBED. PROTECT EXISTING VEGETATION.
4. ALL TREES TO BE CUT WITHIN THE LIMITS OF GRADING
(FLAGGED TREES SHALL NOT BE CUT) SHALL BE REMOVED
FROM SITE AND DISPOSED OF BY CONTRACTOR.
UNDERGROUND UTILITY LOCATIONS ARE APPPROXIMATE BASED ON
INFORMATION SUPPLIED BY THE FOLLOWING UTILITY COMPANIES:
CABLE TELEVISION CHARTER COMMUNICATIONS
MR. JERRY J. FARGIONE, PLANT MANAGER
[phone]
TELEPHONE SPRINT CAROLINA TELEPHONE
MR. STEVEN L. CUMMINGS, TELEPHONE ENGINEER
[phone]
ELECTRIC DOMINION/NORTH CAROLINA POWER
MR. BOB LECOUNT, PROJECT DESIGNER
[phone]
WATER DARE COUNTY WATER DEPARTMENT
MR. T.J. KETTERMAN,
[phone]
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GRADING &
DRAINAGE
PLAN
Engineers, Planners, Surveyors and
Environmental Specialists
{ IN FEET }
1 inch = 30 ft.
C4.3

2" BRASS MARKER
PLATE ANCHORED
709DCDA WATTS MODEL (RPZ) BACKFLOW PREVENTOR
.09 VARIES VARIES VALVE BOX AND 1[3" SQUARES ARROW POINNTED TO
COLLAR AS REQUIRED GATE VALVE AT THE
NEAREST FOOT General Notes and Specifications Z
HYDRANT 1. Water Distribution System O
UNDERGROUND CLAMPS AS 314" CHAMFER 1. Relation of Water Mains to Sewers
( a ) Lateral Separation of Sewers and Water Mains. Water mains shall be laid at least 10 feet
STEAMER N022LE MANUFACTURED BY METCALF CORP. laterally from existing or proposed sewers, unless local conditions or barriers prevent a 10--foot
TO FACE STREET OR APPROVED EQUAL . CLAMPS lateral separation --in which case:
BOLTED TO STEEL RODS. I (1) The water main is laid in a separate trench, with the elevation of the bottom of the water Q
PVC PIPE ! main at least 18 inches above the top of the sewer, or
1 (2) The water main is laid in the some trench as the sewer with the water main located at one
I D.I.P (SIZE YES ° ® D.I,P. side on a bench of undisturbed earth, and with the elevation of the bottom of the water
Z PVC PIPE iii main at least 18 inches above the top of the sewer. O
0 18 X18"X6" THICK { b ) Crossing a Water Main Over a Sewer. Whenever it is necessary for a water main to cross
m \ PAD CAST IN t I over a sewer, the water main shall be laid at such an elevation that the bottom of the water main is
PLACE OR I P9 at least 18 inches above the top of the sewer, unless local conditions or barriers prevent an 18 inch 0-
PRE-CAST ! ' PROVIDE SUPPORT_ vertical separation --in which case both the water main and sewer shall be constructed of ferrous r�
`I/ [ materials and with joints that are equivalent to water mein standards for a distance of 10 feet on L,L
///�r�\`i`/ \� \�\� \�\\� /�. i .`� \r \/�\\✓/�\� ` 3/4" THREADED O5
�\ \\,. \\ /�! r .,\,�\ • \.\\�� each side of the point of crossing.
COMPACTED BACKFlLL ^ STEEL RODS;
1/3 C.Y. N0. fi7 VALVE BOX (TAMPED IN 6" LIFTS) CONC. THRUST BLOCK 2� X X 4" EXTEND TO TOP nX X I STRAINER g y Q
(c) Crossing a Water Main Under a Sewer. Whenever it is necessary for a water main to cross
WASHED STONE X� OF PIPE CROWN X X� under a sewer, both the water main and sewer shall be constructed of ferrous materials and with p
AROUND WEEP HOLE M. MIN. COVER (SEE DETAIL FOR DIMENSIONS) ?�~;, XX X X:� X X I joints equivalent to water main standards for a distance of 10 feet on each side of the point of U (0
6' D.I.P. GATE VALVE ,
�" X d� X X(}( I I crossing. A section of water main pipe shall be centered at the point of crossing.
12" X,q
:• e
O PS! / •X x USE 25O •�( XX XX I - 2. Water Distribution Pipe J Q
\ CONCRETE IN I PVC requirements f ASTM
X
C pipe shall meet the men#s o S D-2241. Pipe shall be Class 200 C-900
PP 9 P
Z
3'
4
integral cal bell with strength equal to the pipe wall 20 feet length, with a solid elastometric ring n
9 9 q PP g
Q
I as furnished b North American Pipe Corporation, Clow Rabin -Tech or certainteed. Pipe Y I BACKFLOW PREVENTER DETAIL Y P P O
! shall be made with PVC compound accord with ASTM D1784. Pipe shall conform with the Z �
5" 3" 3. 5" SQUARE I testing requirements of ASTM D1599 and ASTM D2444. Push on joints shall comply with (D
�(
BEARING SURFACE AREA NOT TO SCALE ASTM D3139, and rubber gaskets shall comply with ASTM F477. PVC waterlines must bear O
\\ I National Sanitation Foundation logo and comply with NSF Standard 14. O
\\ MECHANICAL JOINT END MECHANICAL JOINT END WATER MAIN VARIES WITH "Y"
FOR GRAVEL, COURSE SAND 1600PSF I 2
WITH GRIP RING WITH GRIP RING (� PLANS) VALVE SIZE Y INCHES I j ERIES 709DCDA OSYRW-CFM Ductile iron pipe shall be designed as per ANSI A21.50 for a working pressure of 150 psi,
4" DOUBLE CHECK DETECTOR ASSEMBLY BACKFLOW PREVENTER laying condition B. Pipe shall be Class 50, and manufactured as per AWWA C141 in 18 foot 0
6" 27" I lengths. Z
CONCRETE FIRE HYDRANT & VALVE DETAIL
THRUST BLOCK SIZES: 3" 4" fi", &" AND 10" (f�
UNDISTURBED SOIL 8 36" I Pipe joints shall be of the push -on type as per AWWA C151, Paragraph 51-2.6. Pipe lining LIS
shall be cement mortar with a seal coat of bituminous materials, all in accordance with J
NO SCALE "' SPECIFICATIONS: AWWA C104 as manufactured by Griffin, U.S. Pipe, American or Clow. w
AMERICAN FLOW CONTROL, WATEROUS TREND WB77" 4-3/4 FIRE HYDRANT STANDARD VALVE w A DOUBLE CHECK DETECTOR BACKFLOW PREVENTER SHALL BE INSTALLED ON FIRE PROTECTION SYSTEMS WHEN CONNECTED TO A �
Installation, testing & quality control to be in accordance with AWWA C600 & C605 N
FIRE HYDRANT NOTES: USE STAINLESS STEEL BOLTS ON ALL FLANGES (2) POTABLE WATER SUPPLY. DEGREE OF HAZARD PRESENT IS DETERMINED BY THE LOCAL AUTHORITY HAVING JURISDICTION. A LL
1) FIRE HYDRANTS SHALL BE INSTALLED AT THE NO SUBSTITUTIONS REINFORCEMENT UNIT SHALL BE A COMPLETE ASSEMBLY INCLUDING U.L. LISTED RESILIENT SEATED OS&Y SHUTOFF VALVES, TEST COCKS, AND A X LL)
EDGE OF THE N.C.D.O.T. RIGHT-OF-WAY. FOOTING FOR PVC MAINS 2 C.F. OF BARS DETECTOR BYPASS LINE CONSISTING OF AN APPROVED BACKFLOW PREVENTER AND WATER METER. THE ASSEMBLY SHALL MEET THE 3. Gate Valves O It
THE DISTANCE FROM THE WATER MAIN TO THE CONCRETE MIN. Valves shall be resilient wedge type in compliance with AWWA C509 latest revisions. 0 O
BASIC REQUIREMENTS OF AWWA ASSE AND APPROVED BY THE FOUNDATION FOR CROSS -CONNECTION AND HYDRAULIC RESEARCH AT 9 YP P
HYDRANT VARIES. THE CONTRACTORS BID PRICE NO SCALE THE UNIVERSITY OF SOUTHERN CALIFORNIA. WATTS REGULATOR COMPANY SERIES 7090CDAOSYRW-CFI41. Wedge shall be constructed of ductile iron. The exterior of the ductile iron wedge shall be 9
FOR THE FIRE HYDRANT ASSEMBUES SHALL
MARKER POST encapsulated with nitrite rubber. ti
THE COST FOR THE VARYING FIRE HYDRANT 18`X18`X6` THICK
LEG COST PAD CAST IN a0
2) COST TO INSTALL THE FIRE HYDRANT TO PLACE OR INSTALL TOP The wedge shall be symmetrical and seat equally welt with flow in either direction. There C-4 .-.
GRADE SHALL BE PAID BY THE CONTRACTOR PRE -CAST EDGE FLUSH MTN NO SCALE shall be no exposed metal seams, edges or screws within the waterway when the valve is in W
GRADE (TYP.) LOCKABLE HINGED WATERTIGHT the fully closed position. I
NOTES: ALUMINUM COVER BY HALIDAY 0)
1) INSTALL MARKER POST ON EDGE OF MODEL A303OVE OR APPROVED Q
RIGHT-OF-WAY LOCKABLE HINGED WATERTIGHT EQUAL The stem shall be bronze in full compliance with Section 4.7 of AWWA C509. fA
2) PROVIDE MARKER POSTS AT ALL ALUMINUM SINGLE DOOR ACCESS
nNISHED GRADBY HAIDAY PRODUCTS MODEL Ll.I LL 2
VALVES, EXCEPT FIRE HYDRANTS Wrench nut shall be constructed of ductile iron. Wrench nut shall have four flats at stem
3) ABBREVIATIONS STAMPED ON POST AS w W1R3648 4R APPROVED MANHOLE STEPS (AS REWIRED) 0
2g, 3 connection to assure even distribution of operating input torque to the stem. �
FOLLOWS; VALVES AND BLOW-OFF(411
ASSEMBUES MV-- MAIN VALVE 5 * ❑ i-
�/$ 5»PX X All body -to -bonnet and bonnet -to -cover seals shall be 0-Rings. Flat gaskets shall not be O U
CLASS 'B' CONCRETE �Q allowed.
�<c. X. W d I
X C r�� �,�„• ,Y Stem shall be sealed by three O-•-rings. The top two O-rings shall be replaceable wlth vofve Z
�C C ,-`l 5 - Y fully open and while subject to full rated working pressure. 0-rings set in a cartridge shall W U l
�- UNDISTURBED EARTH o '� 36" MIN.• x. \ :. not be Mowed.
ALUMINUM LID X U
ti 3" TYPICAL CAST IRON a� 1� X X hove 0 0)
z = UNDISTURBED EARTH VALVE BOX oa�Q�Q PULL SLOT {2) operation shall
of the velvet washers located above and below thrust collar to assure easy W W = r CLASS 'B' CONCRETE 'ep X SACKFLOW 4 N Z Z
x - 6" MINIMUM 0
� - PREVENTER X � •' � All internal and external ferrous surfaces of the valve body and bonnet shall have a fusion Q O
} J SKID RESISTANT THICWALLKNESS v X. bonded epoxy coating, complying with ANSI/AWWA C550, applied electrostatically prior to `p d
SURFACE X assembly.
TYP. SECTION - TEE OR REND „ COVER
UuND TUBBED N.T.S. 6" �,. p. X WATER SERVICE Valves shall be equal to American Flow Control's Series 500 Resilient Wedge Gate Volve.
EAR MIN. GATE VALVE ou a ELEV. Valves shall be properly located, operable and at th a correct elevation. The valve box shall be
THRUST BLOCK DETAILS, MIN. EXCAVATED centered over the wrench nut and seated on compacted x 7-1l without touching the valve
2" TYPICAL ALL TRENCH WIDTH assembly. All valve boxes shall ed encased in a 2' x n x feet pad of and psi concrete/
NO SCALE RUST BLOCKS PIPE WIDTH + 12" Furnish extension stem as required to place operating nut 3 feet below ground surface.
PLAN - BEND GATE VALVE
JOINT G,-• 8 ' SLOE OR X All valve boxes shall be plastic of the screw or telescopic type with cost iron lid, with a 5 inch
GATE VALVE MATERIAL SHALL BE LIGHT 1 -b 1X TO DRAIN opening with "water" cast in the cover.
N.T.S. NOTE: �J
WRAP ALL FITTINGS IN 6 MIL PLASTIC FINAL WEIGHT POLYMER CONCRETE � x z Ail valves (except hydrant valves shall be marked with a 4" square x 24" high concrete
BEFORE POURING REACTION BACKING . ALL PLAN •- TEE BACKFILL X X 4 X %4C A X X C A °° - witness post. P ) q g
CONCRETE TO BE 3000 PSI N.T.S.
3' MIN COVER. 4. Hydrants
PIPE 6" BACKFLOW PREVENTER VALVE VAULT Fire hydrants shall meet or exceed AWWA C502 latest revision. Rated working pressure seal! be
INI77AL D PIPE 150 psi, test pressure shall be 300 psi and hydrants shall include the following specific design
CONCRETE THRUST BLOCK SCHEDULE BACKFILL EMBEDMENT NOT TO SCALE criteria:
PIPE TEE AND BEND DESIGN �- s�aM X 30"
SIZE DEAD END PRESSURE X The main valve closure shall be of the compression type, opening against the pressure and closing
INCHES H L C.Y. H L C.Y. H L C.Y. H L C.Y. H L C.Y. PSI
HAUNCHlN % X with the pressure. Nozzle section to be designed for easy 360 degree rotation by the loosening of I
4" do 2 1.5' XX
2.0' 0.11 1.5' 2.0' 0.11 1.5' 2.0' 0.11 1.5 2.0 0.11 1.5 2.0 0.11 150 BEDDING X XX ECHANICAL JOINT END DIMENSIONS (INCHES)
no more than four bolts. I
x WITH GRIP RING THE INUNE DRAIN CAN BE USE AT
6" 2.5' 2.5' 0.23 2.5' 2.5 0.23 1.5' 2.0' 0.11 1.5 2.0 0.11 1.5 2.0 0.11 150 C500 PSI •%SCQ'( X THE INLINE DRAIN CAN BE USED TO THE BEGINNING OF A DRAIN ti E
CONCRETE X� XX)(SC A B ENTER AN EXISTING LINE BY USE OF The seat diameter shall not be less than 4-3/4" and be designed so that removal of all working
8" 2.5 2.5 0.23 3.0 3.0 0.33 2.5' 2.5' 0.23 1.5 2.0 0.11 1.5 2.0 0.11 150 SUPPORT
PAD 2 C.F. MIN. A RISER AND A TEE parts can be accomplished without excavating. The bronze seat shall be threaded into mating
TRENCH DETAIL ( ) •X � XX X 18 8 � 3D 8 � � - - threads of bronze for easy field repair.
i < �`le
/ The draining system of the hydrant shall be bronze and be positively activated h the mainy�scN•`
NO SCALE !�//\// operating rod. Hydrants shall be furnished with sliding bronze drain valve. Sliding drain valves
�f,\\ \ \ \/\�\/ 9 Ys Yd P Y Y
Y ...,
MOUSE HOPES () \\/1\\\/ /�! made of rubber, plastic or leather shall not be allowed. y 4j 6
FINISHED GRADE VALVE BOX DETAIL WITH e X e KNOCKOUT `� `� � � BOX Hydrant threads shall be lubricated, and shall be 0-ring sealed from water, moisture and foreign _. ; 2'
FINISHED GRADE No SCALE ABOVE OPENING
matter. y '
/ N07E5: RISER -
I f. CONCRETE SHALL NOT CONTACT BOLTS Hydrant shall be of traffic flange design allowing for quick and economical repair of damage `
OR ENDS OF MECHANICAL .►Omer FITTINGS. I resulting from vehicle impact.Z,
��\�\ j� j\\,\% �%\� \%\ \ ' \\ \�\\i��\�\ 2. SEE STANDARD THRUST SLOCK TABLES Standpipe barrels shall be made of centrifugal) cast ductile iron, 2 ``
FOR AREA OF CONCRETE REQUIRED. O� y ?~�'U
r\�\ Hydrants shall be American Flow Control's Waterous Trend, 4 3/4", stainless steel bolts on all flanges <
\N!\%i` \�'\\�'i\\i' \/y �i�\�\��\i`i \`���\\:-\\i \\��, �''\ ��\i\\ice`"r\i\��\%��i WA TER MAIN
\ \ / ! \ PRECAST CONCRETE BOX WITH ALUMINUM t
��\� SHALL BE DUCTILE ACCESS HATCH WILL BE AN ACCEPTABLE I
Hydrants shall be set plumb, proper) located with the pumper nozzle facing the closest street.
\ WATER SERVICE LINE ALTERNATIVE WITH APPROVAL OF THE ENGINEER
/`/\/ \ / \ IRON 10' EACH hydrant pp y pipe Y g ~.,
\�f/\�\ti\ The back of the h rant opposite the i e connection shall be firm) blocked against the
SIDE OF cRossiNc
vertical face of the trench with 1/3 cubic yard of concrete. ~` �-
f PROPOSED
fl �E A minimum of 8 cubic feet of stone shall be laced around the drains. The backfill around the
/, /�\��\\,. f.. 6" EXISTING MAIN 6' WATER placed LINE 3/4 BACKFLOW PREVENTER METER VAULT hydrants shall be clean sand and shall be thoroughly compacted. Hydrants shall receive one
finish coat of safety red paint (2 mil thickness) after installation is complete.
NOT TO SCALE
i\��"PRESSURE SEWER FORCE MAIN ;.o ° NYLOPLAST TYPICAL INLINE DRAIN DETAIL
���,�'fri\\� \\ `, •i\ y �i \\�i-\\��\\\ .�\ /ls. W (BELOW WATER MAIN) \\� CONCRETE' 1HRUSr sLodC o a 5. Fittings - -
\ \ \ \ \ / cONs7Rucr PER 1T�Rusr v NOT TO SCALE TOP VIEW g
`\\��%�\/\\\/\�. ro PRESSURE SEWER FORCE MAIN /�\^ \j\\\f\/ j\j\\\!�/\\/ \ : `i i \\\f\� BLOCK DETAILS FOR 17�5 ° O Pipe fittings 2" or smaller shall be solvent welded Schedule 40 PVC fittings. Solvent welded
(BELOW WATER SERVICE LINE) joints shall be made in accordance with ASTM D2855, "standard recommended practice for
making solvent -cemented joints with poly (vinyl chloride) (PVC) pipe and fittings."
\\�i\i\\i
All glue to be NSF approved.
�\'i\\� \� ` \ j%!\��� i\Xl �' i\\� \\%\�\\i TAPPING SLEEVE
f`�\\ \\�/\/ /\\ \`, f ,\ `\ \ \/\i\/ \\.� E7oSTING Pipe fittings larger than 2" shall be oast or ductile iron designed and manufactured as per Y.•. --,
\��\\i \ )\\�\/�\j\\�/ WAS NYLOPLAST INLINE DRAIN AWWA C153. Sizes of fittings up to and including 12 inch shall be designed for an internal
MAIN PLAN SEWER LINE SHALL CONCRETE pressure of 350 psi; larger size fittings shall be designed for an internal pressure of 250 psi.
BE DUCTILE IRON ENCASEMENT IF 6 RIVER ROCK SEE DETAIL THIS SHEET All fittings shall be Clow, Tyler, American or Griffin. Joints for fittings shall be mechanical
WATER SERVICE 1 SEWER FORCE 10' EACH SIDE OF SEPERA710N I5 joint and lined with cement mortar with a seal coat of bituminous material, all in accordance
CROSSING ass THAN w 6 50" with AWWA C104. _
MAIN CROSSING DETAIL WATER MAIN 1 S EWER FORCE MAIN TAPPING SLEEVE DETAIL Q�c c 6. Reaction blocking for all fittings of components subject to hydrostatic thrust shall be securely ~
\r �� anchored by the use of concrete thrust blocks
NOT TO SCALE (TOP VIEW VARIABLE poured in place. Wrap fittings p 5 rnil concrete,
c _
CROSSING DETAIL l ) � before paur;nq blocking concrete- Material for reaction blocking shall be 3000 psi concrete. �'- � •
i8"X16"Xe" THICK PAD 7. Hydrostatic Testing
(APPLICABLE FOR ALL WIS RINGS) CAST IN PLACE OR INVERT VARIABLE �� �/ Yd g
NO SCALE PRE -CAST HEIGHTJ OVERALL �� �� Test pressure: 150 p.s.i.
APPLICABLE FOR ALL WIS X-INGS ,/ _ // Duration: 2-Hour Minimum
) 1.50 HEIGHT \� �/ Procedure: Fill system slowly, expel air through corporation stops at high point and
NO SCALE N 18"X18"X6" THICK "' - *! ) ,/ d �J� I // f
\ %.s. F1 -Il \ I apply test pressure.
PAD CAST IN 2 Allowable Leakage: _
PLACE OR ` R \ L = ND X SORT (P)
PRE -CAST 4„-� 0� 1 1 ! ! 8" PVC DRAIN PIPE 3,700
TAPPING SLEEVES TO BE %/ ,, "t _. i ; I LATERAL N number e allowable
\'/\�/ Mu H-615 8x6 DUCTILE CAST Bo UNDISTURBED �, k� 4" BEDf�ING D = nominal pipe diameter (inches) _
IR rAPPINc sLEEVE(m U.S.
�� EARTH "" = average test pressure _ \ \` \\�% �/, �/ % // / i vy:� ,'.,-,r;. P g p sure (pounds per square inch gauge).
i\\ \ r\� i\� ` �� f/..'/ r /, \ I/ 641264 CONNECTION) ar s -
BILCO ALUMINUM HINGED H-515 6x6 DUCTILE � ='x "-'i' :? ?:%��� �s � ' �:� fit» �%2 >.I• �%�= � ` r..-_-
All visible leaks are to be repaired regardless of the amount of leakage. Pressure gouge shall not ='=
FTRAFFIC RATED LOCKABLE LID IRON TAPPING SLEEVE.(O :. r• `-'"'.i A: p ." -" ,' ''"w'
�•• -- P 9 9 9 9
2" GLUE X eo WNG1NAIWANO Sr drop more than 5 psi regardless of amount of leakage `-
REINFORCED CONCRETE FEMALE THREAD CONNECTION) 6" GATE VALVE \,\/, X-z" /l N \/ /\/\/\ Z =
#3 REBAR (12' O.C.) MANHOLE STEPS 0 16" O.C. VERT. 18" SQUARE CONCRETE PAD CAST IRON OR APPROVED EQUAL- A
ADAPTER e. Chlorination '-w- =-"•
VALVE BOX r� All additions or replacements to the water system shall be chlorinated in accordance with ♦/� F.:::=y
s' TAPPING * 2 MAXIMUM AWWA C-651 prior to being placed in service. %JJ
2" GATE VALVE 90' BEND VALVE DUCTILE (i " CLASS I OR Il MATERIAL ❑ J
(GLUE JOINT) a IRON RECOMMENDED CLASS I OR II MATERIAL = 4" MIN. FOR 12"-24" N-12 Retention Time: 24 hours at a minimum Initial residual chlorine concentration of 50 ppm. O
BRASS NIPPLE ° ° OVERALL HEIGHT 10' PER ASTM D2321, LATEST EDITION, - s" MIN. FOR 30"-36" N-12 O �-
.9 WATER UNE C GRATE COMPACTED IN MAX. 8" LOOSE LIFTS Procedure: Inject chlorine solution at constant rate to produce chlorine concentration of 50
`e, • o ° TO 95% MIN. OF MAX. SPD 50 ppm residual free chlorine In pipe. Operate valves and clear line of residual chlorine after ❑ _
o re#enkian eriod. After 24-hour eriod, Sam les must show a minimum chlorine residual
36" MINIMUM COVER REQUIRED I`7
P P P-_y
DOUBLE o 3CHECK C( 000 PSI OX� content of 10 ppm in all parts of the system. r■■fsI
IHRUS7 BLOCK 2' x 2'L Sampling- B Engineer
\
VALVE (2 C.F. MIN.) BE4RING AREA • P 9= Y 9 V
CONCRETE THRUST BLOCK + : -'
GATE VALVE GATE VALVE PROFILE = p A B C Correction: Rechlorinate sections not meeting N.C.D.E.H. bacteriological requirements. In ' A ":
e YARD INLETS BELOW ROOF VALLEYS addition sterilization procedure must be repeated as often as necessary to achieve the required V, i
CONCRETE SUPPORT PAD SOLID CONCRETE art BRICK BLOCKING SHALL � O» 4„ � 75 results to the satisfaction of the Engineer.
(2 C.E. MEN) BE USED AS F007ING FOR DUCTILE IRON
l PIPE PVC PIPE SHALL REQUIRE A tWO �� �� !1 9. Inspection-
P.S.I.
CONCRETE FOOTING & 8 PVC INLINE DRAIN PIPE DETAIL
O 6 8.75 All Inspections to be provided by project engineer and the pare County water dept.
1tNMmum 6' Provide 48 hour notice for all inspections. 0
VALVE BOX DETAILNOT TO SCALE Z
a 0 a s TAPPING SLEEVE DETAIL16-q
10. Service Lines: P y y Z
Q 8 Install 1" service lines in a 3" SDR-40 vc encasement where an service line crosses the roadway
NO SCALE NOT TO SCALE SIDE VIEW 11. Guarantee:
B' x 16" REINFORCED ( ) The contorctor shall guarantee all materials furnished and work performed for a period of (2) two years O
CONCRETE FOOTING (#3 Reber) from the date of substantial completion. "
PIPE CONCRETE INVENSYS 6" COMPOUND METER SOD BASIN SIDE SLOPES & BOTTOM O
SUPPORT FIRE RATED / TOUCH READ COMPATIBLE WASH STONE BOTTOM WITH TIFWAY BERMUDAGRASS SEDIMENT ACCUMULATION BENCHMARK
(2 REWIRED FLOW A� , ill 1
POND TOP ELEV TON: SEE DRAINAGE PLAN EXISTING GRADE z W
METER VAULT ELEVATION VIEW - - - - - - - - - - ------�-�__--s-------1 --� ---�- � �J No srAE VA RIES Z
` Q Q
\ EXISTING GROUND Q
2" 1-2 ASPHALT - �/� �•. ./�\
POND BOTTOM ELEV.: (SEE DRAINAGE PLAN)
ALL FITTINGS MUST USE 6" AGGREGATE BASE COURSE 314" EXPANSION
PIPE CONCRETE PIPE CONCRETE
SUPPORT ROMAC GRIP RINGS SUPPORT MATERIAL I #4 BAR @ 12" CIC
TYPICAL INFILTRATIONIBIOFILTRATION BASIN SECTION 12" LONG
ASPHALT DRIVE w
NOT TO SCALE NOT To SCALE CURB '
BILCO ALUMINUM HINGED ACCESS DOOR
6" WATERLINE TRAFFIC RATED LOCKABLE LID O
A NOTE TO CONTRACTOR: CLj[�g • • o
CV
6' GATE VALVE ° ° f 6" G PRIOR TO INFILTRATtONIBIOFILTRATION BASIN COMPLETION, THE CONTRACTOR SHALL EXCAVATE A TEST p - C)
�� - - -- - - - - - -- PIT, IN THE PRESENCE OF THE ENGINEER, 1N EACH OF THE INFILTRATION BASIN LOCATIONS, TO A DEPTH _� O Q , , N m
!PE CONCRI TE OF 5't. THE CONTRACTOR SHALL PROVIDE A PER CUBIC YARD UNIT PRICE FOR THE REMOVAL OF TI IE PROFILE Z Z) m
I SUPPORT COUPLING I 1-6"X6"X6" TEE NATIVE MATERIAL AND REPLACEMENT WITH CLEAN TYPE 1 FILL MATERIAL, AS APPROVED BY THE '
1-6"X6"X6" TEE �' W LL! - n (D - tt]
a I GEOTECHNICAL ENGINEER. •. CONCRETE FLUME DETAIL �" Q ' m o � U I
TO MANTEO MIDDLE SCHOOL "
. � � TRANSITION TO MEET ~ � �
R LINE TYPICAL #4 BAR
PIPE CONCRETE I PIPE CONCRETE 3 12" 4" THICK CONC. 3,000 PSI CONC.
GROUND „ FOR CONCRETE FLUME
SUPPORT I I SUPPORT 0.0 LENGTH, SLOPE TO SWALE 4
6" WATERUNE 6" DOUBLE CHECK VALVE 6" WATERLINE EX. GRADE BOTTOM WATER &
6" GATE VALVE L - _ - - _ - - - - J 6- GATE VALVE ELEV.: SEE GRADING & DRAINAGE PLAN
a 3 - - � - - - - - 3 � GRASSED SWALE
1-7 1 STORM
INVENSYS 6' COMPOUND METER STANDARD CONCRETE FLUME SECTION -
STAY -RIGHT 6" WATER METER VAULT (OWASA) FIRE RATED / TOUCH READ COMPATIBLE DETAILS
UJ
OR APPROVED EQUAL STANDARD CONCRETE FLUME PLAN NOT IV SCAZZ
3ROUGHT TO GRADE BY CONTRACTOR
METER VAULT PLAN VIEW TYPICAL DRAINAGE SWALE SECTION NOT TO SCAtZ
NO SCALE NOT TO SCALE (LOCATIONS AS DENOTED ON PLAN)

4.5'
CONSTRUCTION SPECIFICATIONS 11
INFILTRATION BASIN
1. CLEARALL EXISTING RD40YE EXISTING ORGATYCS FROM EXISTING GROUND SURFACE.
RDNR70D TREES.�STOY
2- AND REPAIR ANY DEFICIENCIES THAT MAY EXLST{fN THE BERM OF THE DIVERSION DIKE.
CROSS SECTION
STABILIZE
'J. MAINTAIN ANY TEMPORARY GRASSED VEGETATION ON DIVERSION OIKE FOR STABILZATiON.
4. REMOVE ANY SEDIMENT FROM COLLECTION AREAS WITHIN BASIN LIMITS
N.T.S.
5. IMMEDIATELY SEED AND MULCH THE POR77ONS OF THE BASN NOT YET STASILED WiTH VEGETATION.
SEEDING TO BE IN ACCORDANCE WITH SPECIFICATIONS AS OUTLINED ABOVE
6. DETER ANY -DISTURBANCE WITHIN BASiN AREA WHILE ESTABUSHIN, VEGETATIVE COVER,
MAINTENANCE
PERIODICALLY INSPECT THE INRLTRA77ON BASINS FOR WEAR AqD AFTER EVERY HEAVY RAINFALL
CHECK FOR EROSION DAMAGE IMMEDIATELY REMOVE SEDIMENT FROM THF FLOW AREA AND REPAIR
DEFICIENCIES. APPROPRIATELY STABILIZE THE DISTURBED AREAS. R04OYE SEDIMENT WHEN
APPROXIMATELY 1/4OF THE BASIN DEPTH HAS BEEN REDUCE) MTTI SEDIMENT ACCUMULATION.
i
TEMPORARY SEEDING SPECIFICATIONS
VED Seeding Recommendations for Late Winter & Early Spring
SEEDING DATES— December 1 to April 15
SEEDING MIXTURE
2006 Species Rate (Ib/acre)
Rye 120
Annual Lespedeza 50
1Ap ® (Kab e)
i1 *Omit annual Lespedeza when duration of temporary cover
is not to extend beyond June
Soil Amendments —
Follow recommendations of soil tests or apply 2,000 Ib/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 n earl,
straight can be used as a mulch —anchoring tool.
Main t en an ce—
Refertilize if growth is not fully adequate. Reseed, fertilize and
mulch
immediately following erosion or other damage.
Seeding Recommendations for Summer
SEEDING DATES— April 15 to August 15
SEEDING MIXTURE
Species Rate (1b/acre)
German Millet 40
Soil Amendments —
Follow recommendations of soil tests or apply 2,000 lb/acre
ground
agricultural limestone and 750 Ib/acre 10-10-10 fertilizer-
Mulch —
Apply 4,000-1b/acre straw. Anchor straw by tacking with aspho�
netting, or a mulch —anchoring too/. A disk with blades set near
straight can be used as a mulch —anchoring tool.
Maintenance—
Refertilize if growth is not fully adequate. Reseed, fertilize and
mulch immediately following erosion or other damage.
Seeding Recommendations for Fall
SEEDING DATES— August 15 to December 30
a_ SEEDING MIXTURE
4.5' 3.0' o i Species Rate (lb/acre)
Rye 120
Soil Amendments —
Follow recommendations of soil tests or apply 2,000 lb/acre
ground
ROADWAY agricultural .limestone. and .1.,000-.1b/acre-10-10-10 fertilizer.
Mulch-
1 \\�\i\\� Apply 4,000—lb/acre straw. Anchor straw by tacking with aspk
i i\\� \�\i\�'\� i\i\\ netting, or a mulch —anchoring tool. A disk with blades set ne
5A BAC SUBG ADE i\\i\\//�\�\\�\\\��\\�\\\ straight can be used as a mulch —anchoring tool.
\� �� \ �\ CONSTRUCTION SPECIFICATIONS
Maintenance—
�\ 1. EXCAVATE SWALE mTH ,i MINIMUM 3:1 HORIZONTAL Ta VERTICAL SLOE SLOPE Repair and refertilize damaged areas immediately. Topdress wi
2. EXCAVATE TO DESIGN DEPTH AND fNVERTS AS INDICATED ON SiTE PLAN-
i\i \ 3. IMMEDIATELY SEED AND MULCII DISTURBED AREAS NOT YET STABLIZED WITH VEGETATION. SEEDING 50 lb/acre of nitrogen in March. If it is necessary to extend
TO BE IN ACCORDANCE WITH SPECIFICATIONS AS OUTLINED ABOVE temporary
GRASS®S ALE SECTS®� 6. DETER ANY DISTURBANCE WITHIN SWALE AREA WHILE ESTABLISHING VEGETATIVE COVER. Cover beyond June 15, overseed with 50 Id/acre Kobe lespedc
late
NOT TO SCALE TYPICAL MAINTENANCE February or Early March.
MOW GRASS A MINIMUM Of- (2) PMFS ANNUALLY TO MAXIMUM HEIGHT OF SiX INCHES. aT LEAST
ONCE ANNUALLY, REMOVE EXCESS SEDIMENT, REPAIR, REGRADE, AND REVEGETATE SWALE TO
MAINTAIN PROPOER OPERA77ON U THE DRAINAGE NETWORK.

D!3,o
/ o OAS 4t
103
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