SW8070544_Approved Plans_20160314

WATERWAY COVE
PHASE 3,
SECTION 2
BRUNSWICK COUNTY, C
PRELIMINARY PLATP,,,LA-,.,,.."*S
NOTICE REQUIRED
ALL EXISTING UNDERGROUND UTILITIES SHALL BE PHYSICALLY LOCATED PRIOR TO THE
BEGINNING OF ANY CONSTRUCTION IN THE VICINITY OF SAID UTILITIES.
CONTRACTORS SHALL NOTIFY OPERATORS WHO MAINTAIN UNDERGRCUND UTILITY LINES IN THE
AREA OF PROPOSED EXCAVATION AT LEAST TWO WORKING DAYS, BUT NOT MORE THAN TEN
WORKING DAYS PRIOR TO COMMENCEMENT OF EXCAVATION OR DEMOLITION.
CONTACT "CAROLINA ONE CALL" AT
1-800-632-4949
BRUNSWICK COUNTY
PH: 910-253-2657
BRUNSWICK ELECTRIC (BEMC)
PH:1-800-842-5871
PIEDMONT NATURAL GAS
PH: 910-799-7185
EMERGENCY DIAL 911
POLICE - FIRE - RESCUE
CONTACT THESE -UTILITIES
BRUNSWICK COUNTY ENGINEERING
(WATER & SEWER)
ATTN: MR. WILLIAM PINNIX, PE
PH: 910-253-2500
ATLANTIC TELEPHONE (ATMC)
PH: 1-910-754-4311
TIME WARNER CABLE
PH: 910-763-4638
JANUARY 2016
PREPARED FOR:
WATERWAY COVE PARTNERS, LLC
2627 BRECIiONRIDGE CENTRE DRIVE
MONROE., NC 28110
0
.... _. ......
179 /
904 = ��
Beach Dr.
I
~ W
Q e mo_ -
Ap - LA
Lake Tr____
� � 1
r — — 904
PQ�..
VIC N ITY MAP
SALE: 1" = 500' NORTH
PREPARED BY:
JL -f-V AMOUNTE
E N G 1 N E H Ft 1 N G. 1 N C
5911 Oleander Drive, Suite 201
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
DEVELOPER:
WATERWAY COVE HOA, LLC
1105 NEW POINT BLVD, SUITE 6
BELVILLE, NC 28451
ENGINEER (CIVIL):
PARAMOUNTE ENGINEERING, INC.
5911 OLEANDER DRIVE, SUITE 201
WILMINGTON, NORTH CAROLINA 28403
ATTN: ROB BALLAND, P.E. [phone]
e AV, t\ i �'1/ "/ 13
SHEETINDEX
HE :ET NUMBER _
SHEET TITLE
C-0.0
COVER SHEET
C-2.0 - C-2.1
PRELIMINARY PLAT PLANS
ECEIVE
JAN262016
BY:
PROJECT # 13235.PE

I
Ap Ic IIec_.__i._.�- �\ cn I Liv Oak Ave.
Lake Tr_,_ c__e Dc•
\ _
lJ ~ ice` • ..-r"�' . 4 '1
i MORRIS L
PARKING INFORMATION do 41 FT R/W I DB 3209 PG 570
PARKING SPACES REQUIRED: I ZONED R•-2M
SINGLE FAMILY LOTS: 2 SPACES PER UNIT (296 SPACES) 10, 21' B-B 10, \
SMITH
CLUBHOUSE (5,600 SF): 1 SPACE PER 80 SF 70 SPACES) 5.5' 8 8 ,5
{ 1 / / � DB 697 PG 641 `
ZONED R-2M
PARKING SPACES PROVIDED: 1/4" PER FT 1/4" PER FT 1/41, PER FT 1/2" PER FT
SINGLE FAMILY: 296 SPACES (MAX OF 3 SPACES PER LOT MAYBE MAX- 2A MAX- 2.1 OCEAN ISLE ESTATES I -
PROVIDED THROUGH 2 CAR GARAGES AND DRIVEWAY) 5' SIDEWALK '
/ MC 36 PG 463 J
CLUBHOUSE/ (TYP.) -� _ _
Z1.5"-S9.5B SURFACE ""�"e"^'�•-r-:--•• ZONED R-lM t -
ON STREET PARKING: 145 SPACES 30" STANDARD CURB 6" ABC UNDER �"` - - --- `
6. ABC BASE CURB UNDER
- """^ r-- - •_...'' -� '" '
& GUTTER (TYP) (NCDOT APPROVED) _ = _;=s .s °a�. °, j •': 'i �7
TOTAL: 438 SPACES --____ __-_- __.. .
_Li...c_ C
TYPICAL SECTION- 41' PRIVATE R/W, 21' B-B STREET - ` `"- -=L --------- T� ,gUFFERYARD / \
OPEN SPACE INFORMATION
(NO PARKING) \
GREEN SPACE REQUIRED: 15% OF GROSS ACREAGE = 7.46 ACRES
GREEN SPACE PROVIDED: 7.93 ACRES (INCL. 1.48 ACRES OF WETLAND AREA) TYPICAL SECTION A
NOT TO SCALE
OTHER OPEN SPACE:
3'
POND SURFACE AREA: 2.03 ACRES 44 FT R/W `
PERIMETER BUFFERS: 3.29 ACRES 70' 29' B-B 5'
� I~
SITE DATA NOTES: 5' 2.51 $' 10' 1 8 PARALLEL\
..� I
PARKING 5 I I Ix,; t 3 h, ,
yy k //f'. \/ , . 7 art e+T. ` •...._-._ -- "� i .. ' ' ` . • .
1. BASED ON THE R-2M ZONING, CLUBHOUSES ARE CONSIDERED COMMERCIAL � � I �,�•�. k,4 �, ,1,��: ,g. , { � � � 1• ' �� �; • -` - -- -- -• -- _ __ ___
1/4 PER FT 114 PER FT 114' PER FT 1/2" PER F G �.= I EXISTING
USES. THEREFORE THIS SITE INCLUDES A MIX OF RESIDENTIAL AND MAX= 2:1 MAX= 2:1 - - ~ _J ;" ", _ �. �y INFILTRATION 1 , • ; ;-, t
COMMERCIAL. 5' SIDEWALK ISa pGi ,t/ 'BASIN
{ # r
2. DECORATIVE WALLS AND OTHER SUCH AMENITIES CAN BE WITHIN THE (TYP.) "' , " . _ •--
REAR SETBACKS IN ORDER TO PROVIDE FOR ADDITIONAL AESTHETIC VALUE 1,5"-S9.56 SURFACE 6" ABC UNDER ` tj 9 C.
30" STANDARD CURB 6'-ABC BASE �~\\��\\\;,.•\ \ } gx= , Y♦ -- 1�
PHASE 2 \ \ \\\\ x r ; ....,:
ALONG THE BACK OF HOMES. WALLS AND/OR OTHER STRUCTURES WILL CURB (TYP.) t �\\
NOT BE TALLER THAN 4 FEET. &GUTTER (TYP) NCDOT APPROVED
( ) MC 77 PG 69-
3. STREETS ARE DESIGNED TO MEET THE NCDOT TRADITIONAL � � , , ,Y ,,,.�\ \,�;\\\\ � : 1 j i I I , • �•
NEIGHBORHOOD (TND) GUIDELINES TO THE EXTENT PRACTICAL. SMALL TYPICAL SECTION- 44 PRIVATE R/W, 29 B-B STREET �'0) \\�\,�`\\\\ ; __ tl 4 ', `< 1 LOT 150 `�, Ira I WILLIAMSON 1
\ 1 11,979 SF 1' \
VARIATIONS OCCUR WHERE NECESSARY. \\\ \ \
(PARALLEL PARKING- 1 SIDE)\\\;�. F.. ; , T B 1a2a PG 54
0.27 AC i ( D `l
\\\\ \\\:�� 'PUMP `' ; I t' ZONED R-1M
4. WATER AND SEWER UTILITIES AND EASEMENTS WILL NOT BE UNDER THE - _ _ _ 1 \\ ` tiX \ �,
TYPICAL SECTION B "-- - , ```\�\ \\,\�,
ROAD AND WILL BE LOCATED IN THE PRIVATE RIGHT-OF-WAY. _ \ \; •\• \` STATION i I
SITE DATA I \\ \~� .�;,'� \\� , ' :, ti I _ _ --- - -r I , • ; • , .
DEVELOPER: WATERWAY COVE HOA, LLC 5. TRASH COLLECTION WILL BE PRIVATE COLLECTION. NOT TO SCALE _\\ \�\\�\\;; 1 I '_' \ ' - - i i' • ' • ' .
1105 NEW POINT BLVD, SUITE 6 6. ADDRESSING WILL BE HANDLED THROUGH THE USE OF DESIGNATED KIOSK 20 FT PRIVATE ALLEY
\\\\\\\
AREAS EXCEPT ALONG THE MAIN ROADWAYS. ALONG MAIN ROADS, MAIL , \\ \ \~�\'=
LELAND, NC 28451'. `\� \\\
CAN BE DELIVERED TO EACH INDIVIDUAL RESIDENCE, \ ` "r ~� I 11,979 SF
LOT 149 1 1'.', - _
_ `\ ` \
27 AC
7. OPEN SPACE IS TO BE OWNED AND MAINTAINED BY THE DEVELOPER 12' WIDE PAVED ALLEY _ v\„ Ati,����.v 1 �'
PARCEL ID: 243NB001 4' 4' , t
AND/OR DESIGNATED HOMEOWNER'S ASSOCIATION.
TOTAL TRACT AREA: 49.72 ACRES _ _ -- I
_ 1!2" PER FT 1/4" PER 4" PER FT 1/2' PER FT __._.__ � \ \\~` \ ~�� % _
*PHASE 1 AREA: 8.73 ACRES (29 UNITS) FLOOD NOTE MAX- 2:1� FT 11 MAX= 2:1 ----- \\., \\ \ i �. i t l 1 WILLIAMSON
I LOT 151
*PHASE 2 AREA: 7.23 ACRES (39 UNITS) NONE OF THE LOTS IN THIS SECTION ARE IN A SPECIAL FLOOD HAZARD AREA, AS ssss AG . ' I ' C3Ei 300� P(, 101* 6.92 ACRES 28 UNITS SHOWN BY FEMA FLOOD PANEL 3720106500J WITH AN EFFECTIVE DATE OF JUNE 2, 7_7 ° I Lur 146 I I ZONED FZ-1M
PHASE 3 SEC 1 AREA: ( )
*PHASE 3 SEC 2 AREA: 19.31 ACRES (57 UNITS) 2006. 71.5"-S9.56 SURFACE 0.28 C
WETLAND AREA: 3.58 ACRES 6"-ABC BASE i,.- \�\ \ \, ► �_ I r I I
(NCDOT APPROVED) \\\ y "v v v }' 1 1 I
NET AREA:46.14 ACRES
\
TYPICAL SECTION- 20' PRIVATE EASEMENT, 12' WIDE ALLEY ,
R-2M 7,oaosF I �. t ► �- - - - - - - __- _ _ -_ _ _ _ -
: r _ �.� ��vA� v��VA vv\� � 1� t 0.16 AC I
EXISTING ZONING:
(NO PARKING)
\\\ \\\ \\
PROPOSED USE: PUD - SINGLE FAMILY RESIDENTIAL 8, CLUBHOUSE _ I r� LOT o S
TYPICAL SECTION G _ -- -- _ , m � ��\\`\,\\\\'''\� ._ � I � _ _ -/- � _.
PHASE 2 NOT TO SCALE - ,,...., .\\\:�\ \\\` I„ �I t;,`, IlO %1o.28Ac _
t..
LOT DATA : --- H , • .v V\\ I1w o� LOT 53 ri Iz I' 1 LAMBERT
. § ... ,:tg ,., , -* i ' C 77 PG 69 / , .. ..s' g ..: i3k, ,..�„, , \ \ „ , . .\�\\\\ Iz 7).16 AC "� _ ( MB
nnAA \ -
DENSITY: 6 UNITS PER ACRE 298 UNITS �,t 'i' _ _ _ - - B 14 1
MAXIMUM N { ) .� !�- _ � __. � -' \ ��', . r .�,, s ;`.vvv w, , ` ` `� ,��\:� t >� 16Ac y{ _•� Iy - -a�, � - -=�' -r D �1 �G 6
,� 1
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PROPOSED DENSITY: 154 UNITS TOTAL
_ {
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+
, ,;.� i \ z : '` ". a ,.. `\ 4r �, ` '�- `i4j; 1: •' '�\ �\�\\\\�:.\..\\ \� \\ \\I(n ._ - I T 146-
\ \ _ \ \ o
GROSS. 3.1 UNITS PER ACRE , - ,,x - ..
i fM 3 F1
,
I r.
PER ACRE t //// \ o �,x `;\ \ ;`�ti\\�\\\ .,,\ r I _
NET: 3.3 UNITS A ` \ \ �,' nI Iy 11s90 SF
rJ� � p � \. � '\.,� .\�.\�`�`�:�\ ' Al� � 0.28 AC I I .... - _...._........-. _
\\ \ `\,•�, \ ` \\ \ \\\\\, h II I
LOT 154 '4
MINIMUM LOT SIZE: 40 X 100 4,000 SF , , '\ 11N \ -SF i5
\ �T DS\ \ \ \\\\\
3
r
7,040
O.J6i 1 _
36 / \\ \. @ \t\ \ \\ 1. . �\\ c,; s �: \ \~ �. I _ _ PROPOSED 30" CURB &�
y, .
BUILDING INFORMATION `� -
1 : �a !� . , .\ �.. ., c" s I GUTTER, SEE DETA L �t WIB( RG �.
, PHASE 1 A � � ��� , > �- . , . \. �\ \\' \\\ ,,,; \ ;\�\,,., I \ - � ; 1 (TYP.) 'I,� �'�
FRONTYARD SETBACK: 5v . _ - \. N \ ` ,e 1
Y -air:.. 1:.,.. l��\ ` :�:.�`'� '\.\�:J` a �``\.�\�::::. I V I` I 145 �-� DB 2659 PG 1318
/ w; r x � ,',�%4 y s� . \\\ � t1 } � . \. ,�.a . �\\ \.. , LOT I I. I
MC 1 �� , , I 65 PG � _,4
SETBACK: €:. I ZONED
SETBA <. a F., 9 N "
REARYARD , --�` -+ _ �'..� . �` '� a' r 55 � 11 LD R-'i M
10
� \
••..r_' \ z,�::��,f,.��t .��"a ,:•gz I 7,040SF I I 0.28ABUILDING SEPARATION:
I 1 I
0.16 AC1 ,I I I •;lo'`` -• { I'
\
� a 1 •
*NOTE: FRONT AND REAR SETBACKS FOR PRIMARY STRUCTURES ARE FLEXIBLE AND
I � _ I 1'
' WITH A MINIMUM OF 5' ON ONE SIDE. SIDE SETBACKS FOR ; / / / \ ` \ Y ,j [ ` ' " `� \•; \ I - _--- _ I >_ in
WILL RANGE FROM 5 TO 15 _
O 0' TO 10' TO MAINTAIN A / / ` i ° /_-- -_ - +• ^'' --r - rl;', o_
PRIMARY STRUCTURES ARE FLEXIBLE AND WILL RANGE FROM / / ,; s, ,`,\ \\ �� ___.. -•' �- � �1 � ,� _ \\ \ I \ 1 � o a Q , 4 ,,, 1 I, a + +� I
SEPARATION WILL / "" S t' \ \ 7.040 S 1 ❑ z
MINIMUM BUILDING SEPARATION OF 10. MINIMUM BUILDING / Y _ �. F,, � \\\ r� \ �. , ` ' �-� _ �, `�\\\� I � � ,,.. _, r.,,1 t 1, •, , t� ,�
r! / r- x / I s g_ \ ( 40 SF I ' ;) >. Z o 1 LOT 144
AS REQUIRED
REMAIN AT NO LESS THAN 10 FOR PRIMARY HOMES AND STRUCTURES, '''• / • �. - f<� � � � : ; ' >' / _
0.16 AC tY] =c, w 11,990 SF 1
BY PUD REGULATIONS. \ I\ " 0.28 A
` ,-/ • , _,t ' .�',' / -afr - .i ...�\ ARd' �•_ t ¢. n' -, \ ;\ \�\ ,; s i U) o2 a I
1 0 1 I I I I WILLIAMS
-
,11,1� �i I
All L 19t31 PG 1.3
ACCESSORY SETBACK e �/ :> \ \ y a i fl - -� ZONED R-1M
,'„� G \ \ LOT 124 I L T 125 r ,�'. � y r, \\ �, ;O \`\\ ��r�" t x 1 I• "I _ -. _-'-' " f 1 ,�, '
SIDE: ZERO LOT LINE I �/ 1 > n : /y0 \ 1\ 8,851 SF 7,380 SF �` \ \ \\ ,\ \\ \ 3 Q {
/ ,?�°• .t+- , \ '(� 0 C 0 7 AC � .� -• �. LOT +
STREET: 10 MINIMUM';, ti ;, \P P S� NC. H \ J 0.2 A 1 8.892 SF / I
ti `\ _.
SE 3 4 SIDEWALK (TYP. \16.. LOB 15F / \ . t f I �. r {.: +a ___ LOT 143 I
4
PHA � \ / 0 G \ � _<. � o.2oac/. � _ _ � Y, .�� I
PERIMETER BUFFER: 25 X /� �� \\ \ \\ a�6P._ / I t /\ LOT127 .,\
SECTION 1�_ \ �� .p- 1»-- I Ilh 10,173SFss \�; `,`.: p�a. 1o2s5�
01y0 gf 6#� 301 / , \ 0.23 AC, ': \ z _ l ! ; 1 /. I
HEIGHT: 36 }P.-
MAXIMUM'
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-
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PROPOSED
t `41131EWALK (TYP.) 1 O ' �' ODUM
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/ � � ,,.,- / /--- \ �O-(OSF .�' r �\ // � •`", .;- '.,� �. j3�.. %-�\ ,:_' k � I IZ � I
/ 1 1 ' DB 977 PG 704
LOT U
y / I a = 5'' 1r _ \ 1q P \ CgPi w i - 1 { 11,422 SF Ql
,/ o• E/ / _ ;� y t ZONED R-1M
/,rt <G AC
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CLOVE ti C LANE 1 'gym Lw_--
_
1
�/ "t \ \ / i \ \ \ � 110 '-• 0� - /�/ �N� .. fir t� 1 LOT 112 I � I ,y . _ � PRIVATE R/W (WIDTH VARIES)
8,270 SF , �a I I ,.� � A .,... \\ l (IyPICAL SECTION QI I �
0.19AC I \ I I t v _., ,, _.. - t,w - ;. I s' wl I' a -
/ I LOT 128 I st c 7 c t
"ck r•., ,t 1 e t I LOT 141 LYI I, LX 1
,
9,263 SF I �° H I I ti I 10.25 C 1 I,'
ti 5 21 `� c I 0. AC 6 \ / C _ \ N � I A I _ 5 I i=` 2 _.
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IQ 21 U U 'f, QI I Q LOT13 \U t 1 W I h1, T}�1 (9 I GIAVATT �.
/ m I I
I .> t r r'\/ -- - 101 �t i ' ,•,Iw. QI Q \ yym 7 925 F aQ - t0 a• I I 1 �; :
I ..•- ..- �, --� ` 1, G , \ / •`I m +� - - - _ � il-- s I �+" � ao .-� ►= 1 DB 468 F G 380
t
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�._I y y \ /\ 1y \ 0• -' I U) LOT 111 IF- , 0.18 AC , > a "' - _ -
Ft+-' rill w / � �, ( rn � Z •' i z ( _ _ _ _ _ -'--'-j j` X ZONED F20-1M
M- ' .- I 2` (n \-` ` \ iO� q5F '•: t �• ,� 7,500 SF Ul di ^ 1U ! DI it0 UI Z o F.... < 1 1' , " \ 1 LL
,fz ,
1+I ✓ I ` fY c� 4 ` '- _ _ \ 11A PG \ 0.17AC i I❑ i (rl I ILL 0t
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.,e ,,. L3 z g� \�\ c8 --\•B� 10 � \ t / ,♦ � ,W > IQ �I I� . LOT 129 1 IQ_ 1--
I o \\` T 1�q l \ r ' I� a I I} Q, !r IQ 6,6°0 SF ( PHASE3 x \VO 9F I /�' ' a I} I �><-
0 I IfY i \ \ c�8 / / a f QaIQ I F0.15AC , 1-_w .6G // = I I I , l `OF,a ASECTION 1 ' ~" --- -- %1 _ lLOT140
>,WZ �,// � [(3e I � R4 \ ` \Q1 ,t\l1 /•!"y`-'A �a�s' � F�' ¢ lO , IlL ` ' V 6' 1. �1 •,3�'i�j- i YC � �•
�• \ Z z 1(r LOT 134 ` OI 4. Z n d � •,�� � ,�-�' � { 13,129 SF
w.
I i 0_' y (1 \ // / I J_ b' /�-- 2._ LLI O 2; III 7:753SF Lyl Q x •„e ` 0.30AC
0 / • -•`� �\ " o i ; I"` I I 0.18 AC i c s- � I i + " -•• •-..--..._
LOT 110 n ❑ w I t I 1 I I i Y; \, _ , L I \ �, ( 1 _.
8.104SF
0.19AC ° c4i I LOT130
�.I W 'o ° y I 6,600 SF
I,
0.15AC
W a� I \� b ez, / f J I• I THOMPSON
I /• �+i�° 1a' I �i"`1�+y I�." �' - +�` .. 4�-�'',, -`� J aI I •,' / .f'' ! �' I I' I DB 1263 I G .53
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�" PROPOSED - 25- pia BUTTERFLY OT DRIVE I I " y, :, _ x, j 1•
_._.._. _. ._.__ _ __ i LOT 135 `\ t; •.; c`a \ /
i i ,1. / � �
BUTTERFLY KN DRIVE / I SIDEWALK (I w \ 41 PRIVATE RM ,� I LOT 131 t1) I I i I J+ / t $ `- •; /F; , / 1 I+ I
:: --` (TYPICAL SECTION A I .I a . t ys c x a^if. '► /' 1 11
/ + a ;,•r• ; \ �:._ 14.757 SF +q. w';ar, � .,a � ..•
�.,�,.,�.+�._. �... � / \,Y' 6,600 SF I / \ r LOT 139
(TYPICAL SECTION A) / / I ! �x " :._ -�`"" •.._ =" PROPOSED 3 `� \\ 1 I i 0.34 AC ` 'r"'' ` /' 17.703 SF I
xx{. _rK t .i t `' \ 0.41 AC I J
' - A B RD SET -C
.,, .,, tr'k;�,,+s,�+. ,Y �a�',,t, . rc.. 'i� , yx... ,♦,.. ^' .. - 1 GUTTER TYP / ' �� :�,, ♦ - ;`xt. I 2 I I I F�ONTY
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\ TOT 104 LOT 105 /Ilkh % I LOT 132 �� I I , / I \ I l ' , ' ♦ ; , '
\ i,040 SF ' 10,096 SF \ \ 14,800 SF 15,506 SF LOT 106 \ I 8,739 SF LOT 138 \r, 'LOT 99 LOT 100 ) LOT 101 LOT 102 LOT 103 0.36 AC 10,205 SF I� I n ( 0.20 pC ` 1 1 I L T 136 I I
I PHASE 3 \ 8,320 SF,_._ ._ I „_� " 8.320 SF 9,162 SF 0.21 A ae 1 Os3 AC 0.3a AC 0.23 AC 1 LOT 107 I OT 1011 I LOT 109 ?' y I \ I I I , X Q I i LOT 137 / 18 404 NSF t i t' '
i 0.19 AG 1 0.19 AC I 0.21 kC_, 1 C t__ - j €, / 1 9,457 SF I 8,514 SF I 8,492 SF I , I I , / 19,5 0 SF I I 10,438 SF 1/ 0.4 AC �'• I. �' ' 1 I BERSOL
- R 1 0.45 AC I 0.24 AC 2r \ \ l)` . I' , ' 1 DB 2646 PG 808
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PHASE 3
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DISTANCE
L1
S 24032'11" E
24.08'
L2
S 05026'59" E
41.00'
L3
S 05°26'59" E
12.64'
L4
S 05026'59" E
31.18'
L5
S 84°33'01" W
47.49'
L6
N 84°33'01" E
30.60'
L7
N 09°52'31" W
21.08'
L8
S 10°10'51" E
32.00'
L9
S 79°49'09" W
36.67'
L12
N 55°10'51" W
4.24'
L13
N 50°26'59" W
4,24'
L14
S 12°00'52" W
19.09,
L15
N 05°26'59" W
16.11'
L16
N 39°33'01" E
4.24'
L17
N 50°26'59" W
4.24'
L18
N 05026'59" W
37.02'
L19
S 84033'01" W
41.00'
L20
N 72°52'39" E
41.99'
L21
N 15°23'16" E
4.24'
L22
S 79008'39" W
44.20'
3 /
56
PHASE 1-Afi
MC 65 PG 18
jD ~ e�
3 �
CURVE
RADIUS
ARC LENGTH
CHORD LENGTH
CHORD BEARING
Cl
520.00'
39.21'
39.20'
S 07°36'35" E
C2
520,00'
64.11'
64.07'
S 13018'07" E
C3
520.00'
66.44'
66.40'
N 20°29'40" W
C4
520.00'
3.46'
3.46'
N 24020'45" W
C5
265.00'
65.66'
65.49'
S 17°26'17" E
C6
265.00'
50.07'
50.00,
N 04°55'36" W
C7
265.00'
82.33'
81.99,
N 09023'11" E
C8
303.00'
21.94'
21.93'
S 16°12'44" W
C9
303.00'
60.66'
60.56'
S 08024'10" W
C10
303.00'
42.93'
42.89'
S01°23'28"E
C11
10.00,
15.71'
14.14'
N 50°26'59" W
C12
69.50'
21.18'
21.10'
N 03°16'57" E
C13
110.50,
33.68'
33.55'
S 03°16'57" W
C14
14.50'
22.78'
20.51'
S 39°33'01" W
C15
85.00'
19.51,
19.47'
N 77°58'28" E
C16
85.00,
50.75'
60.00,
N 54°17'38" E
C17
85.00,
50.75'
60.00,
N 20°05'05" E
C18
85.00,
12,51'
12.49'
N 01014'05" W
C19
80.50,
15.21'
15.19,
S 10051'48" E
C20
80.50'
45.35'
44.75'
S 32°24'55" E
C21
80.50,
48.71'
47.97'
N 65°53'12" W
C22
80.50,
23.83'
23.74'
14 88°17'59" E
C24
10.00,
16.53'
14.71'
S 52°48'55" E
C25
69.50,
21.18'
21.1V
S 03°16'67" W
C26
110.50,
24.59'
24.54'
N 05°38'18" E
C27
110.50,
9.09,
9.08,
N u3°05'38" W
C28
110.50,
37.92'
37.73'
N 15016'47" W
C29
110.50'
1 8.68'
8.68'
N 27°21'39" W
C30
200.00'
12.49'
12.49'
N 31 °24'06" W
C31
200.00'
36.27'
36.22'
N 38°23'10" W
C32
479.00'
14.59'
14.59'
S 42°42'31" E
C33
479.00'
50.67'
50.65'
b 38°48'20" E
C34
479.00'
50.10,
50.08,
S 32°4643" E
C35
479,00'
50.08'
50.06,
S 26047'12" E
C36
479.00'
50.63'
60.60'
S 2004549" E
C37
479.00'
65.69'
65.63'
S 13°48'26" E
C38
250.00'
19.32'
19.32'
S 07°39'51" E
C39
20.00'
51.38'
38.37'
S 76047'41" W
C40
306.00'
80.66'
80.33'
N 10°44'39" E
C41
262.00'
108.54'
107.76'
S06025'06" W
C42
10.00'
15.71'
14.14'
S 50026'59" E
C43
10.00'
15.71'
14.14'
N 39°33'01" E
C44
66.50'
28.04'
27.84'
N 17031'52" W
C45
14.50'
21.58'
19.64'
S37°11'05" W
C46
40.00'
66.13'
58.86'
S 52°48'55" E
C47
45.00'
70.69'
63.64'
N39633'01" E
C48
14,50'
22.78'
20.51'
S50°26'59" E
C49
11.00'
17.28'
15.56'
6 50°26'59" E
C50
15.00,
23.56'
21.21'
14 34°49'09" E
C51
16.00,
23.56'
21.21'
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PEI JOB#: 15390.PE

41 FT R/W
10, 21' B-B 10,
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(TYP.)
1.5%S9.5B SURFACE 6" ABC UNDER
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& GUTTER (TYP) (NCDOT APPROVED)
TYPICAL SECTION- 41' PRIVATE R/W, 21' B-B STF',EET
(NO PARKING)
TYPICAL SECTION A
NOT TO SCALE
44 FT R/W
10, 29' B-B 5'
5' 2.5j 8' 10' 1 8' PARL.
PARUO 2.5
MAX= 2:1 PER FT 1/4" PER FT 1/4" PER FT — 1/2
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(TYP.)
1.5"-S9.5B SURFACE 6" ARC UNDER
30" STANDARD CURB 6"-ABC BASE CUR3 (TYP.)
& GUTTER (TYP) (NCDOT APPROVED)
TYPICAL SECTION- 44' PRIVATE R/W, 29' B-B STREET
(PARALLEL PARKING- 1 SIDE)
TYPICAL SECTION B
NOT TO SCALE
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TYPICAL SECTION- 44' PRIVATE R/W, 29' B-B STREET
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TYPICAL SECTION C
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10,
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(TYP.)
76-
1.5"-S9.5B SURFACE ABC UNDER
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6"-ABC BASE CURB (TYP.)
& GUTTER (TYP)
(NCDOT APPROVED)
TYPICAL SECTION- 49' PRIVATE R/W, 21' B-B STREET
(NO PARKING)
TYPICAL SECTION D
NOT TO SCALE
I � �
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10, 39' B-B
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1/2" PER FT 1/4" PER FT 1/4" PER FT
MFJ= 2:1 MAX= 2:1 MAX= 2:1
5' SIDEWALK 5' SIDEWALK
(TYP) (TYP) --6' SIDEWALK
(TYP.)
1.5"-S9.5B SURFACE 6" ABC +JNDER
30" STANDARD CURB 6"-ABC BASE CURB (TYP.)
& GUTTER (TYP) (NCDOT APPROVED)
TYPICAL SECTION- 61' PRIVATE R/W, 39' B-B STREET
(900 PARKING- 1 SIDE)
TYPICAL SECTION E
NOT TO SCALE
69 FT RNV
47' B-B
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8' PARL.
PARKING
MAX= 2:1
MAX= 2: 1/2" E FT 114" PER FT 1/4" PER FT ,-
5' SIDEWALK 5' SIDEWALK 5' SIDEWALK
(TYP.) (TYP.)
(TYP.)
1.5"-S9.5B SURFACE _ 6" ABC UNDER
30" STANDARD CURB 6"-ABC BASE CURB (TYP.)
& GUTTER (TYP) (NCDOT APPROVED)
TYPICAL SECTION- 69' PRIVATE R/W, 47' B-F> STREET
H
V
r�
v i
0
I�
ECEIVEIM
BY:
20 FT PRIVATE ALLEY
4' 12' WIDE PAVED ALLEY 4,
2:1 1/2" PER 1/4" PER FT 1/4" PER FT 1/2" PER FT
MAX= 2:1
1.5"-S9.5B SURFACE
6"-ABC BASE
(NCDOT APPROVED) �....�
TYPICAL SECTION- 41' PRIVATE R/W, 21' B-B STREET W
(NO PARKING) Q
TYPICAL SECTION A
NOT TO SCALE
H
(900 PARKING &PARALLEL PARKING) GRAPHIC SCALE
0 50 100 200 400
TYPICAL SECTION F
NOT TO SCALE SCALE: 1"=100'
10
APPROVED &;
NORTH CAROLINA ENVIRONMENTAL,
MANAGEMENT COMMISSION
L,tp.5t 's ) 61 y

TREE u
TREE DESCRIPTION
52
LIVE OAK 30
53
PINE 12
54
PINE 12
55
❑AK 1
5
MA NOLIA 8
57
MAGNOLIA 8
58
HICKORY 14
9
OAK 16
60
HICKORY TWIN
61
OAK 14
62
(JAR 14
63
HICKORY 8
64
HICKORY 20
65
❑AK 10
66
HICKORY 14
67
❑AK 16
68
OAK 12
69
OAK 18
70
❑AK 20
71
MAGNOLIA 6
72
HICKORY 10
73
OAK 6
75
HICKORY TWIN
76
1 HICKORY 20
77
OAK 20
78
PINE 24
9
OAK 14
80 1
PINE 16
FINAL DRAWING -- RELEASED FOR CONSTRUCTION
r

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N
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M
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I
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U
NC 179 & 904
(BEACH DRIVE)
O
w
LYE
>
c
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M
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�m
Io
:o
-<
yU
SITE
ATLANTIC
INTRACOASTAL
WATERW,tY
VICINITY MAP
(Net to Scale
OWNER
MR. STEVE CLARK
C/O WATERBORO VILLAGE MANAGEMENT, LLC
P.O. BOX 582
CARY, NORTH CAROLINA 27512
PHONE: [phone]
SURVEYOR
JOHN PICKENS
THE JOHN R. MCADAMS COMPANY, INC.
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
PHONE: [phone]
BOBBY M. LONG & ASSOCIATES
P.O. Box 1.117
SHALLOTTE, NORTH CAROLINA 28459-1.117
PHONE: [phone]
FAX: [phone]
DESIGNER
JONATHON G. MOORE
THE JOHN R. MCADAMS COMPANY, INC.
3904 OLEANDER. DR., SUITE 200
WILMINGTON, NORTH CAROLINA 28403
PHONE: [phone]
I
SITE MAP
N.T.S.
APPROVAL STATUS
DATE
BY
DEPARTMENT
❑ YEs ❑ No ® N/A
PLANNINNG
® YrS ®N'O ❑ N/A
ENGINEERING
❑ YF.S ❑ NO 0 NIA
PUBLIC UTILITIES
C-1
C-2
C-3
C-4
C-5
C-6
C-6A
C-7
C-8
C-9
C-10
C-10A
C-10B
C-11
C-12
P-1
P-3
P-4
P-5
P-6
P-7
Ia:
P-9
P-10
P-11
P-12
P-13
PARCH., ID ## :
243NBOO1 �AVATERBORO LLC TRACT
243NB0.")'405 El*� LISH TRACT
PIN#:
106515647381
10651573I 6, t
I Z I '� �` ` : I Z t 0J El'.
EXISTING CONDITIONS
DETAUS
OVERALL SITE PLAN
.x
U`11= DETAIL
EROSION CONTROL PLAN
`J
LIT= DET.AMS
EROSION CONTROL. PLAN
.L
STORM DRAINAGE DETAILS
SnE PLAN
Y - i
STORM DRAINAGE DETAIL
SITE PLAN
L-6
EROSION CONTROL DETAILS
ROAD WIDENING PLAN
IS-1
LANDSCAPE PLAN
LOT PLAN
L.S-2
LANDSCAPE PLAN
LOT PLAN
PS-1
NORTHERN LILT STATION SITE PLAN
GRADING AND STORM DRAINAGE PLAN
PS-2
NORTHERN = STATION PLAN AND PRO=
GRADING AND STORM DRAINAGE PIS
PS-3
SOU"=RN LIFT STATION SITE PLAN
RETAEONG WALL. DETAMED GRADING PIA17
T)S-4
SOU =RN IJFT STATTION PLAN AND PROFILE
DETAILED GRADING PLAN
'S-5
LIFT STATION DETAILS (1)
L raxiY PLAN
0S-6
LIFT STATION DETAILS (2)
UJTM= PLAN
NORTHERN LET STATION SITE PLAN
PLAN AND PROFILE WATERWAY COVE DRIVE:
$ ,2
NORTHERN L.LFT STATION SYTE PLAN
MARLIN SPIKE WAY
NOM gERN LET STATION SHE PLAN
PLAN AND PROFILE CARRICK BEND MAIL
:4
� aOUITiERN LIB STATION SITE PLAN
FIGURE EIGHT DRIVE
i
SOUITIRN STATION SITE PLAN
PLAN AND PROFILE BECKETBEND DR1E7-
SOu'L1I:ERN LET STATION SYM PLAN
PLAN AND PROFILE BECRETEEND DRIVE`
7r7
NOR7HERN AND SOUTHERN LIFT STA`iTON
PLAN AND PROFILE ROUND TURN ROAD
)FzryMP
DAM REHAB=ATION MASTER PLAN
PLAN AND PROFILE TIMBER I-I-ICH DR1«
DR-1
=STING DAM #1 DAM REHABLLYTATION
PLAN AND PROFILE CRALLER WAY
DR-2
FASTING DAM #2 DAM REHABMAZION
STOPPER LANE
`R-3
EXISTING DAM #3 DAM REHABUHA71ON
SHEEPSHANK LANE
jR-4
DAM REHABILITATION DETAILS
PLAN AND PROFILE B=R END TRArL
DR-5
DAM REHABMITATION DETAILS
TARBUCK LANE
E T9 IA nUCG 1D
LNFII.TI2AMON BASIN # 1 DETAIL
PLAN AND PROFILE ANCHORS BEND r)p=
1B-2ATBRU M
IN 1,TRATLON BASIN #2 DETAIL
PLAN AND PROFILE CLOVE HITCH LANE
s UARE ToT IAk-7
_ .;OT ISSUED FOR CONSTRUCTION
OVERHAND WAY
FLEMISH ROLL WAY
PLAN AND PROFILE IARKs READ WAY
ALLM 1 THRU 3
PLAN AND PROFILE ALI YS 4 AND 6
PLAN AND PROFILE AL= 5
SANITARY SEVER OLTfF.Aid S "A I AND
F- P-14 PLAN AND PROFILE STORMWATER FORCE RL S
i
L NOT ISSUED FOR CONSTRUCTION
ISH
COMPANY, INC
ENGINEERS - PLANNERS - SURVEYORS - ENVIRONMENTAL
RESEARCH TRIANGLE PARK ■ CHARLOTTE ■ WILAUNGTON
2905 Meridian Parkway, Durham NC 27713
800-733-5646 - wwwjohnimeadams.com ■ License No.: C-0293
"ENGINEER'S CERTIFICATION OF COMPLIANCE WITH BRUNSWICK COUNTY SPECIFCATIONS AND DETAILS"
I hereby certify that the plans, details, and associated project specifications comply with the latest version, as of this date, of
Brunswick County's Standard Specifications and Standard Derails per standard engineering practice. Furthermore, I confirm
my understanding that reviews and approvals by Brunswick County personnel do not imply that Brunswick County personnel
have reviewed and are in agreement with every portion of the plans and specifications that I have submitted. I understand that
Brunswick County reviews and approvals are meant to ensure that the overall plans are in general compliance with County
objectives. I understand that it is my full responsibility to ensure that plans and specifications are in full compliance with
applicable County, State, Federal, and other municipal requirements. Additionally, I understand that the County will not
assume operation, maintenance, or ownership of constructed fa,�ilities that do not meet County requirements and the County
may refuse to issue permits at facilities that the Country Jeems are non --compliant with County Specifications. I also confirm
my understanding that County Inspections are for the soli, -.!se of the County and I certify that I will not use, or direct others
to use, County inspections for State compliance puil)oses or any other purpose."
FI\III, DRiivlNCr — RELEASED 'FOR CONSTF�UCTION
DATE:
02-15--10
SUBMITTAL,.
U
r
0
W
on
on
w
MAR 0 % 201
APPROVED,
RIH CAROLINA EN IRONMEN
�.. �. ��-..ArNIT r.(
�03► t
t�A'�
CAR
AL
22630
. M••T pP�
TECH: SRW
DES: WTO
CHK: WTO
1b

TREE #
TREE DESCRIPTION
52
LIVE OAK 30
53
PINE 12
54
PINE I2
55
OAK 12
56
MAGNOLIA 8
57
MAGNOLIA 8
58
HICKORY 14
59
OAK 16
60
HICKORY TWIN
61
OAK 14
62
OAK 14
63
HICKORY 8
64
HICKORY T
65
OAK 10
66
HICKORY 14
67
OAK 16
68
OAK 12
69
OAK 18
70
OAK 20
71
MAGNOLIA 6
72
HICKORY 10
73
OAK 6
75
HICKORY TWIN
76
HICKORY 20
77
OAK 20
78
PINE 24
79
OAK 14
80I
PINE 16
0
z
81 '
OAK 20
82
OAK 14
83
_
OAK 12
84
OAK 14
85
OAK 12
66
HICKORY 14
67
OAK 16
Be
CHERRY 6
89
OAK 14
90
OAK 12
91
OAK 14
92
OAK 16
93
MAPLE 8
94
OAK 16
95
OAK 16
96
OAK 16
97
MAPLE 10
98
OAK 18
100
IVE OAK GROVE
101
OAK 8
102
OAK 3
103
OAK 20
104
❑AK 14
105
PINE 18
106
PINE 16
107
PINE 20
106
PINE 14
109
PINE 14
111
OAK 12
S
r�
112
! PINE 16
113
PINE 12
114
PINE 12
115
PINE 16
116
PINE 16
117
PINE 16
118
PINE 14
119
PINE 12
120
PINE 18
121
OAK 15
122
PINE CLUSTER 3
123
HICKORY 8
124
OAK 12
125
OAK 16
126
HICKORY 8
127
HICKORY 8
128
OAK 14
129
OAK 12
130
OAK 12
131
HICKORY 10
132
GAY 15
133
OAK 16
134
HICKORY 12
135
OAK 12
136
HICKORY 8
137
OAK 15
138
OAK 28
139
OAK 12
140
OAK 16
171
LIVE OAK 12
172
LIVE OAK 12
173
LIVE OAK 18
174
PINE 12
175
PINE 12
176
PINE 12
177
HICKORY 3
178
LIVE OAK 14
179
1 OAK 12
180
OAK 12
181
LIVE OAK 12
182
PINE 16
183
LIVE OAK 10
184
LIVE OAK 12
185
OAK 16
186
OAK 14
187
OAK 12
iBB I
OAK 14
189
OAK 14
190
LIVE OAK 30
191
OAK 14
192
OAK 14
193
OAK 12
194
OAK 18
195
HICKORY 16
196
FIVE OAK CLUSTER
197
OAK 24
198
LIVE OAK, 12
199
4 OAK CLUSTER
O �
o
200
OAK 12
201
OAK 12
202
OAK 14
203
OAK 14
204
4 OAK CLUSTER
205
OAK 12
206
OAK 12
207
OAK 12
208
1 OAK 12
209
OAK 12
210
OAK 12
211
OAK 10
212
2 OAK CLUSTER
213
OAK 10
214
OAK 18
215
OAK 14
216
PINE 12
217
1 OAK 14
218
1 PINE 12
219
OAK 6
220
HICKORY 12
221
HICKORY 14
222
HICKORY 16
223
OAK 6
224
DAK 14
225
OAK 12
226
OAK 12
227
OAK 8
228
1 OAK 14
229
OAK
12
_
230
OAK
14
231
LIVE OAK 20
232
LIVE
OAK
233
OAK
10
234
OAK
10
235
OAK
12
236
PINE
16
237
OAK
10
238
OAK
16
239
TWIN OAK 14
240
OAK
16
241
OAK
12
242
OAK
28
243
OAK
12
244
OAK
16
245 1
OAK
8
246
OAK
14
247
TWIN OAK 14
248
IVE OAK
CLUSTER
249
OAK
30
250
OAK
I2
251
IVE OAK
CLUSTER
252
IVE OAK
CLUSTER
253
PINE
12
254
WVE OAK
CLUSTER
255
IVE OAK
CLUSTER
256 I
OAK
18
257I
OAK CLUSTER
_
ILI-t �--
z W
00
z
v-po �z rCO
CO
Q0_ _ ,^ Co0 CD
°cv
9k. 0z '091�b
258 mm
PINE 16
259
IIAK14
260
OAK 12
261
❑AK 12
262
OAK 36
263
OAK 20
264
OAK 12
265
OAK 12
266
1 PINE 20
267
GUM 14
268
POPLAR 10
269
POPLAR 12
270
POPLAR 8
271
POPLAR 12
272
PINE 14
273
OAK 12
P-74
OAK 12
275
OAK 10
276
OAK 16
277
PINE 16
278
OAK 12
279
OAK CLUSTER
280
HICKORY 8
281
HICKORY 24
282
OAK 6
283
OAK 12
284
OAK 16
285
HICKORY B
286
HICKORY 10
287
OAK 28
288
OAK 24
289
_
OA-K2 4
290
PINE 14
291
PINE 16
292
MAGNOLIA 12
III
/ >— 1-`I
0
00
m
M<< Lt c 0
293
MAGNOLIA 112 J
E94
MAGNOLIA 8
295
LIVE OAK 14
296
CHERRY 14
297
GUM 18 _
298
LIVE OAK 16
299
OAK 16
300
MAPLE 14
301
PINE 20
302
HOLLY Ea
303
LIVE OAK CLUSTER
304
OAK 18
305
OAK 20
306
OAK 12
307
PINE 20
30B
PINE 12
309
PINE 18
310
PINE 18
311
PINE I8
312
LIVE OAK 10
313
PINE 12
314
OAK 10
316 W'
INE OAK CLUSTER.
317
OAK 14 W
316
LIVE_ OAK CLUSTER
319
_ OAK 14
321
OAK CLUSTER
322
OAK CLUSTER
323
LIVE ❑AK CLUSTER
324
LIVE OAK CLUSTER
325
LIVE OAK CLUSTER
326
LIVE OAK CLUSTE
327
OAK 10
328
ILIVE OAK CLUSTER
329
1 OAF` 16
Ln
CD
IL
�Wr�I
_�
330
LIVE OAK 14
331
OAK 10
332
HICKORY 24
333
JAK PINE CLUSTER
334
OAK 12
335
PINE 18
336
PINE 16
337
LIVE OAK 10
336
OAK 8
339
OAK 16
340
OAK 14
341
OAK 14
342
OAK 12
343
OAK 18
344
PINE 16
345
PINE 12
346
PINE 16
347
OAK 16
348
PINE 18
349
OAK 16
350
PINE I2
351
OAK 12
352
PINE 16
353
OAK 14
354
HICKORY 12
356
OAK 40
357
OAK 12 i
358
OAK 10
359
OAK 12
360
OAK 12
361
OAK 16
362
OAK CLUSTER
363
OAK I2
364.
OAK 14
365
POPLAR 12
366
POPLAR 16
367
OAK 18
368
PINE 18
369
OAK 12
370
CIAK 14
372
HICKORY 14
373
HOLLY 8
374
OAK 14
375
OAK TWIN
376
TWIN LIVE OAK
377
OAK 18
378
_
PINE 16
379
PINE 16
380
PINE 12
381
PINE 16
382
OAK 14
383
OAK 14
384
OAK 12
385
PINE 14
386
LIVE -OAK 8
387
LIVE OAK 8
368
❑AK 12
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EXISTING CONDITIONS NOTE:
(J1 EXISTING CONDITIONS ARE A COMPOSITE OF A SURVEY PERFORMED BY BOBBY M. LONG
& ASSOCIATES AND A TOPOGRAPHIC SURVEY BY THE JOHN R. MCADAMS COMPANY, INC.
BASED ON A BENCHMARK PROVIDED BY BOBBY M. LONG AND ASSOCIATES.
� m
CEIVED
MAR 0 2 2010
BY:
Course
Bearing
Distance
12
S 01.19 55
30.27'
L3
N 80'36 07 E
48.1 1
L4
S 09'S0'34" E
21.03
GRAPHIC SCALE
100 0 50 100 200
1 illch = 100 ft"
F IINAL [)I;,MVI G _ ['E[f 1i]'F1) I•'O ' CONSTRUCTION
1:1 'sulepllnr,'Nd Z1,99:8 01OZ/9117 '6mP-lay-00090AAAA\s6ulMelO;ualmC\ueld 9s0 PC] lalseW /�leillwlla�dlAu� i10npB0-�,VM41 �.?h�n}s?aatnl �`,'

EXISTING
LIVE OAK AVE. N/F
EXISTING I I OCEAN ISLE ESTATES 1
(40' R /W) PB 003E PG 463 PIGGOTT AVE. i �I L-,
- _ ---1 (30 R/W) `
I I I I N/F I HEWETT I COOKE SMITH `
I SO ARS I DB 2690 PG 1026 I DB 2484 PG 1347 DB 697 PG 641
HULL I DB 2162 PG 435
I _ I
DB 1704 PG 0443 ` �
GAUSL LAt}tBttvG- 7 N/F I I PHASE iA
--- �-KIG HTP
EDN/FFDS �B 0ED APGS030 I I / / I - • • - " N/F NSF B06572 PG 056 I / ,- _ i �_j
FOREST GRFFIN I _ _ _ •-.I I
DB 2733 PG 0633 DB 1045PG 28 I I , _j
N/F
_ FFER
TOED -5FPUI�/
DB 1244 PG 663 NORTH
ATION
- - - - - -
- 4o I I lA,
��-
N/F1t
TODD ` 1
DB 1277 PG 1038 / // RHASF+ 1A I 17 Il 1 2s I , I I 1 HASF _ - - - - - - _ - 1' ` t wi'LLINn/MsoN
-I� I, 1 DB 1823 PG 542
PHASE
SLH
�'Z-// O -- -- I 27 I i I I 34 i i 37 I I _ I (STATION 1 0 t II I 1 t
N/F
TODD / ` 10 / I 19 I { P_HAS I I N F
DB 1211 PG 562 Qom/ / \ _ _ _ _ 1 I 36 1 /
/ / I I 26 I 35 SPACE 1 I I r - I'BSW BEACH INVEST,
(D I 20 ; LTC
I O 1 I I I 16,373 S ' 1 19 DB 221Q PG 200
Ll I 19
RIMETER FE_R PHASE
_ _ - / -----PHA I _
25 PE- / O7 / I OPEN \ IS I 2 I 45 ® 1 19 1 18 ' 189 11 O , , I N/F
, / INFILTRATION I 22 I SPACE 24 ` ' ' 1 1 ®, I I „� Ot.-!
LAMBERT
I I . I it DB 1451 PG 168
AREA I I I 18,907 SF 48 47 46 1 - 1 , _ - '� i , 7�
I i , ! , I 4 O © / �►�`'/ 7,639 SF
3 IOI ,
II I I I 0 I I O Q II J/ / { 23 I �� \ 49 ` - - - - - - EXISTING 1 - - - 1 EN S CE
I I PHASE 1 _- i \ 50 r o POND 0 9,098 f^ a
PROPOSED _ PHASE 2`O 1 ® - - ` 1 - I ;:- n>�-z �; "/F
' I _ AMENITY AREA `� 52�` 51 `� / I - 1 - - _ _ I .�jDB 2659 EPG 1318
HASH 5'
\� // / ` 54 \`�'-
11 PHASE- - 1 1 1
I OPEN -: / / .55 �� ' �
II 78 I SPACE 77 _ }
I � / / 1 - 1 ' ' N/F
EXISTING 1 L - 1 Its
_ _ WILLIAMS
56 POND 1 r 1 i Y -� DB 1987 PG 13
! I I C , , PHASE 1A
i I -- oDUM
�r N/F
1 I _ - I I ` ` / PHASE 14 t t t II I j sv DB 977 PG 704
I ?;_ PIAS 41b
59 SPACE t - a _ �►�E��
2,425 SF \ `� �'-
' 13 \-
I I ' / OP o `___
II I 68 67 ' 13 i _ SPA I I GRA ATT
I, I 82 69 O' eY
' 11,91 SF i
DB 468 PG 380
70 I o I t !/. / i I I 15 I
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STIN PG 300 DB 1403 PG 1032
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N/F I N/F DB 2555 PG 351 DB 1284 I 1 _ N/F
LITTLE RI I PG 146 I I I N/F,-- I TUN 1 I N/F I DB 2398 PG 876 WOOLDRIDGE
SANy 1 IN I DB 2819 PG 159 I ROTUNDO ROTUNRO- I LOWRY DB 2137 PG 1032
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Cr 366 PG
DB 440 PG 757 SIDEWALK 2 5' 26 DRIVE AISLE FOC 90' PARKING 2.5' 6' SIDEWALK
I � DB 366 PG 785
OCEAN ISLE ESTATES 1
PS 0004 PG 0306 J
5'
2.047
1
41'
21' B-B
5'
5' . SIDEWALK
P
?'/
5' CONCRETE 5' CONCRETE
SIDEWALK 30" STANDARD 30' STANDARD SIDEWALK
CURB AND GUTTER CURB AND GUTTER
TYPICAL SECTION - 41' PRIVATE R/W, 21' B-B STREET
(NO PARKING)
TYPICAL SECTION
N.T.S.
44'RW
29' B-B 1
5'
SIDEWALK
2.07
2.5', 8' LANE 8' LANE 2.5'
07
_ 2.0%
8' PARALLEL I 5'
PARKING _ I SIDEWALK
5' CONCRETE \-30" STANDARD
SIDEWALK CURB AND GUTTER 30" STANDARD
CURB AND GUTTER
TYPICAL SECTION - 44' PRIVATE R/W, 29' B-B STREET
(PARALLEL PARKING - 1 SIDE)
TYPICAL SECTION
N.T.S.
5'
SIDEWALK
2.0%
,L1
94' R-R
8' PARALLEL
8' LANE 10' LANE PARKING
- 2.01
2.
5'
30• STANDARD 5' CONCRETE?/
5' CONCRETE CURB AND GUTTER 30" STANDARD SIDEWALK
SIDEWALK CURB AND GUTTER
TYPICAL SECTION - 49' PRIVATE R/W, 29' B-B STREET
(PARALLEL PARKING - 1 SIDE)
TYPICAL SECTION
N.T.S.
21' B-B
5'
SIDEWALK , 5' 2.5', 8' LANE 10' LANE
5'
13' SIDEWALK
I z.o 4 I I Dg I 2.0�4 1 11 �-
30" STANDARD 5' CONCRETE-
S' CONCRETE CURB AND GUTTER 30" STANDARD SIDEWALK
SIDEWALK CURB AND GUTTER
TYPICAL SECTION - 49' PRIVATE R/W, 21' B-B STREET
(NO PARKING)
TYPICAL SECTION
N.T.S.
M
2/
5' CONCRETE 30" STANDARD
SIDEWALK CURB AND GUTTER CURB
STANDARD
CURB AND GUTTER
TYPICAL SECTION - 61' PRIVATE R/W, 39' B-B STREET 6' CONCRETE
(90° PARKING - 1 SIDE) SIDEWALK
TYPICAL SECTION
N. T.S.
69' R/W
47' B-B
5'
5'
2 0%
M
30" STANDARD 5' CONCRETE
6' CONCRETE 30" STANDARD
SIDEWALK CURB AND GUTTER CURB AND GUTTER SIDEWALK
TYPICAL SECTION - 69' PRIVATE R/TY, 47' B-B STREET
(90' PARKING AND PARALLEL PARKING)
TYPICAL SECTION
N.T.S.
20' PRIVATE ALLEY
4' 12WIDE PAVED ALLEY 4'
2.°g 2.0%
MPS ?•/
TYPICAL SECTION - 20' PRIVATE ALLEY, 12' E-E
(NO PARKING)
TYPICAL SECTION GQ
N.T.S.
8' PARALLEL
2.5' 99 PARKING 26' DRIVE AISLE FOC AT ISLANDS PARKING
2.5
2 Oq 2.0%
40.0' (MIN.)
_ SETBACK_
II
l
0
O
O
__,13' SETBACK 1 _�__ _
TYPICAL LOT DIMENSIONS
1._4.
PUD MODIFICATION - STATEMENT OF INTENT
THE PROPOSED PUD IS A MODIFICATION OF THE PREVIOUSLY APPROVED PUD, APPROVED BY THE BOARD OF
COMMISSIONERS ON MARCH 13, 2007.
THIS PROJECT IS BEING PROPOSED TO:
- DECREASE DENSITY;
- INCREASE OPEN SPACE;
- PROVIDE AN ACTIVE CLUBHOUSE AND AMENITY AREA;
- DELETE THE MULTIFAMILY COMPONENT OF THE PROJECT TO DECREASE THE IMPACTS ON THE
ENVIRONMENT AND SURROUNDING COMMUNITIES:
- PROPOSE CLUSTERING HOMES AROUND POCKETS OF GREEN SPACE TO PROTECT ENVIRONMENTAL
FEATURES ON SITE;
- UTILIZE EXISTING PONDS FOR GREEN INFRASTRUCTURE WHERE POSSIBLE;
- PROPOSE UPGRADED INTERCONNECTIVIIY FOR VEHICLES AND PEDESTRIANS THROUGH THE DELETION OF
CUL-DE-SACS AND ADDITIONAL CONNECTIVITY;
- PROVIDE A WALK -ABLE AND PEDESTRIAN FRIENDLY COMMUNITY
REVISED DESIGN SOLUTIONS INCLUDE: 1) THE USE OF SMALLER SETBACKS AND FLEXIBLE SETBACKS -
SPECIFICALLY SIDE SETBACKS 2) CREATIVE STREET AND ALLEY DESIGNS TO REDUCE SPEEDS AND GENERATE
SLOWER TRAFFIC MOVEMENT THROUGHOUT THE COMMUNITY.
SITE DATA - WATERWAY COVE:
APPLICANT/OWNER: MR. STEVE CLARK
WATERBORO VILLAGE MANAGEMENT, LLC
P.O. BOX 582
CARY, NC 27512
PARCEL NUMBERS: 243NBOOl WATERBORO LLC TRACT
243NBO3405 ENGLISH TRACT
TOTAL TRACT AREA: 49.72 ACRES
WATERBORO VILAGE TRACT 48.87 ACRES (SURVEY DONE BY OTHERS)
ENGLISH TRACT 0.85 ACRES (APPROX BASED ON GIS)
NET AREA: (-3.58 AC OF WETLANDS/WATER 46.14 ACRES)
EXISTING ZONING: R-21M AND C-3
REQUESTED DEVELOPMENT TYPE: PUD (TO INCLUDE SINGLE FAMILY HOMES AND A CLUBHOUSE/AMENITY
AREA)
(SEE PUD MODIFICATION AND INTENT ABOVE FOR MORE INFORMATION ON THE
CONCEPT AND LAYOUT)
ALLOWED DENSITY:
MAXIMUM IN R-2M ZONING: 6 UNITS PER ACRE (APPROX. 293 UNITS)
MAXIMUM IN C-3 ZONING: 8.2 UNITS PER ACRE (APPROX: 391 UNITS)
PROPOSED USE:
SINGLE FAMILY LOTS: 205 UNITS
CLUBHOUSE AND AMENITY: +/-5,600 SF
PROPOSED GROSS DENSITY: 4.15 UNITS PER ACRE
PROPOSED NET DENSITY: 4.48 UNITS PER ACRE
PROPOSED NON RESIDENTIAL: +/-5,600 SF CLUBHOUSE AND AMENITY AREA
MINIMUM LOT SIZE PROPOSED: 40 FEET BY 100 FEET (4,000 SF)
(SEE CONCEPT PLAN AND LOT DETAILS FOR FURTHER INFORMATION)
PRIMARY USE PROPOSED SETBACKS:
FRONT/REAR: (5 FEET MINIMUM)
BUILDING SEPARATION: 10 FEET
NOTE: FRONT AND REAR SETBACKS FOR THE PRIMARY BUILDINGS ARE FLEXIBLE AND WILL RANGE FROM
FIVE (5) TO FIFTEEN (15) FEET WITH A MINIMUM OF FIVE (5) FEET ON ONE SIDE. SIDE SETBACKS FOR
PRIMARY STRUCTURES ARE FLEXIBLE AND WILL RANGE FROM ZERO (0) TO TEN (10) FEET TO MAINTAIN A
MINIMUM BUILDING SEPARATION OF TEN (10) FEET. MINIMUM BUILDING SEPARATION WILL REMAIN AT NO LESS
THAN TEN FEET FOR PRIMARY HOMES AND STRUCTURES AS REQUIRED BY THE PUD REGULATIONS.
ACCESSORY USE (DETACHED GARAGES OR OTHER) PROPOSED SETBACKS:
SIDE: ZERO LOT LINE (ATTACHED/SHARED GARAGES ALLOWED)
STREET SETBACK: 10 FEET MINIMUM
(SEE CONCEPT PLAN AND LOT DETAILS FOR FURTHER INFORMATION ON SETBACKS)
MAXIMUM BUILDING HEIGHT ALLOWED: 36 FEET (MEASURED FROM GRADE)
MAXIMUM BUILDING HEIGHT PROPOSED: 36 FEET (EXCEPTION FOR ADDITIONAL HEIGHT ADDED FOR CRAWL
SPACES AND/OR RAISED STRUCTURES AS REQUIRED IN THE AE
FLOODZONE. IN THAT CASE THE HEIGHT WILL BE DETERMINED AT
BUILDING PERMITS)
PERIMETER BUFFER/SETBACK REQUIRED: 25 FEET
PERIMETER BUFFER/SETBACK PROVIDED: 25 FEET
TONAL LINEAR FEET OF STREETS: 9,399 LF
PARKING SPACES REQUIRED:
SINGLE FAMILY LOTS: 2 SPACES PER UNIT - 410 SPACES MIN.
CLUBHOUSE (5,600 SF) 1 SPACE PER 80 SQUARE FEET - +/-70 SPACES
PARKING SPACES PROVIDED:
SINGLE FAMILY: 2 SPACES PER UNIT - 408 SPACES (MAX OF 3
SPACES PER LOT MAY BE PROVIDED THROUGH 2
CAR GARAGES AND DRIVEWAY)
CLUBHOUSE/ON STREET PARKING SPACES: 142 SPACES
TOTAL SPACES PROVIDED: 550 SPACES
GREEN SPACE REQUIRED: 15% OF GROSS ACREAGE = 7.46 ACRES
GREEN SPACE PROVIDED:
POCKET/LINEAR PARKS/AREAS SURROUNDING WETLANDS: 7.94 ACRES - 15.96% GREEN SPACE - UP TO
50% OF GREEN SPACE ALLOWED TO BE
CALCULATED TOWARD WETLANDS)
WETLANDS: 1.26 ACRES
INFILTRATION AREAS: 0.40 ACRES
OTHER OPEN SPACE:
POND SURFACE AREAS: 2.03 ACRES
PERIMETER BUFFERS: 3.35 ACRES
TOTAL GREEN SPACE PROVIDED: 9.60 ACRES
TOTAL OTHER OPEN SPACE PROVIDED: 5.38 ACRES
OVERALL TOTAL FOR THE COMMUNITY: 14.98 ACRES
* PONDS AND PERIMETER BUFFER ARE EXISTING OPEN SPACES BUT ARE NOT COUNTED TOWARD
GREENSPACE REQUIREMENT. THEY ARE COUNTED AS "OTHER OPEN SPACE" AND INCLUDED IN THE TOTAL
ACREAGE PROVIDED.
SITE DATA NOTES•
BASED ON THE R-2M ZONING, CLUBHOUSES ARE CONSIDERED COMMERCIAL USES. THEREFORE THIS SITE
INCLUDES A MIX OF RESIDENTIAL AND COMMERCIAL.
DECORATIVE WALLS AND OTHER SUCH AMENITIES CAN BE WITHIN THE REAR SETBACKS IN ORDER TO
PROVIDE FOR ADDITIONAL AESTHETIC VALUE ALONG THE BACK OF HOMES. WALLS AND /OR OTHER
STRUCTURES WILL NOT BE TALLER THAN 4 FEET.
STREETS ARE DESIGNED TO MEET THE NCDOT TRADITIONAL NEIGHBORHOOD (TND) GUIDELINES TO THE
EXTENT PRACTICAL. SMALL VARIATIONS OCCUR WHERE NECESSARY.
WATER AND SEWER UTILITIES AND EASEMENTS WILL NOT BE UNDER THE ROAD AND WILL BE LOCATED IN
THE PRIVATE RIGHT-OF-WAY.
TRASH COLLECTION WILL BE PRIVATE COLLECTION
ADDRESSING WILL BE HANDLED THROUGH THE USE OF DESIGNATED KIOSK AREAS EXCEPT ALONG THE MAIN
ROADWAYS. ALONG MAIN ROADS, MAIL CAN BE DELIVERED TO EACH INDIVIDUAL RESIDENCE.
OPEN SPACE IS TO BE OWNED AND MAINTAINED BY THE DEVELOPER AND/OR DESIGNATED HOMEOWNER'S
ASSOCIATION.
SEE NCDOT DETAIL 848.02
FOR DRIVEWAY SECTION
iTAMPED CONCRETE
CONCRETE loll"
5' CONCRETE J
SIDEWALK
CONCRETE
DRIVEWAY!
ASPHALT ALLEY
PAVEMENT
f
MAR 1 9 2010
TYPICAL ALLEY DRIVEWAY APRON
BY: ------
1' 20'
__
OPEN SPACE
!se arxJ mrro w
INFILTRATION AREA
GRAPHIC SCALE
WETLANDS 100
0 50
100 200
(OUTSIDE OF PONDS)
1 inch = 100
ft.
®
TYPICAL STREET SECTION
FINAL DRAWING
- RELEASED
FOR CONSTRUCTION
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SCALE: 1 "=100'
DATE` 02-15-10
SHEET N0.
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JiMcADAMS

THE SUPERPAVEMATERIALS AND AGGREGATE BASE COURSE SHOULD
CONFORM To REQUIREMENTS OF THE wonTx CAn0Jm^ DEPARTMENT OF
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\ |COMPACTED SUBGRADE
--
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7—T 200.0' BAY
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-6A FOR NC 904/178 Ru4Q WIDENING Pu0v' [D oSEE SHEET C
6,870 sr
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- \ \
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25'R TO PRIVATE ROADS TO BE X�
­Ie 1 5,263 SF LIVE OAK AVE.
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POND 4,520 SF 0 WITH PROPOSED AMENITY AREA I 1 1 (40' R/W)
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HAMRIC
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-J�to I F11 , ([i� \ , *1 �4 D8 05572 PC 0562
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3
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_ - _ - i _ �t�� �\ > / \ \• 54 ya 24 25 27 i 28 + 29 5,4$7 SF 1
I 26 + 1 4,860 SF THE SUPERPAVE MATERIALS AND AGGREGATE BASE COURSE SHOULD
7,142 SF 4,996 SF 1 4,860 SF
4,520 SF �' 66 t ' 4,860 SF - - - - - ` ` (( CONFORM TO REQUIREMENTS OF THE NORTH CAROL€NA DEPARTMENT OF
1 . R.-90.00' { 4,866 SF - - I
L-35.t3' - TRANSPORTATION (NCDOT) STANDARD SPECIFICATIONS. ALL AGGREGATE
"1 \ 4,520 SF \ t� ` - 41' R/1J _ - __�� - 25'R 1 BASE COURSE MATERIALS BENEATH PAVEMENTS SHOULD BE
' J
/�-'� COMPACTED TO AT LEAST 95 PERCENT OF THEIR STANDARD PROCTOR
1 13+00 13 MAXIMUM DRY DENSITY (ASTM D 1557) AND SHOULD CONFORM TO
1 4,531 SF I `. 4,520 SF 12+0a VI6"E -+ SECTION 520 OF THE NCDOT STANDARD SPECIFICATIONS.
E29 � 41520 SF y 4,520 SF y 7,233 SF ��\\ � / ` , � i 11+00 t � � Naz.--2 si � ---
N/F 1 { 4,520 SF \• � 1 1" ASPHALT RF
RoiUNDO I � � � /� � � \ •� ! � 25' � 1SURFACE COURSE (SF-9.5A)
i''? \ „ `'i' •_ , -- 1.5" ASPHALT SURFACE COURSE (SF-9.5A)
3 366 PG 78 I i 41. R/W %' _ \25'
! 1 ' \ / ' 4"520 SF C _jlr - -� - - - - 6" CRUSHED STONE BASE (COQUINA)
j% SE -SHEET ►T�-7} COMPACTED SUBGRADE
13 \ '., / n 0 1 t PRi�IATE i WWI y I SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
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1 1 SPACE ' $ �: " \ ` 4,520 SF 1 \ I 32 I 31 1 N/F - w
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PDB G 371 _ _ 4,520 SF \\ �. \ 5,208 SF �+
G _ -- - - / \ EXISTING , ' Sa �� 1
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4.520 SF
_ - BITTER END TRAIL
\ t Ucti,, I 1.5" ASPHALT SURFACE COURSE (SF-9.5A)
F 1 4 { { 4 y + `Pa 4,520 SF \\ ` \ , \ '/ ,` �`: - ` - _ - - _ - - -' _ _ ® (VARIABLE TH PRIVATE 4" CRUSHED STONE BASE (COQUINA)
N/ 11 i cam. 1 \ _
1 1 \ \ . K \ _ _ -� 1 R/W,SEE SHEET P"$ COMPACTED SUBGRADE
ROTUNDO j 1 �� \ 49 \ �^ i SEE SPECIFICATIONS FOR REQUIRED A
DB 366 PG 785 1 1 ] I ® 4 Q\ \� s j i MATERIALS.
13 i 1� t ,63 1 3 1 4,120 SF ' `'o '� \ 39 \ 4,520 SF / �n OPEN ins tt
- -- 4,12Q SF I 13 I �t`5' 1 4.120 'SF l 4,120 SF xo /\ r,rDN
4,120 SF 1 4,120 SF y o \ 4,520 SF ti 1 r SPACE n `
t I 1 1 } 44' R/ , ,.J \ ` 1 / 4 '\ s 6,373 SF
N/F 1 t ► \ \\ \ �� �. - -
LOWRY I ' I \ .' \� \ '� c aol�}E�I��fI��Hll=1
DB 440 PG 757 i REMOVABLE LEL PIPE 1 y - t 6 , 6` 25'R
4 BOLLARDS (SEE DETAIL)
, -
{ 4 I -- 5,739 SF 1
L=35.13' - i 1 ' ► ASPHALT PATH PAVEMENT
�. R9d.aa' 1
I -4 �D. gs L=37.95' / 1 !y s� E
+ 594'33'dt q --+- '-y 11+00 -'' it ,/ 44' R/Nd 4D
12+00 _ \ RETAINING WALL (TYP., - � � 38 � 5,487 SF � � 1. BERMING AND/OR LANDSCAPING SHALL BE INSTALLED TO PREVENT
_ } 37 I 4,860 SF I 4,860 SF I n TRAFFIC MOVEMENT BETWEEN END OF "DEAD END" STREET AND NCDOT
^J_S"R ` DESIGN BY OTHERS) 36 i 4,860 5F I = m MAINTAINED pUBL1C RIGHT-OF-WAY.
t - 4,854 SF i
-1 '_`1 :1_ 44 - [ A } - * 5,5E0 SF .,
ALL- �+ T ' t l 101r, `� n o ( 1 2. SEE SHEET C-6A FOR NC 904/179 ROAD WIDENING PLAN.
_ N/F 1--r�7Xt�"- �I� Ssa�+'" +SII��' t p I ' \ _ � - - Zi 1
LOWRY { -'" �-• PRIVATE R1 i c� - - - - / i S 41' R/w 4 II I 3. SEE SHEET C-2 FOR SIYE DATA AND CONSTRUCTION PHASE LINES.
DB 579 PG 173 + I � 1 14 + in ----- \ i� 48 I I 1 V!C ��� 11tA.1 E I pg - i
t FIRE APPARATUS ACCESS �, 44 I 1 1 I 4 120 SF _! I 1
SEE "GRASS AVE2" DETAIL 4 LYJ + 1 4,180 SF N 34 I I - g ET � o
( 14 + 4,120 SF 1 4,120 SF x , li /�-- I 25 +
1 E49 , 4,120 SF I 4,120 SF i 0 4,520 SF r !1
1 1 { 150 t 4,E20 SF I `.m � } _ - _ _ 5`R 2 R13+a E
4,120 SF } + f ! pro , - ___ _�� \_ I 12+00
1 i 4,120 SF 1 _ __-- - , I
47 i 11+oa rrar2i'16"E--- - i
FENCE POST CAP
y I I 5 t` ��� \ �^ 4,1�SF 10 ad _}_._._�_� 272.00' NBT2I'16'E 6"6 REMOVABLE
25'R 44.54 STEEL PIPE
NOTE: BOLLARDS TO BE
25'
¢ a { FILL WITH CONCRETE
PLACE- ' _ - - - - - I 1 PAINT OSHA YELLOW STREET END NOTED ON
AT CH
§ { ~ t S N -` `f ll PLAN 2 BOLLARDS EACH
1 D WELDED STEEL TABS WITH ( ) 1
t 1 - R 0 41' R/W I -S' N/F HgLES TO ALLOW LOCKING .r
1 420.81'
/F ON i __,__ - 11+00 « i f € 4,120 SF 1 + NORTH u p ` HEWET7 BOLLARD TO SLEEVE ANCHOR PIPE IN CONCRETE
Sa4'3 W �r / I , 11
AND S 1 ; ��_ _--1- '�- 12+00 -
DB 239 PG a76 f 1 ___-------+.� - • , I - I 1 STATION I 1 FQg11Nc 2'-0" X 2' o" X
26'R s f \ DB 2690 PG 1 Q26
- 13+aa - ! PAINTED STEEL SLEEVE 2'-6" DEEP
41' R/W - l - o
14+aa f 4 - .. - - 85 SF 1 Q SF - I
rt�- � I X PAVEMENT
_ - _,_ - - -- y _ -- . _�� . � 1 f 45 i 44 1 43 � 42 1 4,4 41 � I t1 , I. 1131 F � A� tt � ` "�I - � it Is1 i11L} '11Li�
=°
2$'R I' , P- t 1 I .. 5,403 SF , 5,085 SF 5,0
�Q 41' R/W _ y 4,120 SF
_ LSO - SHEET f r1
1 R=40.Oo'
L�. pe 1 6� } L=27.43' ` _'� `� I ` _ - I GAUSS L�ONDING
1 ® 1 \ t I_ _� - HEIGHTS I I
1 ..,.,. _. 1 I 5 4,542 SF \ �J r� _ J f :..I.. _ _.. i ( Eli
... L1-E iL F = J1t . 1L's
1 4,13E SF 1 1 1 d r
y 15 t 4,12D S F i ,
m I 1 5 t 5 I i 4•,120 SF o"
5 4,120SF l 1 t � i � � 1iIL il
g 4,120 3F y � -^^� -� I J I
NSF t 4,120 SF 1 " �'i
if?i..� �t i
MAAS y 1 4,120 SF ` I S7T59 08 E I Lu
DB 1749 PG 300 4 520 SF 1 / OPEN SPACE
1 REMO•VABLE �TEEL PIPE t i t - - - - o ^� i ( 292,425 SF / \
_ a' . ---_ - - . ---- STEEL PIPE BOLLARD
BOLLARDS (EE DETAIL) , I .._- -- -}� -' ..r `� v / �
4 -R,X 1 -� -- v 2 R �+ w - i �.. ` : - .. - .. - .. ` jkt \ SCALE: NITS
`,O a r _� . • / '� f i
jai
_1F r,.
1 584'33'`J,_-1-w--i i 11+00 1Q od w vd 4,000 SF
298.76 5'R � R
If J „ EXISTING / COOKE
N/F I 13+00 _ ` L=27.43. �f� " ' o ! / DESIGN
RETAINING MALL {T 7P.. �� POND ': } DH 2484 PG 1347
- Uj / DE5lGhJ BY OTHERS
SMITH t _::::;:- _ yerE --
a
DB 1403 PG 1274 { _ �(�� �'�' + �' 4,000 SF
t , � _ 1 `�►- �! 1S`EE ►S P+�1 41' R/4'J
FIRE APPARAi'US ACCESS
1 (SEE "GRASS AVE2" DETAILS I 6 / / /1 • • )
}rp + � �, , 1 1 64 1 5,951SF R=90.a0'
i
cn r t I � I ® 4,120 SF R L=27.43'
1 i + 4,12D SF 4,120 SF
l 111 r" 1
mI I 16 4,120 SF
t
MILLER 1 1 a 1 4,120 SF ` 1 i 44' R/W N� --~`1 1 ► _ r `} r r,
DB 1403 PG 1277 Q 1 i t I / 1 t OUT H LI rb 1
4,120 SF , I ► - �-- / _ 1 I� } 1 \
STATION x t}
\ 1
r 1 _ _ --- I i+ _ 1 1 4,120 SF } O 11 l \\ 1
OPEN c� 1 1 is 1 4,520 SF l l \ N 1
SPACE �-' /. 11 1 j 199 1 4,520 SF
1 4 14,685 SF /' 1 1 0 1 4,520 SF 11
4,520SF 1 t1 • / \ N/F
0® i 4,520 SF ' t ' / �� 1 OCEAN ISLE ESTATES 1
/ 1 4,520 SF 1 f PB 0036 PG 463
- _ !_ - j 1 4,520 SF t / \
_ MALIARD - --� _ - 1 / / ry 4,120 SF 1 } lJ* J p / \ �\ .. _ .. - .. _ -�- • • -
D 1019 PG 57 1 I { ,•_. � j - � 1 � .✓
�.....-.---•---" _-••�-----_4 1 - 4 � CORS
p� i+o aa.0009� / \ \ 1 \',
8+ o 579• 49 �o
A \
I l �� -
E, � 1 - I ....- -11t �`J _ � 5.R 25'R
17+00
I t \
OCEAN ISLE 70 1 17 + 17 i ��` ' 4,24-0 SF 9,911 SF
ESTATES 4,240 SF t ' 4,240 SF 4,240 SF e+ '� �_�•4Q09^v7ul
19
4,240 SF K P ` l �►t 5,817 SF } \
-- R cn l
JA
L N F
'R 41' R 1J \ /
1
L=28.67' 2 'XS"i }5+00 o y� ��-�
�v{� /'� �i,'A�'�[� iDgs � '.-` SIP CIE
� o ` � 1'' tr'11,�t ' �- - " _ � 1 � \ . , SMITH
WOON/FLDRlDGE t I ,jjORS 13E! g� 3 ' t } ,8 } 1 m } A DB 697 PG 641
DB 2137 OL RI i032 y a�1AVi � 25' 12-3 -
^g 25'R '�4r00 S79-4a`o9 25'R t 1 1 } 5,817 SF } 1
4,520 SF 1
13+
o� 12+ad 162y05'
r - t C
5a4'33'01'w 5,8E7 SF
1 1a 55 12.3,50 11 Tod - I R=500.00'�at
�WOO,DRIDGE t { sa4'33'a1"W 5'R 25'
} L=1z.62 , 1 piN ---~'' OPEN t 4,520 SF
o -�' _ " SPACE _ 4,520SF DB 2137 PG 10 2 } 41' R/W 4 t 1 18 It 1 ,�=' } 9,09a SF
"
I F
} fi,533 S 4,520 SF -
1 czn I 19 ,1 R/W
{ SEE NOTE1 1 18 '� 1
_ 4,923 SF - } o l f _ --~'~ - 1 1 4.520 SF
4,92233 SF ll 1 a { _ _ _ - __-- OPEN y 5,340 SF i
SPACE
11,917 SF y 1$ 1 tom'"® 4,520 SF t ' } �l~-EtER BUFFER '
i ri 1 1 5,650 SF ` t 0� 19 } 1 25 PER,y 1
N/F 41 R/W o i 4,120 SF - - " 't }\ 5,340 SF �y�- -'� ~+
_ ��� I� �m t
D 534 PGN9 17 , -- - Y - ! _� a �R/w
! 4,120 SF
5,3440 SF Y_ r - ....•�' �~ ��` i
7,505 SF •�- " _ .. - - a.-.4, m
6,937 SF l �- FFER
1 5,599 SF 25 P R 1rt1' BU --•-"'
t
25' PERIMETER BUFFER
G
1 1 •.-s"` '_ .. _..•--- - - , � �� f •" i l 1 � / I /� 1 OPEN EN
N/F
SPACE
UBLIC
WARD i L___ -- __ - _ P -
D8 812 PG 924 - OVERLAND WAY f� Q f,f- ""-°r''``"• 4 1 �� TYPICAL STREET SECTION KEY
- " 1 // 1 (SEE SHEET C-2)
_..... _ ... _--(44'PPATER�� a_ ___.__.._-_ _. __._.. W.e . _ ._ __ N/F N/F
I- BSW BEACH INVEST, WILLIAMSON
-SEE-SHEET PPS _ - DB 1 G 542
-
. �- - - LAMBERT
LLC 823 p � a
- DB 2210 PG 200
DB 1451 PG 168
0
" GRAPHIC SCALE
N/F I 50 0 25 50 100
-l- ABERG{_ i i 11111
N/F I N/F N/F N/F ODUM WILLIAMS V 111 D9 2659 PG 1318 OCEAN ISLE 1 �
REDS EBERSOL THOMPSON GRAVATT DB s77 PG 704 DB 1987 PG ESTATES1--- inch = 50 >=t.
N/F
DB 1263 PG 553 DB 468 PG 380 {
DB 791 PG 362 PB 0004 PG 306 � DB 20646 PG 19D8 I I T _RELEASED1 � r
_:- j ►...,-_ ; FINAL DRAWING FOR CONSTRUCTION

0)
0
0
0
77
EXISTING
6� PUBLIC R
SAW CUT 12" OF EXISTING — - - NEW ASPHALT Q -J—J-
ASPHALT PAVEMENT TO PROVIDE PAVEMENT
-^ A NEAT EDGE TO PAVE BACK TO \ ---~�
(SEE DETAIL
R TURNto F01
12' CEIITF-
�- 6" WHITE "MINI -SKIP"
(THERMOPLASTIC PER NCDOT
SPECIFICATIONS, SEE DETAILS
6" WHITE EDGE LINE
(THERMOPLASTIC PER NCDOT
SPECIFICATIONS, SEE DETAILS1
O U200' BAY TAPER
_. RIGHT -TURN ARROW SHALL BE —�
THERMOPLASTIC PER NCDOT
SPECIFICATIONS (SEE DETAILS)
OU
PROPOSED RIGHT-OF-WAY J
7,052 SF.)
86 $5 � 1tt
1 i
5' RIGHT-OF-WAY
PROPOSED 65' RIGHT-OF-WAY DEDICATION 1
EXISTING 60' RIGHT-OF-WAY I
PROPOSED 2'
EXISTING 2"
PAVED SHOULDER
EXISTING 9'-10"± PAVED SHOULDER
EX. 12' CENTER
F
PROPOSED 12' RIGHT
6' GRASS
GRASS SHOULDER EX. 11' LANE TURN LANE EX. 11' LANE
TURN LANE
SHOULDER
_-
N
?'7
NC 904 AND 179
TYPICAL SECTION -- 65' PUBLIC R/W
N.T.S.
EX15T1�eJ 1 1' + c�•8_
CBEVI 12' RIGHT TURN LANE
RIGHT -TURN ARROW SHALL BE
THERMOPLASTIC PER NCDOT
SPECIFICATIONS (SEE DETAILS) 28'R
28`R
30'R
1OQ.C' RIGHT TURN 4Ai'E
10'x70' SIGHT
6" WHITE EDGE LINE TRIANGLE ------
(THERMOPLASTIC PER NCDOT �-- --�-�
/ SPECIFICATIONS, SEE DETAILS) ------- ----'-
79
8i � 80
1
�j
I
\- ALUY 99 6 99
(SEE SHEET P-12)
2" ASPHALT SURFACE COURSE (SF-9.58)
3" ASPHALT SURFACE COURSE (1-19.OB)
5" ASPHALT CONCRETE BASE COURSE (825.OB)
COMPACTED SUBGRADE
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
ASPHALT PAVEMENT ROAD WIDENING)
rr >r rr ' •
CURB JOINT
TOP OF CURB -7 (TAPER)
-----------------------------------------------------------
PAVEMENT/FINISH GRADE
NOSE --DOWN CURB DETAIL
a
o�
STRAIGHT ARROW
RIGHT OR LEFT TURN
ARROW
COMBINATION STRAIGHT
AND LEFT OR RIGHT TURN ARROW
COMBINATION LEFT &
RIGHT TURN ARROW
aU
��
CONTINUOUS LINES
SKIP LINES
Pt9INI -SKIP LINES
o
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c¢no
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gg
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mc¢n
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EDGE LINE
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p
_____. -.I---_.
!
36'r
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-
-- -- ,._. -e36y.
SAME DIMENSIONS APPLY AS FOR
THE LEFT/RIGHT TURN ARROW
�-+ C'3
�' 1-�Z
0 0
F_ � _n lIJ
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------ --' _ I
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-- SKIS' LINES
vELLar+oR v,1}ITE
2' MINI�5KIP LINES
- ----
rE1.LOiV OR w11zTE
cc C 3
�caQ
m
_I.....__T
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Z�or-
TURN LANE LINE
Fz�Zw
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of
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COMBINATION LEFT & STRAIGHT
oa-¢
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2
`n��a¢
-1 A
m
--.-.......-
& RIGHT TURN ARROW
�
Z
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y
WHITE F
110* T
--
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a
V
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1q._'..�.... {
6 i
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[ R-4O ci a,
.�4"!
SAME DIMENSIONS APPLY AS
FOR THE COMBINATION STRAIGHT
� ©
Iv
t�
CENTER LINE
-�4''a'x
YELLffA 1
�� _,._.I. 4.:�a•:�F �,
30
+---- ---
¢
',� ©� 416"
t
13'
cD'•
d L c�
12"
R-40°' u' _'.a- .'` -
4-_-
—
i
AND LEFT/RIGHT TURN ARROW
t
I
5,
R-2ae'
4�„�
GORE LINE
--�- --
I
RAMP ARROW
m
Z
MERGE ARROYJ
I
(OPTIONAL} 1
FOR WRONG -WAY MOVEMENTS ip+ O„
ON FREEWAY AND EXPRESSWAY RAMPS �
LL
Z
GJ
I--
l
W'�ITEIr
0
LL
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CRYSTALIRED /J 5`_
PAVEMENT MARKER ` ! "mow.
C3
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DIAGONAL LINE
Z �
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m
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rs l
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B' I_ — — — — — — — — -- — CL OF RAMP
-
2'- p"' ON tH Ski
cc O
Q to
� � i
H M D
Z Z
m
OCn
YELLON OR "ITE
( LJ
O ❑
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>
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= ®I
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CROSSWALK LINE
Er
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6'-a" a.. S
�TYp.- j2'_6"
Z Z�
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m w 0
1
a"124' �
t GENERAL NaTES
�
Q UJ�
UJ
,..I
-_` 16 8 _._-,__ 7 1 ---
UJ ¢
rz
# - t'.N'cRE T15'0 WIDTHS kRF INDICATED, THE FIRST WIDTH APPLIES TO A
"WIDE"
ORMAL" WIDTH LINE, THE SECOND t410TH APPLIES TO A LINE.
�
�} 0
f Ipp,
H a
I L
a)
R/R LINE
-- __- -
2- "141DE' LINES ARE RFCJJIAEO AsiEN DESIGNATED IN THE PLANS, OR WHEN
DIRECTED BY THE ENGINFF,R_ REFER TO PAVEUENT MARKING GUIDELINES.
Q
a.
GENERAL NOTES
T1
0
1- (ISE THE COLOR WHITE. FOR ALL PAVEMENT MARKING SYMBOLS.
, / RAMP ARROW
�� AT EXIT RAMP
_j
C3
71
�
I ,-
�
J
{}
Z
:3j
2- DO NOT LOCATE PAVEMENT NARKING SYMBOLS AS TO ENCROACH
INTO INTERSECTION AREAS.
- - -
�
V.;-i I TE 1
LLJ
3- DO NOT PLACE PAVEMENT MARKING SYMBOLS ACROSS TRANSVERSE
EXPANSION JOINTS ON PORTLAND CEMENT CONCRETE PAVEMENTS,
UNLESS APPROVED BY THE ENGINEER.
- I�
- � I -
STOP OR TRANSVERSE BAR
-.-------------.-..- -._ -_.
4- CONFORM ALL SYMBOLS TO THE FHINA "STANDARD ALPHABETS FOR
HIGHWAY SIGNS AND PAVEMENT MARKINGS", (REFER TO SHEETS 4
THRU 7). SYMBOL DIMENSIONS CAN VARY AMONG MA11UFACTURERS,
THEREFORE SLIGHT VARIANCES ARE ACCEPTABLE, DHOWVER, ALL
n n
RAMP AARON
AT EXIT RAMP 4 ,
IQp+y,
hRIITE1205.08
1 OF 7
SHEET 1 OF 7
1 OF 2HEET
SHEET 1 OF 2
rHEET
1205.08
205.01
1205.01
END OF CURB
------ -
10'x70' SIGHT ( �`
TRIANGLE
TERMINATE CURB AND GUTTER WITH
A NOSE DOWN SECTION FOR 6'�_� -- —'
GRAPHIC SCALE
20 0 10 20 40
60 1
I inch = 20 ft.
I'IN L DRAWING _ RELEASED FOR CONSTRUCTION

-E
tp
-b >p"
PUBLIC
(60
C8 31
y
��'
G-r o ELF FER --
�CB 32 LD
+?i fER BU
a ~ SBENCHMARK w -_____ LD Co
TOP OF IRON PIPE LD_
f f ...
..... c��......e... I � 1. ELEVaTloN=37,87-cn-".-----_..,.1D
G
I --
1 t t N/F
ET P— �) , _.'. �-a �i 7s I 76 a t TODD
I ; I SL+'�,i' �`� -_ _ � 80 � � �I DB 1277 PG 1038
f( + � � 1 �� � '1
"3.. 99 9� i i N/F
i-_____-- j $7 I 4 I ►"� I-- I TODD
DB 1211 PG 562 N/F
FOREST
DI 38A " 1 4 SEE SHEET _P DB 2733 PG 0633
t
I DI 33
N/F i BE `-1.s� .✓ 4�� I,I E SHEET �`) CB 3 _
OCEAN ISLE ESTa 1 i CB 142 +
PB 0004 PG 0 06 i 1 �AN R/wt --
1 ' (49 --
t - _ --' B 37
{ � _ CB 38 - _"--
- -- DI 34 1
CB 141 CB 40
7
ar
S
CB
o
_ _ 3
CN — 3
F
°. {
10 6
N/F ✓ t
WILUAMSON _•-_DB'2576 PG 1390
r
o D9 35
D
M DB 1244PG 663
r74
CB g�1 - ' -�5"
l 10 I !4 I 69 �
139 `[ 40 4 ` Z p !9 � o �Ri
10 - - --_ .� - - - _ .�' / C8 29
0
ANLLE
DB 1435 PG 441 4 � 97 ti!
i,.
C 37 (4g� ���`A'3�E
--
N/F 10 `
4 SANCHEZ
�DB 2573 PG 1030-
i
I r
I � ii-3
113 LF 30" RCP
LITTLE I � f09
DS 418' PG 774 y ti � ;
RETAItyNG
v
-
t INV. OUT=2,
t 6 VELOCITY DISSIPATOR
N _15`.b _'Wx22-THK.
DB 2819 G 1159
HAM IC I _ NCDOT CLASS 'B' RIP RAI
li - � i I t � !
CB 128 /
Gib t 6
CB 127
WILT AMS
DB 2555 PG 351 "� t
FT
T11 CB 126
11 11
t I J
N/F
1 66 �+ y� -
CUTSFO C SHE PS K LANE CB 125
DB i2$4 PG 146 � I t i ,�
OCEAN ISLE , t (4• PR tl/W, z4
ESTATES i _'S E SHEEN' P-7) CB 124
t - CB 123
-777
N/F
WEB CO 122 CB 121
DB 2380 PG 57 / , .. _ t __ .... .. - L - • ,
N/F
-1 1
� I
ROTUND6 i I
B 366 PG �785
.l-----
,
`� N I
� 7
� I<
��lit,
GRADING LEGEND
CA FLARED END SECTION
CATCH BASIN
DROP INLET
JUNCTION BOX
t DRAINAGE FLOW ARROW
STORM DRAINAGE
STORM SERVICE LINE
---TP TP TP ---
TREE PROTECTION
i.D LD
LIMITS OF DISTURBANCE
WOODED AREA *SEE NOTE
(ILLUSTRATIVE ONLY)
255
5' CONTOUR
251
1' CONTOUR
-------255 ---
EXISTING 5' CONTOUR
_ 251.
EXISTING 1' CONTOUR
-- -- ~-- —
EASEMENT LINE
STORM DRAINAGE NQTE,9•
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III
REINFORCED CONCRETE (RCP) UNLESS NOTED OTHERWISE.
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THE LATEST BRUNSWICK COUNTY AND NCDOT
STANDARDS.
3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
STRENGTH.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL. BE STRUCK EVEN
WITH INSIDE WALL.
5, ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT
SEALER, WHICH CONFORMS TO AASHTO SPECIFICATION M-198
FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE
NOTED.
6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES
SHALL BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE
STANDARD USING MORTAR MIXED TO MANUFACTURER'S
SPECIFICATIONS.
7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM
ROOTS, VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL
OR OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE
CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND
SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC
MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING.
8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS
UNSUITABLE FOR BACKFILL PURPOSES SHALL BE REMOVED AND
REPLACED WITH SUITABLE MATERIAL.
9. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED
IMMEDIATELY AFTER PIPE IS LAID. THE FILL AROUND THE PIPE
SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM
DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST,
THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100
PERCENT STANDARD PROCTOR,
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE
IN UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
11. ALL DRAINAGE STRUCTURES SHALL INCLUDE A 12" SUMP BELOW
THE LOWEST PIPE INVERT. THIS REQUIREMENT MUST BE
ACCOUNTED FOR ON THE NCDOT DETAILS LOCATED IN THIS
PLAN SET,
ISEE SHEET C-10A FOR RETAINING
WALL DETAILED GRADING
DISTURBED AREA = 47.71 AC.
N/F
GRIFFIN
DB 1045 PG 28
EXISTING
LIVE OAK AVE.
t (40 R/'Y)
6
�t
6
t
t
6
i . N/F
WARDS
t[j ` DB 06572 PG 0562
6 j l
i
4 -4-DI 'TER END TRAIL
v IABLE WIDTH PRIVATE
6
f R4W, SEE SHEET P-8)
i[ N/F
- EDWARDS
DS 0392 PG 0309
EXISTING
PIGGOTT AVE.
L (3 a R/W)
j1
1
I
i
s�
GRAPHIC SCALE
50 0 25 50 100
1 inch - 50 ft.
PlIN,AL I)l'AAV'INC. - RELEASFD FOR CONSTFZI. 'FION

Nq
VELOCITY DISSIPATOR 27 CB 6
GRADING LEGEND
18'Lx1O'Wx22
NCDOT CLASS 'SRip RAP
PES 105 Co FLARED END SECTION
oliD INV. OUT=13.40 53'
�t 12 Ai CB 65 CATCH BASIN
v,
N/F CB i DROP INLET
ROTIJNDO -C 6
DB 366 PC 78�
JUNCTION BOX
Ix
LF 36" RCP
0 0�50% 6 R W
CR DRAINAGE FLOW ARROW
P
(41 RIYATE
Rf�9 SEE SgEET P-7)
L STORM DRAINAGE
CS 107 V 5
18 INFILTRATION�BASIN STORM SERVICE LINE
I
CB 10,6 1 �
A 34 I , _Tp _TP _TP N/F A BY-PASS PI E N/F
SOYARS TREE PROTECTION
ROTUNDO DB 2162 PG 435
DB 371
PG 464 ------_ __- -� LD -LD LIMITS OF DISTURBANCE
EXISTING
-1�
POND
WOODED AREA *SEE NOTE
NWSE= 11,45 (ILLUSTRATIVE ONLY)
k DI 57 1 D1 57A
W=21.00 T/G=22.25 255
5' CONTOUR
INV IN=17.75 01 57A) INV. OUT=19.
N/F INV. OUT=17.6 �k 251
-- - - - - 1' CONTOUR
ROTUNDO 255
IDS 366 PC 785
11
RC to
EXISTING 5' CONTOUR
CB 108 LF 30
0 1.65% 251
EXISTING V CONTOUR
D CB 52
9 BITTER END TRAIL
N/F VARIABLE WEDTH PRIVATE EASEMENT LINE
Cs 109
LOWRY
DB 440 PC 757
SEE SHEET P-8)
B 13 203 A-4,117, 18", RC
103 LF I 7ff B 56 0,5 1.21%, 5TQsm 12RAlblAQE bl.Q
CB 5
CB -1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS Ill
CB 114
CB 1 'ALL 37 REINFORCED CONCRETE (RCP) UNLESS NOTED OTHERWISE,
Y C3:B:)
#10
RETAINING
HV( 205
II It ......... ......... INV� IN=13..l
Z 2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN
. . . ............. . .11
RETAINING LD 7:D ACCORDANCE WITH THE LATEST BRUNSWICK COUNTY AND NCDOT
LOWRY CB 50 3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
TE, CB 54
N/F S F WALL #6 STANDARDS.
mr P
DO 579 PC 173 (41 ipRIVA P,/WIA? C I ` / STRENGTH.
I4 i 44 i 14 (� • I B 55 STOP ER
REET P 13 4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN
E
WITH INSIDE WALL
41' P TVATE R W,-_�_
RETAINING
LD
LD WALL # 13
ce 4 B 20
D5O -'-CB 4 5. ALPIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT
9
g' CBSEALER, WHICH CONFORMS TO AASHTO SPECIFICATION M-198
JB 202 FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE
(n IR NOTED.
I LF 30" RCP
1 0 0,50% /6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES
5 SHALL BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE
-RETAINING RETAINING S A DARD USING MORTAR MIXED TO MANUFACTURER'S
- ------ CB 77 N/F SPECIFICATIONS.
�/F HEWETT Zi
AND RSON
DB 239 PC 876 DB 2690 PC 1026 7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM
I EW 200 ROOTS, VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL
Iw. OUT=9.50 OR OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE
44 GI 41 CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND
4j DISSIPATOR SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC
TU SSE ET P -tt" I- V) 15'Lxl7'Wx22THK, MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING.
/v, SEE
IR NCDOT CLASS V RIP RAP
C ONCF 8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS
5 13 -4-3
20 U .36"RCP R
Lo 1% SPREAF�
0 67 UNSUITABLE FOR BACKFILL PURPOSES SHALL BE REMOVED AND
Di 142 NG
(CEO RETAINING _GAUSE tANDI REPLACED WITH SUITABLE MATERIAL
r, WALL 7 '��QOGHTS
9. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED
OPEN SPACE (n 5 LV 3b HUI
303,976 SF IMMEDIATELY AFTER PIPE IS LAID. THE FILL AROUND THE PIPE
MAAS SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM
F
DB 1741 PC 300i II 71-
DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST.
G ........ THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100
in• PERCENT STANDARD PROCTOR.
102
A4
--- 77- 10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RI
SE
IN UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
j It _w FES 41
CB 10 7 INV. OUT=8.60
11. ALL DRAINAGE STRUCTURES SHALL INCLUDE A 12" SUMP BELOW
VELOCITY DISSIPATOR THE LOWEST PIPE INVERT. THIS REQUIREMENT MUST BE
CEI 104
EXISTING
23 N/F
N/F CB 4. POND -9 COOKE ACCOUNTED FOR ON THE NCDOT DETAILS LOCATED IN THIS
r4CD07T CLAS� 'B' RIP RAP \DB 2484 PG 1347 PLAN SET.
SMITH NINSE=5,36
DB 14-03 PG 1274 01 P-10) S.
RETAINING
SEE
i '1 1 SEE FOR
WALL #5 HW 214 RETAINING
P-14 AE
ATE RETAINING INV.=7.45 I
SEA
3 RCPWALL DETAILED GRADING
(411 99 WALL #4 - 115
- ------------
LE)
LD
5 1100- ED1 �URBED AREA 41.71 =AC.
KING
N/F #1
t;5 DI IiB 95
rf
INFILTAAnON BASIN
MILLER 1 4k T/G=19. 4-4 LF 15" RC �p ?�l LF 30 0-RING RCP
DB 1403 PC 1277 L---__lN_ELOW, PIPE
I I NV. 1 0 62%'
01 9B 2
T/G=20.5b 1w. SEE SHEET (xINTS TO BE WRAPPED
c: /I \IN GEOTE�TILE FABRIC)
INV. OUT 17. Ilw KT P-14
EW 209
Y NCDOT CLASS 'B' 'RIP RAP INV, OLJT=6,00
RETAINING- (r� DI�SIPATOR ON BASIN JB 210
INFILTRAA
D1 97 7, BY-PASS PIPE 96 LF 30" 0- RCP RIM=l 1.50
1 7:�� 2 1 1 w 14 0 0.41%
WALL- 1 1
Di 98__ INV. IN=6.31 B 211�
J
RIP (JOINTS TO BE W ED
141F INV. IN=6.11
pl�p
B STORMWAT 3 13 J\ )WGEOTE)MLE FAB OCEAN ISLE,�STAIES 1 INV, OUT=6-1
2 IDS 0 J9 212
N/F . . ....... RIM=15.40
MALLARD JB 2110�
122 -LF INV, IN=6.50 (JB 213)
VIL D INV. OUT=6.50
"�-��K. I oc[Ty DISSI�ATOR
DB 1019 PC 574 0 1.02). 3SIPATOR
S B'Lr5 W
NI JB 211
lIg 1! NCDOT LASS 'Bj_. I --'127"�9'Wx22 RIM=12.50
FES KLY NC INV- OUT=8.00
L CLASS
FES 81 .50 B '�IP RAP
7.y ' INV. 0 UT= 1-2. -2-5 (41 7-- E LEVEL JB 213
Y rWFER
1 N F 30" CP SPUR RIM=19.10
LF- 42" C 74 EW 209
INV=l _7'==7�
OCEAN
INV. IN=5.87 4HW 214)
OCEAN IS\LE RCP 10 �_�2 RCP 47%
0,44% INV. OUT=6
17 RETAINING
WALL cri m N/F
FES 93 6'
-INV. IN=
.10
....... IDS 97 PG 641\
N/F LF 30tCl? 6
VVkJULUr';ILA2r_
V i5v ld . ......
DB 2137 PG 1032 VN FT c 86, JB
JB 85 4-
(41
_p _R
70 I LTiji p
ic
ASI
WOO116GE 'JB 921
-
DB 2137 PC 10�2
J
CB 90
CB 91 7--
N/F
WFTTHOHN
u 534 PC 46DB oil
CB 71
cn
8
in
<D/
(n (n M
-TER -BUFFER IN
25' PERIMETER
SrVi \ 6
Ln
N\
N/F
WARD { - _._ __ -_ __ -_ __ -- __ __ -mob" L�C q` ! !
DO 812 PC 924
V
....... .... . . ........... ..
N/F
N/F
SSW BEACH INVEST,
N/F WILLIAMSON
(o
------ LAMBERT PC 542
x 451 PG1 68 LC DB 1823
7W ZONE DB I DB 221LO PC 200
J�
/F ERG
N/F 267-9 PC 1318 y
N/F N/F MS DB N/F N/F W& OCEAN ISLE ­
REEVES N/F EBERSOL THOMPSON GRAVATT ODUM 1987 PC 13 `�<�ESTAT_FS_
THOMPSON DB 977 PC 704
DB 791 PC 362 PB 0004 PC 306 DB 20646 PC 803 DB 1263 PG 553 DB 465 PG 380
44'R 0 '.9
1?0/0

m
0
O
O
E
ca
3
it
f '
,-Ul15.00
f
� PS `-WETLANDS LIMITS (TYP.,
-14.50 5' EXISTING
p YIETLANDS LIMITS (TYP., DO NOT DISTURB) POND
DO NOT G DISTURB) NWSE=5.36� rn
JJ
RETAINING WALL 5 WITH
i HANDRAIL (DESIGN BY OTHERS) =12.G0
!/ TW
p�{ cn j _ BW=7.50
r✓r W -p 5 } / P _ -"" B\r=9.00 - .. _ -- TW =12.d0
_ B =1 1.54 �
BW 16;25 J _ Bad 6 5 TW=12.40
' -
B a=t'3.25
_
T'Pr=12.40 -.__ -" � -� BW -$.00
-- 0
- --
P 4 PATH ----`
12
-
,,..
RETAINING ,WALL #1 WITH � _ � TW=15: "o _
_ / j "� / ., RETAINING HALL 3 lrrlTH '
HANDRAIL' ( OTHERS) ",Bra- 50 - `�' HANDRAIL (DESIGN BY OTHERS)
DESIGN BY OTHFR
, �. Tva- 314 (
' -__
-t7.95 ii
}g
=19.313RETAINING VIA1 L #2 WITH /� 1
• - .%. ^-' Bvr=t7.45 ..., -..
Bva= i 2.
t9 aO HANDRAIL-- {DESIGN _ Y DTH r 16
6
- -^
BW=18. /.:.
-". AR.CH PIPE _ _ `• - }A' _
19 TWL 19.30
evr=l3,t GCID--. t
x, -
TW=15.00 X__- C j -- -
./ /�� BW-1400 B4!- t 4.50 1 19 �
�✓
BAY=14.4� � _ ___.___ --_- pr' � I 199 x • • _ �t , �
1 --t t
° SOUTH LIh a
STATI O N�
� � � � 1 t
TW=19.34 , .
� � '; .•.-�---'"_ t � ifs:`"`'
RETAINING WALLS # 1 � #29 AND #3 RETAINING WALL #5
TW=19.50 4
IE - i4 BW=19.00
RETAINING WALL #8
7 �
NORTH LIFT (DESIGN BY, OTHERS)
i � -
STATION
� 1i1
�
v TW=15.00
TW--1 7.0ol
r - _ BW-10.G0 '.
49
10
RETAINING KkLL #4 WITH _ o
DESIGN BY OTHERS)
� HANDRAIL.
}6 n
15 RETAINING WALL #7 1A
(DESIGN BY OTHER -
f WETLANDS LIMITS (TYP., h }}10
/ DO NOT DISTURB)
-t .54 Bar=9 50
BW=9: 50 --
i
18 i f i'iY= Toi ob
r17 / Tw=16.00 f }6 / i w w Bvr= o .__w i w
BW=11.04
} i
r / TW 15a0-0-0 ­
1 �• `/ f f /�� •' .v V w w i i i w w W _ t w i i S -
j } 5 i .� / / J � ". V i i .v i w- .F vim_ .✓ -_ ,v .Y * J- i u t• V, i i" i w � W i .Y w K ..., ,.
i ! i
i
T1Y=16.00 -----
BW=15.50
BW16.od l 1 w a- w ?
i_
=14.00 4 � � . � ��
l
V i
m i w _
w "
I
=AMNG FALL #4 RETAINING WALLS #7 AND #8 RETAINING WALL #9
56 % TCR DIN. RETAINING�1 � I RETAINING WALL NOTES:
$R°
'TIM _
! -- - .; � ... 1. THE STRUCTURAL DESIGN FOR THE RETAINING WALLS SHOWN ON THIS PLAN SHALL BE
DESIGNED BY S&ME. PLEASE NOTE THAT THE STRUCTURAL ENGINEER SHALL ALSO
PROVIDE, WHERE NECESSARY, A SAFETY FENCE OR HANDRAIL ALONG THE TOP OF THE
3p
0 Tw-31.do RETAINING WALLS WHERE NOTED.
/BW-30.50 g' CONCRETE S0EWALK
' 1
w
` 4 � 2 THE RETAINING WALLS AT THE BOTTOM E -
THE RETAINING WALL ALIGNMENTS SHOWN ON THESE PLANS DEPICT THE LOCATION OF
rtiv=19.4o THE FRONT FACE OF (I. DOES NOT ACCOUNT
- FOR WALL BATTER).
9t'r-18.10
AINING WXL1.,, #12 WITH
RETAINING`,WALL #1 i WITH ---- I S ° HA IL (DE,, -,,,,BY THESS) 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL REQUIRED PERMITS
__ } �-. I t
I 2g -'" HANDRAIL (DESIGN BY OTHERS) � j � t,� -'•�-_._ '- NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL.
_ _ 4, _ "v NCDOT STANDARD
S, 25 - o ;. \ Gu�RDRAIL 4. THE RETAINING WALLS SHALL BE BACKFILLED WITH ON ---SITE BORROW MATERIAL OR
SA THY=gB�I \ - RETAINING WALL #13
j,
BW=26.30 ' Tvr= 1,40 -.�',h PROCESSED FILL.
�qCr a4�H 4 BW_ 8,50" iI (DESIGN BY OTHERS) \'
yam{ {D
¢L�J _ ,, i TW=21.05 5. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED
-2 ao - BW=18.44 GRADE ELEVATIONS ONLY. THE EXTENT TO WHICH THE RETAINING WALL WILL BE
1 ;
6W EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENiiFf£D ON THE RETAINING WALL
} 109 CONSTRUCTION DRAWINGS.
- 5.40 1 x
BW=22.00 1 6. PORTIONS OF THE RETAINING WALLS WILL EXPERIENCE PERIODIC INUNDATION DURING
{ RAINFALL EVENTS. THE RETAINING WALL DESIGNER SHALL ACCOUNT FOR PRESSURE ON
V�ETLANDS LIMITS
30.6o THE WALL DUE TO SOIL SATURATION BEHIND THE WALL DURING DESIGN. AN
r i. DO NOT DISTURB)
-= TW=20 00
TW-22^0D .;' BW 28.50..���, A _ E WATER QUALITY
_ _ _ .�_ �, `- r ,.' � ` � t \ _ i Bvr=1�.a4 APPROPRIATELY SIZED DRAINAGE SYSTEM, WHICH WILL OUTLET INTO TH
L
POND, SHALL BE DESIGNED AND INSTALLED BEHIND THE RETAINING WALLS TO RELIEVE
BW=21.0 � ��!'� "1 1111
e ♦ I n BW 28.10 EXISTING
} I POND SOIL WATER PRESSURE. ALSO, IF ANY PORTIONS OF THE RETAINING WALLS COULD
o o I I I g TW=t8.00 EXPERIENCE OVERTOPPING RUNOFF FLOW, THE RETAINING WALL DESIGNER MUST INCLUDE
\
\ k 9 W=17.0 A DRAINAGE SYSTEM TO ALLEVIATE ANY DRAINAGE ISSUES CAUSED BY RUNOFF
NWSE=22.58 t j �� O1 ORTH LIiT OVERTOPPING THE WALLS.
N �V7=30.30
/ � BW=29.80
ST TiGN 711 STO PER LANE
m
WETLANDS LIMITS (TYP.,�
DO NOT DISTURB)
RETAINING WALL # 11 RETAINING WALL # 12 RETAINING WALL # 13
_
6 _._..........
t 0
1
,
Bva . 20
BW=1420 Tva=14.80
RETAINING WALL #10 WITH BW=14.30
HANDRAIL (DESIGN BY OTHERS) f /
WETLANDS LIMITS (TYP.,
DO NOT DISTURB) '
EXISTING
POND
�,i rA
NWSE=1 1.45 TW--Tb.00
BW=14.50,
RETAINING WALL #6 WITH
HANDRAIL (DESIGN BY OTHERS) 17
5 ASPHALT PATH
TW 15.00 /
BW=14.50
TW=16.50
BW=14.50
RETAINING WALLS #6 AND # 1 0
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
FINAL DRAIVI`G - RI?LEASED FOPR CONSTFUTTIOI

co
O
C5
E
:3
CL
CN
T:
C)
9
LO
0
C)
CN
Z6
'0

15" PER
MIDDLE POND NCDOTESTD. 838.80
INV. IN = 11.45
53 LF 15"0 0-RING �_j \
RCP ® 2.37%
(JOINTS WRAPPED IN ^o \
GEOTEXTILE FABRIC)- '
SWMH \
/ PER NCDOT STD. 840.31
STA. 10+18.56 \
RIM = 18.20
�- - \ NNV. IN = 11.00 (15"0 RCP) \
/ INV�OUT = 13.00 (4"0 PVC FORCE MAIN)
SUMP• = 8.00
/ i \ (CONTRA�T•OR TO PROVIDE 14" GUIDE PIL
SYSTEM IN ' NJUNCTION WITH PUMP. • PUMP
\ SHALL BE GODWIN GSL-80 SIMPLEX�R
\ \ ENGINEER APPROWD EQUIVALENT.)
12+
\50 ROUND,\ TURN �OAD \
(41 PRIVATE R �P, SEE SI'EET -TP-5
40
WeJ
63
i- crnauwATFR FORCE MAIN 13+
li I
I
I i 23 I i
I I
3 R HITCH DRIVE
l R/W, SEE SHEET P-116)
II i I
II I
I I
I I
�I I
I
II I
I ; I
MIDDLE POND FORCE MAIN
PROPOSED
CLUBHOUSE/
POOL AREA
INFILTRATION BASIN A 1 ,
(SEE SHEETS BB-1A THRU IDD) /
1 '
c�
I c�
/
INV. OUT = 30.00 /
/ f
/
/
5+ 4
10+00 1 1 +00 12+00 13+00 14+00 15+00
g APPLICANT/OWNER: PROJECT NO.
THE JOHN R. McADAMS
5 0� ��i, FII.ENAME:
MR. STEVE CLARK E S�o�'/ v DESIGNED BY:
4 WATEIRBORO VILLAGE MANAGEMENT, LLC COMPANY, INC. a y��';
3 P.O. BOX 582 SEAL _ DRAWN BY:
ENGINEERS ■ PLANNERS ■ SURVEYORS ■ENVIRONMENTAL 27476
2 CARY, NORTH CAROLINA 27512 HORIZ. SCALE:
RESEARCH TRIANGLE PARK ■ CHARLOTTE ■ WILMINGTON
iC 27713, ....... VERT. SCALE:
2905 y, Durham
1 800-733-5646 ■Mwww.johnrmeridian cadams.com ■ Lie nse No.: C-0293 �,�q��oN R'
REVISIONS DATE 11111'' 2,
►.r.,
WVM-08000
WVM08000—P4
WTO/SRW
SRW
1"=40'
1" = 4'
02-15-10
/ LOW)RR POND
15" EN[�WALL PER
NCDOT/�TD. 838.80
AW. IN = 5.36
26 % 15"0 0-RING \ \
/ // RCP ® 0.68% 77 \
(JOIRIT$ WRAPPED IN "op
GEOTEnLE FABRIC) 19 \ \
,�IORS BEN DRIVE
(41 ATE R/W, SEE ET P-9
40
\ INFILTRATION BASIN
(SEE SHEETS IB-2A THRU
0
:::.:::::...;•....
xo
1 ,e , FM
pro \� •
INV. 00%,:�10.00 k
SWMH
\ \ PER NCDOT' STD. 840.31
STA. 11 6.03
\\ RIM = 20
\\� INV. 10 = 4.50 (15"0 RCP) / \
\ INV. /OUT = 6.50 (4"0 PV 'FORCE MAIN) \ /
\ \ ru?P=0.00
NRACTOR TO PROVJ�E 1" GUIDE RAIL TEM IN CONJUNCTION WITH PUMP. PUMP \ =
\ , SHALL BE GODWIN GSL-60 SIMPLEX OR
\ENGINEER APPRO 6 EQUIVALENT.) ��
Ix
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
LOWER POND FORCE MAIN
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PLAN & PROFILE
MIDDLE POND FORCE MAIN, STA. 10+00 THRU STA. 13+76
LOWER POND FORCE MAIN, STA. 10+00 THRU STA. 12+78
MAR 1 9 Z010
PIINAL llxAlvllNG — RELEASED FOR CONSTRUCTION
SHEET NO.
COVE P-14
CONSTRUCTION DRAWINGS JiMcADAMS
DRUNSWICK COUNTY PRINT DATE:

C7 me PAVEMENT a U3
H
2
.911 �
,
n
SURFACE
H'
l8rRAD. HAD. 2" RAD. PAVEMENT <18 . <
6" 2'-0 '- <
RD. AAD 0 018O. r-4ay-rULL -J O -
RR©,44o mz
f.
--Im ......, O z!8HAD.
O D C 3 m c v`1 _. QI r _.
O O o
F�U<�oC �-n>>m
co cQ CAI t •»'. >`( `y`C�A 1 N� .` �2n r-=�Ztj z �C�O
Z) 0,.-, r T._.._.t.. - .. i 1.. L _ [. .- ,- ` .' . 134 RAD. cn L- LL o O Ir-L
c7 �, 1 a RAD..' ?.�-6" C:) cf) c7 A�
L...._.... 2 6.. T_ w. `
�D „ I
-( `y t C" V-6"__CURB AND GUTTER 8,_ I _ ua H -DG,�� r,
H , 2'-6 _,CURB AND,,,, GUTTE_Ft _. _-.__ - ._ ._...__.._ �-- .r.t �'- � Cl.Q CA
z ! 8" X 12" OR 18" 9" X 12" OR 18" a
CONCRETE CURB CONCRETE CURB
4` 0" PROPOSED
_ 2'_-0 r .._...-.,_ ._ 2..O'...... EDGE OF
PAVEMENT - 2" RAD. - 2f-O„- -
[ 7 Srf _.2L....f+r_��lEM_'--- 1/8" RADIUS
" 1 _
12 �_ ..._.. �\ .. ►„
1 CTJ �.y ...:. T. i Q4
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SECTION VIEW OF CURBS OR CURBS AND GUTTERS
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GENERAL NOTES: GROOVED -OR SAWN z W.
t7 -PLACE CONTRACTION JOINTS AT 10` INTERVALS, EXCEPT THAT JOINT WITH JOINT < W
D A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SEALER C.3
-q 0 SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED JOINT SEALER w G
-4 C H WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. �8„ �/g" RAD. F GUTTER �
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PROPOSED .. �� .. ,. ... ..: '
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i PAVEMENT
1t"� � JOINT -_FILLER_
ALL RIGID OBJECTS.
LONGITU,�INAL JOINT TRANSVERSE EXPANSION JOINT
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LACATION {{E'LA'nER
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(Da NOT PLACE SIDEWALK ON
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DESIRABLE OR MAXIMUM DRIVEWAY GRADES
=:- _
BERM A�I
WIDTH
DIST
GRADE DIST GRADE
8 OR LESS
! 5'-0
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8 OR LESS
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10'-0"
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IS SIDEWALK LOCATION
LOCATION
LOCATION
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NOTES:
1. CONSTRUCT THE WALKING SURFACE WITHSLIP RESISTANTANCE AND A 70% CONTRASTING COLOR TO THE SIDEWALK.
2. CROSSWALK WIDTHS AND CO%FIGURATION VARY BUT MUST CONFORM TO TRAFFIC DESIGN STANDARDS.
3, NORTH CAROLINA GENERAL STATUTE 136-44.14 REQUIRES THAT ALL STREET CURBS BEING CONSTRUCTED OR RECONSTRUCTED FOR MAINTENANCE
PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILTIES OR ALTERED FOR ANY REASON AFTER SEPTEMBER 1, 1973 SHALL
PROVIDE WHEELCHAIR RAMPS FOR THE PHYSICALLY DISABLED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND SIDEWALKS ARE
PROVIDED AND AT OTHER POINTS OF PEDESTRIAN FLOW.
IN ADDITION, SECTION 228 OF THE 1973 FEDERAL AID HIGHWAY SAFETY ACT REQUIRES PROVISION OF CURB RAMPS ON ANY CURB CONSTRUCTION
AFTER JULY 1,1976 WHETHER A SIDEWALK IS PROPOSED INITIALLY OR IS PLANNED FOR A FUTURE DATE.
THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1990 EXTENDS TO INDIVIDUALS WITH DISABILITIES. COMPREHENSIVE CIVIL RIGHTS
PROTECTIONS SIMILIAR TO THOSE PROVIDED TO PERSONS ON THE BASIS OF RACE, SEX, NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL
RIGHTS ACT OF 1964. THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH THE CURRENT AE3A STANDARDS.
4. PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS
AS DIRECTED BY THE ENGINEER WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT. WHERE
TWO RAMPS ARE INSTALLED PLACE NOT LESS THAN 2 FEET OF FULL HEIGHT CURB BETWEEN THE RAMPS. PLACE DUAL RAMPS
AS NEAR PERPENDICULAR TO THE TRAVEL LANE BEING CROSSED AS POSSIBLE.
5. PAY FOR ALL VARIABLE DEPTH CONCRETE USED FOR CONSTRUCTION OF WHEELCHAIR RAMPS AS CONCRETE WHEELCHAIR RAMPS. (SQ. YDS,)
6. PAY FOR ALL DEPRESSED CURBS AT WHEELCHAIR RAMPS AS THE TYPE CURB AND GUTTER USED ADJACENT TO DEPRESSED CURB. (LN. FT.)
7. SUCH PRICES AND PAYMENTS IS CONSIDERED FULL COMPENSATION FOR ALL MATERIALS, LABOR, EQUIPMENT, TOOLS AND INCIDENTALS
NECESSARY TO SATISFACTORILY COMPLETE THE WORK.
8. DO NOT EXCEED 0.08 (12:1) SLOPE ON THE WHEELCHAIR RAMP IN RELATIONSHIP TO THE GRADE OF THE STREET,
9. CONSTRUCT WHEELCHAIR RAMPS 40" (3' 4") OR GREATER FOR DUAL RAMPS.
10, USE CLASS "B" CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A ROUGH NON-SKID TYPE SURFACE.
11. PLACE A lk�" EXPANSION .JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND AS SHOWN ON STD. DWG, 548.01.
12. PLACE THE INSIDE PEDESTRIAN CROSSWALK LINES NO CLOSER IN THE INTERSECTION BY BISECTING THE INTERSECTION RADII,
WITH ALLOWANCE OF A 4' CLEAR ZONE IN THE VEHICULAR THAVELWAY WHEN ONE RAMP IS INSTALLED. (SEE NOTE 17)
13. COORDINATE THE CURB CUT AND THE PEDESTRIAN CROSSWALK LINES SO THE FLOOR OF THE WHEELCHAIR RAMP WILL FALL WITHIN
THE PEDESTRIAN CROSSWALK LINES, PLACE DIAGONAL RAMPS WITH FLARED SIDES SO 24" OF FULL HEIGHT CURB FALLS WITHIN
THE CROSSWALK MARKINGS ON EACH SIDE OF THE FLARES.
14. CONSTRUCT THE PEDESTRIAN CROSSWALK A MINIMUM OF 6 FEET. A CROSSWALK WIDTH OF 10 FEET OR GREATER IS DESIRABLE.
15. USE STOP LINES, NORMALLY PERPENDICULAR TO THE LANE LINES, WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH
VEHICLES ARE REQUIRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROACH
SKEW MAY REQUIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
16. TERMINATE PARKING A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK.
17, PLACE ALL PAVEMENT MARKINGS IN ACCORDANCE WITH THE LATEST EDITION OF THE I;(ANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
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CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'R LSVA. A 2rr
1
INTERVALS. EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
T2" EXPANSION) JOINT -
(SEE STD. 846.01} CROSSWALK
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REQUIREMENTS AND CONSTRUCTION GUIDELINES. rNrFinnts�
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NOTES:
1. DETECTABLE WARNING DOMES "HALL COVER 2% 0' LENGTH ANIY FULL WIOTH OF THE
RAMP FLOOR AS SHCM74 ON THE DETAILS.
2. OBTAIN 70% CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
OR DARK-011-LIGHT SEQUENCE COVERING TPE ENTIRE RAYP.
-. RAMP WIDTH AREA IS VARMLE
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cONCR£TE OF SIDEWALK DROP REQUIRED FOR ALL -
J_ ! ___- .__-__.-..�_ } •. PP1iCAST CLASS, 'r SIDEWALK SLOPES.
BACK OF SIDEWALK DROP REQUIRED TOR
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DETECTABLE WARNING DOPES
HI -VISIBILITY CROSSWALK
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LEGEND
DIRECTION OF
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WHEELCHAIR RAMP
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848.05 11205.07
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OF HI -VISIBILITY CROSSWALKS IS 10 FEET,
2- CENTER CROSSWALKS TO THEIR CORRESPONDING WHEELCHAIR RAMPS, BUT DO NOT
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INTERSECTION RADII,
3- PLACE STOP BARS A MINIMUM OF 4 FEET FROM NEAREST CROSSWALK LINE, BUT NOT
WITHIN THE AREA OF A WHEELCHAIR RAMP. PLACE STOP BARS PARALLEL TO
CROSSWALK LINES, RUT CAN BE PLACED PERPENDICULAR TO TRAVEL LANES.
4- COORDINATE PLACEMENT OF CROSSWALKS IN ALL CASES WITH THE LOCATION OF
WHEELCHAIR RAMPS_ (SEE SIGNAL PLANS),
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DETAILL SHOWING TYPICAL LOCATION OF WHEELCHAIR RAM S,
PEDESTRIAN CROSSWALKS AND STOP LINES FOR TEL INTERSEfi,L7I0N$
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PLAN SYNDOL
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ALLOINABLE LOCATIONS
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--BRUNSWICK CO T Y
— IViA : N(^i ii'-1 t: AF�11;)L.;N11Al �z � 2.8,142
a1 kevsa+ DATE BRUNSWICK COJNTY
4.
,5 COURTHOUSE
i-f V OUSE DRIVE
(
DATE:
_._._
j
BOLIVIA NORTH CA LItdA RO PLOT SCALE; 1 = 1
28442 FI-E '40. W-3 I
- ..
CJ'',C. CD! 3 Ill i ,G
G4ADE,
-� I( I
cr'I:.
f1ClN - _PLUG
�;! -_ t'L,.I° r l,R LENGTH A
{
0 :) -III 'LQ S01.
3 ?, t°`. /
4P:1._ ,`r t[tz C,G: C.ft-IE -GRADE.
I{
3
gE , ii
€3
C1 ,FILL
l
7_1 —11
t �r
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SLE P.'O FOR L`AGTH A
-�C,CKilNC
Ar• RCYtS, t 0 .,
g tt
BRUNSWICK
L COJNTY
� -I .. .� GC3Ur Ti GS_.F
[DRI'i._
A n � E. I ..
C - - -
BO_ 2 O I GAF Ol.l �A
rtOT
1-
4
%84-,,2 - ...... -_.._
r r E : 0 ,I -f -
" ` I
2" BRASS--
� - VALVE BOY, 2" BRASS CAP
2" BRASS NIPPLE
NIPPLE -- (SEE VALVE & VALVE 2" SCH. 40 FPT X $47UF[.INGFFNO
(,YP) BOX DETAIL) SLIP PVC ADAPTER ADAPTER
` 2 BRASS-__. -2" SCH. 40 PVC
'COUPLINGGATE VALVE �'Jf FfPi
,_ ...(_.
•'' E __IN7 !_ , 4,.,/ 2" P 9 V BEND
L_ V
2" SCH. 40 MIPT X SLIP THRUST BLOCKING PRECAST CONC.
PVC ADAPTER (TYP) METER VAULT
2" BRASS NIPPLE (TYP)
3' I
DE T AIL. 2" BLOW OFF ASSEMBI__Y
(PERMANENT)
NO SCALE
li''P.ct7, DATE
- BRUNSWICK COJNTY
_.---._ 45 COURTHOUSE DRIVE
(SATE.:
BOLIVIA, NORTH CAROLINA Ht.(1T SCALE: I = 1
I 28442 of E uQ. W-20
Al UM, ACCESS HATCH
t31LCO K3 3 OR ECUAL SET'
AT SIDEWALK GRADE
�CONC C tt R
ARCU'\11 HATCH
:.,lk1
�- �-SECT TO S y� _T __...-. ..... . .
- - C0NC. BLOCK-
~- SUPPORT--=1LI.
v// GROUT
,SUMP No. 57
NYASHED STONE
CAE, 1 AIE.--f^1R -` F--.PVICF- _-; .N(RY
NOT TO SCALE �
R�VISIU`f PATE BRUNSWICK COUNTY
45 COURTHOUSE DRIVE jDA - - -- ---
Pil�r-}
- BOLIVIA, NORTH C AROLiNA - I_ _-
- td,i- 21
i
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1 ,
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"O _1ViA, NOR II , CAF,C)UNA Pf-C)T FI._L �N (}. t k
—
, -
f
3000 PCI COINCREIE
THRUST 30LLXR
(8) t'4 REHAR-THREADED GALVANIZED S-EEL
? EACH WAY QUANTITY
TIE ROD SCHEDULE" FOR
QUAI~FT1TY AND 5i?_C OF -FIE f2C'D. ,
-�� M.J. CAP OR OTHER
M.J. FITTINGS
- - _ _ DIP
( --
6 _ ) R/W1 VARIES - SEE P-AN FOR ROUTE 1, 6'
a --
..,..MINIMUNI PAVEMENT WDTH VARIES AND THE PAIN1E.4lf".7
LOCATION IN TI, E R/W VARIES, SEE
PLAN -- PROFILE FOR INDIVIDUAL
LOCATION. ASPHALT SURFACE
2". DIA. THREADED AP - - d ano a . -1�-. A= - T —.,._
AND BRASS NIPPLE
FOR 2" LINE EXTENSION S aSE � - ��CRUSHED �STONE BASE
-THRLIS'i RING- i ,,,-STEEL
- �--#4REBAR OF PAVEMENT
s
/
Y%
SHALL /
COLLAR�N A / LL BE FORMED USING 9/2" EXTERIOR FL(1OQ) AS PER COLLAR GIhENS, ONS SfCV1. /
CARRLR ¢SrA_ EACH END1'!ROD SCHEDULE COLLAR DIMENSIONS V,1TH 1'3 PORTLANDT17 ROD
CEMENT. SHALL, BE DUCItLE IRON PPE
tl
` LL OAF" d
. i Ci J1.PN. SIZE
-... _...___.. _-- SIZE LINE WN, VJ tit(N. 0 F'LA i E DfAM
2 5/8" 4" 6 ° t I Fs° L 12" CASING WiiLL BE INSTALLED AT LINE AND GRADE SPO'4''N ON
6" 2 3/4" 61, 9" Lf9" LN 3" THE INDIVIDUAL PROF`ILE FOR FACH CROSSING. BGRINC;/)ACKINC,
S" 2 3/4" 81, 12„ LfQ", L+3„ TO t_INE: AND GRADE IS REQUIRED
12" 4 3/4"
E!
164 JIB" _161, 18" L4"9" LE3" TYP CA,LJACK
INC � JINN DE-1-AIL
20" 4 1" 20" 20"? L t S" NOT TO SCALE
l_'r 3"
24" 4 1 1 /4r' 24" 24"? L+10" L+4"
30" 4 1 1/2' 1 30" 24F"? L+11,. L+5"
CONTRACTOR VERIFY DISTANCE W/ COLLAR
SUPPLIERS.
TI-1RUST COLLAR I
NTS
- fi
BRUNSWICKT COLJN Y
BRU%St�JICI<COUNTY
_.. --_._____�
45 COURTHOUSE DRIVE - DR V�
nA'. ' , 5 COURTHOUSE
1. U E OJSE C)R€V
NORTH i .� t)AIEW _
BO-IVIA N T'
SR { CAROLINASC�A71=_i_= 1 BOLIVIA, NORTH CAROLINA PLOT S%AI F: I
_
— 284142 rl_E NO. W 8 �-28,1142(r"1;_E NO, W-
^^SSSPAVE2 SYSTEM
)ROGROW MIX BELOW RING
'PLIED FREE BY MANLFACTURER
JCRETE SAND (CLEAN,
�RP SAND)
BITUMNOUS wzApm COURSE
,'2' BITUMINOUS $INCER COURSE
SOD
-VARIES
AS PER LO%DING
REQU REMNETS
Extends: 12' Below
Base Course
G mil Impermeable
Plate or Liner
- Luinrt:�A r-u uP.r':ur GMAvt1_ Kuwi BASE
GRASSPAVE2 ,AT ASPHALT EDGE_—..�._-_
f OF 1':
50 CM (197)
16.7 CM (G.G') 25 C!-1 (9.S' )
SPECIFICATIONS
UNIT SIZE - 50 CN1 X 50 CM X 2,5 CM
(.20. x 29' X I-)
AVAILABLE IN 9 STANDARD ROLL.SIZES
uN7 WEIrAfT- 510GRAMS (1fi CZ.)
OR 2.0 KG (4.5 POId+'OS)
STRENGTH - 402 KC/CM (5720 PSI)
COLOR -BLACK (STANDARD)
RESIN - HOPE (WITH SOME POST-COINSUMER
RECYCLED CONTENT)
PLAN
GRASSPAVE2 5QUARE5
ADJACENT GRASSPAVE2 SQUARES
-- - /J/'''�''. SEE ENLARGEMENT BELOW
fi.3 Ch{ 1i HYDROGRO'. MIX BELOW RING
2.3 CIA : j{ SUPPLIED F'Rr'E BY MANUFACTURER,
FILLED WITH CONCRETE SAND (CLEAN, '44ARP SAND)
,.• at)��-'�'Cx ''� ?;_ _COMPACTED SANDY GRAVEL ROAD BASS
95": MODIRED PROCTOR DENSITY
>` " - 6 MCHES TO 12 INCH=_S
(DEPTH CF BASE COURSE TO BE DETERMINED
r, " Jj Tip, -j!~ 1 I -; I r }i P T jjj~ BY ON SITE ENGINEER)
-
--_COMPACTEDsuamADE.
�--
i SECT QN
TOP OF GRASS ROOT MASS 6 MM
4 (7!4') ABOVE TOP OF R:r.G
-«— I GGASSPAVE2 ATTACH WITH
I 1 r _ SNAP -FIT FASTENERS
--�}-` - --.-- ..-.---._� ROOT MASS TO FILL
GRASSPAVE2
.__.COMPACTED SANDY GRAVEL
ENLARGEMENT BASE COURSE
T_FL _HW.t_ FF u--eC!*=D F_•;, L4:ZK
_
TYPICAL GRASSPAVE2 DETAIL
_ 1
C': s,'%'F .: v., .._.„,, S OF 1 -.
Invisble C:rk f d �tX C? :aJ r) f;i
3I IIcF �azaae�6�
Structures, Inc.
v.ir +rt:'c .:v txsr.cc�
IP.:Y3 re'.: 13"''S
�ZEC ,, ED
MAR 0 2 Z010
BY:
�'IN AL DRAIVING — RELEASED FOR CONSTRUCTION

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C7 Ca>v- - v X SEEFRAS, GRATE AND40, HOOD --. FOP ELEVATTO:t t'`OTES: USE7AA OIrdTBS CONCRETE#THROUGHOUT. K. OH _ _u S O V3
rt1 BACK OF CURB
�, Z NOTES: d d H ^-•E Z -.__- _ - 4S" _ USE FOR11S FOFI CONSTRUCTION OF THE B07TOU SLAB_ )_ Q C � I. ______..�-.-,._,-- EXPANSION JOINTS- ---,, ¢ �-
H SEE STO.t O. 640.03 CLASS _
- M m W1 (FT. } p 4g" " THIS PRECAST ENDNALL MAY BE USED FOR THE FOLLOWING rZr U D H O f --- Tt 0 `' DcOUCT FOR PIP(:(S) FROM TOTAL CU. YDS OF BRICK 11ASQNAv. Z = O > tom# O 0 8 E _ .. 4 g - --- ;r-fin- Z W ,
O i __ _. _-.._..__.. - STANBARp$' 638.2i , 836.27, 838.33 AND 836.35, # I J O r + C C7 m --i 1' + j __' L - ti_ �. U E p•} DAR DahELS A7 t2" CEtI7ERs. H r} i t Cn -�{Ii-�-i.1.++... � ..-. __ _._ H CC O C?
tmt'Z. ^i x Z* ! __, k O Q �,. 2 Z ITT -•1 ' I._''--- A - - ...: .. _..._ _ LL. J c--t Z CCTt '-1 94 BARS_ "V-- i. I �-__ 6„ _ 6"I'' p - Fl.. ,.J O t-k Z I 1 ------ PROVIDE ALL_ CATCH OASIt7S OVER 3'-6" IFF OFPTF{ WITH STEPS t2"
1 INSTALL PRECAST ENDWALLS WITH WINGS AND PAY [!) H-1 --1 > , r-___._ i .- < 00 Z = _ __ STD. 640.03 FRAME Z
.-- .I- "--"--`----..- -_ 7 ---, Ott CENTER. US£ STEPS WrtICk# CO'dPLY WIT}# STD, QRAWItIG 840.66. Cl? H -1 @ EQUAL SPACES.'.-.__...��,..... i } - --. ._..-_,_.___x.. O
'0 i ( FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. LIJ Q Z w 0 CO � C7 > i c t ! �.} - -i P f _-il -- - -_ .. f :I --t 1 __I �__ _.. iGRFi7E & _ _ CID
> _ .. _ > m _ " l -r....' r 7 -. ' USE TYPE "E" "I.' AND "G" GRATES UNt ESS OFHERWISE INDICATED. II„k '^r•^ W 'O Ca C) ., ice' t1�" Z
n I , 0 t (_..... ` USE 4000 PSI CONCRETE. < V cc 0 cc > �" �(- 1--i--'" . ( " 'Jf RE f E BLOCK VAIICH COMPLIES WITH THE REQUIREMENTS I'"` U ` O m = m 3"'-` '- I { I I �"-"-". t [ -"- -"' W d W
O C] _ ._._.7... t, 0„M�.._,_ PRDVIpE ALL RETNFORCTNG STEEL WHICH MEETS ASTFa A6T5 �-- Z I.- Z ~ S (n CJ O L-, i �.jl(f-�tj'�-,L_ ..- -`f _ g 1-- ° _. __.. r.-.-.[ g x' OFEa^ECTIONOff40O4'iF THE: „Ttr,DARD oPEGIFICAFIOttS. '� }_- tOt U) C7 ._.k._.__...__._. . I !i._A__._-_ _.__. if �, ([ p( [( ��}f; '" E,� <v � Q O
Z,� F- •Tl t- w Z,_..t -0 F.•. -IY � ? r-^^ `---- MItI`�` _..i'" "-. ;._ �"�-7114. - IF 8?L ftF R - BETE PIPE FS SET IN 80F M A OF X A T �= Z W 2 � -O � �i ' � /�' '�� � "�" ""i i - '� i f- i � Z H
uj
' r i _f _ g, �,� k.,. FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING w Q J 0 70q H ' t L 0 A ; st10WitO0NE9HQ e t). H4a.0a. TO SL S BO Ila a SlAB f_ O J 7 I€dt itt}lip y s W O
r. TO ASTM A185 WITH 2 MIN. CLEARANCE. O ¢ C?= Z _ _.; 6.,_.. ' ..�..,.._ , r GL'0 ¢ 0 = ( _I t1i. lP1s.f11. I= r„-t
_„,(n ....,._�. _ , ,.. . t -. ._ .... ....._ ....� C7 UD --1 > �-. _._�� (, `" IIIti. t,_...,_-' _ FOR 8' D" Itt HucG a OR LESS, USE 0" WALL. OVER D' O" IN HEIGHT, USE 0 (n = -; Z R _ w N w 6'-0" O 0 to d
L I k a PLACE LIFT HOLES 0R PINS Itl ACCORDANCE WITH 2 # I w
_. I > 1 [ A A ,.. _ _. _.._ ..._? 12' WALL TO 6'•O" FHO'a TOP OF- WALL A.HD B" WALL FOR THE REMAINING Z H "�>> 'tt c� � � H �
-G H y r. � I- `1. ' H2; H2 OSHA STANDARD 1926.704, {-I>I � H v (3'-G"- OUANTITES 10 BE ADJUSTED ACCOROINGLY. � � > > ( � � �ia � - < �-....___.. � t H
�C? ' _ ! CS/RCP I i I PIPE TO BE GROUTED INTO HEADWALL AT JDB SITE DY CL (n PLAN L-O.- ( ( C014StRUF7 WFTN PIP£ CROA"ts taA7CHiNG, Cy a r f m,n L ) "-r PLAN d
O -F ? r w O 1 = is CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES 0
Z 10 I -.�. -_ _. , - ", ,! H1 CONTRACTOR U'S - SaN X- CHA'aFEH ALL EXPOSED CORNERS 1". n, 0 {OI t M�4 , W
- Y p kl 1 i{ " ALL ELEMENTS PRECAST TO MEET ASTFd C913. 7tlP ELEVATION - DRAWING t;or TO SCALE. v a TOP ELEVATIt)N Q
i I -I_ .,.� ', I-.., _1 I lit " WELDED WIRE FABRIC FLAY BE SUBSTITLirEO FOR REBAR Z \ 1 SECT X ali� "w EXPANSION iOINT- 6„
r mi n
t.. { f._ --- �,� ,\_ �.. _ ._
_.1__.I _
%
CHAMFER ALL CORNERS 1" OR NAVE A RADIUS OF Y°'. _- _ -
---'-' ____ -� -- -- FRAME, GRATE A' D_ t' _ ELk VA I IO {M j -...__ _ - _ ..,....x ..�.
_. "...
....__ , n_E.. ,COD TOP _ ._. _.- ---_..._. _�_....-
".. . i. `,,t I --- i StE STb.tr(i. 84O n3- S7EP5 STD.__,NO 04 __ ( 0 ! - �l,.-
a" O.G. (TYP.) 6 ? 8" O.C. (TYP.) i ( STEPS S7a. NO. e•t0.G6 _ ._ _ $ 1 3' - - 3' Orr -DEPRESSED GUTTER LINE
-- -- REFER TO CHART B" 8" - EXPANSION JOIrII7-� -`i m -_- _ -
REFER TO CHART --------..11
-. - __...-.. , 3. _..w _ a - ._._._ �. .._.._
�7 FOR BAR SIZE u ru 1.-,_/�_._IIiN, i_ %
FOR DAR SIZE N07E: THE MINIMUM BAR SIZE SHALL BE #5 BARS Y -■ - � = of TOP EtEVATIgt PLAN OF TOP SLAB SECTION S-S F
m GTS.THE CONTRACTOR WILL HAVE THE OPTION J m y �f
H ELEVATION SIDE TO INCREASE THIS 6AR SIZE AS NEEDED. 1 O 'JZ o _I._ I.__-_- �L i 1 s:' { _ _ . A O ELEVATION o
_ _.._ ----__-. __ _.
Z F.. - _.__.--_-_--, ....__. T.,. ._- i �_r 6" _W_ I B �I -. A rl � � W I-- NORr.1ALCURBAND GUTTER ONLIGHTGRADES I.A.
1. _..._.__ ... __._
E
G� '� CD +-a _ -_ , I E ,- 1� - - { L3 f i .�
m U)im t7
m _.._.�___ 1-I Z P-T S I, - --- _- _{ G i " ((� }-I = - TOP ELEVATION --NORMAL GUTTER LINE cn Z
-' __4 (n
N --i
n � D W2 (FT-;..
iZ .._._. .._. _._ .
= O
-i M 0 I '.I - a-
RT
cp
i
M M m ::;=;H; �
-0 *Yr • i � _ �y-\
0 111
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o O 6 ''N
(n � pA ►`(� i �4, tQ
A
LA..1
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..,....:.....,...__�...­­-..­­__.__1____
-
ENDWALL pIMENSION6
i.....
FT
-
MINI3lUM
_
_- .__,-__,_.._.__.-
mrN /MAX. PAIN,/MAX.
__._._,,._.
_. .-_
MIN./MAX_
___ _-_
_-_..._........_ W__._
MIN./MAX.
�.__ _ -
MIN.IIAAX.
DIA
BAR
SITE
H FT.
1( j
H2 FT.
( )
D FT
{ j
-- __-
W11
._..____._-_._.
W2
,PIPE
I 1 0
r
,.5
_..
8
_ _-__--
1 .25 2, 00
/
-- _-
` 2. 7
00 3 5
I 1
_
1 1
.25 .75
/
_-__.____
3. 0 .7
0 /3 5
------_____.___-_
5 50/6.00
5 T 25
__ _
i #5
@ 8`"
1.2512,00
_
13.00/3.75
1.2512.00
3.50/3.75 # 6.50/6.75 {
1,50
� 95
@ 8"'^m
1 25/2 00
1 3.00/4.25
�1.5012,50
3.50/3.75
6.50/6.75
I 2 0
I....
' 95
@ 8"
._.....
... - .
1.50/2 50
_ __. .__.._._.-.__._.,,_...._.
_�__ �.-
I4.00/4,75
.
.____.__.______,_..
1.75/2.50
_.-
__...__ _ .___
4.0014.25
_ .._._,__.
_._._.__.- _
7.50/8.25
-_.__....._.__
1 2.5
_ ...
{_
#5
.
@ 8"
.___
2.50/3.60
-_-----__.-.-___,
4,00/6 00
_____ --.._-__-,_.____.._
2 0013.00
4.5015,50
T_--..-_______-.--__._
1 10.0011150
_.,__.,_-_.
3 0
i _...
#5
@ 8"
3.00/3.50
15.00/6.00
2.75/3.50
6.25/5.75
11.50/Y1.75
3 5
:€5
@ 8"
3.25l4.50
I6.0016.75
3.25l3,50
6.0016.75
12.00113.25
I 4.0
t..._...
y'
015
;
@ 8
3.50I4.50
16.50/7 00 _
3 25/3.50
6.5016.75
13.00/13 25 ii
„,....
I 4.5
(_
-
15
---
@ 8`"
__ --- _
4.00/5.00
--- __ _ ..._
6.50/13.50
.. __
3.25/4.00
------------
7.00/9,25
-,,,_ _ ._,_,__._.i
13.50/15.75
___ _
! 5.0
_ --_----_______
#5 @ 8'r
4.50/5,00 17.00/8.50
i3.25/A.00
_-�
7.2519,25 � 13.75/15,75 I
I 5.5
#5
@ 8
4 50/5.00
7.50/8.50
3.25/4,00
7.25/9.25
114.00115.75
1 6,O
i............ .........:......
1; 45
@ 8"
4,50/5.00 17.50/8.50
_-..�......_L_.._..______.._._.
t't3.25/4.00-
7.75/9.25
. ._._.._-___.__
14.75/16,75
__- i
8
¢ Lu a r i cn fi� SECTION Y-Y ­11_,-° ._ . __ _ g" ,_ Q w C9 E xa "W., BARS 6„
;c 1� SECT - c y; Q (r) _ ; - #R BAR EXPANSION JOINT- Q w
_ ! I_. _ -- ---
fr '"-' ^I B" D -- Mlt . MI I. �.-' ; L? r0 CL r.) 1 .-- I I Q Q
Lu a- -f -- -- I H.. -f �i' j
0 > MITT ({ " -- ,� - u n > #� BARS_,,V 1 USE ON GRADES OVER 'n `; L L - - - ..7.. I CC --
@3 EQUAL SPACE S Z _�
RISER HT. t � � Z'�: � z f _ _,_)_al,_.
i _ _ - " t�
!�1 � C b y (vARIEs PL_- _-% i _ i --; ! o U to :I) ,D' a - , I - ? 1 �. d
---�
�O __ __ >_._. r-� U to
--1 _ _ . _i _ _._..1 _._ T _ _
1D _ ._ . J �. 3 h c '°'i6 a
¢ I-" J& - T w10" taAX -
cn6' •o" 6" ' ¢
__I
C? t.� o P11!fim T-- ¢0 (h EXPANSION JOIN
A __ _.v _ _-_.._._._ ..r .-
z i t--� 1 r T f a OW �, o 1r D,,�_ ______
-- -I�� . c� d E�
¢ r -0 0 _�- I --.a"... t SECTION .J-J 6.,Mrr .1 _-_ - - I � � 0 z = � x4 e93 r, 'I . - _. z t 2 Tz
}_ 0 DD ,-! raltt_ 3 Q 1_ Q ufl iLZ 6 DEPRESSED GUTTER LINE
y •� , L'hiERE 30" TO 36" PIPE IS USED 1 � 3„ '. =
i U) - > __._._.-_.-._..-_ _,,,- - _ -SEE NOTE w ELEVATION � y_
(v m � _..t_a__f__._. E SECTIQN M M (n N v n
'� * �"._ •--•-. V,'NERE 42• TO 54" P:PE I S USED 0 `' m r> `� $ECT I ON R- R DOWEL' NORMAL CURB AND GUTTER ON STEEP GRADES � N .-
J U) ~ L11 I--C Z RISER HT, V'hiERE30'TO3S'PIPE15USED _._.. ___f.1_._._..,_`'�-"- ;1_.___..... _.-...____ _- (n F-I (n z = "
:%i _.... F-i _. _ . _ _ - ---------- - ..
H ..J •� 3 1 T.. ,-
1
"� `L" VARIES -� .-� 5� - I_.I' y-.. i.i r� '� MINIMUM OITaEl45I0Ns AND OUAN7IT'IES FOR BRICK CATCH BASIN(BASEO ON HIM. HEIGHT H WITH N0 RISER)- - �-"-��-�-�-� ����� N �"
.....-_..--- _ _.. .., _.
SHEET 1 OF 1 SHEET I OF I SHEET 1 OF 2 DETAIL_ SHOWING METHOD , �` �� , I,- � I I
OF RISEfl CONSTRElCTION -" -' SHEET 1 OF 2 SHEET 2 DF 2
J M
0
Z
1 w
SHEET 2 OF 2
aa7a■ ��% 840 ■ tA/1 ` RISER HAS ,321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT 840.01
s3s.aa - PLAN s40,o1 s4o.o1
© z 0 Pin � z a
I7 a OH Q -u rt O CFj C7 m0 GENERAL NOTES: d
<. NOTE: USE' TYPE "E", F ` AND "G" GRATE - F-d C� DETAIL SHOP/iNG TYPES OF GRATES .I =.234 <� 1
43" r )- Y-.--_--... MORTAR JOINTS I�" �+/- 1'e" THICK. >-
sCr" Z .. -_. . ¢ds 0-4* z � 2".113? ( ►-4- z F-d
UNLESS OTHERWISE NOTED. r �n �i _' P F-� fitly O USE ACCORDING TO WATER FLOW. , r } 1 rr { ¢F F t -' USE CLASS "B" CONCRETE THROUGHOUT. d
�, +� "'-I N I ( I-� HOC �, U > I••i O i - ------ -...._ _... _..-` j /2 z = U > CA) 0 0 I ¢).,.. � -
> I E p - r- -TI co ----. - H C3 ! USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAF3. Z = = 0
�0
Ell
I" -'CI Cn . i ._,_ .-. j _. IL J w o -! g O T- "T1 Cn
H Z -i= .8 - h O O Z " Z -{ > _ __. 0 CD a = Z z _ I USE #4 BAR OO;YELS A7 12" CENTERS, LL .H_1 CL t"-t z
_ _ ___...__ t
ir
­11
GD 0 m 0 --F 1 i I w d 2 LL x = O A CD rr tr ,r tr t +, i -_ I.. w = lL 0 = n ­4 K I �_�: Y DEDUCT FOR PIPES) FROM TOTAL CU. YDS. OF BRICK )aA50r7RY. C� cc CID
.� -n > > I7I -- r -1 r � 0 Ir 0 CD - '7'1 Z A -TYPE ii '.---TYPE E -___.TYPE F j a A rr ` G�Str �-- C) w 0 (D S •'TT m �, III 1 PROVIDE ALL CATCH BASINS OVER W-6" IN DEPTH WITH STEPS 12" W `'� Z D- z
- z _.... �_. - _ 2Ya-� f �2/&' ¢ = i - ` f - r I I F- - -
=CA00
ZH U I-T}
001..I
CD9�A
tl) 0 � I A
Z m
___
4
}
c" �'L
___ =
r--_.- ._.
__, -_ r i
=, } }(
E__ '- 7 't
f
c=z ... ��ir
_
..�i '
DIMENSIONS
PIPE € SPAR_
D A -
_._ I
l2 [ 3. 0
-- -
16"-1 3' 0"
24 i 3 0'
30 i 3 0"
39 1 3 a°
OF
WIDTH#
B
2 2"
-.I-
2'-2"
2`-2'
2' 2"
2 2"
BOX AND PIPE
WIDTH : SPAN MIN. HEIGHT
C G H
...____...__
E i V-9"
_____I_ .._.___•___,...__..._-_.,I_.__-.
_� -_._._ 1 3'-3"
3' 9"
7_ 4'-3"
3 a0°' 4'-9"
-
TOP SLAB
DIMENSIONS
. E F
�-._ 1_...'_
_._._....
1 2 4 4
1 0 4 4
-_ _..._.-----.-..--...___--._-_.-_-__
_ _ _
BARS-U_ BARS•V -- BARS-W
N0. LENGTH 0 LEt1G?N - 1
I. ..____ . N � i r G.
- f _ _. .-�
_�._____.:-___.. . �__.._.___.�___.�
i `""�___._. -I
I I
4 �I a -G" 3 4 1 11 1 3
4 2 0" 4 4 1 1 3
_..__
LENGTH
� __
4 1
4 1
_._._
_
TOTAL
LBS..
I___._
-_
....._.._..._._-_____
{
45
49
____.....--_.-___-__-_.____.-_.
CU.YDS. GONG.
TOP BOTTOM
SLAB i! S
_ B I �
_ j 0.281
0.281
i 0,281
10,281
0.14710.374
O.i6710.415
IN BOX
TOTAL
CONC.
-_.
0.281 _.�._0
0.2B1-
O-vR
0.281
0,521
0.602
___..._._
BRICK MASONRY
rATCxVS,
1R ktiL5
883
0.963-
--I.-43
1.204
1.6a6
1.914
TOTAL
69ICK tiYJ
cas K M
t 164
__i_
.244
1.324
1.485
2.217
2,516
___-,...__-__..__
DEDUCTIONS
ONE
" C.i4,-
C.M.
0.02£I
0.031
0.044
0.078
D.t22
0 i7
PIPE
"'-�"".'�
R G.
D oa2v
0.047
0.065
0.121
0.1G4 ;
0.261
42 _ 3 0 _
1. 1
...4R.' 1_3 0
2 2._.....
2 2,--_._
._.. ,_ .. 5 .__.. _'_��-'__._.
_€ 5-O,.I 5'-9`-_...2
-
...._5 _� 3.'.6_�
0.-.. .._a_._.6 _.
_.4._�}_1 9 _ --,-I-----------_-__,,__,_ 33
__... d__ 2 6" 4 3°-3" I 3
-...., _... - -___ _ _._ ,.._-__ _ _.
3'.3•
3' -3 �
-.--; --L-
_
__-..
418
0__.131.0.373
_, .4,a
�_
0,5g3_._
2.4_I
,-.....-.._.
998
._..�6
0
a 21�_�„
. 3 3
_._
Q371
0. 477 1
- ,r � _ „
34I3 0
.,
2 2
, _ „ , _ "
€ 5 7 Q 633
, ,.
2 -7 3 -G
�
4 3 0 e 6 E 3-9 I3
3 -3
-_...,.....
1 47
-..-.
0.211 10^A48
_.-.
0,659
_..__.._,,....
2,60465
0,396
0.595
-, .- - F-• r-t = - 0 C _ �� d F- H._t (rj (a 0,! CENTER. USE STEPS WHTGH CO1dPLY WITH STD. ❑RAWING B40.66. ac t0-1
- N N }* w o J �' H 0 H m " c ----- - - - -- -- _ (n � cD J Z H O -TT __ _ i� _. _. _._. I __. - T _ ... __ _' USE BRICK OR CONCRETE BLOCK W}IICH COf}PLIES WITH THE REQUIREMENTS r- II± Z {u
-- -__
$ECT_ION_�LL SECTION -,_htM C7 <L CD z 1 I CC r + d n ]p OF SECTION 840 OF THE STANDARD SPECIFICATIONS, F LL 0 J
> p SAG - WATER FLOW r i 1 g f8,r z -i 1„ -
IF REINFORCEp CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB 0 0 (/)
-1 �.-HUT
� > >> _ AS S110Vi11 ON STD. N0. 840.D0. Z ,H I
� - z .(Dw -4> WATER FLOW R11} 111
cc
A ALIGN FRAPdE WITH INSIDE I-%- F- H >� H , _. - f (�
EDGE OF VYALL TO ALLOW f - = -"i cL 0 ' -. - - - - - -- -_ - . _ - - - - -_ _. _ - .. _.. - _ _ -. _ ... i } Y t-1 I I r _ _ _ - FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE C# F t>-4
FOR VERTICAL AaJUST1AENT----� -.I or cis i ' w Z (O �� '' i LU O I t 12" WALL TO 6' O" FROM TOP OF WALL AND 8' WALL FOR THE REMAINING L"T
2 O
} 1,._ rI ((jj 0 Cb I B I1'� 7 p Z EO W-0". GUANTITES TO BE ADJUSTED ACCORDINGLY. 'j W
I WALL SECTION--- ---I I- {{ - 3 " 1 r+ 0
.-_.__.. r• ( 1 .._.glt}f` °"'i Y��.4_. _ '-""---"- C NST CT ITH PPE CRO'ATJS HATCHING.
---. _ -�_ __._ _ SECTION _ _. - � 1 _._ _., .....: I-- ,. -- ___ __. __.._. . .. k Y-p PLAN
Do NIITUU EWBRICKIMASONRY DROP 114LET IN LOCATIONS SUBJECT TO
} i- LMIi G S
j^-- j �2r, � rr TRAFFIC,
B �� SfiCTION - PP SECTFONu N)V { T .-►I j•-* .-. _, _1.�. _$ WITH COPING REFdOVED
j $EI,TION g-g cHA+dFER ALL EXPasEO GORr1ER5 1",
DRAWITIG NOT TO SCALE.
-n PLAN = 4'..V _ -T7 3, rr i - z _-.,._----- -- _--._....,_.. -- BRI Ca r
_._,_-_._,_.---_
cc
0 � t `� -.� {j{ m = I " = 0 m _ _. r.. 1 4 , _ - -_ _-eKTaPPELEva7zwtD--------=
n�A 3 -- -
1 T _ v04 ® D9 T
a (n WATER FLOW SAG WATER FLOW 0
ITT FRAME GRA€E &HOOD ASS`Y N i xl m
� 0 _�r_. _..__. , 4 - ��--- 1 0 O C -_ _ __ - - _ O C 0 Q( i - -_- STD, S40,16 --- 0
L w ¢ Ga {L
IF
`= DO (n T--" ------ SECTION A -A J7_ _---}--.-_. �._ FRAME AND GRATE ei I.L.
" 6r i -- 2r-Orr I~& _ r_ I._......_r- 0 = m m H � CO ".i W H _ _-.(,.•..
CD IF
- .j
` I a -� -- ---L t--i C3 0 w _' „ r rr n / - rr r {. - F-1 © m _r -- -- Z
O m 1 F. Q TYPE F ' f-.--TYPE E - TYPE G TYPE E, F- i-I B" A B" -- L11 w
M CO
_._._ _
z (n .- � -Q ---- - 'c � � rr 0�3 z ¢ z 1 E Q ¢ C'9 (n _ B -- _ I._ ell
0 G7 -•i r1K x Q C� (n w -i - _ _ -_v -_. - - . - Q (� -� X - - _ - a -� ¢ zL
> --- > RAISED FLOW ARflOW "_� I
Z {IL --- j( N 1 n - ., CI D A Z P - 76rp IiIGH 23� rr „ ^ / J \t ! `_ x1 k-I
o -q jii1 > L M d, - °7' cc N Q 0 m D flATSED FLOW ARROW 2 rF! �- y �_1.. W ¢0 . C 7D > 1 � M 1J 0 Ci. Q
W lJ
1 0 I-- Z W t!) C3 F' 1---_-`--- !--SEE NOTE\ _.... .�f Q
> ttt 0 S GrIOK AA - ¢ f6 NIGH _._ _ _ _. I
I i _ i, z tQ Q 0 `" O f c' 1 j z t(h C? '� i •---'---6 ( L
C) --�__. _ 1.. cr
- y; r;
C7 '- _,<, - ¢ z
7] ill m py po H (1) C7 x 1 Y 1 �� rr j �" in Fd ]3 - a R!4 BAR ¢
( 3 �' n I -:� Kj v 7,, � ! 0 > n 1 tr \ _ ,/ 'b _ [. r �f F-
> > iT -- . N E<i Z ,Z * 1 �Z r i <O 1 a / r i 1 N Z H � __�...._...-- _...3„ , , (n --"
ju 5ECT.IOH T JJ CD 1 of r1 VAX. PSPE 7tII slat • ts- 'D V z
k i ' ��_ FRAME PLAN LAN 5`3g" -- - J Lll 0 t I \ C .i/f _,.. 1/Srr .. I 0 ^ 0 m �1i Z SEVT�©H X-!� N " F-i CV
Z �; a1-,_" �..... _ 3 ......
��8r " c`S o r} & 1 1 j3.,tr i -^ W w----------- ION Y-Y I w
C? z
SECT
, r, w
j I G fn
1
CU � -FM ; I itfd..- _`C: ! "6- - t rt �'L > _ _ 1/ rc .r1 ...._ 4 ;- - CIS � _ --' - -------"---- - .._#... -. S �r�r.
> Q O _ �� [... ^ . A 3 R z w U O Q'1j 1 ,t -- _.1 ; 2 rr j z C5 - - - ----r.!.---._ •,I U' I DIraENSI0N5 ANO QUAW IT"c3 FOR DROP INLET BASED Ow MIN. HEIGHT, H} fi
tcn-# ® _ ' _ I I _ - _ LLr �' O 1 y 2 r, 3 „ i8 ` d 1 0 R : R. (- (- _
_._____-
cc I - I - _ _ . -j - _ --. U. )-I CJ 1 2 1 W _.._ _ ____._� - - - -
•�; _. i <. ;Y elk - 1- 0 Z r 3 t, 11 1 " --`-"" F-`--i/a II LL Q DIMENSIONS OF i3OX S PIPE <UBIC YARDS - CUBIC YARDS DEDUCTIONS FOR w
Z '.._.t�. ._..._..._ � .._•..' ... - .n , sr' 2 O"_...__ 6" '- ' Ta r: rr ! Li- i _-__-2 - 11 �..... _. ,, E 2 - 1 1 `�i �. �^ -PIPE SPAN WIDTH #IN. HEICHTI ;CONCRETE BRICK rdASONRY ONE PIPE DOWEL
, 6" 6n: � 1 '�� 3y,�n - Y�- 7 1 r' n u _ __ ..- r BOTTOM (WALL PER ;oo.L K `"
d
, -- „ _... __. , ._ r, , __._ -. - rr - r I 1 , IF _-,.-;,..,, 7�8 11� '1 D A B li € M.AstrkRVRFOR I C,S.i R.C.31:-.._.......... 3 -" 31�2,,. " 4 r�r _. ._ 2 - 1 _2 _ F00T H7. 1
i r
2
ryry .- .. ._,-,_
"Y 1 T- ...T :: �: ..y yl I.� ', 5� t Y[R_ HE TGNT,_HE
_...- �_. _. R L. i2" 2'-0" a 2s8 0 3T3
ii 1 rr i _, __..___.-_ .I. .� �Fz, _ 3' 0 L2 0" �- i 0.5_22_ 1 0.020 1 0.032
SEGTaN _'..... - rT +6� 1 13 n I SECTION A^A ....._...__._ _,_ r. _� 7 rl 15" / t_2'-3" j _ O.268 0.313 0.600 __.. I _O D3i IW 0.047
2'-11 n 45/Sre _ _ ... - F _ k. 1 /$ 18" -7 ._... 2, 6" ( 0.268 { 0.313 0,678
i_ ...,... [__- --
_ _ - c-�� 1 0.044 0.065
TYPE F' I 24" i f 3 Q' _ 0.268 , 0.313 I 0.835 I _0.078 0.113
SHEET t OF 2 R SHEET Y OF 2 SHEET 2 OF 2 �,
____ _
840 ■ HOOD ELEVATION SECTION -RR --
- t rp SECTION a A _ .__.-_. _ __ .._,.,. _.---_.__
840.03 840. 03 __. ___-----___ __._ $HEFT 2 OF 2 SHEET 1 OF 1 30'-3`{0"- 2 O'_ - a 6'_ _-- 0.268 i 0.313 0.991�-0.122 0.1'70
TYPE G ; �' 840 . 03 840 . 5 $HEFT 1 DF 1
840.15
z O E - :_ GENERAL N07FS. z
m __
ITT 0 (� fl 0 m 10 6'-0" z
0� _-r 11j/ 3t-6" F- I•I� I A E CHAMFER ALL EXPOSED CORNERS 1". F-4 �-0 --- 0
C .'( rr 1 +- __.__...__ Q ¢ �. Z 31,- i __-.-.- 8" E USE CLASS B" CONCRETE THROUGHOUT- F"i C � "B" BARS @ ii" CIS_ 3" I F--i -
t-t z rt r = I 11/2 rr t ¢<� . -m0 C3 USE #4 QAR DOWE[_S AT 12'r CEtITERS_ dd H' Z - ---- --- _ __.... s t d
1 DEPRESSION rut rl z z Y.,,y.._ 8" '--OFFIOtaAL MANHOLE F -d IIq 3 r ��t T____ N4 BAR A ¢'�
yr"Om ` 1�g -,jE -1�8 F hllrOr U r- IOM 1 1 �C MORTAR JOINTS It" 1.H" THICK. tZ-40ED� r---"-nU) 0 co � _ - W O
r 'TI W 1n7 - W J O H 7^ 0 TT � 0 1 i �) __ [` )' z =
-V a LL "OH ,
j -1 - 0 0 1i_ = Z
uL w�zLL
r� 0 ¢omoo
}�[[ �� .
ell 6.� Tn ',` "+` In }_ W O �
Ell
`(i YV[!L tr4tt i____ v _ I " .lAl 0Q0CC
_ _ _ ... __.. _ _ I" . ___ __. z F 4
_...__-. __ _...___.
y F_. >
ml L�lp C]
F
I _._._.._.._. F p1
._,..._._.....,, ...... ........ .... _ In t _ _�_ 9 0 8 6
\. 1r 41 n 1+ f Y t" �1._- p4 BAR$_"A I2 ON CEIZlERS !'i ACCORDANCE WITH STD, NO. 840.66. --
' _ 2 PLAN SEE STANDARD 84D.54 SPACED 0" LOPTIONAL MANHOLE mt PLAN
_: FOR MANHOLE COVER d FRAME ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES 5'-94fl
PLAN _ FRAME C 70 C. S SEE DENERM NOTES (WITHOUT TOPj
Tl j ___ _- _- ___.__�,-___ OPTIONAL TO INCLUDE THE ACk0ITI017 OF THE MANHOLE (I.E. DIAGONAL BARS /^_-"`
------------- --=-
r --- FOR PLACEMENT AtTD r t H t rr, - - - SHORTENED AA0lR1D aPENTt7G IN TOP SLAB, ADDT7IOrJAL VARIABLE { �\
� ' 1 -7�/8 1 -7S/$ CAST IRON BRICx MAY BE USER 70 HEIGHT BRICK MASGNRY, OPENING III TOP SLAB.) STEEL ZNFOR.MA7I0N 7" _.• - 7" SEE STANDARD 840.54
-- O ADJUST FRAME 8 COVER t F -[ 6, O" HDOK 2%32" RADIUS IHOOK r -FOR MANHOLE COVER &FRAME
C 0 / TO SURFAr,E ELEVATION MAX. i' 6 f MAX, DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAA TO !.._.....-_ ..._-- __ _-_.- ti` i f Y / /;
(1) Ll CO -6" _, TOP ELEVATIO'1 IS '12 FEET_ `n .= B
1 C3 CK MAY BE USED TQ (� _
FTT m PLAN OF GRATING = F- O m . _ HEADER L" ( �-y-� T�' __----- m PLAN _aF TOP s ,As FINISH GRADE __ -ADJUST FRAME & CD`JER to w
`II 2 1 rl CAST IRON z - L I LLl �_._ I _ - : 0 „� z Y BARS � m
.Z E ,`" d _. COURSES v tt tt TQ SURFACE ELEVATIdN MAX, i° 0
1-4 0 ,._._2 - €. Q r t71 _ i ! _1._� s tla._BAR. w _...... BETE TOP SLAM 0 C
-( p..� r" „' a ��..I �I ` ; r�.l L z� LZTi3 x x cn M r_ sr' "Y" BARS @ 11114" CTS. 6" BAR DIMENSIONS ARE OUT TO OUT - � " U. Z)
L- [ E __L___ I tL CONCRETE
T z H C'3 I• H Cn -_ __� OUTLET Pf f!E t I_., f I 7 I I cd i . C'3 %� J m H jl[ / _ B" BARS
Cl) r-- _ H r N = 0 = l I a, __. I. �� �� ! I �33 ( *+ m T [3w � z � r,. L �r - � � �., z � Z
cn Z F i _ LL.i [ L1 - J .. z 0 { t 0"� 0 M
r�q - - -
"-( r+r Cn rr tt 1r ¢ - %S C: .. -..,_i r .f o, . - I 6" ; ' E OR F l 1 l�" 1..___._---'•'`" Z H -H{ I� (n -.. �r . -•-,_ _''__...... H
C7 -^� 1 1 1 -� if +' Q d O - _I_ A L___ -� Q t1 _...� 0i _
> r 'i _. Y , 4., ___ _ e,__ - _� _ - SECTION - �, . _ cc � N
-1 /$ �B 7$ • i3 Iz CD m INLET PIPE L i B 16 g .. p S -i -). i \ ¢
F1 ii S [a...l 0 > _ _ ...__..._�` _ _.... � '^ t w > � \
'Ta Z n u rr rr
O d C O _.t - - x
1 f 1 _ .._. __ 1 1 1ui � H e s,r - OUTLET ELEVATION C G OR D - D 0 ice- _j � " Q I - � ' X �' �"
> i St-.�S re 21-3-3 rr : = D, ^ -- ---..._._ ....- ..._ ----- DOWEL tr (� < 0 -T? Z > f oa x c-___-.4..-8-__._._.-_ Cz U7
GD ..__. / C3 Z = SECT OPi X-X - - -- - �� ¢ n.
= rr cE 0 > n - - -- _ Q Z m C7 = a t- _ w
© ...-.- ...... `�} G] O DIMErJSIgtfS AtkD QUANTITIES FOR BRICK JUNCTION BOXES Q C/) » x a a , __ v ¢ Z EL
_.
(f} 1i't6 I..-.._ 1/,Str et tr 1 r, E Z LL. w Cf7 T- '� SEE STANDARD 84D.5a _- .. ..._ -.. - _... 0-- -. _- -- - - -- - __.__._ Z .fit H dC m 1 8 Iu'1— y C7 t--t
-. --' "1/$ 1/8 -- .__ /$ - 1'-1 -- OIt1EN SIONS QF Box AttD PIPE --
C7 i FOR WINHOLF COVER b FRAIFE P SLAB CUBIC YARDS r ¢ ("•' _ fl w ,m_ 6." Z F•^f Q. 0 f Q � RE IftFORGEMENT 10EDf1CTI0RS FQR ONE '7 .�i G•
�p � 1 F._ Rz ® 7D - ...,. -T_.- DIMENSIONS _- .. - O.. , -
> �t T /'y ...... ,:ice ,r �t. rr �__ It �Z'-
H tt �� U) I.- 0 -D > xy /� BRZCK NAY BE USED 70 ---PIPE .- SPAN _ ....WIDTH I HEIGF17I...j.. _-_. BARS - COtJC_ BRICK. JaASQtdRY { PIPE CU.YDS. t_ t'"' N C 7J I i - - STEPS - SEE m..M. d
� � SECTION H - !. ._. r n lr � GENERAL NOTES w Lu
2 i TOP 8 MIN- WALL PEA: m
in
i ADJUST FRAME &COVER jf F
} i
Z - I _ .� - f `�= J S +••-+ D A _ B F{ tlR. LElitiTN E F - BOTT04 HEIGHT FT, HT.! C_S. R.C. C� N H+, _ - _ _- - i2 Fy
iElj ,. FFt O 70 SURFACE ELEVATIOV MAX. 9' z
i
$`. �p�q , r:--_.-..-_ - 1 _! --- -_-. --� H -�' = i Q fiy _6, .� [." " --' ., " r_.__� „ ' ' - - - I _..- _. _ - - - CU. YD. CU.__YD F CU. Y0. #_ - _ }-{ H '-'� rf .i • o, J. -\ Cn
IA i 4?.---.�-.E -- ;,- -------: -__I._ J � � m tit X B EXP JOINT ? 12 2 D ;.. 2--0- 2'-3" 1 12 3:-, 3'-4" 3'-4" 0.412 0.591 0 263 I 0.020 O 032 H 1a' � T 0 F^C 0 . 12" / .. � T H
1 _.L __ �- 1= -I----
------ I _ _,_, __._ _... ..____ - i.__ .. - - -- --- -- J -}I -- -•-i ' 7„ -_-PIPES SHQ'ATt 0 w
> w M _ __-__ ; 0 +-i -T1 I -.� }5 - _ .._.., . - -_ _ ® SEE A
Z 1 'r..,.-{ -�� j et 1 Z O z'1. o ! z -o I z-6 1 Sz 3`-, 3'-4 3'_ 4' 0.4,2 a.657 0 26a j 0.031 o.oa7 C'j C rI I— 44�:P c 4 - � FOR ILLUSTRATION ••-I l.� (r�
0 X �$ I ( x 2/8 = w !1. x s "�- __'- " _- -i f0 z' 4 2'-a" 2'-9' i 14 3' S 3° 8" 3'•B 0.49E 0.814 }¢k 0.296 j 0.044 0.065 Z Z O--T ✓ 1; x-DOIWELNSC" " PURPOSES ONLY
t r- rr 1 (� N r 3 e N tV 0 w ._mod I 9 ;....... - _ _.__ __ ; _. --....i -.- �...,_...- L!j O = 6'•8" _to13 tr rr �+n x SEE NOTE " I
3 13 2 -1 /.'F Uj _ - t 24 3' 0 3 -O" 3%3" 1 16 4'-, 4'-4 4'-4.' 0.695 1`1761 O,362 0.078 0,113 m W r----.____ ._ -_INSET_ A I a _
----0­4M w LfM
A � I im D 6 `_ _-3O 3'_.4 3'-4 4%a" 1 _t6 ..4'-5 4.1.,,-R „4 8 0.807 ,a.481 O,_.395-,-�_V O.t22 O.770_ PLAN OF_. -_BUTTON! SLAB CONCRETE BLOCK >: /f' a"2,qi C Lt-
�t s.r 2r_srt ; (.J1
f 36 4' 0 4 -0 4'-3 20 5' t5'4" 5_' - t.653 a.959 0 461 I 0.i76 j 0.238 � (...r..°.-
- --- -- �- -..-_ - ---- ___1 ; 42 a' 0 4'.8- ; 4'-9 I �2-2 5=-9" ' 6'"0" 1 6' O' ,.333 2,503 1 a 527 i 0.240 0.323 NOTE 1 : CONSTRUCT SECTIaN `�gr' OF THE PROPOSED WALL 8r' THiGK. 1 ;'
_ _._
I .. 46 5 4 5 -4" 5'-3 PO 6'-5` ' fi'-$ 6'-0' t.646 2.940 0.560 0.313 0.422 AND SECTION A 12 THICK. \ ._._.••', ., ' )
o rrt T
�. ;T_ -., __ __..__-..._ __. _._ �.�___ ___ __ NaTE 2: IF PROPaSEO STRUGNRE EXCEEDS 12'-0" VERTICAL HEIGHT A
SECTION E- E SECTION F - F - - -.____f
-- ----
s°i 3" OQNEL , 54 - 5`•,n s -t0 s"-9 -ze 6'•71 7' z 7 -z 7.9a2 3_so2 0.609 0.396 0 53-- NOTE DESIGN WItL BE REQUIRED FOR APPROVAL. 9 ._-_... _1
SHEET 1 OF 1 SHEET 1 OF 1 6D" 6' G 6 -6 G`•3 3D 7'-7 7°-1a 7 'o" 2.2n 4.113 0.656 D.4s9 0 660 3: USE SINGLE MAT REINFORCING STEEL'%„
SHEET i OF T A c nn SECTION Y-Y __ -. __ I __. I _ _ _ . _ _ SHEET 1 OF 1 SHEET 1 OF 2 EXCEPT DOUBLE MAT STEEL MAY BE USED IN LIEU Y" BARS 6 t t?�"
840. s 84E1 32 66' 7` I 7' t 6` 9" 32 8'-2 8'-5' I 8 -5" 2.624 4 778 0.708 0.591 a 798 C,OrzCRETE BOTTOM SLAB- $MEET 1 OF 2
840.16 - ..._. _ _ _ _ .. - ___. 840.32 840.34
_. OF HOOK BARS IN BASE SLAB. TIQN__x
__ �wlrri-aP� 840.34
NOTE TO CONTRACTOR:
ALL DRAINAGE STRUCTURES (840.01, 840.15, 840.32, 840.34)
SHALL lf,ICLUDE A 12" SUMP BELOW THE LOWEST PIPE INVERT,
CI�
MAR 0 2 2010
BY
FINAL DRAWING - RE1,I 1'-','FD 1,`01' CONSTRUCTION
III � ^I 1 r - 7� rtr 1' 75 8,t i ; ra.- H i 0 0 aL z m z = --I -- _____I____ I .,..._ CONCAVE T00 ALL EXPOSED JOINTS. w -j Ci t"'r Z m Z ='�
r-t -1 n g f-- _ _. __. .- I � r I cn t-t --1 > , _ . j I _ l.. O 0 Uy 2 t-t -F D
G7 m -i { I 1 -.-.- Z 0 m --I X X : ` i . USE FOR1aS TO Cot1STRUCT T}iE BOTTOM SLAB. t= -
C7 n r1"i ..._____ _ - .. _ W ¢ 0 _ = O > > m , 4,___ - - _._ { i , r W Q z W C) Cj 37 n -!
J I _ ___.,. N t - , - I I---t-t /+ I I U" C'� m Z > -- ,i� r' ?` q- - ¢_ O j"tom ,;t D JUMBO BRICK WILL OF PERMITTED, CONCRETE BRICK OR 4" i- (a O = -n Z > m
y -FI > G 1� E----- - -f7 __. _. t {
(J
Cfi O '� 1 I z f = (- Z H Cn Q O ff r 7,_ -/ r m ° .(n ct , i „7{. kT ; SOLID CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK. d I-i = Cn C3 f
Z= OOm N ... \I -- CO I w ZI...i17C iI L_ --L - -"ir - --.. noo t,�-v} F-z ZW z a n
' " { a t; 1 ., _ FOR 8' O" IN HEIGHT OR LESS, USE 8" WALL. OVER W-O" IN Cn F- W O J H O rr-r o
G) i 4 c0 p ��_ f _ _..._ �o�¢ c�'� _ '' -
_ _ ---- - - 1 '-' _ - _.
Si_.:_L772S -. r C_
1 (--�1Ir _ ):,;_ " 1- d i f ,- HEIGHT, USE 12" YJxtt 70 0'^0" FROS 70P OF STALL A1;0 8" i7Att t� '�
> > ,µ - N :t _ ) ?� N Z Hj D > D - -I. z.N U. ( ACCORDINGLY.
INTNG 6' 0" ADJUST DIMENSIONS ANO OUANFITIE 2 O H n > >
_._
E�4 �, _._ __t -.. _- C '7 {I - _ I � r-t w 0 ��-� _ j I_ ...t_`-- Ems: -_-_ I IF REINFORCED CO'CRETE PIPE IS SET IN BASE SLAB OF BOX, 45' a_ ' w H I
Z _ i; I Itt ____ --- I Lit z O B" T ADD TO BASE AS SHOWN ON STANDARD NO. 840.00. tl w 0 0 'O
co 0 1O) - I , B► i' CT, Y . __ - -' 3„ � 3,, _ _ 1. 0t z i
SECTION G G <: I i a -C PROVIDE ALL JUNCTIONi BOXES OVER T-S" IN DEPTH WITH STEPS O
I
I
_
I
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+
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F
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om
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--------- --
OUTLET WIDITCH
- - -----
OUTLET W/O DITCH
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Ar
D CLASS V RIP RAP
CLASS
I RIP
�A
B' RIP RAP CLASS I RIP
RAP
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TONS
12" 2 5
S.Y.
TONS
9 Y. �TON
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29
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7 22 16 10
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USE STANDARD OR JUMBO BRICK FOR WALL CONSTRUCTION. SOLID
CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION MATERIAL
PRECAST UNITS MADE OF CLASS "AA" CONCRETE MAY BE USED IN LIEU
BILL OF MATERIAL I
QTY.LENGTH WEIGHT I ..
SIZE2
fts 1'-2" 9.7
C:) Cf) cr
— �-: >
IL
LLJ
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cn
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... . .. ........... . ...
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54"
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60
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26
33
39
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50
62
75I
10 28 2 13
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26 17
44 26
q 0
38
47
56
0 U) CC
;?-
CL
ul
OF BRICK MASONRY CONTRUCTION. SUBMIT DESIGN OF PRECAST UNITS
FOR APPROVAL PRIOR TO CONSTRUCTION. c 4 V - 6'Ljl—.
8117 48, 89 .67 -
"
Y 14
72
102
57
104
64 38
78-
INCLUDE ALL ADJUSTMENTS TO WALLS, SLABS OR REINFORCING MATERIAL
101.5
STEEL TOTAL WEIGHT [217.6
NOTE:
4 X 0
fii
IN THE UNIT PRICE BID FOR EACH UNIT,
FOR CALCULATION PURPOSES
m
>
INSTALL OPTIONAL MANHOLE IN POSITION AS DIRECTED BY THE ENGINEER.
CUT OR BEND ALL REBAR CROSSING THIS OPENING TO ALLOW 2"
CU. —YDSCLASS 11
AA" .6
bj-.Y69.-136ieKk-i' -HT,
x
cc
0
m
CLASS '13' RIP RAP =
CLASS I RIP RAP =
100 LBS./FT3
105 LBS./FT3
Lli
-m -n rri
MINIMUM
CONCRETE COVERAGE. ENCLOSE THE OPENING WITH 8 "A" BARS TIED TO
(8")l 0.531
Pcu'-� IFT H (12
w
m
-n m
TO THE REBAR MAT AND SET SO A MINIMUM OF 3" CONCRETE COVER IS
ATTAINED. REFERENCE STD. No. 840.54 FOR MANHOLE
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INFORMATION.
u-
[fig
PROVIDE PROVIDE JUNCTION BOXES WITH MAHNOLES OVER 3'-6" IN DEPTH WITH
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B
D
B
o w
p.
M cn
STEPS PLACED ON 12" CENTERS. REFERENCE STD. NO. 840.66.
A
FA
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SPACE DOWEL "C" BARS AT A MAXIMUM OF 12" CENTERS.
<
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PLAN
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MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12'.
0 C/)
>
m 0 m 0
(n
CONSTRUCT THE JUNCTION BOX IN ACCORDANCE WITH
m 0 uj
< Z CL
>
03
SLOPE 1l/2.1 OR
FLATTER
m CL
c-
SECTIONS 830, 832, 834 AND 840 OF THE STANDARD SPECIFICATIONS.
z CL
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U. 0
-71
T
1 =
:u
m
vi LL Cr
o
m
a
.. ....... �T
FILTER FABRIC
-PLAN
z LL
ui
x
x
u-
m
SECTION A -A
PIPE OUTLET
Z'
T
LLI
a
WITH DITCH
(n
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T)
FILTER FABRIC,"
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON
PLANS
PLANS
PIPE
SECTION B-B
OUTLET. — W .1 ITH - 0 1 UT DIT
SHEET 2 OF 2
SHEET 2 aF 2
SHEET 1 OF 1
840.341
.02
SHEET I OF I
1840
MAR 0 2 ZBlo
e I
, -XIM, DRAWING - RELEASED FOR CONSTRUCTION

NOTES:
t. DRIVE 5' STEEL FENCE POST AT LEAST 24'
INTO SOLID GROUND
2. WOOD POSTS ARE NOT ACCEPTABLE
3. USE STAPLES V APART TO ATTACH FABRIC
TO "HOG WIRE*
4. IF FAIRCLOTH TYPE TOP -DOWN SKIMMING
DEVICE IS SPECIFIED SEE "SKIMMER
SEDIMENT TRAP' DETAIL AND "FAIRCLOTH
SKIMMER TRAP - SKIMMER INSTALLATION'
DETAIL FOR SPECIFICATIONS.
5. SEE SUMMARY TABLE FOR TRAP
700 g/mx COIR EROSION DIMENSIONS.
CONTROL MAT OR APPROVED
EQUAL
CLEAN OUT WHEN
SEDIMENT REACHE:
HALF -WAY MARK
BOTTOM OF BAFFI
TRENCH AND TTREI
FILLED WITH SOIL
COMPACTED
z
W
0
Cr ¢
z
T
FJ
TOP OF BAFFLE SHOULD
BE 8' BELOW TOP OF
BERM
QAEELE INSTALIATIQU- alEE 3.
POLYPROPYLENE -
ROPE
HORIZONTAL
POST
FABRIC FOLDED
OVER HORIZONTAL
POST
FENCE AND
FABRIC BURIED
IN TRENCH
6" X 6" TRENCH, —�-
BACKnLLED AND
COMPACTED
DQN �QEE� EMERGENCY SPILLWAY '
aEQ-NONWOVEN IMPERMEABLE GEOMEMBRANE
(20 MIL PVC OR SIMILAR)
INSTALL RIP RAP AMORING
TO PREVENT SPILLWAY
LINER FROM ERODING
(NCDOT CLASS 'A")
4' MAX
BETWEEN
f POSTS
HOG WIRE
ATTACHED TO
POSTS WITH
HORIZONTAL
LENGTHS OF
METAL POST
WIRE
WIRED
SECURELY TO
BAFRE INSTALLATION
VERTICAL POSTS
— STEP 1
SILT FENCE BAFFLED SEDIMENT TRAP WITH SKIMMER
NOT TO SCALE
VARIES AS DIRECTED BY ENGINEER (8' MAX.)
TOP STRAND MIN. #10 GUAGE
/7— STAY WIRES MIN. #12-1 /2 GUAGE
BOTTOM STRAND MIN. #10 GUAGE
STEEL POST
FILTER FABRIC
NOTES:
o. GRAVEL PAD TO BE 12'x 50' AND 6" THICK MINIMUM
b. TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS IS TO BE
PROVIDED.
c. ENTRANCE(S) SHOULD BE LOCATED To
PROVIDE FOR MAXIMUM UTILITY BY ALL
CONSTRUCTION VEHICLES. /
d. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR .�
DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE
SILL BE NECESSARY; KEEP SOME HANDY.
e. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROAD MUST BE CLEANED UP
IMMEDIATELY.
INLET END. CRiFICE INSIDE
SCREEN AND ACCESSIBLE
THROUGH DOOR
VENT
NOTE:
SKIMMER MAY VARY o
SKIGHTLY FROM
ILLUSTRATION
PATENT:
#5,820,751
--,_BARREL LONGER THAN SHOWN
NOT SUPPLIED WITH SKIMMER;
SUPPLIED BY USER
FLEXIBLE
JOINT
OUTLET END; CONNECTION TO
OUTLET PIPE OR RISER
SKIMMER DETAITL
NOT TO SCALE
INLET ZONE 35% OF
SURFACE AREA
FIRST CHAMBER 25% OF
SURFACE AREA
SECOND CHAMBER 25% OF
SURFACE AREA
OUTLET ZONE 15% OF
SURFACE AREA
FAIRCLOTH SURFACE SKIMMER (SEE
'FAIRCLOTH SKIMMER TRAP - SKIMMER
INSTALLATION' DETAIL)
2_3„
NOTES: APPLICABLE AT ALL POINTS OF
INGRESS & EGRESS UNTIL SITE IS
STABILIZED, FREQUENT CHECKS OF
THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
TEMPORARY CONSTRUCTION ENTRANCE/EXIT
FLOAT
ASSEMBLING AND INSTALLING THE SKIMMER
SKIMMER ASSEMBLY
ASSEMBLE AS FOLLOWS:
* INSERT THE VENT INTO THE HOLE IN THE TEE WITH THE LONG END POINTING TO THE REAR, THE
SIDE `d11TH THE DOOR, TIGHTEN THE SCREW TO SECURE 1T.
' GLUE THE BARREL (NOT INCLUDED, AVAILABLE AT PLUMBING AND HARDWARE STORES) 6'-8'
LONG, DEPENDING ON THE LENGTH NEEDED TO PULL THE SIMMER TO THE SIDE OF SKIMMER.
* PRIME ONLY ONE END OF THE PVC PIPE FOR THE BARREL AND THE FEMALE COUPLING ON THE '
FLEXIBLE JOINT. THEN GLUE THE PIPE TO THE COUPLING.
* WITHOUT GLUE (SO IT CAN BE DISASSEMBLED LATER) SLIP THE OTHER END OF THE PIPE (A
LITTLE GREASE IS RECOMMENDED) INTO THE BRUSHING AT THE OUTLET END OF THE PIPE ON THE
SKIMMER. SECURE THE PIPE BY TIGHTENING THE PHILLIPS HEAD SCREW SO THAT THE POINT GOES
SLIGHTLY INTO THE PIPE,
INSTALLATION
INSTALL AS FOLLOWS:
* LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE
INLET OF THE PIPE THROUGH THE DAM OR AT THE CONNECTION WITH THE RISER.
* REMOVE ANY DIRT OR MORTAR ON THE PIPE AND SUP THE 4' COUPLING OVER THE PIPE INLET,
TIGHTEN THE TWO SCREWS SO THE POINTS JUST PIERCE THE SIDE OF THE PIPE TO SECURE THE
CONNECTION.
* POSITION THE SKIMMER OVER THE EXCAVATED PIT IN THE BASIN.
* THE SKIMMER SHOULD SETTLE LEVEL ACROSS THE TOP OF THE PIPE THE THE DOOR ON IT, SO
THAT DEBRIS GUARDS WORK. OTHERWISE, DEBRIS THAT ACCUMULATES AROUND THAT FLOAT WILL
FLOW UNDER THE FLOAT AND CLOG THE SCREEN WHEN THE WATER LEVEL DROPS.
* ADJUST THE FLEXIBLE JOINT CONNECTION, IF NECESSARY, ESPECIALLY IF THE SKIMMER IS PULLED
TO THE SIDE AND THE BARREL IS NOT ALIGNED WITH THE OUTLET PIPE. THE FLOAT IS BALANCED
SO THAT THE REAR SETTLES DOWN AS THE LAST FEW INCHES OF WATER DRAIN FROM THE BASIN,
THIS POSITIONS THE FLOAT AND THE GUARDS TO CONTAIN FLOATING DEBRIS ON THE OUTSIDE OF
THE FLOAT AS THE WATER LEVEL DROPS.
* 1F THE SKIMMER IS NOT LEVEL DEBRIS CAN FLOW UNDER THE FLOAT AND CLOG THE SCREEN AND
POSSIBLY THE ORIFICE.
* PLACE A SKATE AT THE CONNECTION OF THE FLEXIBLE JOINT SO THE BACK HOE OPERATOR WILL
KNOW THE LOCATION WHEN EXCAVATING ACCUMULATED SEDIMENT FROM UNDER THE SKIMMER AND
NOT DAMAGE IT.
* AFTER INSTALLING THE SKIMMER CHECK TO MAKE SURE THE ORIFICE HAS NOT FALLEN OUT WHILE
MOVING THE SKIMMER.
THE ROPE
* TIE THE ROPE PROVIDED AROUND THE TEE BETWEEN THE VENT AND THE HORIZONTAL TUBE.
* SINCE IT IS POLYPROPYLENE ROPE, WHICH IS SLIPPERY, USE A GOOD KNOT THAT WILL NOT COME
LOOSE.
* SECURE THE OTHER END TO A STAKE ON THE DAM OR THE SIDE OF THE BASIN.
* PUT TENSION ON THE ROPE SO THE: SKIMMER W€U SETTLE INTO THE PIT AFTER THE BASIN
DRAINS.
* IF YOU NEED TO LENGTHEN THE ROPE USE ONE THAT WILL FLOAT. OTHERWISE, IT MAY SINK AND
BE COVERED BY SEDIMENT AND ACT AS AN ANCHOR TO KEEP THE SKIMMER FROM FLOATING, (THIS
IS KNOWN FROM SAD EXPERIENCE).
MAINTENANCE
WARNING! IF THE SKIMMER IS CLOGGED WITH NTH TRASH AND THERE IS WATER 1N THE BASIN,
USUALLY A FEW JERKS ON THE ROPE TO MAKE THE SKIMMER BOB UP AND DOWN WILL DISLODGE
THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK PULL THE SKIMMER OVER TO THE SIDE
(IT'S EASIER TO DO WHEN THE BASIN PARTIALLY FULL) AND REMOVE THE DEBRIS. ALSO CHECK THE
ORIFICE INSIDE THE SKIMMER TO SEE IF 1T IS CLOGGED; IF SO REMOVE THE DEBRIS.
�EDIMENT UNDER THE SKIMMER, IF SEDIMENT ACCUMULATES TO THE POINT THE SKIMMER CANNOT
SETTLE LOW ENOUGH TO DRAIN THE ENTIRE BASIN BULL THE SKIMMER OVER TO ONE SIDE AND
EXCAVATE THE SEDIMENT WITH A BACKHOE.
CLOGGED BARREL OR PIPE 1HROUGH THE DAM, IF THE SKIMMER IS CLOGGED DESPITE REMOVING
DEBRIS AND IT APPEARS THAT EITHER THE BARREL BETWEEN THE ORIFICE AND THE FLEXIBLE JOINT
OR THE PIPE THROUGH THE DAM 1S CLOGGED TAKE THE FOLLOWING STEPS TO CLEAR THE
BLOCKAGE (SEDIMENT WILL SOMETIMES ACCUMULATE IN THE PIPE).
* PULL THE SKIMMER OVER TO THE SIDE.
* REMOVE THE PIN AND OPEN THE DOOR TO ACCESS THE ORIFICE.
* REMOVE THE ORIFICE PLUG OR CAP.
* RAISE THE INLET AS HIGH AS PRACTICAL
* FILL THE BARREL WITH WATER (USE A BUCKET AND FUNNEL OR A PUMP) TO REMOVE THE CLOG
USING THE WATER AND PRESSURE.
* AFTER THE OBSTRUCTION 1S REMOVED CONTINUE POURING WATER INTO THE BARREL TO FLUSH
OUT ACCUMULATED DEBRIS AND SEDIMENT TO PREVENT FUTURE CLOGGING.
* A PLUMBERS SNAKE CAN BE USED BUT FLUSHING OUT THE SEDIMENT AND DEBRIS 13
RECOMMENDED FIRST.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES
DEEPOVER ADVERSE SOIL CONDITIONS, IF AVAILABLE,
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSHATE
UNIFORMLY AND MIX WITH SOIL (SEE BELOW*),
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM
REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTTPACK AFTER SEEDING
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
APPLY 400D LB/ACRE GRAIN STRAW AND ANCHOR STRAW BY STAPLING
NETTING OVER TOP,
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF
STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING
ORIGINAL LIME, FERTILIZER AND SEEDING RATES,
9.) CONSULT CONVERSATION INSPECTOR ON MAINTENANCE TREATMENT
AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED
* SEE SEASONAL APPLICATION SCHEDULE
* APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/
ACRE IN CLAY SOILS)
FERTILIZER - 1,000 lbs. / ACRE-10-10-10
SUPERPHOSPHATE- 500 lbs> / ACRE -207. ANALYSIS
MULCH -2 TONS / ACRE - SMALL GRAIN STRAW
ANOTHER - ASPHALT EMULSION (P 300 GALS./ ACRE
SEEDBED PREPARATION
12" #°
on up:
check
A
SECTION A --A
Stone should be placed over the channel banks to keep water
from cutting around the darn.
ROCK CHECK DAM
L = The distance such that points
A and B are of equal elevation
40-%,;�, A B
L
NOTES:
Space check dam in a channel so that the crest
of downstream dam is at elevation of the toe of
upstream dam
CHECK DAM SPACING
Temporary sediment pool
1' min 2:1 slope 3:1 slope
2' max ---� p
i'
1 a
Fine grovel
FACE (1MIN —1
thickness) III stone
GRAVEL DROP INLET PROTECTION (GRAVEL DONUT).
COMPACTED SOIL
2` MIN
I, , � 11-1-1 1 ,—L 1-1'I'{ I Lt-1 i l _ I I=
6' TYPICAL
18" MIN
Wire mesh
(optional)
F�OQ
-e—
I * SEE PLANS SHEETS C-3 AND
T;=MPORARY DIVERSION C-4 FOR LINER REQUIREMENTS
N. T. S.
STEEL FENCE POS'
PARE FENCE
HARDWARE CLOTF
140TES: GROUND LINE 0 SECTION ! 'BURY WIRE FENCE AND
1. WIRE SHALL BE A MINIMUM of 32" IN , FILL SLOPE
IY HARDWARE CLOTH
LINE RED SHALW/12L HAVE
S MINIMUM OF 6 N Shoulders, Side Ditches, Slopes (Max 3: 1)
6" I / I DATE TYP PLANTING RATE 2. FILTER FABRIC SHALL BE A MINIMUM OF �
36" IN WIDTH AND SHALL BE FASTENED ��\% DTVERSIDN DIKE 4' MIN ISLAND OVER INLET I F1'-T:R OF 1• DIA. ---
ADEQUATELY TO THE WIRE AS DIRECTED MIN Aug5 - Nov 1 Tall Fescue
BY THE ENGINEER WASHED STONE
\�\\\ -- ;y:�� :�;.,•��9 300 Ibs/acre
3. STEEL POSS SHALL BE 5' 0" IN HEIGHT t- �1 �� % �� : ' t�; ) .'{ 3.1 Nov 1 - Mar 1 Tall Fescue
AND BE OF SELF FASTENER ANGLE���\/\���f c.:,><,,.z,.- s,== 1.5" MtN 300 Ibs/acre
` / \/ HOLD-DOWN STAKES r.:.
STEEL TYPE /���� `�f//%/� �; G J x x _n y's { k±, - &Abruzzi Rye 25 Ibsfacre
o�;;:`;' " 'r j_4-: Mar 1 A r 15 Toll Fescue
4, 1' MINIMUM F ' 1 ` \ ��:4 - P 300 lbs/acre s®
WOOD POSTS SHALL BE A M MU O Ei cx \ \ \ - a Apr 15 Jun 30 Hulled Common r C? Ia • ed Be mode rass P 25
Ibs ocre
\ \ \ \ 9
IN HEIGHT N 1 DIAMETER 1
w
cv - - -
AND 3" OR MORE N DI TE
GT -
1
/ �
Jul AugAu 5 Tall Fescue n 1 1 I Fe e and r7 � � � I 1 I 24 # FASTENED T W \ I 9 bs WIRE FABRIC HA A EN a \ acre
C SHALL BE STE ED p WOODEN
cn
\ \ \ \
POST WITH NO
TT LESS
#9 WIRE STAPLES
Q /\
� I—I1 I I IDj l
-I--•--••II1-�I..I I I —II I-
11—I
I I•
***
BrowntcP Mi
llet
€ et
35# bsIa
cr e �3
1 /2" LONG ***or Sorghum -Sudan
-
-
:.:•:
I Sudon HYbridsINLET 30 Ibsra re
10' SPACING EDSILT FENCE
Slopes (3:1 to 2:1)
PLAN VIEW FILTER FABRIC
PLASTIC � —� I t Mar 1 -Jun 1 Ser€cea Lespedeza (scarified) 50 Ibs/acre
ANCHOR FILTER FABRIC SKIRT CORRUGATED
1 I '
AS DIRECTED BY THE ENGINEER PIPE t I � (Mar 1 -Apr 15) Add Tall Fescue 120 Ibs/acre 4` ,atN.
—) I (Mar 1 - Jun 30) Or Add Weeping Lovegrass 10 lbs/acre
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL ! �— TOP OF (Mar 1 - Jun 30) Or Add Hulled Common Bermudagross 25 lbs/acre CE
NOT TO SCALE tir I I HAND -COMPACTED _ FILL (ISLAND) Jun 1 - Sep 1 ***Tall Fescue and 120 lbs/acre MAR ®201�
STABILIZE p 0.5' min ***Browntop Millet 35 Ibs/acre
OIJTI-rT \ TOP ' TOP I DIVERSION *** or Sorghum -Sudan Hybrids 30 Ibs/acre OF SILT FENCEMUST BE AT LEAST
Sep 1 - Mcr 1 Sericea Lespedeza (unhulled-unscarified) 70 Ibs/acre 1• ABOVE THE TOP
3:1 120 Ibs/acre OFSTONTHE WASHED
NATURAL GROUND and Tall Fescue
I 1' MIN. t.5' }d!N a.
4 ' (Nov 1 -Mar 1) Add Abruzzi Rye 25 Ibs/acre
1 4' MiN I DIVERSION CHANNEL < • � 4 � I
rr LEVEL SPTI0N'I I Consult Conservation Engineer or Soil Conservation Service for
additional information concerning other alternatives for vegetation of
denuded areas. The above vegetation rates are those which do well under STEEL FENCE POST 8
local conditions; other seeding rate combinations are passible. SET MAX. V APART BURY WIRE FENCE, FILTER
FABRIC, AND HARDWARE
CROSS SECTION OF TEMPORARY SLOPE DRAIN ***Temporary - Reseed according to optimum season for desired permanent FRONT VIEW CLOTH IN, TRENCH
vegetation. Do not chow temporary cover to grow over 12- in height before
mowing, otherwise fescue may be shoded out. SILT FENCE
GRAVEL._ OUTLET
f 17tET
SEEDING SCHEDULE } IrNAL Dl-,'i)VINI � — RELEASED FOR CO NSTRLICTION

DAM REHABHITATION CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. THERE ARE EXISTING JURISDICTIONAL WETLANDS ON -SITE. PRIOR TO CONSTRUCTION, THESE
AREAS SHALL BE STAKED AND PROTECTED WITH TREE PROTECTION / SILT FENCE. UNDER
NO CIRCUMSTANCES SHALL THERE BE ANY DISTURBANCE BEYOND THE APPROVED WETLAND
IMPACT AREAS DURING CONSTRUCTION. THE CONTRACTOR SHALL MONITOR THE WETLAND
AREAS TO ENSURE SEDIMENT LADEN RUNOFF FROM DISTURBED AREAS ON -SITE DOES NOT
DISCHARGE INTO THESE AREAS.
2. AS PART OF THE PROPOSED DAM REHABILITATION PLAN, EACH DAM WILL BE RAISED AND
THE EMBANKMENT SLOPES ADJUSTED (EXTENDED / FLATTENED) ON BOTH THE UPSTREAM
AND DOWNSTREAM SIDES. SINCE THE UPSTREAM / DOWNSTREAM AREAS AT EACH EXISTING
DAM ARE IDENTIFIED AS WETI-AND / OPEN WATER AREAS, IT IS ANTICIPATED THAT SOFT,
WET SUBGRADE CONDITIONS WILL EXIST IN THESE AREAS PRIOR TO THE NEW FILL
PLACEMENT. THESE AREAS SHALL BE UNDERCUT, FILLED WITH SURGE STONE, OR STABILIZED
WITH OTHER MEASURES AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER.
PLEASE NOTE THE SIZE / GRADATION OF THE SURGE STONE SHALL BE IN ACCORDANCE
WITH NCDOT SPECIFICATIONS FOR CLASS 'A' RIP RAP OR NO. 4 COARSE AGGREGATE.
PLEASE NOTE THE ON -SITE GEOTECHNICAL ENGINEER SHALL OBSERVE THE EMBANKMENT
SUBGRADE AREAS PRIOR TO PLACEMENT / COMPACTION OF ANY BACKFILL WITHIN THESE
AREAS. IF THE CONTRACTOR CONSTRUCTS THE EMBANKMENT PRIOR TO INSPECTION, THEN
THE EMBANKMENT / SUBGRADE SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S
EXPENSE.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED DAM REHABILITATIONS SHALT_ BE
PER THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION,
KEY TRENCH, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED
PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER. HOWEVER, ERIOR
To IMPLEMENTATION THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM
THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. IN ORDER TO CONSTRUCT THE PROPOSED REHABILITATION OF EACH EXISTING DAM, THE
CONTRACTOR WILL NEED TO ADEQUATELY DRAIN THE WATER LEVEL WITHIN EACH POND TO
PROPERLY PREPARE THE EMBANKMENT SUBGRADE AND TO INSTALL / COMPACT THE NEW
EMBANKMENT FILL. THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM THE DAM
REHABILITATION AREAS.
THE ON -SITE GEOTECHNICAL ENGINEER SHALL MONITOR THE INITIAL DRAWDOWN OF THE
DAMS FOR SLOPE STABILITY REASONS, UNLESS OTHERWISE DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER, THE WATER LEVEL IN THE DAMS SHALL NOT BE LOWERED BY
MORE THAN ONE (1) VERTICAL FOOT PER DAY
PLEASE NOTE THAT DURING PREPARATION OF THE EMBANKMENT SUBGRADE, THE
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE CONSTRUCTION
AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE
CONSTRUCTION AREAS ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E.
THE PUMPED WATER MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL
DEVICE OR DIRTBAG0 (ACF ENVIRONMENTAL) PRIOR TO DISCHARGING INTO ADJACENT WATER
BODIES).
5, THE EXISTING PONDS SHALL NOT BE USED AS TEMPORARY EROSION CONTROL DEVICES (I.E.
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION.
6. DURING AND AFTER DAM REHABILITATION ACTIVITIES, ALL EXCAVATED MATERIALS SHALL BE
REMOVED FROM THE SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR
ANY OTHER DISTURBED AREA) DOES NOT ENTER THE JURISDICTIONAL WETLAND AREAS.
7. THERE IS AN EXISTING 15" CMP LOCATED WITHIN EACH EXISTING DAM EMBANKMENT THAT
WILL BE REMOVED AS PART OF THE PROPOSED DAM REHABILITATIONS. THE CONTRACTOR
SHALL COORDINATE THE REMOVAL / EXCAVATION OF THESE PIPES WITH THE ON -SITE
GEOTECHNICAL ENGINEER. THE EXCAVATION AREAS SHALL THEN BE BACKFILLED WITH
SUITABLE SOIL MATERIAL PER DIRECTION OF THE ON -SITE GEOTECHNICAL ENGINEER. THE
BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM
EMBANKMENT.
8. TOPOGRAPHY BELOW THE EXISTING NORMAL POOL ELEVATION OF EACH POND WAS NOT
OBTAINED PRIIOR TO DEVELOPMENT OF THESE PLANS / SPECIFICATIONS. THEREFORE, THE
UPSTREAM END OF THE EMERGENCY DRAIN SYSTEM FOR EACH FACILITY (I.E. THE END OF
THE 8-0 DIP / TRASH RACK) WALL NEED TO BE LOCATED DURING CONSTRUCTION. PRIOR TO
INSTALLATION, THE FINAL LOCATION OF THE DRAIN PIPE / TRASH RACK SHALL BE
COORDINATED WITH THE DESIGN ENGINEER.
OUT= STRUCTURE MATERIAL SPECIFICATIONS
1. THE PRINCIPAL WEIR SPILLWAY OUTLET SHALL BE LINED WITH ARMORFLEXO ARTICULATING
CONCRETE BLOCK REVETMENT SYSTEM, BY ARM ORTEC/CON TECH CONSTRUCTION PRODUCTS,
INC. THE DESIGN/LAYOUT/INSTALLATION OF THIS SYSTEM SHALL BE PERFORMED BY
ARMORTEC/CONTECH CONSTRUCTION PRODUCTS, INC., AND BOTH THE DESIGN ENGINEER
AND THE JOHN R. McADAMS COMPANY, INC. ASSUME NO LIABILITY WITH RESPECT TO THE
DESIGN OF THE ARMORFLEX@ PRINCIPAL SPILLWAY LINER SYSTEM. INSTALLATION OF THE
ARMORFLEXO PRINCIPAL SPILLWAY LINER SYSTEM (I.E. MATERIALS, CONSTRUCTION DETAILS,
ETC.) SHALL BE PER THE MANUFACTURER'S SPECIFICATIONS AND PER THE SHOP
DRAWINGS PROVIDED BY THE MANUFACTURER, THE DESIGN ENGINEER HIGHLY
RECOMMENDS THAT THE INSTALLATION OF THE ARMORFLEXO PRINCIPAL SPILLWAY LINER
SYSTEM BE PERFORMED BY A SITE CONTRACTOR THAT IS APPROVED/SPECIFIED BY
ARM 0 RTEC/CON TECH CONSTRUCTION PRODUCTS, INC. HOWEVER, SHOULD THE SITE
CONTRACTOR CHOOSE NOT TO USE A MANUFACTURER RECOMMENDED CONTRACTOR FOR
INSTALLATION, THEN THE SITE CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER WITH A
CERTIFICATION OF INSTALLATION BY THE MANUFACTURER OR THE MANUFACTURER'S
REPRESENTATIVE.
2. THE GRADING CONTRACTOR SHOULD PAY SPECIAL ATTENTION TO THE GRADING WITHIN THE
AREAS OF THE WEIR SPILLWAY TO BE LINED WITH ARMORFLEX® (I.E. HATCHED AREAS).
THE PRINCIPAL SPILLWAY WEIR CREST ELEVATION SHOWN FOR EACH DAM IS THE FINISHED
GRADE ELEVATION, MEANING THAT THE FINISHED TOP OF THE ARMORFLEXO BLOCKS
SHOULD BE SET AT THOSE ELEVATIONS ALONG THE WEIR CREST SECTION OF THE WEIR
SPILLWAY, THE GRADING SHOWN IN THE AREAS TO BE LINED WITH ARMORFLEX+) (I.E.
HATCHED AREAS) ARE FINISHED GRADE CONTOURS, MEANING THAT THE THICKNESS OF THE
ARMORFLEX® SYSTEM WILL NEED TO BE ACCOUNTED FOR IN THESE AREAS AS WELL. THE
GRADING CONTRACTOR SHOULD PERFORM THE FOLLOWING TO ADDRESS THIS SITUATION:
A. GRADE AND COMPACT THE AREAS OF THE WEIR SPILLWAY TO BE LINED WITH
ARMORFLEX® (I.E. HATCHED AREA) TO THE PROPOSED DESIGN ELEVATIONS SHOWN
ON THE GRADING PLAN. ONCE THE DESIGN GRADES HAVE BEEN FULLY
CONSTRUCTED AND APPROPRIATELY COMPACTED IN THE PRINCIPAL SPILLWAY AREA
TO BE LINED WITH ARMORFLEXO, THE GRADING CONTRACTOR SHOULD HAVE THE
LIMITS OF THE ARMORFLEX@ SYSTEM STAKED BY A REGISTERED LAND SURVEYOR ON
THE GROUND, AND THEN THE AREA TO BE LINED WITH ARMORFLEX@ BACKCUT TO
THE APPROPRIATE ELEVATIONS TO ACCOMMODATE THE INSTALLATION OF THE
ARMORFLEX® SYSTEM.
B. IF THE GRADING CONTRACTOR DOES NOT COORDINATE WITH ARMORTEC AND ACCOUNT
FOR THE THICKNESS OF THE ARMORFLEXG SYSTEM, AND THE ARMORFLEX9 SYSTEM IS
INSTALLED AND DETERMINED TO BE AT THE INCORRECT ELEVATION, THEN THE
ARMORFLEX® SYSTEM SHALL BE REMOVED, THE SPILLWAY AREA REGRADED TO THE
CORRECT ELEVATIONS, AND THE ARMORFLEX® SYSTEM REINSTALLED AT THE GRADING
CONTRACTOR'S EXPENSE.
3. THE 8"9 DIP EMERGENCY DRAIN OUTLET PIPE SHALL BE GRIFFIN MECH-LOCK MECHANICAL
JOINT DUCTILE IRON PIPE OR ENGINEER APPROVED EQUIVALENT,
4. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE
NOTED:
A. MINIMUM 3000 PSI (28 DAY)
B. SLUMP = 3" - 5"
C. ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES
ARE EXPECTED TO BE ABOVE 857 OR BELOW 40'F. CAST -IN -PLACE CONCRETE SHALL BE
"WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
5. THE 15"o RCP EMERGENCY DRAIN BARREL SHALL BE CLASS Ili RCP, MODIFIED BELL AND
SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE
CONFINED O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE
JOINTS SHALL BE TYPE R-4.
6. GEOTEXTILE FABRIC FOR THE 15"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR
ENGINEER APPROVED EQUAL (NON -WOVEN FABRIC)
7. STORMWATER POND EMERGENCY DRAWDQWN IS VIA AN 8"0 PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF
MANHOLE VIA A HANDWHEEL (SEE DETAIL SHEET DR-5).
STATEMENT OF RESPONSIBB, .-
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE
RESPONSIBILITY OF FUTURE PROPERTY OWNER'S ASSOCIATION PER THE E)KECUTED
OPERA71ON AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
GENERAL CONSTRUCTION SEQUENCE
TO FACILITATE POND DRAINING AND FLOW CONTROL, IT IS ANTICIPATED THAT THE ORDER OF
THE PROPOSED DAM REHABILITATIONS WILL BE AS FOLLOWS: (1) EXISTING DAM #1 (UPPER
DAM), (2) EXISTING DAM #2 (MIDDLE DAM), AND (3) EXISTING DAM #3 (LOWER DAM). THE
GENERAL CONSTRUCTION SEQUENCE FOR EACH FACILITY IS AS FOLLOWS:
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE PERMIT
(EROSION CONTROL / GRADING), AN UPDATED CAMA PERMIT, A STATE STORMWATER
MANAGEMENT PERMIT, ALONG WITH ANY PERMITS NECESSARY FROM THE TOWN OF OCEAN
ISLE BEACH OR OTHER APPLICABLE AGENCIES.
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN (INCLUDING THE SILT FENCE / TREE PROTECTION FENCING AT THE
WETLAND IMPACT LIMITS - SEE GENERAL NOTES #1). THE CONTRACTOR SHALL MAINTAIN
ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE
PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION
CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB THE AREA WITHIN THE LIMITS OF THE PROPOSED DAM REHABILITATION,
T K RT I TO STAY WITHIN THE STAKED LIMITS QF PERMITTED NTLAND IMPAC
AREAS, ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM
FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL PER RECOMMENDATION OF
THE ON -SITE GEOTECHNICAL ENGINEER. THE BACKFILLED AREAS SHALL BE COMPACTED TO
THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE
EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS RECOMMENDED BY THE
ON -SITE GEOTECHNICAL ENGINEER. ANY SOILS TO BE LEFT IN PLACE MUST BE WELL
SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT
MATERIAL SHALL BE PLACED FOR THE DAM, EMBANKMENT SUBGRADE, OR KEY TRENCH
UNTIL CONFIRMATION OF THE STABILITY OF THE DAM SUBGRADE / KEY TRENCH IS
OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE
DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE
TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON
THE DAM EMBANKMENT.
5, EXCAVATE WITHIN THE EXISTING DAM EMBANKMENT FOR THE NEW KEY TRENCH ALONG THE
CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A MINIMUM
OF 2 FT BELOW EXISTING GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 3 FEET.
THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H: V). THE KEY TRENCH SHALL
BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 OF THE SECTION TITLED
"BERM SOIL AND COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE SOIL CONDITIONS
ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY
RECOMMEND MODIFYING THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED
NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS.
6, BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE
COMPACTED TO THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM SOIL
AND COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE
SPECIFICATIONS LISTED IN THAT SECTION.
7. INSTALL THE PROPOSED POND EMERGENCY DRAIN SYSTEM PER THE APPROPRIATE DETAIL.
PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE EMERGENCY DRAIN PIPE
SHOULD BE EVALUATED BY THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER
SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR
OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE
MATERIALS SHOULD BE UNDERCUT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED
STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS RECOMMENDED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
8. CONSTRUCT THE PROPOSED DAM EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION
TITLED "BERM SOIL & COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE
GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL
SHALL MEET THE STANDARDS SET FORTH IN "BERM SOIL AND COMPACTION SPECIFICATIONS",
INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER
COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS
AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND
SIPHON SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS
AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS
RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN "TESTING OF
THE EMBANKMENT".
9. AS CONSTRUCTION OF THE PROPOSED DAM EMBANKMENT EXTENSION MOVES FORWARD, IT
WILL BE NECESSARY TO BEGIN "BENCHING" THE PROPOSED DAM EMBANKMENT FILL INTO
THE EXISTING DAM EMBANKMENT. THIS IS REQUIRED IN ORDER TO HELP PROVIDE ADEQUATE
STABILITY OF THE NEW EMBANKMENT SLOPES. THE BENCHING SHALL BE PERFORMED, AT A
MINIMUM, EVERY THIRD LIFT. THE WIDTH OF THE BENCH SHALL BE SUFFICIENT TO ALLOW
ADEQUATE COMPACTION OF THE EXISTING AND NEW FILL MATERIALS, AND SHALL BE A
MINIMUM OF TWO FEET INTO THE EXISTING FILL. AS MENTIONED ABOVE, FILL MATERIALS
SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO COMPACTION, UNLESS
RECOMMENDED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER, FILL LIFTS SHALL BE
CONTINUOUS OVER THE ENTIRE LENGTH OF FILL.
10. INSTALL THE PROPOSED ARMORFLEX SYSTEM (GEOTEXTILE FABRIC, ARMORFLEX BLOCKS,
ETC.) PER THE APPROVED SHOP DRAWINGS FROM CONTECH CONSTRUCTION PRODUCTS,
11. UPON COMPLETION OF DAM EMBANKMENT / INSTALLATION OF THE ARMORFLEX SYSTEM,
PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER THE APPROVED SEEDING SCHEDULE,
THE CONTRACTOR SHALL REFER TO SHEET DR-4 FOR THE PERMANENT PLANTING
SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED EMBANKMENT SIDESLOPES
AND CREST SHALL BE PER THE SEEDING SCHEDULE PROVIDED, PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL
AREAS). 12. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -
BUILT SURVEY WITH THE ENGINEER. AN
AS -BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT
TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION
MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE
CERTIFICATION SHALL BE GRANTED, UPON FINAL APPROVAL FROM THE ENGINEER, THE
CONTRACTOR MAY CEASE MAINTAINING THE LOWERED WATER LEVEL WITHIN EACH FACILITY
AND AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE PERMANENTLY IMPOUNDED
BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM BOTH THE ON -SITE GEOTECHNICAL
ENGINEER AND THE DESIGN ENGINEER.
BERM SOIL AND COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM
BORROW! AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL
MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND
FROZEN OR OTHER OBJECTIONABLE MATERIAL. FILL SHALL CONSIST OF A LOW PLASTICITY
SOIL (LIQUID LIMIT LESS THAN 50, PLASTICITY INDEX LESS THAN 25). SILTY SANDS (SM),
CLAYEY SANDS (SC) AND SANDY CLAYS (CL) ARE SUITABLE FOR USE IN DAM REPAIR /
REHABILITATION. CLEAN SANDS (SP,SW), HIGHLY PLASTIC SOILS (CH,MH), AND ORGANIC
SOILS (OH,OL,PT) ARE UNSUITABLE. IF THE ON -SITE SOILS FROM THE UPLANDS ARE
USED, THEN THEY MAY REQUIRE BLENDING WITH IMPORTED SOILS TO ACHIEVE THE
DESIGNED MATERIAL PROPERTIES.
2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE GEOTECHNICAL
ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL
TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED /
CONTROLLED DURING CONSTRUCTION.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT
(UNCQMPACTED). EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE
MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL
PLACEMENT. FILL MA RIA ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES
MATERIAL G
SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE
SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE
COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY
(ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1
TO +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE
PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY
THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. IF THE FILLS SOILS USED
N R THEN THE FILL COMPACTED IN ARE CLAYEY SANDS (SC) O CLAY (CL), E LL SHOULD BE CO CTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO
COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED
ALONG THE PIPE.
TESITNG OF THE EAIBANKMENT
1. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS, PREPARED BY THE
ON -SITE GEOTECHNICAL ENGINEER, TO VERIFY THAT THE DAM EMBANKMENT MEETS THE
SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING
THE AS -BUILT CERTIFICATION PROCESS FOR THESE STORMWATER FACILITIES. THEREFORE,
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
2, TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE
RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE,
ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR
EVERY LIFT OF FILL OR AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER.
L
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DAM REHABILITATION PLAN VIEW GRAPHIC SCALE
1" = 100' 100 0 50 100 200
1 inch = 100 ft.
FINAL DRAIVING - RELEASED FOR CONSTRUCTION �

TOP OF
EX. PONDS
(UPPER POND) ..�;
��� `• �' NWSE *� 22.55 �. EXISTING
// �� • ` ,, ^ NORMAQOOL (TYP.)
LIMITS OF EXISTING
8" 0 DIP EMERGENCY � , •', \\ WETLAND (TYP.)
r �.? DRAIN (SEE GENERAL �*
�\ NOTES #8 ON SHEET
DR —MP) & TYP. DETAILS ,
4 \ � � 4!�`° �ON SHEET DR-5 •'�' �- �
8"4 DIP TRASH
` A , RACK SEE .�_,• �i
7 / \ \ \ GENERAL NOTES i
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PROPOSED WALKIN
TRAIL
/ •' \ 1, i �;, \ `` #8 ON SHEET
DR—MP)�
INV. = TBD } � i � CONCRETE JUNCTION BOX
" �! 3. T j `� - �� _ JM = EL.24.50
EXISTING 15 CMP PIPE TO `� ih P l i INV. IN (8" DIP) = 14.5
BE REMOVED (SEE \ >` ; INV, OUT (15 O—RING `
GENERAL MOTES #7 - \ ✓ RCP) = 14,5
\ \ `
SHEET DR —MP)
1 i 50 LF 15" O—RING RCP
0 1.00% (JOINTS
t ,
WRAPPED IN GEOTEXTILE
u
SPILLWAY FILTER (Si & SHEET
WEIR PILLWAY 5 1 `, ,`i�N\ S' ~ ~� -LIMITS OF EXISTING `
IR CREST LENGTH =i 20 FT / ��• �� # � *, s \ e WETLAND (TYP.)
lR CREST TOP WIDTH = 10 FT
WEIR CREST = EL. i22.58 (FINISHED 6RADE)
LINER = AMORFLEX (SEE NOTES #142 UNDER i �� ts; '' i',+�= 5'' 15" RCP ENDWALL-(SEE""',
EXISTING
OUTLET U E MATERIAL SPECIFICATIONS \, t4 , :,
�\ / \ ` bETAIL SHEET DR-4) NORMAL POOL (TYP.)
\ ' ? = \ (SEE P R S OP DRAWINGSI) INV. `'OUT 14.0 NOTE: �TCC� EA DENOTES LIMITS QP \ ., `
ARMORF R \ NCDOT CLASS ''B"-. RIPRAP �a
A
V1' LOCITY DISSIPAT4R4,
(d5fl 8")
4'L x�6'AY x 22" THICK ` t
(SEE SHEET RR--5)
01
EX. POND #2,
(MIDDLE POND)
NWSE 11.45
1
i
\ GRAPHIC SCALE
20 ° 10 20 40 =S"I.ING DAM if (UPPER PAN: PLAN VIEW
1 inch = 20 it. 1" -I mmmmmi 20`
= EL. 24.50
�s�.
.`lliWT
CONTRACTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP.)
TOP OF DAM = EL. 24,50
FINISHED GRADE OF ARMORFLEX
PRINCIPAL SPILLWAY WEIR
10' WIDE (MIN.)
(SEE NOTES #1-2 UNDER OUTLET
STRUCTURE MATERIAL SPECIFICATIONS)
� 1
3�,
3—FT.
(MIN.)
APPROXIMATE LOCATION
— PRINCIPAL OF EXISTING GROUND
SPILLWAY
EMBANKMENT
CREST OF ARMORFLEX SPILLWAY (NWSE) = EL. 22.58 1 �-
3
TOP OF DAM
10' WIDE (MIN.)
EL. = 24.50
1 3
CROSS-SECTION 'A' -A!
N,T.S.
20' (MIN.)
SECTION ACROSS WEIR SPILLWAY
N.T.S.
n
mg
PROPOSED GRADE
KEY TRENCH (SEE BERM
SOIL & COMPACTION
SPECIFICATIONS) TO
EXTEND 2 FT. MIN
BELOW EXISTING GRADE
IN ALL FILL AREAS OF
THE BERM
NON —ERODIBLE
BACKFILL
2 BLOCKS
MIN.
r G�5
� g'4�ta /
DRAINAGE —
MEDIUM (4" TO
6")
DRAWINGSO
GEOTEX 104F
ARMORFLEX 40T
TAPERED BLOCK
(HAND PLACED, FIELD
LACED)
TOP OF SLOPE DETAIL
DRAINAGE MEDIUM REQUIRED WMJ TAPER UNITS
GENERAL NCgMS
1, THE STRUCTURAL DESIGN AND ALL ASSOCIATED CONSTRUCTION/
INSTALLATION SPECIFICATIONS AND DETAILS FOR THE ARMORFLEX
PRINCIPAL SPILLWAY WEIR SHALL BE DESIGNED BY OTHERS AND
SHALL BE PERFORMED IN 7TRICT COORDINATION WITH
ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. IT IS HIGHLY
RECOMMENDED THAT AN ARMORTEC SPECIFIED CONTRACTOR BE USED
FOR INSTALLATION.
2. THE ARMORFLEX DETAILS SHOWN ON THIS SHEET ARE SHOWN FOR
GENERAL CONFORMANCE WITH POND OUTLET DESIGN. PRIOR TO
ORDERING OR INSTALLATION, THE CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH SHOP DRAWINGS FOR THE AMORFLEX SPILLWAY
SYSTEM FOR REVIEW. THE APPROVED SHOP DRAWINGS SHALL BE
USED FOR CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM,
3. THE ARMORFLEX UNITS WILL BE KEYED INTO THE NATURAL GROUND
ON THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE
APPROVED ARMORFLEX SHOP DRAWINGS FOR DETAILS (I.E. LENGTH
AND DEPTH) OF EMBEDMENT.
4. ALL CONCRETE SHALL BE 3000 PSI MIN UNLESS OTHERWISE DIRECTED
BY ONSITE GEOTECHNICAL ENGINEER OR THE STRUCTURAL ENGINEER.
5, CONTRACTOR SHALL ACCOUNT FOR THE THICKNESS OF THE
ARMORFLEX LINER WHEN GRADING THE PRINCIPAL SPILLWAY AND
FOREBAY WEIR AREAS (SEE NOTE #2 UNDER OUTLET STRUCTURE
MATERIAL SPECIFICATIONS).
CONTRACTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP.)
PRINCIPAL SPILLWAY DETAILS
N.T.S.
LONGITUDINAL CABLES
CABLE
17.4"
El FI
F-1 8 FI
FLOW
A
O.5" T
Z4.75
CABLE CA
TUNNEL BLE
PLEASE NOTE THAT THE ARMORTECH DETAILS SHOWN
ON THIS SHEET ARE GENERIC DETAILS AND ARE NOT
SITE SPECIFIC AND THEREFORE SHALL NOT BE USED
FOR CONSTRUCTION. REFER TO APPROVED SITE
SPECIFIC ARMORTEC SHOP DRAWINGS FOR USE IN
CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM
RECEIVED
MAR 0 2 2010
BY:
FINAL DRAWING — RELEASED FOR CONSTRIXTION

a
� � I
� I I
t
k � I
8"0 L?IP EMERGENCY
DRAI (SEE GENERAL
NO S #8 ON SHEET
D -MP)
!. / i`.. l r
NOf MAL Poo
TOD 4'---�
RAL
e j ,
-MP)
I l t
,tlrk si I t f ';S afi t t t TbP OF DAM / 17
1' / 7� el`i�tt ? sf' f .l 4 � 0 iTr sl 3 t9iair i t t 1 tei t€1 s t t t eµt+i i'f�la 4 I. (101 WIDL�. [N.)
CONCRETE JUNCT`10 I BOX-f-----_ 1
RIM = EL.
,
o �t
INV. IN 8" D 9.4 �M1jiRt•tot 7 I K_ilw S. II t I \ 1
('a 3t�i11 'Lt..tJ k i .431Ei lnli ti�l¢f'iC sii�l04 I' n,'p `lfi= t. _ 5..5_,.� 17 r,•i , ��'.�k' �.
INV. OUT Vo 0-RING / / �,' BRIr ; 1 73[: �?� - t „ t#14w t4 j., w
/' -� •fk,. - t 37R �t-t "
RCP) 9.4 ,+' �"' --° .,. .f sy{ t ..��;;-ak, tit , ri i't 1`€i�t." ia,•1-'�4t�`� t' tx 11't 1• t i{ f,�Ls�teagt,tf s�,ttli �z e'3a t=tf tf�: —..---�—
" / ltt'lik r ll -� ". f- 1=46'� 'I t FtAt)I r-5f lil i F 1. RIC1 44 lV, t.l, 1 t.F 14
3I� 15 O_RI�IG RCA-
,q
�® 1.11% (JOI °'' --�' ` 31 � 1 � ���,�t tai�� �L;r •1� 13
WRAPPEa IN EOTEXTILE
J(J; ,t taxii6a { tti-r�t T t tf t FSI'"a5;tei 1�}--,r -
i' 1 t .i "a9a;.+t ,I t t tot nyi I :1..� tt t-tx�lttlli` f `
t.11y F lEt
.,� ..�. ✓, �' ! t. av-tt.. In a rs.f-t lat t S'ast t t��
t
✓ �� _.•" � T - �,,. — t .1 1 `� 91ii01 i:S E,7-�, � t 6i1x7 �� 4 I� f I f i1{flv`Kl t't � \ I � °t
-� / • •",.• , -'` � -- `� e�yf a a lef;, tYl Lai T^t � S `t � [ �f},\
__ —'. •nr,-•_._..., _... _ _ .f �F i i c 1 Fx 1bl 1 fp FqE 3�fdR� ' t k`'l 4� ( ( � `u ij x yet y � e`
•'r.. /' ;/ f I l�tY f r( iYt ly! 7 F 1 7c1' r 4 ``.
,,KEI CREST NG 7�
/ � • �. . ✓ • / f� Iv :fit , tbl t�:.� 5. St tt, is z t t l -r > t,.. ti, , I
r
I
4 ,t
-'LIMITS OF EXISTING
WETLAND (TYP,)
1 • t' S
PROPOSED WALKING
/ TRAIL
E(. POND f2
(MIDDLE POND)
1 NWSE a 11.45
8"0 DIP TRASH
RACK (SEE
GENERAL NOTES EXISTING 1
#8 ON SHEET CMP PIPE
BE REMOVE
' INV. = TBD (SEE GENE
NOTES #7
SHEET DR
0",\
� -• - ,-
i !
r
WEIR CREST TOP I] /— 7.S FT
5'
WEER `LfRES ,� 55 (FINISHED GRADE),/
L•tNER = -RF C SEE NOTE 1- 2 UNDER 4 �� / .,� V.
OUTLET UC �E �MATER1AL--SP*E0FICATIONS) r/ SPILLWAY A
� ,��'' FILTER (SEE
-
�(NOTE: AFifATCI, E� AREA_DENOTESS-L1oTS OF SHEET DR-4) EC. POND-
�_ AR�!OF�FLE LINER P D'
_.
NWSt
NORMAL PVOL (TY;o' y
LIMIT S'OF��E�tISTING
WETLAND` (TY�k-)
15" RCP ENDWALL `(SEES
DETAIL SHEET bR. 4)' • \ \ '`
ENV. OUT = 9.0
`
N�DOT CLASS "B" �2IPRAP�
VELOCITY DISSIPAT�OR
\� �41 x 6'W x 22� THICK 4 t� ` F 1 �`��` - _ � r. •r � ���
r ( (SEE SHEET DR�15)
GRAPHIC SCALE
20 0 10 20 40
I inch = 20 ft.
TOP OF DAM = EL. 17.50
CREST OF ARMORFLEX SPILLWAY = EL. 15.55
10.00
err'"
I
FINISHED GRADE OF ARMORFLEX
PRINCIPAL SPILLWAY WEIR
7.5' WIDE (MIN,)
(SEE NOTES #1-2 UNDER OUTLET
STRUCTURE MATERIAL SPECIFICATIONS)
CONTRACTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP.)
(SEE APPROVED SHOP DRAWINGS)
TOP OF DAM = EL. 17.50
CREST OF ARMORFLEX SPILLWAY (NWSE) = EL. 15.55
PRINCIPAL
SPILLWAY
EMBANKMENT
1
TOP OF DAM
10' WIDE (MIN.)
EL. = 17.50
qua■,orr�a■nrnrata�ur■�ir�r■,airir■�,i��
APPROXIMH i s LIJUA HUN
OF EXISTING GROUND
CROSS-SECTIO`T 'A' -A!
N.T.S.
45
NON -ERODIBLE
BACKFILL
2 BLOCKS
MIN.
y l
QG�
DRAINAGE
MEDIUM (4" TO
6")
a nt:nnr-I r,# am
ARMORFLEX 40T
TAPERED BLOCK
(HAND PLACED, FIELD
LACED)
GEOTEX 104F -�
TOP OF SLOPE DETAIL
DRAINAGE MEDIUM REQUIRED WITH TAPER UNITS
- N.T.S,
t
PROPOSED GRADE
KEY TRENCH (SEE BERM
SOIL & COMPACTION
SPECIFICATIONS) TO
EXTEND 2 FT. MIN
BELOW EXISTING GRADE
IN ALL FILL AREAS OF
THE BERM
SECTION ACROSS 'WEIR SPILLWAY
N.T.S.
GENERAL NCYI'ES
1. THE STRUCTURAL DESIGN AND ALL ASSOCIATED CONSTRUCTION/
INSTALLATION SPECIFICATIONS AND DETAILS FOR THE ARMORFLEX
PRINCIPAL SPILLWAY WEIR SHALL BE DESIGNED BY OTHERS AND
SHALL BE PERFORMED Ii STRICT COORDINATION WITH
ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. IT IS HIGHLY
RECOMMENDED THAT AN ARMORTEC SPECIFIED CONTRACTOR BE USED
FOR INSTALLATION.
2. THE ARMORFLEX DETAILS SHOWN ON THIS SHEET ARE SHOWN FOR
GENERAL CONFORMANCE WITH POND OUTLET DESIGN, PRIOR TO
ORDERING OR INSTALLATION, THE CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH SHOP DRAWINGS FOR THE AMORFLEX SPILLWAY
SYSTEM FOR REVIEW. THE APPROVED SHOP DRAWINGS SHALL BE
USED FOR CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM.
3. THE ARMORFLEX UNITS WILL BE KEYED INTO THE NATURAL GROUND
ON THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE
APPROVED ARMORFLEX SHOP DRAWINGS FOR DETAILS (I.E. LENGTH
AND DEPTH) OF EMBEDMENT.
4. ALL CONCRETE SHALL BE 3000 PSI MIN UNLESS OTHERWISE DIRECTED
BY ONSITE GEOTECHNICAL ENGINEER OR THE STRUCTURAL ENGINEER.
5. CONTRACTOR SHALL ACCOUNT FOR THE THICKNESS OF THE
ARMORFLEX LINER WHEN GRADING THE PRINCIPAL SPILLWAY AND
FOREBAY WEIR AREAS (SEE NOTE #2 UNDER OUTLET STRUCTURE
MATERIAL SPECIFICATIONS),
_....,,,CTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP.)
(SEE APPROVED SHOP DRAWINGS)
LONGITUDINAL CABLES
CABLE
17.4"
FLOW
0.5" A
4.75
CABLE
TUNNEL TCABLE
END VIEW
SIDE VIM
PLEASE NOTE THAT THE ARMORTECH DETAILS SHOWN
ON THIS SHEET ARE GENERIC DETAILS AND ARE NOT
SITE SPECIFIC AND THEREFORE SHALL NOT BE USED
FOR CONSTRUCTION. REFER TO APPROVED SITE
SPECIFIC ARMORTEC SHOP DRAWINGS FOR USE IN
CONF,TRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM
EIVEi3
MAR 0 2 201D
BY:
1''INAL ORAIVING - hEL.E,ASED FOR CO1NSTRIX TION

a
u
i NORMAL POOL (TYP.)
LIMITS OF EXISTING /
404 WETLAND (TYP.) /
/
WEIR SPILLWAY
EX. POND WEIR CREST LENGTH/ 75 FT
WEIR CREST TOP WfDTH = 10 FT
(MIDDLE FOND) WEIR CREST = EL. 9.75 (FINISHED GRADE)
NWSE _ 5.36 LINES a- AMOf�FLEX (SEE NOTES #1-2 UNDER
OUTLET STRUCTURE MATERIAL SPECIFICATIONS)
(SEE APPROVED SHOP DRAWINGS)
NOTE: HATCHED AREA DENOTES LIMITS OF
l ARMORFLEX LINER
�8" 0 DIP TRASH
ACK (SEE
ENERAL NOTES
OB ON SHEET
qR-MP) 8"0 DIP EMERGENCY
TBD DRAIN (SEE GENERAL
NOTES #8 ON SHEET ^~
l DR -MP)
_ I CONCRETE JUNCTION BOX
GRAPHIC SCALE
z° o 10 20 40 =S'nNG D1Myl #3 R. PM: PLAN VIEW
1"=20'
1 inch = 20 ft.
LIMITS OF
COASTAL
\ WETLANDS
EMERGENCY DRAIN / _
VELOCITY DISSIPATOR
INV. OUT (15"0) = EL. 1.5
NCDOT CLASS "B" RIPRAP
VELOCITY DISSIPATOR
(d50 = 8")
41 x 6'W x 22" THICK
(SEE SHEET DR-5) 1
�— EXISTING 15" CMP PIPE — —�—
TO BE REMOVED (SEE
GENERAL NOTES #7/ Z ; \
SHEET DR -MP) / \
WMITS OF EXISTING \
/ 404 WETLAND (TYP.)
A/
TOP OF DAM = 12.0
(11' WIDE MIN.)
t �
i
NON -ERODIBLE
BACKFILL
2 BLOCKS
MIN.
Q DRAINAGE /
MEDIUM (4" TO
6")
An lnnrf f V AnY
GEOTEX 104F-
FAO
ARMORFLEX 40T
TAPERED BLOCK
(HAND PLACED, FIELD
LACED)
0. • •!
IN. r ,...I .... , s �. , , . .. r
R
ES
GENEPUAAL NMES
1.
THE STRUCTURAL DESIGN AND ALL ASSOCIATED CONSTRUCTION/
INSTALLATION SPECIFICATIONS AND DETAILS FOR THE ARMORFLEX
PRINCIPAL SPILLWAY WEIR SHALL BE DESIGNED BY OTHERS AND
SHALL BE PERFORMED IN STRICT COORDINATION WITH
ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. IT IS HIGHLY
RECOMMENDED THAT AN ARMORTEC SPECIFIED CONTRACTOR BE USED
FOR INSTALLATION.
FINISHED GRADE OF ARMORFLEX
TOP OF DAM
PRINCIPAL SPILLWAY WEIR
10' WIDE (MIN.)
2.
THE ARMORFLEX DETAILS SHOWN ON THIS SHEET ARE SHOWN FOR
10' WIDE (MIN.)
EL. = 12.00
GENERAL CONFORMANCE WITH POND OUTLET DESIGN. PRIOR TO
(SEE NOTES #1-2 UNDER OUTLET
ORDERING OR INSTALLATION, THE CONTRACTOR SHALL PROVIDE THE
STRUCTURE MATERIAL SPECIFICATIONS)
ENGINEER WITH SHOP DRAWINGS FOR THE AMORFLEX SPILLWAY
SYSTEM FOR REVIEW. THE APPROVED SHOP DRAWINGS SHALL BE
PROPOSED GRADE
USED FOR CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM.
TOP OF DAM = EL. 12-00
3
3.
THE ARMORFLEX UNITS WILL BE KEYED INTO THE NATURAL GROUND
3 .•
1
ON THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE
1
CREST OF ARMORFLEX SPILLWAY = EL. 9.75
— FLOW
APPROVED ARMORFLEX SHOP DRAWINGS FOR DETAILS (€.E. LENGTH
AND DEPTH) OF EMBEDMENT.
r
_
4.
ALL CONCRETE SHALL BE 3000 PSI MIN UNLESS OTHERWISE DIRECTED
_
BY ONSITE GEOTECHNICAL ENGINEER OR THE STRUCTURAL ENGINEER.
1(- 1 1
ppS��plAl
1
\3
77 NWSE = EL. 5.36 5.
CONTRACTOR SHALL ACCOUNT FOR THE THICKNESS OF THE
ARMORFLEX LINER WHEN GRADING THE PRINCIPAL SPILLWAY AND
FOREBAY WEIR AREAS (SEE NOTE #2 UNDER OUTLET STRUCTURE
�.
MATERIAL SPECIFICATIONS).
PRINCIPAL
SPILLWAY
EMBANKMENT
CONTRACTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP.)
(SEE APPROVED SHOP DRAWINGS)
TOP OF DAM = EL. 12.00
CREST OF ARMORFLEX SPILLWAY (NWSE) = EL. 9.75
1�
3
APPROXIMATE LOCATION
OF EXISTING GROUND
KEY TRENCH (SEE BERM
SOIL & COMPACTION
SPECIFICATIONS) TO
EXTEND 2 FT. MIN
BELOW EXISTING GRADE
IN ALL FILL AREAS OF
THE BERM
CROSS-SEMO►N 'A' -A!
N.T.S.
75' (MIN.)
S=ON ACROSS WEIR SPH LWAAY'
N.T.S.
u
CONTRACTOR TO REFER TO APPROVED
ARMORTEC SHOP DRAWINGS FOR
KEYING DETAILS (TYP,)
(SEE APPROVED SHOP DRAWINGS)
LONGITUDINAL CABLES
CABLE
17.4"
15.5"
TOP VEZw
FLOW
A
a.5n
14.75
CABLE CABLE
TUNNEL
� I �
Il INA
pit
r ..r # DETAIL PONDS
PLEASE NOTE THAT THE ARMORTECH DETAILS SHOWN
ON THIS SHEET ARE GENERIC DETAILS AND ARE NOT
SITE SPECIFIC AND THEREFORE SHALL NOT BE USED
FOR CONSTRUCTION. REFER TO APPROVED SITE
SPECIFIC ARMORTEC SHOP DRAWINGS FOR USE IN
CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM
RECEIVED
I MAR 0 2 2010
�BY
FINAL DRAT ING — RELEASED FOR CONSTRtaCTIO

E-
w
z Z
�P �7�Ap�• �^t y NOTE:
SEEDBED PREPARATION TEMPORARY SEEDING SCHEDULE PERMANENT SEEDING SCHEDULE PLEASE REFER TO THE SECTION TITLED "EXTENSION TOP OF �i � � � z
COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OF EMBANKMENT" FOR ADDITION INFORMATION DAM
1. CHISEL COM SEEDING DATE SEEDING MIXTURE RATE (LBS�ACRE) SEEDING MIXTURE RATE (LBSIACRE)
Z 0
OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. JAN 1 - MAY RYE (GRAIN) 120 PENSACOLA BAHIAGRASS 50
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. KOBE LESPEQEZA 50 COMMON BERMUDAGRASS 10
i GY OF?°
MAY 1 - AUG 15 GERMAN MILLET 40 GERMAN MILLET 10 i '� -
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS AUG 15 -DEC 30 RYE (GRAIN) 120 a
e o o
EXISTING --- "�
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. SO
SEEDING NOTES EMBANKMENT SLOPE x Q
IL AMENDMENTS USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT ]E=NSION OF THE Apt,
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC CANNOT BECOME A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5 l� 1
GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER LB/ACRE CENTIPEDEGRASS. e }� Ix �•
UNIFORMLY AND MIX WITH 501E (SEE PERMANENT SEEDING i THE EXISTING SLOPE SHALL BE BENCHED DURING PLACEMENT OF NEW FILL
SCHEDULE). (FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 PROPOSED 4:1 (H- V) MATERIALS TO HELP PROVIDE ADEQUATE STABILITY OF THE SLOPES, THE
BENCHING SHALL BE PERFORMED
SEEDING DATES
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY
LB/AC). SLOPE i AT A MINIMUM, EVERY THIRD LIFT. THE Q
APRIL 1 -DULY 15 i r7 •- '
� *SLOPE TO BE WIDTH OF THE BENCH SHALL BE SUFFICIENT TO ALLOW ADEQUATE � � W c7
UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. MULCH SOIL AMENDMENTS ee DETERMINED BY COMPACTION OF THE EXISTING AND NEW FILL MATERIALS, AND SHALL BE A Z d
APPLY 4000 LB/AC STRAW BY TACKING WITH ASPHALT, NETTING OR A CONTRACTOR MINIMUM OF TWO FEET INTO THE EXISTING FILL. FILL MATERIALS SHALL BE ■
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY �
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER. 3000 LB/ACRE. GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE e PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO COMPACTION, UNLESS E-
CAN BE USED AS A MULCH ANCHORING TOOL. DIRECTED OTHERWISE BY THE ONSITE GEOTECHNICAL ENGINEER. FILL LIFTS a4 � �v
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 10-10-10 FERTILIZER. e -x
i SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL � ° �
MAINTENANCE M H �� 2 FT MINIMUM
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR APPLY 4000 LB AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER e W W RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR /
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND � �
SHOULD BE OVER 60% DAMAGED, REESTABUSH FOLLOWING OTHER DAMAGE. SUITABLE MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR
ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY NETTING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK f-,
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH Z
IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT ANCHORING TOOL. W
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, 11
MAINTENANCE
AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR REFERTILfZE THE FOLLOWING APRIL WITH 50 LB ACRE NITROGEN. EMBANKMENT EE1rdCi111�1R.T DETAIL++r+llrrriif���,'
EARLY MARCH. / - ,s+��O¢t\N CAI?
REPEAT AS GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR. N.T.S.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS �: •D�CF -y
NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE, IF THE DAM 4
IS SEEDED DURING A TIME OF THE YEAR THAT REQUIRES USE OF THE L
TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE 4 6 0
CONTRACTOR SHALL REMOVE THE TEMPORARY VEGETATION AND RESEED
THE DAM USING THE PERMANENT SEEDING SCHEDULE. ,,�q.••,.••.•••..•.;• �G,,`
Rr,
o
m
C H NOTES; !
�U) O <i�
D -+ Yt (FT. j D B" THIS PRECAST END',,ALL 'AY BE USED FOR THE FOLLOFtINtG ,f ix U
cn
_.�
O A 1 . - STAFtDA.RDS: 838.21 , 838.27, 838.33 AfiD 838.39, IL -I CL H Z
rt i A i N IfISTALL PRECAST Eldp'ft,ALLS WITH SVINNGS A0 PAY O O U) 2
O� > > ! FOR IN ACCORDANCE WITH SPECIFICATIOPN SECTION 838. Lu < Q Li-
cl)_
1 p"
I F s USE 4000 PSI C4tiGRETE. UDC 00 �
00 1 1 0 am
PROVIDE ALL REIt•FORCIN:G STEEL. WHICH MEETS ASTt,1 A615 N- = � Z € J Q
FOR GRADE 60 AND F,'ELDED WIRE FABRIC CONFORStIiNG co F- L, O _Jcc
I �_ I - €� �/ __. __..-._ TO ASTM A185 V11TH 2" MIH. CLEARANCE. p Q"cr
<
D
I 1 t n PLACE LIFT HOLES OR PltNS IN ACCORDANNCE 'WITH Z
i
<t-3 -s �i . L H2' H2 OSHA STAr40ARD 1926.704.
1 � I �
CSIR i 11 Lu
H1 PIPE TO BE GROUTED I!4TO HEADWALL AT JOB SITE BY OI Q
I ( H1; CONTRACTOR C]
ALL ELEME74TS PRECAST TO MEET ASTV C913.
FIELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR �
7'-7.5" f AS LOtlG AS THE SAME AREA OF STEEL IS PROVIDED.
r�
CHAMFER ALL CORt:ERS 1" OR HAVE A RADIUS OF 1".
1' -7.5" O.D.-- �I 6 I. B O.C. (T'fP.) .-i
8 O.G.(TYP,j REFER TO CHART
Q REFER TO CHART L(j
FOR BAR SIZE eT-Dc FOP. $kR SIZE tDTE; THE MINIMUM BAR SIZE SHALL BE 45 BARS X
m �t � wH ELEVATION �7J 6 ,T B" CTS.THE C411TRA.CTOR YdILL HAVE THE OFTIOt4
M TO INCREASE THIS BAR SIZE AS NEEDED.
LL
ENDWALL DIMMIONS I
15"0 RCP i �y D W2 (FT.) fI�N.; t9AX. MIN. (t,AX. ldttd 161AX. h1Ttd. /R1AX. 1/IR 1dAX. W
_ ® z FT. I1INI64JPA ' _ _ / Q ty > W O
C PIPE DIA. BAR SIZE Hl (FT.} H2(,FT.j (FT } ( W1 Y2 C7
T f - - 7� 7 ;� �C T�=�y� -�3 Ci x i-:.- ' ._ _ - - - - - _ -I-__ _ - ._. __ = t� E.,�
e O 1.0 #5 Ca 8" 1.25/2.00 2.00/3.75 t 25/1 75 3.00/3.75 5.50/6,00 Q
C7 - rL - Q v o a U�
f 1.25 #5 @ 8" 1.25i2.00 3.00/3,75 , :?5/2 00 3.50/3,75 6.50/6.75 z
C5 �7(Y}CJ r � C CJ C 7 ? F � } 4 v 1.50 #5 C� 8" 1 25 2,00 3.00;4,25 1,5012 EO 3.5p(3.75 6.50/6.i5 F¢ V ' > Fes.
e-
? w
C. C.J _ I C_ q `L 4 05 (� CV
f �} 2.fl 8" 1.SOr`2.50 4.00/4.75 1 ;'S!2 5a f 4.00/4.25 7.50/8.25 Q NOTE:. C r �r� �� - ` e m z' % D I r }-- ' \
' C3 ..
-., r 2.5 #5 @ 8" 2.50/3.50 4,00/6.00 2.00/3 00 4.5015.50 10.00/11.50 U) w
1. CONTRACTOR SHALL MODIFY THE ENDWALL TO - -, °mC- ® I !.� _ _.- _- € N E'' p' _�O - Q �? �p. e �' r s 3.0 #5 @ 8 3 0013 50 5,00/6.00 2 75/3 50 i 5,25/5.75 11.50111.75 Q rD z
ALLOW THE 4"0 WEEPHOLES ON EITHER SIDE OF < Jt ) _ C I� C, 11 + _ -. ____ - - -_-- __--_-- v
, e1' _ 45 Ca 8' 3 25/4.50 6,00/6.75 3.25.13.50 I 6.00/6.75 12.00/13.25
THE OUTLET BARREL. THESE SHALL BE jj = 6' `L_ ✓ i y4 3.5 LLI W
`C[ 7Cj iC= 4.4 NS @ E3" 3,50/4.50 6.50i7.00 3.2a`/3.50 6.50/6.75 13.00113.25
GORE-DRIU -DRILLED 1N THE FIELD BY THE CONTRACTOR. ,�_ v v o a o ` o - o_ o P LAN --- _ ---- E--- - ------ .. E,
4.5 (#5 @ B 4 0O. 5. G0 6.50f8 50 0 25.4 00 7.00/9.25 13.50115.75 IL
� �_` .� �;� 5 Q #$. 8. 4 50'5.00 7 00/8.50 3.2a/4.00 7 2519.25 13.75/15.75 d
. _ . - _ .- _ - ..._.- __. _._.... ------
5.5 45 @ 8" 4.50/5.00 7.50/8.50 3.25/4.00 7.25/9.25 14.00/15.75
ENDWALL PER NCDOT STD. 838.80 6.0 #5 @ 8" 4.50/5.00 7.50r8.50 3.25/4.00 7.75/9.25 14.75/16.75
(SEE DETAIL) NO. 67 WASHED STONE -
NOTE: 4" WEEPHOLES TO BE PROVIDED ENCASED IN NON -WOVEN SHEET 1 OF 1
WITH VARMIT GUARD ON DOWNSTREAM FILTER FABRIC (MIRAFI 180N 838.80 SHEET 1 aF i
SIDE AND GALVANIZED HARDWARE CLOTH OR EQUIVALENT) 838.8Q
ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS) 15" EMERGENCY DRAIN NDWALL DETAILS
N.T.S.
PROPOSED GRADE 15"0 RCP
3 3'
12" MIN.
ENDWALL PER
NCDOT STD. 838.80 _ _� ,4_ ,77
(SEE DETAIL) C� Cam.% �1 � - ( C.. �' � 3 `- 1 3'
I c e O C c e I ENDWALL PER C-� �C �� 2
�����;. I NCDOT STD. 838.80���
C7 j C I SEE DETAIL
15"0 RCPd� >�
-..�.. }pf(_,���-.-�C..� ..�_ �C..
FLOW h � � c� e a O 1---� . - c> (o''.(e c� c l v 0,., o{ C" _ _�___ � �s' • -
E '�. �- ( C C�' 43.J 4"Y.4" 6/6
WELDED WIRE FABRIC -:__.'.1 _T • '
j aCy� C JjO C_✓} ti ci
7�JC [jr O�
o c Ll
O ca_. (EACH SIDE & TOP)
--.___- --.._ - ------ 2'
(E P i
; 8" 0 DIP L # . 8" 0 DIP
12" MIN. 1 C. I \l`-;.. <_ 3 ,.I' <..
( FLOW -w-
r �6 REBAR PERIMETER
FRAME I . `
/
.� _,_%C`.���C�i 6" (TYP.)I «:-�'�••I •' '. 1•-!
-' i- � .� e � ,._ � n '- O. f
r-CY
4" t '
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY 8"
N0. 67 WASHED STONE NO. 67 WASHED STONE '�"0 WEEPHOLES ON EACH "
ENCASED IN NON -WOVEN ENCASED IN NON -WOVEN SIDE OF SPILLWAY
FILTER FABRIC (MIRAR 18ON FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT) OR EQU€VALENT)
15" RCP SPILLWAY FILTER DETAIL 3000 PSI CONCRETE �--� PROJECT Na.
�CEI�IE wv�-asaaa
N.T.S. FROND VIM PLAN VIM 2010 FILENAME; wVMoaoao--PDX
MAR ® DESIGNED BY; BRF'
nxnvlN nY: BRF
SCALE: AS SHOWN
8" DRAIN PIPE TRASHRACK DETAIL DATE; 02--15-1 a
SIIEE"i NO.
N.T.S. DR-4
F"INAL DRAWING - RELEASED FOR CONSTRUCTION ®MCADAMS

8" DIP DRAIN PIPE -
TRASH RACK
(SEE DETAIL SHEET
DR-4)
INVERT OF 8" DIP = VARIES
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HEET 1 OF1
840,31
PLAN
SECTION x-x
MANHOLE
E
c
L I
¢. D D
U �
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avr
xn ¢
� CL C3
D.54
-FOR MANHOLE COVER & FRAME
OPTIONAL
BRICK MAY BE USED
TO ADJUST FRAME &
COVER TO SURFACE
ELEVATION MAX: V
C. TO C.
OUTLET PIPE
E OR F 11r
SECTION
C-C OR D-D
CONCRETE JUNCTION BOX _\
(PER NCDOT STD 840.31)
(NOTE: EACH MANHOLE JOINT SHALL BE MADE
WATERTIGHT)
RIM = VARIES (SEE PLAN VIEW)
INV IN (8" DIP) = VARIES (SEE PLAN VIEW)
INV OUT (15" O-RING RCP) = VARIES (SEE PLAN VIEW)
TYPICAL MANHOLE RING AND
COVER PER NCDOT STD. 840.54
VARIES
COMPACTED BERM
C SECTION (SEE
1 I -III --III I I ...., I I -III -III -I i I 114 SHEET DR -MP)
VARIES
11 1 11 1 11 11-111-1 I I� -I 11=1 I I �� l 1=1 I I I I 1=1 I I �I 1 11 I I I _II I 1
VARIES
_ I =1 I I--III--III---..-� I I_•I 1=1 i II I k I I! 1 11 I II I� �r��.� 11=1 I ICI I I-�- I .- I I 1=1 �-III =1 II i 11 I I-...`.....III11 I �--�.�
�I I !�I I I III i I I -III-= I I 1=1 I ICI 11=I I ICI 11 1 I I I I 1=1 I ICI I I=1 I I I 1 1 l 1=1 I ICI I I -I 11=1 11-1 11 1 I 1 11=1
1111=1 I ICI I I-1 I I1 I I1=I I I1 11=1 I I^1 I I -I
- I I1 I I1 C11
I _I ®VARIES {SEEI,i ELI I I Itill -III-III : . f 1 1 I I
VARIES LF 8"0 DIP ® VARIES. (SEE PLAN VIEW FOR EACH FACILITY)
PLAN VIEW FOR EACH FACILITY) FLOW --+r D e T-mmN
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. (SEE
DETAIL) STEPS SHALL BE
PLACED AT 16" O.C.
GENERAL NOTES:
ALL EXPOSED CORNERS TO BE CHAMFERED V
CLASS 'B' CONCRETE TO BE USED THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2' KEYWAY, OR
#4 BAR DOWELS AT 12' CENTERS AS DIRECTED BY THE ENGINEER.
FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00,
ALL JUNCTION BOXES OVER 3'-6' IN DEPTH SHALL BE PROVIDED
WITH STEPS F-2' ON CENTERS, STEPS SHALL BE IN ACCORDANCE
WITH STD. Na 840,66,
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (LE. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
#4 BAR
0
6'-i-+ I
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
REINFORCEMENT
BARS 'A'
COVER
BIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BO% AND COVER
DEDUCTIONS FOR 0
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
NO.
LENGTH
E
F
COVER
FLOOR
WALL/ F
O FT. <' HT,
LBS.
REINF
CU. YES.
MIN. 'H'
C.S.
R.C,
12'
2'-0'
2'-0'
2'-3'
12
2'-9'
3'-0'
3'-0'
0.167
0.167
0,185
22
0.750
0,015
0.024
15'
2'-3'
2'-3'
2'-6'
12
3'-0'
3'-3'
3'-3'
0,196
0.196
0.204
24
0,902
0,023
0.036
18'
2'-6"
2'-6'
2'-9'
14
3'-3'
3'-6'
3'-6'
0.227
0.227
0.222
30
1,065
0,033
0.049
24'
3'-0'
3'-0'
3'-3'
16
3'-9'
4'-0'
4'-0'
0.296
0,296
0,259
40
1,434
0,059
0,085
30,
3'-G'
3'--6'
3'-9'
I8
4'-3'
4'-6'
4'-6'
0,375
0,375
0.296
51
1.860
0.092
0.127
36'
4'-0'
4'-0'
4'-3'
20
4'-9'
5'-0'
T-0'
1 0.463
0.463
1 0.333
64
2.341
0.132
0.178
42'
4'-6'
4'-6'
4'-9'
22
5'-3'
5'-6'
5'-6'
0.560
0.560
0,370
77
2276
0.180
0,243
48'
5'-0'
5'-0'
5'-3'
24
5'-9'
6'-0'
6'-0'
0.667
0.667
0,407
92
3.471
0.235
0,317
54'
5'-6'
5'-6'
5'-9'
26
6'-3'
6'-6'
6'-6'
0.782
0.782
0,444
109
4,117
0.297
0.401
60'
6'-0'
6'-0'
6'-3'
28
6'-9'
1 7-0'
7'-0'
0.907
0.907
0,481
127
4,820
0,367
0,495
66,
6'-6'
G'-6'
6'-9'
30
7'-3'
1 7'-6'
1 7'-6'
1,042
L042
0.518
145
5.581
10.444
10,589
CONCRETE JUNMON BOX META.,
N.T.S.
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IEET 1 OF 1
840,31
CONTRACTOR SHALL SEAL THE 8"0 DIP -
PENETRATION USING A RUBBER BOOT AND
STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON -SHRINK
GROUT.
8" PLUG VALVE. THE VALVE SHALL BE A
M&H STYLE 820 X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE VIA A HANDWHEEL
NOTES,
ALL STEPS SHALL PRE -RUDE 4° FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIb1ENSIQNS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
T
PLAN
m
ELEVATION
t' 8 3/4' p
PLAN
CU
1/4'
12'
� 1
5/3' r
�i
I�
SIDE
ELEVATION
11/4'
1/4'
�T
T
SIDE
COMPOSITE
CAST IR❑N
SECTI❑N A -A
m
r'
r� n�
[ 14 1/2' ---+1
SIDE
ELEVATI❑N
CAST IR❑N
#6 BAR OR
m #8 BAR
GALV'D,
SIDE
PLAN ELEVATION
REINFORCING STEEL
NOTE:
12" _j NOT TO BE USED IN
SANITARY SEWER MANHOLES.
ELEVATION
MADIMNANCE ACQSSS STEPS
-. s.
ENDWALL PER NCDOT STD. 838.BO
(SEE DETAIL SHEET DR-4)
15" O-RING RCP
INV. OUT = VARIES (SEE PLAN VIEW)
rMIR r:
JOINTS TO BE WRAPPED IN
GEOTEXTILE FABRIC IN 2-FT
WIDE STRIPS CENTERED ON
THE JOINTS
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JEET I OF 1
840.66
SPILLWAY FILTER (SEE DETAIL
SHEET DR-4)
NCDOT T"
838.80 HEADW
(SEE DE
SHEET DR
15" O-RING
A
1
fi
L
3'-6"
NCDOT
838.3) HEAD'
(SEE DE
SHEET DI
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT
NCDOT CLASS "B" RIPRAP
VELOCITY DISSIPATOR
(d50 = 8")
41 x VW x 22" THICK
(SEE DETAIL)
RIP -RAP
THICK
22" LAYER OF
CLASS 'B' RIPRAP
4" FILTER BLANKET
�,. BLANKET
(SEE NOTE }
EMERGENCY DRAVVIDOWN VELOCITY DISSIPATOR
N.T,S.
' z
FINAL DRAWING --- RELEASED FOR CONSTRUCTION

INFILTRATION BASIN #1 CONSTRUCTION SPECIFICATIONS j s i�
GENERAL NOTES INFILTRATION BASIN FLOOR FILL SOIL SPECIFICATIONS // � � � . \ � A�,I� � j� \ �
I. CONSTRUCTION OF THE INFILTRATION BASIN SHALL BE DELAYED UNTIL AS CLOSE TO THE END OF I. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION BASIN
PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHOULD SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 20.00 INCHES PER HOUR, SOILS CONTAINING PROPOSED
TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH EXCAVATION OF THE CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF THE BASIN FLOOR, CLUBHOUSE/
INFILTRATION BASIN MAY OCCUR TO ALLOW FOR USE OF THE EXCAVATED MATERIAL AS FILL IN THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 30.00 AND BELOW. SOILS USED
OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASINS SHALL NOT SERVE AS AN EROSION FROM ELEVATION 30.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE BERMS) SHOULD BE PER THE POOL AREA
CONTROL DEVICE (LE, SEDIMENT TRAP OR SEDIMENT BASIN) DURING PROJECT CONSTRUCTION. SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS AND COMPACTION SPECIFICATIONS".
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE I.E.(2� PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST SHALL
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION. VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN CONSTRUCTION OF THE S&ME, INC. BORING #2
3, DURING I AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED FROM THE INFILTRATION BASIN FLOOR. APPROXIMATE GROUND ELEVATION 36.20
SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR ANY OTHER DISTURBED AREA) 3. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER OR _�s SHWT = 100"
DOES NOT ENTER THE INFILTRATION BASIN AREAS. LICENSED SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL is BEING UTILIZED FOR APPROXIMATE SHWT = 27.90
THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR CONSTRUCTION OF THE EXISTING INFILTRATION RATE = >40 IN/HR
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF UNTIL THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE GEOTECHNICAL ENGINEER OR
COMPLETELY STABILIZED AND SITE LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC CONDUCTIVITY OF 20.00 INCHES PER
ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASIN HAS BEEN COMPLE I
CONSTRUCTION IS COMPLETE. HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY
THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC CONDUCTIVITY FLOOR OF INFILTRATION BASIN TO
BE PROVIDED WITH A MINIMUM 4"
5, IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SHOULD BE REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR PRECAST RISER OUTLET STRUCTURE
DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND AFTER THIS STORMWATER FACILITY, THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE OF ASTM-C-33 WASHED SAND
CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION, SHAPE = SQUARE (SEE INFILTRATION BASIN FLOOR
INTERNAL DIMENSIONS = 4 FT. x 4 FT,
INFILTRATION BASIN AREA. TOP OF RISER = 31,00 FILL SPECS ON THIS SHEET)
6. THE CONTRACTOR SHALL REFER TO THE PERMANENT PLANTING SCHEDULE ON SHEET IB-IC. THE OUTLET STRUCTURE MATERIAL SPECIFICATIONS INVERT OUT (15"0 RCP) = 26.50
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AND FLOOR SHALL (SEE DETAIL SHEET IB-lB)
BE PER THE SEEDING SCHEDULES PROVIDED. 1. THE 15"o RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
EMBANKMENT (FILL AREAS). 2. THE STRUCTURAL DESIGN FOR THE 4x4' (INTERNAL DIMENSIONS) RISER BOX SHALL BE BY OTHERS.
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP
-INCH DIAMETER DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR REVIEW. SCHEDULE 110 PVC MAIN FROM
& THE OBSERVATION WELLS / CLEAN -OUTS ARE TO CONSIST OF 6 ETER SCHEDULE 40 PVC M 35
FORCE MIDDLE 3
PIPE (OR ENGINEER APPROVED EQUAL) WITH A CAP SET 3-INCHES ABOVE GROUND LEVEL. THE 3, THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER- STEPS SHALL POND (SEE SHEET P-14)
PIPE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WITH RIBS BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT 3
TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON STD. 840.66. PLEASE REFER TO SHEET 113-113 FOR LOCATION OF THE RISER STEPS.
OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET PAYS. THE SCREW TOP LID SHALL BE
31
A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM, 4, THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478, THE JOINTS SHALL BE SEALED USING CONCRETE JUNCTION 30 OBSERVATION WELL
BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH 4' INSIDE DIAMETER CLEANOUT (SEE DETAIL.)
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. 3'Lx3'Wx9"THICK NCDOT
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION BASIN SITE. IT (PER NCDOT STD. 840.31) CLASS 'A' RIPRAP APRON 4"0 SCHEDULE
IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. KEY TRENCH). 5. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER RIM = 3120 (TYP., SEE DETAIL SHEET IB-lC) 80 PVC (TIP.)
DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE CONTRACTOR SHALL KEEP THE FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH INV. IN = 23,35
WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS RACK (SEE SHEET IB-IB) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL -OUT = 23,35
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE AND ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH,
SEDIMENT IS NOT DISCHARGED FROM THE SITE.
6, GEOTEXTILE FABRIC FOR THE 15"ol OUTLET BARREL JOINTS SHALL BE NON -WOVEN FABRIC DEEMED 30
10, ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND APPROPRIATE BY THE ONSITE GECTECHNICAL ENGINEER FOR USE IN THESE SPECIFIC SITE SOIL
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER CONDITIONS. 31 -j
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF 32
SHALL BE NOTIFIED OF ANY
THE ONSITE GEOTECHNICAL ENGINEER, HOWEVER, THE DESIGN ENGINEER 7. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED: W
DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED A. MINIMUM 3000 PSI (28 DAY) 33 - - - - - - -
MODIFICATION-
B. SLUMP = 3" -
11, EXISTING SOIL INFILTRATION RATES AND SEASONAL HIGH GROUNDWATER INFORMATION SHOWN ON C. ENTRAINED AIR 5% - 7% 10
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED
THESE PLANS / SPECIFICATIONS IS FROM A REPORT BY S&ME, INC. DATED MARCH 11, 2009,
TO BE ABOVE 85'F OR BELOW 407, CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER
FINISHING FOR A MINIMUM OF 48 HOURS.
CONSTRUCTION SEQUENCE
I . PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE PERMIT (EROSION BERM SOIL AND COMPACTION SPECIFICATIONS 32 13
CONTROL / GRADING), AN UPDATED CAMA PERMIT, A STATE STORMWATER MANAGEMENT PERMIT,
ALONG NTH ANY PERMITS NECESSARY FROM THE TOWN OF OCEAN ISLE BEACH OR OTHER 1, ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
APPLICABLE AGENCIES. AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE Zl\_50 LF 15"0 RCP 5_5
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT & FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE @ 630% TIMBER HITCH DRIVE
MATERIAL. 6)
EROSION CONTROL PLAN, THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND 32 (49' PRIVATE R/W, SEE SHEET P
EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM
SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING 2,
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE r
CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB THE AREA WITHIN THE LIMITS OF THE PROPOSED INFILTRATION BASIN. ALL TREES STORM OUTFALL TO LEVEL
AND THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE INFILTRATION BASIN FOOTPRINT 1 FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). SPREADER /VEGETATED FILTER STRIP GRAPHIC SCALE
AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL PER DIRECTION OF THE ON -SITE EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT (SEE SHEETS C-9 AND C-10)
GEOTECHNICAL ENGINEER. PLEASE NOTE THE BACKFILL MATERIAL FOR THE FLOOR OF THE OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE INFILTRATION BASIN #I PLAN VIEW 20 0 10 20 4(j
INFILTRATION BASIN SHALL MEET THE REQUIREMENTS OF THE SECTION TITLED "INFILTRATION BASIN SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY 20'
FLOOR FILL SOIL SPECIFICATIONS-" FILL MATERIAL FOR THE DAM EMBANKMENT SHALL MEET THE AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND
REQUIREMENTS OF THE SECTION TITLED "BERM SOIL AND COMPACTION SPECIFICATIONS." HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE 1. inch 20 fL
EMBANKMENT.
THE BACKFILLED AREAS WITHIN THE DAM EMBANKMENT AREA SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE
NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM, EMBANKMENT GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL
SUBGRADE, OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / KEY TRENCH IS OBTAINED
FROM THE ON -SITE GEOTECHNICAL ENGINEER. HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN
ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
4, ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE,
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED 25-FT PERIMETER
5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH SHALL BUFFER (PER TOWN OF
WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLAT'llON, THE CONTRACTOR SHALL SCARIFY THE AND SHALL EXTEND A MINIMUM OF 2 FT BELOW THE OUTLET PIPE, 5-FT BELOW EXISTING GRADE, OCEAN ISLE BEACH)
THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM
COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT -OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN V.
ITEM 4 ABOVE. NOTE:
5. BEGIN CONSTRUCTION OF THE DAM EMBANKMENT AND ROUGH GRADING OF THE INFILTRATION BASIN.
THE LINEWORK ASSOCIATED WITH THE
CONSTRUCTION AND COMPACTION OF THE DAM EMBANKMENT SHALL BE PER THE SECTION TITLED 6. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO Iv
EFFECTIVE FLOODPLAIN LIMITS ARE NOT
"BERM SOIL AND COMPACTION SPECIFICATIONS". IF AREAS OF THE INFILTRATION BASIN FLOOR ARE PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH, IF THE CONTRACTOR CONSTRUCTS AND SHOWN WITHIN THIS VIEW FOR CLARITY.
LOCATED IN CUT/EXCAVATION, THE INITIAL EXCAVATION SHOULD BE CARRIED TO WITHIN 1-FOOT OF COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE 16
f.PLEASE REFER TO SHEETS C-9 AND
UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
C-10 FOR ADDITIONAL INFORMATION,
THE FINAL GRADE OF THE BASIN FLOOR. IF AREAS OF THE INFILTRATION BASIN FLOOR ARE SING
LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE ELEVATION U
, (SEE SECTION TITLED "INFILTRATION BASIN 7. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT
THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR
FLOOR FILL SOIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT SHOULD BE USED DURING THE THE DAM EMBANKMENT / KEY TRENCH MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
COMPACTION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS 4 1
_4
EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE EXISTING SOILS IN THE FLOOR
AREA. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE DELAYED UNTIL STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE
ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN STABILIZED. COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
6, CONSTRUCT THE PERMANENT LEVEL SPREADER / VEGETATED FILTER STRIP PER THE DETAILS
SHOWN ON SHEETS IB-lC- CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTEP PIPE SUBGRADE SUPPORT AND BEDDING
STRIP AREA SHALL BE GRADED PER THE GRADING PLAN AND THEN SEEDED PER THE SEEDING SPECIFICATIONS F)ROPOSED RETAMING
SCHEDULE PROVIDED ON SHEET 113-11C. + 15" ENDWALL PER
WAIL. PLEASE REFER AL_ NCDOT STD. 838.80
TO SLEET C-IOA
T ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION IS ll. FILL IN THE AREA OF THE 15"0 RCP OUTLET PIPE AND ADJACENT AREAS SHALL BE BROUGHT UP I (SEE DETAIL SHEET IB-lD)
COMPLETE, THE FINAL PHASE OF THE EXCAVATION OF THE BASIN FLOOR CAN BEGIN BY REMOVING TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ELEVATION OF THE PIPE IN ADVANCE OF PIPE FOR AYDITIONAL 9 INV. OUT = 9.50
ELEVATION CONSTRUCTION SO THAT THE PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL IS INFORMA 13 14
ALL ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVA BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH SHOULD THEN BE EXCAVATED FOR _�ION
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED FOR
THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE SOIL AT INSTALLATION OF THE PIPE. Z VELOCITY DISSIPATOR
THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY RAKING OR
ROTOTILLING. 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER CONTROL WILL NCDOT CLASS V RIP RAP
BE NECESSARY, THIS COULD INVOLVE PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE 91' SOLID MASONARY 151 X 17'W X 22" THICK
(SEE INFILTRATION BASIN CROSS TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION MAY 1-2. / /
8. UNDERCUT THE INFILTRATION BASIN TO THE NECESSARY DEPTH REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO ESTABLISH SUBGRADE BLOCK LEVEL SPREADER
SECTION ON SHEET IB-11C) TO INSTALL THE 4-INCH SAND LAYER. (SEE DETAIL SHEET 18-1C)
CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT, 777 LIP OF LEVEL SPREADER TO BE
9, THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED NTH A MINIMUM OF 4" OF WASHED SAND. SET AT EL. 9.00
THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE AGGREGATE 3. FILL MATERIAL ADJACENT TO THE 15"0 RCP OUTLET PIPE SHALL MEET THE SPECIFICATIONS LISTED
CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED SAND MUST MEET IN ITEMS I THROUGH 3 IN THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE
CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO 1c)
THE FOLLOWING CONDITIONS:
ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED WITH PROPERLY
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE CONCRETE COMPACTED MATERIAL. TO PREVENT DAMAGE, HAND OPERATED COMPACTION EQUIPMENT SHALL BE
SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE. USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN ESTABLISHED.
6-FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CHANNEL @ 0,000
A-
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE A SLOPE LINED WITH LANDLOK
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE. TESTING OF THE EMBANKMENT TURF REINFORCEMENT MATTING
f LEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED. LIKEWISE, I . THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM �50 (SEE DETAIL SHEET IB_lC)
SAND MUST BE C
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE
SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR INSTALLATION PRACTICES
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THESE STORMWATER FACILITIES.
WILL BE REJECTED.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY CIRCUMSTANCE. TESTING AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. 5 75-FT AEC
LINE
10, INSTALL THE PROPOSED OBSERVATION WELLS PER THE DETAIL SHOWN ON SHEET IB-11C. 2- TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED 3-FOOT WIDE LAYER OF
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION.. THEREFORE, ONE DENSITY TEST SHALL 457 STONE (4-INCHES DEEP)
11, AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST 6-INCHES BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS UNDERLAIN WITH FILTER FABRIC TING
s LIMITS OF EXIS
TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE. SIX -INCHES OF COMPOST MAY DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER,
(SEE DETAIL SHEET B-IC) k, 404 WETLAND TIP.
BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE SLIGHTEST BIT
COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH.
SrATEATENT OF RESPONSIBILITY : ;, =, f \
12, UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN BOTTOM AND SLOPES SHOULD BE 'I. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY
F THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDULE PROPERTY LINE
STABILIZED WITH A DENSE STAND 0 OF FUTURE PROPERTY OWNER'S ASSOCIATION PER THE EXECUTED OPERATION AND MAINTENANCE
PROVIDED ON SHEET IB-lC. DENSE VEGETATION ON THE BASIN SIDE SLOPES AND FLOOR IS AGREEMENT FOR THIS FACILITY. 50-FOOT VEGETATED
RECOMMENDED. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES FILTER STRIP (GRASSED)
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED. (SFEE DETAIL SHEET 18-1C)
TIRE CONTRIBUTORY GRADED AS LEVEL AS Z14ORMAL HIGH LIMITS OF
11 ONCE CONSTRUCTION OF THE INFILTRATION BASIN IS COMPLETE AND THE EN POSSIBLE WA TER LINE COASTAL I 30-FT AEC
BROUGHT "ONLINE", WETLANDS BUFFER MAR 02 2010
DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED, THE BASIN MAY BE 4rl-
LEVEL SPREADER & V17,GETATED FILTER PLAN VIEW GRAP ALE
A
20' 20 0 10 20401 inch 20 ft.
FINAL DRAIVING NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. WVM-08000
FILENkNIE: WVM08007-IE31
DESIGNED 157, BRF
DRAW 71 DY: JAA
SCALE; 1 "= 20'
DATE: 02-15-10
11YET NO. lB-lA
-N-TeADAMS

F
APPROXIMATE LOCATION OF
EXISTING GROUND
TOP OF DAM = EL. 32.00 — —
III I
I —
I_ —_
TOP OF RISER = EL 31.00
BASIN} FLOOR = EL. 30,00
1 I II
NOTES:
1. SEASONAL HIGH GRONDWATER TABLE INFORMATION
PROVIDED BY S&ME, INC. IN A REPORT DATED MARCH
11, 2009. PLEASE REFER TO SHEET IB-1A FOR
APPROXIMATE LOCATIONS OF SPECIFIC BORINGS AND
GROUNDWATER ELEVATIONS.
2. THE 1.5" RUNOFF VOLUME IS TEMPORARILY STORED IN
THE MIDDLE POND (84,178 CF). THIS VOLUME IS
PUMPED TO THE INFILTRATION BASIN BY A STORMWATER
FORCE MAIN OVER A PERIOD OF. 2.5 DAYS.
(3) 6% PERFORATED ADS N-12
UNDERDRAIN PIPE. CONTRACTOR
SHALL CORE —DRILL THE HOLE
FOR THE 6" as ADS PIPE IN THE
FIELD. PRECASTER SHALL OMIT
REINFORCEMENT IN THIS AREA.
4.0'
— - - —7,
CONCRETE
ANTI —FLOTATION
BLOCK
IN —SITU SOILS
CONTRACTOR SHALL VERIFY
WITH ONSITE GEOTECHNICAL
ENGINEER EXISTING SOILS
HAVE A MINIMUM INFILTRATION
RATE OF 20.00 INCHES/HOUR.
JB207
—INFILTRATION BASIN FLOOR
ELE.V — 30.00 CONCRETE JUNCTION BOX
4' INSIDE DIAMETER
TO BE PROVIDED WITH A MINIMUM
PER NCDOT STD. 840.31)
4" OF ASTM—C-33 WASHED SAND RIM = 32,20
IN
(SEE INFILTRATION BASIN FLOOR PROPOSED GRADE INV. IINV.O = 23.3.
FILL SOILS SPECIFICATIONS) COMPACTED BERM SECTION PROPOSED GRADE OUT = 2335
(SEE BERM AND SOIL
go '°A" "® '�° "0■r "� r�■ rrrr em ram■ ®■■, COMPACTION SPECIFICATONS,
A■ �r ®� ' r� '� SEE DETAIL SHEET IB; 1A) /--MANHOLE PER NCDOT STD 840,31
� � � (SEE DETAIL SHEET IB-1 C)
TRASH RACK F. I a� r■,■ i� ■� �aa c� e■r ( ,row
S )
SEE DETAIL ! �ON ■m mar an ■■c �an mm Im no ■®I rr■ ON on �s� Kill'
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50 LF 1S'o RCP ® 6,307FLOW
-
j =_21 FT. (MIS)
FLOW - r.-
IN . OUT = 26.50—/ _._. — — -- — ` — — — —
CONCRETE OUTLET 5 FT. (MIN.) KEY TRENCH COMPACTION (SEE
SSPECIFICATIONS,BERMD SOIL
STRUCTURE (SEE DETAIL) DETAIL SHEET I13-1A)
STORM OUTFALL TO LEVEL
SPREADER/VEGETATED FILTER
(SEE SHEETS C-9 AND C-10)
INFILTRATION BASIN CROSS SECTION
..
1.5' 5-0' 1.5`
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD- 840-66 (SEE
DETAIL SHEET IB-11)). STEPS
SHALL BE PLACED AT 10" O.C.
TOP OF RISER = EL- 31.00
INVERT IH = EL. 28.00
INVERT OUT = EL- 26.50
CONCRETE
ANTI —FLOTATION
BLOCK
PERMANENT OUTLET STRUCTURE DETAILS
N.T.s.
PRECASTER SHALL
PROVIDE A BLOCK OUT
FOR THE 15" g RCP
- --� 4" SOLID BRICK (BY OTHERS)
— �--I NOTE: BRICK SHALL LAY TIGHT
'. AGAINST PRECAST STRUCTURE
.. WITH NO VOID SPACE BETWEEN
(3) 6"0 PERFORATED ADS N-12
UNDERDRAIN PIPE. CONTRACTOR SHALL
CORE —DRILL THE HOLE FOR THE 6"0 ADS
PIPE IN THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS AREA.
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66 (SEE
DETAIL SHEET I13-11)), STEPS
SHALL BE PLACED AT 10" O-C.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
WITH NO VOID SPACE BETWEEN
PRECASTER SHALL PROVIDE A
BLOCK —OUT FOR THE 15"4 PCP
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR TO BE GALVANIZED WITH AN EPDXY COATING.
THE BOLD LINE l f 1-C vruvv i c-D I "L-
ACCESS HATCH TO BE PROVIDED BY
THE TRASH RACK FABRICATOR (SEE
SHEET 11 A, "OUTLET STRUCTURE
MATERIAL SPECIFICATIONS", NOTE l5)
IIN
FOR THE
REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EOUALLY SPACED HOT —DIPPED
GALVANIZED STEEL CLAMPS, EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x1/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
5'-10"
— I I — 6,, e
j"O GRADE 8
i STAINLESS STEEL
s. CONCRETE LAG
SCREW
o
0
t 12" X 4" X
GALVANIZED STEEL
6 STRAP (4 PER
I ` RISER JOINT)
Ill 3.0"
RISER JOINT CONNECTION DETAIL
N.T.S. —
kAR 02 2010
FINAL, DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJFCT NO. WVM_08000
FILENAME: WVM 08000-I B 1
DESICrNED BY: BRF
DRAWN BY: JAA
SCALE: •,_ �'
DATE: f} i--- ._._" 0
SHEET NO. I - 1 B
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BRICK MAY BE USES
TO ADJUST FRAHE &
COVER TO SURFACE
ELF.•,VATIrl:N MAX. V I
777-7-
CUTLET PIPE ,
SECTION
C-C OR D-D
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ALL EXP �D CCRN_i?S TCI 3. cHA!! ERFA v.
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CLASS 1 CC'.1v,.RE.iE, TO RE USED THRCIi1 HUUT.
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U+'7iCNAL CGNSTRUC f ION - IOCIN3L.ITPIC POUR, 2' VE' WAY, i;=:
j] k4 ?cR DOWEL'S AT IL' CENTERS AS DIRECTED SY THE Eh:MNEFR,
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}_.;iI-Z�
I-- L:E'IN Cyr ED CL FETE PIPE IS SET IN BA E SLAB OF B.X.
ICY, j_E3<L
.� ADD Til BASL AS SKIWN ONTANDARD NO 840D0.
C�p�E]_
ALL Ju fi d BDxES OVLP 3 G IN DEPTH SRALL. BC PRlVIDED
WITH STEPS 1•-2' ON CENTERS. STEPS SwALI, BE:. IN ACCOgDANCE
W CTH STD N7_ 9406E
2'-
0
ADJUST THE- STEEL, CC\CRCTE AND FRICK MASONRY CUA!47TTfCs
TO INC!,UVE IsXI. ADDITION OF TUE NANHI E (IE- OIACCNAl_ PARS
5HCRTFND AROUND 07ENIt.G IN ,CP St.A9, ADDiTleNAL VARIABLE
H, ICHT T,41CK NASUNRY, OPENING IN TD' SLAB.)
T, "tom
DOWEL
DM NCICNS
_
PIPE-
15
24
30'-
_36'__
42.A'-(,'
48
.`;�•
M.
SPAP. -
A_._._
z'-3'-
3'-0-
���
3=6.
4'-a"
_
!! 5- 0'
1..G'
5-5'-
PQX AND
WIDTH
ry__..
2'-3'
3'-D'
11-6.
4'-Q'
4'-6;1,
5'-a
`u'-6'
b-"'
D
€'IP,
HEIGHT
H -
I2 6�
2-9'
s-3-
3'-y'
4'-3'-
4`-9'
S'-3'
_._..-..._.l.-...._-____
S'-s
6'-3'
R NS CNS
R 11,7E
FA,"
M17.
1 2.
1?
14
16
{ --
_M
2C
2^-
t 24
25
?a
36
A14D QUANIVIES
Z:EMENT
'A'
LENGTH
- -
2 r
_ v
3 'd
—2-
--
4'-s'
4'-a
-51--B,
5_=9'
[ =3'
G"-s'
7' 3'
CCVER
➢?MittS6G4S
---i---F-
3 '-0
3'-3
3='t3
4'-0
�._
4' G'
"_i'
51-115'_E-
_Ca'_-0'
-6"-6'
7'-C'
7'-6'
FOR Ca.NCRCT£
_
3 0'
3 3'
_6_
4 -4'
-_.---
r'-G,
5TQ'
I _G"D'
G•_.G'
T-U'
7-6'
CUBIC
�
CIivER
a167
o29G
C.727
0.296
-..._-�------..
0375
t 0.<63
0.5hS
_ Q 667
07E32
0.90i_
1a42
JUNCTICN
YARDS
tN PCX
FLIA`l? -
0,167
oar6
-a.? 7_
0._96
0375
DSG3
0 5'J
OT5C,7
a7B
0907
1042-
B XES
-�T
F1Y 13' MI.
D.195
2.za4
C222
0259
0.296
0333
0.370
0.407
0.444
D491
Oa1H
T
TOTAL ❑JANITTjtS
EP.X AV:
yRE It
22W
za
30_ .
40
_)1
64
77
9?
109
k27
- 34S
CCVER
W.N. Y H'
D,750
_�_so>L
tCSS
1434
1865
2.341
2878
3,471
.I17
4.820
F,aSi
X TMNS
PIPE
C 5--�
0015 _
o.a23
0.033
0059
0M
0.13r
O.IPO-
023_5
0297
O.s'T
©a44-
FOR CN
CUM,
PC.-.
0024
0.036
'0049
0C.85
0.127
0:17S
C243
0.3t7
0401
0495
O�E;B
CONCRETE JUNCTION DETAILS
N.T.S_
fY
m X
L, m —
M La
La
Z E]
= c
<D:1 Q
CD
f-
l�} J
cy Z '°
mo =�
F =
< l4J a-
V) F p
LJ (U
-r
V1 u
v
U
e
GRAVEL FILTER
840,5
PL-A1S D, - FRAA RE
�_— 2'-I1/4
?/?' c -u 1/2' --
SECTION A -A
SOLID COVER'. SHOWN PIYFUIFATFD PERVORFTED AVAILABLE
IF SPECIFIED
DVER S!lAt.,I_ _ IATF� US OF sY.;TEM
fIE: SEW R, .STI.1 ,' DRAIN, FLkCTRICAL)
TOP OET t uvp. T�_
BDTTIlM 0= CC
}}LAN [IF COVER
i�
1/2, jr
1
--- I
/ vALTERN4TF
SECTION B_B
)L
14INIMUM WEIGHTS - LBS.
F'RA'^r - 180
COVER - 120
TOTAL - 300
SPECIFICATII]N
�- CLASS 30 IRON MEETING
TYPE kit AS T M A--48
MANHOLE DETAILS
N,T.S.
I' R,
TYPIC 1':I
FINISHED GRADE
50' GRASSED VEGETATED FILTER LEVEL SPREADER
50` GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER STRIP (FILTER STRIP SEEDED PER
6" SEEDING SCHEDULE PROVIDED)
l!- iE€;=iil �l'€� �, €€€�I!!_ SEEDING SCHEDULE PROVIDED)
PANELLA TYPE CLEANOUT WITH p GRAVEL FILTER
HEAD
EAD
�,. •Y v u ..����� 1
PIPE SEAL GASKET Y w Y as ,o W
w v w .+ ti. A ' ,!, W .L yr v € 4'' �' 1 bill If'• '
j-_._
\ PVC SOIL PIPE SCHEDULE 40 ( -- _.
EXISTING STREAM/WETLANDS --
w
*ABOVE DETAIL PROVIDED AS SCHEMATIC SCREW TOP P.V.C. WELL CAP ONLY _ ��J^ � � LEVEL SPREADER
EACH OBSERVATION WELL SHALL INCLUDE THE FOLLOWING: CROSS-SECTION
1. FOR AN UNDERGROUND OBSERVATION WELL, PROVIDE A TUBE "MADE OF
NON —CORROSIVE MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG
WITH AN INSIDE DIAMETER OF AT LEAST 6 INCHES. —I — - - - — ---i -f-- _ _
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC _ _ - f _ _ _— I —___ — � I
COLLAR WITH RIBS TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE
SCREW TOP LID SHALL BE CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS. VEGETATED FILTER
OBSERVATION WELL / CLEANOUT DETAIL
N.T.S•
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE RATE (LBS/ACRE)
JAN 1 — MAY RYE (GRAIN) 120
KOBE LESPEDEZA 50
MAY 1 — AUG 15 GERMAN MILLET 40
AUG 15 — DEC 30 RYE (GRAIN) 120
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC
GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10--10 FERTILIZER
(FROM AUG 15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000
LB/AC).
MULCH
APPLY 4000 LB/AC 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
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS
IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT
IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS
NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. IF THE DAM
IS SEEDED DURING A TIME OF THE YEAR THAT REQUIRES USE OF THE
TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE
CONTRACTOR SHALL REMOVE THE TEMPORARY VEGETATION AND RESEED
THE DAM USING THE PERMANENT SEEDING SCHEDULE.
SEEDBED PREPARATION
1_ CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP
OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM,
4- APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL (SEE PERMANENT SEEDING
SCHEDULE).
5_ CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY
UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7_ MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8- INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND
SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING
ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
AND FERTILIZA- N AFTER PERMANENT COVER IS ESTABLISHED.
PERMANENT SEEDING SCHEDULE
--DING MIXTURE RATE
LBS/ACRE)
PENSACOLA BAHIAGRASS
50
COMMON BERMUDAGRASS
10
GERMAN MILLET
10
SEEDING NOTES
USE COMMON BERMUDAGRASS ONLY ON ISOLATED
SITES WHERE IT
CANNOT BECOME A PEST. BERMUDAGRASS MAY BE
REPLACED WITH 5,
LB/ACRE CENTIPEDEGRASS.
SEEDING DATES
APRIL I — JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY
3000 LB/ACRE. GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER
SUITABLE MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR
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 APRIL WITH 50 LB/ACRE NITROGEN.
REPEAT AS GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR.
GRASSEDP ""TGETATED FILTER STRIP DETAILS
91' SOLID MASONARY BLOCK LEVEL
SPREADER
50' VEGETATED FILTER
:-\,,,
STRIP (GRASSED)
w w �,. w •Y 6—FOOT VVIDE (1—FOOT DEEP)
3—FOOT WIDE LAYER OF n57 STONE w W TRIANGULAR CHANNEL @ 0.00%
(4—INCHES DEEP) UNDERLAIN WITH V Y w �' s SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
FILTER FABRIC w w w
w w w w w
REINFORCED CONCRETE FOOTING e SOLID MASONARY BLOCK
LEVEL SPREADER CHANNEL SHALL BE LINED WITH
NCDOT STC
838.80 HE,
(SEE DETAI
SHEET IB—
VA
V,
NCDOT STD.
838.80 HEA
(SEE DETAIL
SHEET IB-1
NOTE:
A FILTER BLANKET IS TO BE
INSTALLED BETWEEN THE RIPRAP
AND SOIL FOUNDATION, THE FILTER
9LANKET WILL CONSIST OF A
.41NIMUM 4" THICK LAYER OF STONE
,'NCDOT #57) UNDERLAIN WITH
ARAFI FILTER WEAVE 700 OR
APPROVED EQUIVALENT
G
zr-
L'Y
_Di LD
cz CIS
w<i: T_L,
< c-l:M
LI UJ
CY
C_. <-
40,54
RIP RAP VELOCITY DISSIPATOR
N,T.S.
(3) #4 REBAP,S CONTINUOUS
n4 REBAR ® 18" O.C.
8 (TYP)—� �� 12"
3" (TIP)
n.
4 24"
2" DEEP
CONTINUOUS KEYWAY
LANDLOK TURF REINFORCEMENT
FOOTING DETAIL
MATTING 450 AND SEEDED PER
GENERAL NOTES:
3" SOLID MASONARY BLOCK LIP
SEEDING SCHEDULE (SEE LINING
STUBBED ABOVE GRADE
ANCHOR DETAILS SHEETIB-1D)
1.
CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
c
6'
2.
LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL.
3.
CHANNEL TRIANGULAR
THE L C EL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
(
I
4.
THE TRIANGULAR CHANNEL SHOULD BE LINED AfITH LANDLOK TURF REINFORCEMENT
—
I I--
I I
3 - 1-'
I
MATTING 450 OR ENGINEER APPROVED EQUIVALENTTHE TRM MATTING SHOULD BE
SOLID MASON Y BLOCK _��
_
ANCHORED PER THE DETAILS ON SHEET IB-1D. THE TRM MATTING SHOULD BE
(�--
—
INSTALLED PER MANUFACTURER'S SPECIFICATIONS.
5.
THE 3—INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE
REINFORCED CONCRETE FOOTING
---
400 OR ENGINEER APPROVED EQUIVALENT.
I UNDISTURBED EARTH
CRCS—SECTION
LEVEL SPREADER DETAILS
N. T.S.
VARIES" RIP —RAP
ES'W x VARIES„
N VIEW)
ES (SEE PLAN VIEW; N
THICKNESS VARIES
(SEE PLAN VIEW)
4" FILTER BLANKET
BLANKET
(SEE NOTE)
FINAL DRAWING - NOT RELEASED FOR CONSTRUC`1'ION

o•mt3't! Ems-,
W
60-9ocm
7
- ram.-. r+._-�, f/ `.Y• �,Y I,J � r' RI
1` t iT
._..°3.+ ,,.. ,., _.. ' 1 6 tRl (6 °ff)
P[ DO
[`k P,ry�S_ ,.`"� 5 . a -, s a - "f ��♦�y }�J Y 7{ jj1J({/ +� t - r%'/� �- - /J, _ ,_" c �•/
`g.��f '� • e'S' L::-,...: -"'e 4 ..._..0 '.'_"_" 5, l .l`-- ,t4+.,� �� S`� i 11 h' rl` '^^^^••••,-I" .. -- a�.•••^•.»'d ( M
`•�. • _ ; , i `//"_'.--,.�,."..,,,-y, ll ....,..-�'m4 r W
_ f
--,� 5 ti*,. �4*""'' Y Y � �+.J�i �` �t_---^.";=--._4-`: � �' (1 � 'r,.. �i SI � _�,� •- f ° j r•_-' - y ".•�+"_. ,� , 5,.:,_..� _ a,_,_: ,vti ••:---=Ti•- `=t` k ,"`c�.,� j i a' i! ,t " !`• ?`x.�', `r --. f .� r' �,,�'-"; �.- ',md Z Z
".• Y 1" '`Y '"a y, ° 4 _, �..�--`"'�'ati _,.„,,.-Y°-+--J"-'C 'n. ;_.".,-�,.,-...r=:fir `^t'� Ip � . I', 1_� �'...._,.``.
4 , � .. v "IS"'{ l',t�\--�•.^� Y .L „„,�.:.4 w �:L,..-'^„�q� ^^w'-1:t+. '4 +,'� '''tLyj`�'`, .!' ��''".� :.�...~+"� '•^r-"ter ta---•r.^ ��` �° "-�---� -.c' �I -� � � i� �n °
Y �`i T.-•;. �.'\,...-..,r'` a" %' � - [ -• ,,,,�,f� r : �...° ...,.! a E- Q:3
a`S,_,•--,. � .�tit--^' � Y tiY 'T'-._.,•,�'� f r' �
r a--k� �- 1-"..-!.fir - 1 _' f
y, ' a °}. ,......0.�,-^�:'.'__Y- '`'i _�`.�•-.�..} ,."... el,i ! `..,,,-"''-'` •1. �, ,r ` T'r F 1t
o
>:. `:.,`'. y.F, l �`" - `4'`�� ."...rA,..,.^.,_..��'^•` ..,,.�'-`�Y�� ��,_-..�,-•.::. ��,,,�m...> i T'-`r _: � �•- I E i 8 { I r I t I P � i+ t'I_',3.. � L�
d l ,
.;::r : --,_' y `° �,_..,,-�" �.,,--.-,��.--�-^'-. ^ , t I t _k ,�{ � a � E'6.:t y , :.i' j, IY`1.:-...,«- �--•-f 15 im'-T'.
I o
r tc l
30 cm
� �..-,...,.w- � { ._i � t-_', .... .`.._„ , . r_.,,.,.3 ,,,....,1 i , . -i I}•f
y
tt ._. ,,,. 7 f .. • I,. � i t { i ._.� I , I � : t.� j'-'�,� -� � ". 1. .. ., .;.
Et,
{'_�` In} +,. •._--• t � P ;,_.. y t r 'F ...fF 4� �,1 ¢ y i.__ ..- t s,.. �, .t m. { i F 1 � i;:' _f - _ !, f'
,..;.4.-,•-i_...a
t s -...a t......^ . q �„ , , I w.�-i � __„,•v f ;..- ., k , "-I �,_... P -°,, .r.I ;
{ - I � •. .,N,
k
I
-�r t _�__.! :. I t .. N ,1 o t;•. ;t_ fi , _.� a „f. a���: t a -
,frf k -.'r.:. .,., _,.. - ...._.,.. t'„i ".kf j. TIT
€ { k I .. �.t , W
t i _
CARU15 cm
fcm
SE
NOTES:
(6 ire) C- (6 In-)WJTF
`1. SECURE AT 30 car (1 ft) INNER ALS, BACIFILL AND t, SECURE AT 30 cm (1 i) INTERVALS, RACICFILL AND COMPACT KIL 2
COMPACT SOIL
MOTES: •• ..
1, ANCHOR PATTERN 1.8 AWGHORS I e (1 1/2 AI�HORS f Yd`) FOR: 31 : IV < Si 0�S { 2H : iti' c^� � \�•`•
. U - SHAPED DARE STAFLES, METAL. GEOTE -nLE PINS, T'RANGULAR WOODEN CAP, PL `i'IG „„„►.
ERMIN�L CHANNEL ANCHOR TRENCH DETAIL FOR LEVEL SPREADER DITCHHH� INTER.MITZENT CHECK SLOT DETAIL OR LEVEL SPREADER DITCH
6�rs C,a�t BE usl*f� TC• �tCi-toR TRMs TO THE GROUNDsu�A�
N.T. S. -
N.T•S,
ANCHOR PATTERN FOR 3H:1V < SLOPES < 2H:1V (FOR LEVEL SPREADER DITCH)
PLEASE NOTE THAT THE INFORMATION PRESENTED PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS N.T.S,
HEREIN IS GENERAL INFORMATION ONLY, IT IS FOR f'� GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
CONCEPTUAL USE ONLY AND NOT INTENDED TO BE /; AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY / � PLEASE NIOTE THAT THE INFORMATION PRESENTED H I
u � r��1r )nat� f �� �'�:.[f'�.{5 i ,,��P�� � -.',� � �. �+ >; rt �1��,?l�:`t 5+1:�`; SEN ED HEREIN S GENERAL, r tY
USED FOR CONSTRUCTION. WHILE EVERY EFFORT EFFORT HAS BEEN .MADE TO ENSURE ITS ACCURACY, THIS � � /f I, raft 7�>Y_ fn, 51, k,� ' �•��
a ristructjon&Civi'• [:,qir°eerie � Pr,ducts croup INFORMATIONH T R A P PP I :en tructiot[•Civil Er �irr,_crir., Priduds f;zt„a�, INFORMltT titl ONLY. IT IS FOR CONCEPTUAL USE Of�IL°t' AND I10T INTENDED
HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS SHOULD NO BE USED FOR SPECIFIC APPLICATION CATION � -J
, ,t,� TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE TO F`I'� 1 �, ,s?o t�", r
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND c {a.an� - rli 3*',PE yTxm"t' .xf __. 1/;a,f�,
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC P,, ,: a-:rFs ax-sor_ P°r, , ,-t2_-�'s-�ou� . f; z c c 'YT .
APPLICATION WITHOUT INDEPENDENT PROFESSIONAL VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY, ENURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESS1014AL EXAMINATION �ri;:t^ttc ttt3r • itil Cr,ol."tcrt ,q € ralur_t;s croup
4D,2 in�uat v L k,'e
CNhtlana o iN .37.115
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. oc-'� `
APPLICABILITY AND ACCURACY.
o �
I
m
o C,
NOTES: >-
< Q
p 8" ' THIS PRECAST ENCNALL AWAY BE USED FOR THE FOLLOWING
fa QD1 4 .• _, STANDARDS: 83B.21 , 538.27, 838.33 AND B38.3S. LL- _j t-q
Ali R$ t / �# �4' � �a / 0 C) x 0 t � M � INSTALL PRECAST ENMNALLS IVITH WINGS AND PAY Q 0 Z = W
�.. TtA - fr3I'll1. III FORTIHLACCORDRktCE 1'iITH SPECIFICATION SECTION 838. w¢ L,r= G�2
f WATER z Q 1 0 T. 1 0 r ._-_ _ _ __. --,-I. T USE 4000 PSI CONCRETE. F V cc o o W
- W _L( -p ` I -- - µ __ _ PROVIDE ALL REINFORCING 5
f L ANCILC]I` O UI° F -RAMA E t& (CJK LC�E1AL) - � i4 4tr► •-- ~; f� sis
., 4 , , " '.. «' .`f '_ �fJ �r � "�----",,..,_,,T '� � �J � �' , r I + ,. FOR GRADE 60 AND tiSELDED 1�TEEL PPS{€CH MEETS AST1S A F••- � r"' � � I� �
- 5 "' _ 1 -_., CLEARANCE. CL p r--� < r -a
r I i LL __.._l- f• PLACE LIFT HOLES ORPINS IRE FABRIC CO,"iFOAfdTtdG 0 L4 � _J � co
�4 �f,4 r f ` D 111 a co
a , 5ti} f� TURF REINFORCEMENT R•d�4lT .r' S IN ACCORDANCE YJITH H U Ci
_"... .'•a`^ _._. .I .:y.•,..,.�.,.....:..;.•". `_•a:,. H2' '',H2 OSHA TO S STANDARD )19282704. F-F'-•s .�-,
s .t
""I I F -. tl ' %� ����;- `y r�� �p I;�_� _ GStRCP -' �--I. Hi� HS' PIPE TO BE GROUTED INTO HEAD`INALL AT JOB SITE BY i �Li �
j`
7` _d _.�j_J '7�.. _f. �'; t, r - N I {Jj CONTRACTOR G1 W C1
:,...q ... j. ..',�`•„ ' .-••r'..- 4 V ( /- -- -. °� v '-,-"`-.`7G" ,�..! r �'" f, ` , -; - - ,_,._i.- r ALL ELEMENTS PRECAST TO MEET ASTtd C913.
_.Ii. P I _ M _] WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR E''
--• i s I -- $ .r �/ ._._ [ I -r �� r„' -i € AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. �'uj O E-�
i I I s I .�.., _. l «..._. ; x - 1 - - J I ` n j CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
It �1 9 EVp yj-f/ /
.,,........., i _.. '`r.?' { -ti-.,
,r
�- l -. 8„ O.C. (TYP. ram^
..._,..... _...,W,; e } 1 _ j B" o.c.�TYP.) £.'j
try\ /fj)'^-., /t�"-'..� s ± FORBAAOSIZERT---..-_'-__-------_.._,,.,.._..-------"
..,",....m... j l C ..,"-_......... a ..._.._.. _,.« a' 1�o-�.y..._.+. i/. F. " ` --- f.-... P, d*? i1
Fa ` :,_�„.-f I } . ,...- ! _ f REFER
REBAR SIZE --- _.. _ _Lij
I i I _._. I - _ •... RI i NOTE: THE MINIMUM BAR SIZE SHALL BE 45 BARS � � �
g, .,,,_r._., E _» i _,.. I _ t•„ "r. ^ r-e' _C-,.L l�i i' �i Z AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION U1 O
_ REFER
c, ELEVATION SIDE To IN
�� CREASE THIS BAR SIZE AS NEEDED,
C7
rf
....,. � � w..,-•,..,._ ,.-..,..,.. _.{ .,.:,.....,,.. I .,,,,....�...,.. � I ...,...w..«.,�, :� , 1 i � - � i. - g _�.. I �•" - i_.....-_. _ e . -� t a I i.._.. _ i .I •� - _� i & { _ Z m __._.. ..___- _--_________.__-_._._.-..._....__-__.-____,.,_-..___ '�`` � •e�
_ pp
k 6
.:. _.. �. ,I ., a _ I t .._.,.-. I I � g } I �,__. a ` _,..�.. x ( i _.,.. ,. � I �.-_._,- � ._, .... � €•:S p f' ..' 1 t---=r i t._._ E 1 i C -:� : ,__!r-tia ;"-i (�t•tire �
t I- I i i-`? E r -- I=-. I= -I ^- t i ( m Ems-+
I `," .f fi.i o ,�-•(� `�� i-~=�j �E---'t _ I ti� t�,.__;�,Li1 i „_»,._,,,_ _. -- r, ch
I ltr d
r - ENDWALL DIMENSIONS ¢ ,-
..._. I j_II ��N � ,•�..�t � k' __,_i`�__�t � �' E t 4 r. - i t � i`- ,! t p�.-.-{ � t N -�
jr
172 (FT.) cr
-
L •I FT tSIt7IlAlltd MIN./MAX. 11Itt./t'AX MIN. /6t4X FAIIa PkhAX. 11IN.f�AX. p IL
� C f
y _ i PIPE DIA, BAR SIZE HI (FT. H2(FT j 0 (FT. 1W1 W2 p 11J CV
q du .y y�� i ©�qp } -ry�p np� +p����-�a 1.0 415 @ 8" 1.2512.00 2.00/3.75 1.2511.75 3.0013.75 5.50/6.00 Q
Ir.JIR�iIf'k1 LAND �i �« f- 7 I'41' {+ TURF REINFORCEMENT t !14` � �l a7 C] - - i
AND
I1C1 -- - - --- - • - p
EQUAL) SOIL �Itl � � tU `O >' 1.25 #5 @ B" 1.2512.00 3.00/3 7a 1,25/2.00 3.5013.75 6.5016.75 Q Z
a• SECURE LOt�1 3ff1.fE111 �i#�iC�it T4 E�# I AT 3{1 crn{� ; ) f rr� trAl {1� in} /+--- -- i' \� �Y ' cn
2 0 45 @ B" 1 ,2512.00 4.00/4.75 1.50/2.50 4.50 4.75 7.
115 @ 8" 1.2512,00 3.00f4.25 ,1.50/2.50 3,5013,75 6.5D16,75 V
DAC FILL FACT SO4L 15 ,�, � rn n I , . so
-- --- r 1 N
A6 In) m ,'.M Z ` 2.5 Ha @ 8" 2.50/3.50 4.0016.00 2.00/3.00 4.50/5.50 10.00111. "
I -. s 2 � �
D [ I j
p `st </ ___....._T__...__- _ _. _._ _ .-!--- 3.0 jj5 @ 8" 3.0013.50 5.00/6.00 2.7513.50 5.25/5.75 11.50111 .75 �j
_.
CD z
LONGI'I`iJDINAL ANCHOR TRENCH DETAIL (FOR LEVEL SPREADER DITCH) i�.`�` ° �` Q 1 3. i #5 @ 8 ` 3.2514 50 6.0016.75 3.2513.50 6:00/6.75 12.00113 25 :cn
n
I, SECT TREAT 30M (1 ft) INTEPVAi..S, DAC:KFILL AND COMIPAGT SO4L x r Du FLAN �L� 4.G 45 @ 8' 3.50/4.50 6,6017.00 3,25/3,50 6,50/6.75 13.00/13.26
O. \ss ss
N T'S' 4.5 ?15 @ 8" 4.0015.00 6.5018.50 3.25/4.00 7,00/9,25 13.50/15.75 LL
O
5.0 45 @ 8" 4.5015.00 7.00/8.50 3,21514,00 7.2519,25 13,75/15.75^
_ _ _ ..--
5.5 45 @ e" 4.5015.00 7.50/8 50 j3.2514.00 7.25/9.25 14.00/15.75
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL f ;r}s�� IP�IfiIAI., ANCHOR TRENCH DETAIL FOR LEVEL SPREADER DITCH) 6.0 45 @ B" 4,50/5.00 7.5018 50 3,2514°00 7.75/9.25 14.75/16a75
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED -
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE �`?rL (,n` ; -�� �' N,T-'. SHEET I OF 1
THIS HOULD NOT BE USED FOR �.`"�,n,,�,Ut,� .,v A 1`,����t't':,tr�,'�
SHEET 1 OF 1
TO ENSURE ITS ACCURACY, H S S 838.8Q 838.86
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION CF�tC rtStfuCtion•Civil Ertgir4erirq Pra:J[scts croup PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS -
AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY- Phi Rc ,--�'-Fx- , 1c,a: ,-r2:-441:5-9003 GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY /!� ' ENDWALL DETAILS
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS t`-. y> ° f�1 :r'4 , , ` 'S.1t` - --- - N.T.S. 0
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION ucn_t uction&Civlt Engie:c •r,t+q Pr,�-lucty 1'roup
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND rr� Cftiiitorh ,�. tii �74 t E V
Ph.nc: i-ti`.ri-k':K-SOC Fu•. 1-=23-•�-'...:-•76%J)
VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. ------__--.WW.__._- ___-_
ALL STEPS SHALL PRIDTRJOE 4' FROY ^' �+':L FACE CF S i "� I URf; W^ �: r 1 rq
STEPSDIFFERING ?N IIiMiNSIII\S, C(}'\F- + 4TIC7h OR MAT"' FPC4 THOSE SHT?WN MAY ALS❑ BE USED PROVIDED THE CONTRACTOR HAS FURNISHED •CCU• �/ � IarJ
Ti Ei<CIvF.EF2 WITH II+ETAILS C]F' TF#� 4CP}SEII STEPS qN� -455 E �sVED WRITTEN APPROVAL FROM THE FNGINIE.ER FOR THE Use, OF St1cH STEPS. �-a
-_ -- C S'c J
�-
-0< 1J.I
�Ft L�Q
FLAN i �gr Ld
PLAN SIDE � � �� SIDE --
=Y ELEVATICD �- ELEVATION U�
EL
ELEVATION
u, ELEVfaTIE7N - CAST IPfJN {
- -_ -- ---- _-_-_ c f1C "L.l
c� /
)° B 314, I I/� �G BAR OR
u ?01
m 6 BAR
GALVD. t/y \\ PROJECT NO. WVM-080(�{�
PU-YPRI7 YL•_NE i rn q'
f
FILrNA51E: WVM}SC100-IB1
_
v PLAN tin C
SIDE SIDE ' DESIGNFD BY: BRF
ELEVATION l PLAN Et EVATIC3N
1 -\ Mo = w W DRAWN f31': JA/�,
Y CU, , I�SITL•`'
-_; Rf INf LRCING STEEL,
DEFCRxz: - __,.. SCALE;
2I Il SiDEC— El. - - I =5C}
t2'
t' SECTION ION A- 1 �,_ I� H�i�r'I� B� USED IN n,ta'L:
F'LLVATI[jN __ -_ SHEET 1 0,71 fit-15-10
SANITARY SEWER MANHOLES,
I �Ev tc i 840,E sBEET NO.
MAINTENANCE - -- I -1 D
ACCESS STEPS
N.T.S. FA Mc AD S
FINAL. DRAWING - '.NOT RELEASED FOR CONSTRUCTION

INFILTRATION BASIN #2 CONSTR.UCTION SPECIFICATIONS
GENERAL NOTES INFILTRATION BASIN FLOOR. FILL SOIL. SPECIFICATIONS �
I .
PROPOSED RETAINING -
1. CONSTRUCTION OF THE INFILTRATION BASIN SHALL BE DELAYED UNTIL AS CLOSE TO THE END OF 1. FILL SOIL. USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION BASIN .WALL, PLEASE REFER r ` '
PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHOULD SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 9.3i INCHES PER HOUR. SOILS CONTAINING E _.� r - 75-FT AEC "
- TO SHEET. C-10A 1 a�
TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH EXCAVATION OF THE CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF THE BASIN FLOOR. %� - " - FOR ADDITIONAL. LINE
USE OF THE EXCAVATED MATERIAL AS FILL IN THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 10.00 AND BELOW SOILS USED -=� �, r
INFILTRATION BASIN MAY OCCUR TO ALLOW FOR U INFORMATION
OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASINS SHALL NOT SERVE AS AN EROSION FROM ELEVATION 10.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE BERMS) SHOULD BE PER THE
PROJECT CONSTRUCTION. r� ;ram
-- y
CONTROL DEVICE (I.E. SEDIMENT TRAP OR SEDIMENT BASIN) DURING P SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS AND COMPACTION SPECIFICATIONS".
- -- /r
LIMITSOF
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE (I.E. 2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST SHALL_ " 4G �' i ljl COASTAL
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION. VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN CONSTRUCTION OF THE --1,• ! WETLANDS
INFILTRATION BASIN FLOOR.
3. DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED FROM THE
SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR ANY OTHER DISTURBED AREA) 3. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER OR 11 '~-=-�� LIMITS OF EXISTING
DOES NOT ENTER THE INFILTRATION BASIN AREAS. LICENSED SOiL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS BEING UTILIZED FOR 404 WETLAND (TYP.)
THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR CONSTRUCTION OF THE
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF UNTIL THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE GEOTECHNICAL ENGINEER OR 3 ti f
ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASiN HAS BEEN COMPLETELY STABILIZED AND SITE LICENSED SOIL SCIENTIST AS MEETING THE MiNIMUM HYDRAULIC CONDUCTIVITY OF 9.31 INCHES PER
15
HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY ¢'
CONSTRUCTION IS COMPLETE.
THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC CONDUCTIVITY 3D-FT AEC
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SHOULD BE REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR 17 _ , , BUFFER
DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND AFTER THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE
CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
INFILTRATION BASIN AREA. NOTE.
7`r THE LINEWORK ASSOCIA D WITH TH
6, THE CONTRACTOR SHALL REFER TO THE PERMANENT PLANTING SCHEDULE ON SHEET IB-2C. THE OUTLET STRUM MATERIAL SPECIFICATIONS EFFECTIVE FLOOt7PLAIN LIMITS AREP
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AND FLOOR SHALL ` i �,` 'r p-S' \� SHOWN WITHIN THIS VIEW1FOR CLARI
BE PER THE SEEDING SCHEDULES PROVIDED. 1. THE 15"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE - r "ra �� �� \ PLEASE REFER TO SHEETS C-9 ANC
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4. iI `t \\ C-10 FOR ADDITIONAL iN ORMATION,
7. PLEASE NOTE THAT NO TREES SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM Yam;
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS RISER BOX SHALL BE BY OTHERS. \
EMBANKMENT (FILL AREAS). ) \ \
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WiTH SHOP fit' \
$. THE OBSERVA(TION WELLS / CLEAN -OUTS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR REVIEW. ;d %,z r° \ J �\ NORMAL
PIPE (OR ENGINEER APPROVED EQUAL) WITH A GAP SET 3-INCHES ABOVE GROUND LEVEL THE �'fi r y \ ' - - _..._ __ WATER L
� b z
PIPE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WIiH RIBS 3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL
jg
TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID, THE SCREW TOP LID SHALL BE CAST IRON BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOTa
OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS, THE SCREW TOP LID SHALL BE STD. 840.66. PLEASE REFER TO SHEET IB-2B FOR LOCATION OF THE RISER STEPS.
A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM. 4.
THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED USING I ti�rL�Yi
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, BUTYL RUBBER SEALANT CONFORMING TO ASTM-990, THE CONTRACTOR SHALL PARGE JOINTS ON BOTH
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION BASiN SITE. IT THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.r
IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. KEY TRENCH). } r' / Y \ 4"4 SCHEDULE 80 PVC, \
5. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER
DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE CONTRACTOR SHALL KEEP THE i �� -,x -: , \ \ "• FORCE MAIN FROM LOWER \ \
WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH J 3W ; * ,,, \ POND (SEE SHEET P j14)
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE AND RACK (SEE SHEET !B-2B) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL h t \ \
SEDIMENT IS NOT DISCHARGED FROM THE SITE. ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
10. ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND 6. GEOTEXTiLE FABRIC FOR THE 15"0 OUTLET BARREL JOINTS SHALL BE NON -WOVEN FABRIC DEEMED
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER APPROPRIATE BY THE ONSITE GEOTECHNICAL ENGINEER FOR USE IN THESE SPECIFIC SITE SOIL k
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF CONDITIONS. r f
THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY rl \ s
\.
r
DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED 7. All POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED: r �' "'a \ \
MODIFICATION. A. MINIMUM 3000 PSI (28 DAY) / \' \ \
B. SLUMP = 3" - 5" 16 \
11. EXISTING SOIL INFILTRATION RATES AND SEASONAL HIGH GROUNDWATER INFORMATION SHOWN ON C. ENTRAINED AiR = 5% - 7% Y /
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED
THESE FLANS SPECIFICATIONS IS FROM A REPORT BY S&ME, INC. DATED MARCH 11, 2009. �' �` �
% �51
O \ \
TO BE ABOVE 857 OR BELOW 407. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER
CONSTRUCTION SEQUENCE FINISHING FOR A MINIMUM OF 48 HOURS.
ll��Ee.7l1�sOOV`�.+JJ..,��VV �VJ:.� �r APPROVED EQUIVALENT.
OR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE PERMIT (EROSION /
i. PRIOR STORMWATER MANAGEMENT PERMIT, COMPACTION SPECIFICATIONS
CONTROL /GRADING), AN UPDATED LAMA PERMIT, A STATE STORMW BERM SOIL AND COMPA
ALONG WITH ANYNC ESMITS NECESSARY FROM THE TOWN OF OCEAN ISLE BEACH OR OTHER 1• ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW S&ME, INC. BORING ,4 \ I
APPLICABLE AGE AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT & FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE APPROXIMATE GROUND ELEVATION = 10.6� ! \ \\•
2. , SWWT = 50"
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND MATERIAL _ \
`� 1 � APPROXIMATE SHIN(• _ .43 � �k' ,\ •
EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED, THE CONTRACTOR EXISTING INFI ATiON ATE - 18.61 IN/HR
SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING 2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM s.- \
AGENCIES, PRIOR TO ANY CLEARING. STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE l > \, \
AGE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. an8
3. CLEAR AND GRUB THE AREA WITHIN THE LIMITS OF THE PROPOSED INFILTRATION BASIN. ALL TREES �8 LF 15"0 0-RING RCP
AND THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE INFILTRATION BASIN FOOTPRINT
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT UNCOMPACT-ED . el4.45% (JOINTS TO BE " "LI
-_ .__-.. -. .._..... �. .�..,,. .,,.,-ram, ., err. n,nrn•n n•, nr "r1Jt' !"FAT -CFTC 1-Ae�u t ICI CLI At t CC'!`f1AkTAt1 inI tC Cn� TLIC Chi'T'EOL' k l-Al/�Ti_t n£ ct�n Al.tvl�r�,r nrrnc)r of Anri�r.,T , WRAPPED iN GEOTEXTILE i `` l - `��C`..& ♦,. i
\
z
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Z
z
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K
Cu
C
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f«Y,
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25-FT PERIMETER
W
0
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BUFFER (PER TOWN OF
OCEAN ISLE BEACH) j81
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4� •'.
CONCRETE JUNCTION BL
= SE
4' INSIDE DIAMETER
(PER NCOOT STD. 840.31)
RIM = 11.50
= ••
2
INV. IN = 6.31 (15„ RCP)
,��,p•
��
INV. IN = 6.11 (30 RCP)
,��
..
,;.
F �� ��•
INV. OUT = 6.11
r,f R""o
30" ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL SHEET IB-2D)
INV. OUT = 6.00
VELOCITY DISSiPATOR
NCDOT CLASS 'B' RIP RAP
271 X 9'W X 22" THK
D50 = 8"
U�
O
PROPERTY LINE
U
130' SOLID MASONARY
a
BLOCK LEVEL SPREADER
(SEE DETAIL SHEET I6-2C)
E-+
LiP OF LEVEL SPREADER TO
Z
BE SET AT EL. 6.00
4. THE BACKFILLED AREAS WITHIN THE DAM EMBANKMENT AREA SHALL BE COMPACTED TO THE SAME P E ISER OUTLET STRUCTURE w y W x
STANDARDS A5 THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED i _ ---- -> \ .� w w W w U
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL �--! ` SHAPE = SQUARE 1 t a W y W s . y y
y 1 -"` INTERNAL DIMENSIONS = 4k,FT. x 4 FT. �' l "� �w - \ F
RESIDUAL SOiLS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO -+-3 PERCENT OF ITS y � � � TOP OF RISER = 11.00 H p
NEW EMBANKMENT FiLL, NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM, EMBANKMENT OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE _ _ - N RT OUT (15"0 RCP) = 8.00 _ W \ y w y w \ \
SUBGRADE, OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / KEY TRENCH IS OBTAINED GEOTECHNiCAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL 1 Y (�' } w Z
W w G� `a c�
HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN k� 4- (SEE DETAIL 5HEET•,IB-2B) I i ` W\ y w w w . a_. w Z
FROM THE ON -SITE GEOTECHNICAL ENGINEER. ORDER TO PREVENT DAMAGE TO THE PiPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE �t W w w
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. " �" wl� 'I 1 A;
5. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM t +
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE ® ESTABLISHED 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH SHALL �� '� 4"0 SCHEDULE 80 PVC I ft \ y w a " z
WITH COMPACTED FILL PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE EXTEND A MINIMUM OF 2 FT BELOW THE OUTLET PIPE, 5-FT BELOW EXISTING GRADE, AND SHALL y
THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM I i 3 11 (H V) ` + "�� i w w y t y w w w y I '' E-
COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3 -4 ON THE DAM EMBANKMENT. OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN J 1 `� d
6. BEGIN CONSTRUCTION OF THE DAM EMBANKMENT AND ROUGH GRADING OF THE INFILTRATION BASIN• ITEM 4 ABOVE
CONSTRUCTION AND COMPACTION OF THE DAM EMBANKMENT SHALL BE PER THE SECTION TITLED
6. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
"BERM SOIL AND COMPACTION SPECIFICATIONS". IF AREAS OF THE INFILTRATION BASIN FLOOR ARE PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND 1
LOCATED IN CUT EXCAVATION, THE INITIAL EXCAVATION SHOULD BE CARRIED TO WITHIN 1-FOOT OF COVERS UP THE KEY TRENCH PRIOR TO INSPECTION THEN THE KEY TRENCH SHALL BE -- _ J .. NCDOT
Cxs"T I'A' W� W W
THE FINAL GRADE OF THE BASIN FLOOR. IF AREAS OF THE INFILTRATION BASIN FLOOR ARE NCDOT CLASS `A' i ` w w� w y y * w w W
LOCATED I FiLL THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE ELEVATION USING UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. w
' �� 1 Q 3 RIPRAP APRON (SEE
L� - I ..1
THEAPPROPRIATEFILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION TITLED "INFILTRATION BASIN 7. IPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT % DETAIL SHEET IB-2C
P CIFICATIONS" . LIGHT TRACKED EQUIPMENT SHOULD BE USl D DURING THE
T1-E pAM EMBANKMENT KEY TRENCH MEETS THE SPECIFIED COMPACTION REQUIREMENTS. yy 1 f iYP.)
FLOOR FILL SOIL 5 E )
EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE EXISTING SOILS IN THE FLOOR COMPACTION REPORTS WILL BE NEEDED DURING THE AS-BUiL.T CERTIFiCATM PROCESS FOR THIS y / W \
AREA. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE DELAYED UNTIL -7l �o
� ,�-Ww\ W w��w�wy.�w �•
STORMWA:�R FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE �. /'� OBSERVATION WELL �
ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN STABILIZED. COIJPACTtON TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. /
CLEANOUT SEE DETAIL)
7. CONSTRUCT THE PERMANENT LEVEL SPREADER / VEGETATED FiLTER STRIP PER THE DETAILS T��v ��p ��ri
SHOWN ON SHEET
S PIPE SUBGRADEIB-2C. CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTER SUBGRADE SUPPORT AND BEDDING
STRIP AREA SHALL BE GRADED PER THE GRADING PLAN AND THEN SEEDED PER THE SEEDING SPECIFICATIONS yy i / -_"-' zca \ t W w w
SCHEDULE PROVIDED ON SHEET IB-2C.
} \ ww1 1
8. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION IS 1. FiLL IN THE AREA OF THE 15"0 RCP OUTLET PIPE AND ADJACENT AREAS SHALL BE BROUGHT UP
COMPLETE, THE FINAL PHASE OF THE EXCAVATION OF THE BASIN FLOOR CAN BEGIN BY REMOVING TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ELEVATION OF THE PiPE IN ADVANCE OF PIPE _ y .y �
ALL ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION CONSTRUCTION SO THAT THE PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FiH IS j m '� w--�"ti j
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED FOR BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH SHOULD THEN BE EXCAVATED FOR -1 F OOP. 'OF INFILTRATION BASIN TO
S OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE SOiL AT INSTALLATION OF THE PIPE. J B PROVIDED WITH A MINI LIM 4" \ I y w ai ti a
THI Cq
EXISTING WETLANDS .
THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY RAKING OR OF/ ASTM-C-33 WASHEr7 SAND Y �* W i
ROTOTILLING. 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER CONTROL WILL "1 II 1 5�E INFILTRATION BASIN FLOOR
BE NECESSARY. IMS COULD INVOLVE PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE j / FILL SPECS ON THI SHEE
9. UNDERCUT THE INFILTRATION BASIN TO THE NECESSARY DEPTH (SEE INFILTRATION BASIN CROSS TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION MAY
SECTION ON SHEET I8-2C) TO INSTALL THE 4-INCH SAND LAYER. REQUIRE USE OF LEAN CONCRETE BACKFlLL, FLOWABLE FILL, ETC. TO ESTABLISH SUBGRADE
CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT. I I ' / 1-7
W y
10, THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED SAND. ` I / 18 1 y
THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FiNE AGGREGATE 3. FILL MATERIAL ADJACENT TO THE 150 RCP OUTLET PIPE SHALL MEET THE SPECIFICATIONS LISTED 1 t - - f 15 �� / F W i w art (/""2
CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED SAND MUST MEET IN ITEMS 1 THROUGH 3 IN THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE -
THE FOLLOWING CONDITIONS: CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO i '` / �� ( 14 i
n ENSURE THAT ALL SPACES UNIDO AND ADJACENT TO THE PIPE ARE FILLED WITH PROPERLY y �� 13
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM C-33 FINE AGGREGATE CO. PATE COMPACTED MATERIAL. TO PRVENT DAMAGE. HAND OPERATED COMPACTION EQUIPMENT SHALL BE ��- 12 +6.50 i
SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE. USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN ESTABLISHED. / 11
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE. . T7,S'IING OF THE ENIBANKMENT ✓ J ,®,
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED. LIKEWISE, 1. THE CONTRACTOR SHALL PROVIDE TiHE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM " '
50-FOOT VEGETATED
��t 6-FOOT WIDE (1-FOOT DEEP)'•
SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR INSTALLATION PRACTICES EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE ^� TRIANGULAR CHANNEL @ 0.00% , FILTER STRIP (GRASSED}
SEE DETAIL SHEET IB-2C
NEEDED DURING THE AS -BUILD CERTIFICATION PROCESS FOR THESE STORMWATER FACILITIES. SLOPE LINED WITH LANDLOK � ( )
WILL BE REJECTED. THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TURF REINFORCEMENT MATTING
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY CIRCUMSTANCE. TESTING AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. �2 45\SEE DETAIL SHEET I'B-2C)
- _ ____ �
10. INSTALL THE PROPOSED OBSERVATION WELLS PER THE DETAIL SHOWN ON SHEET IB 2C. 2. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
j ;..
11. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST 6-INCHES BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FiLL OR AS
TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE, SiX-INCHES OF COMPOST MAY DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
- -- -- - f 3-FOOT WIDE LAYER OF I ��
BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE SLIGHTEST BIT �� ,__--- ~J� ' / i #57 STONE (4-INCHES DEEP) { ' R
COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH. ATEMENT OF RES NSIB�
1
ST PO _ _ - /
/ UNDERLAIN WITH FILTER FABRIC. � ?O%.
,.. �_--• � � � ' f �' (SEE DETAIL SHEET IB-2C) •�(
12. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN BOTTOM AND SLOPES SHOULD BE
_ G SCHEDULE 1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY
l � wwrwwr
STABILIZED WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING 111
PROVIDED ON SHEET IB 2C. DENSE VEGETATION ON THE BASIN SIDE SLOPES AND FLOOR 1S OF FUTURE PROPERTY OWNER'S ASSOCIATION PER THE EXECUTED OPERATION AND MAINTENANCE
�! WVM-Ci$DOCi
RECOMMENDED. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AGREEMENT FOR THIS FACILITY. J NAME: WVM08000 -IB2
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED.
/ DESIGNED 8X: BRF
13, ONCE CONSTRUCTION OF THE INFILTRATION BASIN 15 COMPLETE AND THE ENTIRE CONTRIBUTORY
DRAINAGE AREA HAS HEEN COMPLETELY STABILIZED, THE BASIN MAY BE BROU94T "ONLINE
DRANK BY. JAA
SCAM; „
GRAPHIC SCALE DATE: 1
I ATION BASIN #2 PLANV VIEW 20 0 i €7 20 40 (�2-15-= 20'
�i' J � 1.1.`d
1" = 20' SHEET Na.
I inch = 20 ft. 8-2A
III
FINAL DItAI ING - RELEASED FOR C0NSTRLiC`Fl0N ®I�CADAMS

*
^
PROPOSED GRADE
APPROXIMATE LOCATION OF
EXISTING GROUND
TOP OFDAM =-EL 13.00
INFILTRATION BASIN FLOOR
ELEV = 10.00
TO BE PROVIDED WITH A MINIMUM
4^ OF ASTN-C-33 WASHED SAND
(SEE INFILTRATION BASIN FLOOR
FILL SOILS SPECIFICATIONS)
BASIN FLOOR EL. 10.00
= 41
= F�71
NOTE�
1' SEASONAL HIGH GRONDWATER TABLE INFORMATION
PROVIDED BY 3fkME. INC. IN A REPORT DATED MARCH
11, 2009- REFER TO SHEET \B-2A FOR APPROXIMATE
LOCATIONS OF SPECIFIC BORINGS AND GROUNDWATER
ELEVATIONS.
2, THE 1.5~ RUNOFF VOLUME IS TEMPORARILY STORED IN
THE MIDDLE POND (78,379 CF). THIS VOLUME IS
PUMPED TO THE /NF|L7RA110N BASIN BY 3TORMWATER
FORCE MAIN OVER A PERIOD OF 2.5 DAYS,
CONCRETE
ANTI -FLOTATION
BLOCK
01
15" RCP
0.50
IN-S[`U SOULS
CONTRACTOR SHALL VERIFY
WITH ONS\T[ GEO7ECHN|CAL
ENGINEER EXISTING SOILS
HAVE AMINIMUM INFILTRATION
RATE OF 9.31 INCHES/HOUR.
1��
8l/ 5.0'
TRASH RACK
(SEE DETAIL)
1.5'
Ime
PPA
Pass III
SHALL
PROVIDE A BLOCK OUT
OR THE 15"0 RCP
RCP
FLOW
SOLID BRICK (BY OTHERS)
NOTE:PRECASTER
BRICKAY T11GH
. AGAINST PRECAST STRUCTURE
1�If
WITH NO VOID SPACE BETWEEN
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE NTH
N[DOT STD. W.66 (SEE
DETAIL SHEET|B-2D). STEPS
SHALL BE PLACED AT 10^ O.C.
TOP OF RISER EL. 11.00
CONCRETE
ANTI -FLOTATION
BLOCK
(3) 6^0 PERFORATED ADSN-12
UNDERDRAIN PIPE. CONTRACTOR SHALL
CORE -DRILL THE HOLE FOR THE 8~0 ADS
PIPE IN THE FIELD. PRECASlER SHAHL
OMIT REINFORCEMENT !N THIS AREA.
CONTRACTOR SHAH L PROVIDE
STEP IN ACCORDANCE WITH
NCD0T STD. 840.05(SEE
DETAIL SHEET |8-21)). STEPS
SHALL BE PLACED AT 10^ D.C.
4- SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
ST STRUCTURE
AGAINST PRECA
WITH NO VOID SPACE BETWEEN
PRECASTER SHALL PROVIDE A
-OUT FOR THE 15"0 RCP
BLOCK
15"0 RCP
FLOW
PROPOSED GRADE
COMPACTED BERM SECTION
(SEE BERM AND 30L
COMPAC71ON SPEC|RCATONS,
SEE DETAIL SH[ET|B-2A)
CONCRETE JUNCTION BOX
4 INSIDE DIAMETER
CDOTSTD. 840.31)
RIM = Tl'5O
|N\( IN = 8.31 5" RCP
|N\( IN = 6.11 (30^ RCP)
/WK OUT = 6.11
MANHOLE PER NCD0TSTD 840.31
(SEE DETAIL SHEET |B-2C)
E­LEJ I li�
} � ' 'j
|
� '~^
1| �[�����__,
`--NON-WOVEN GEOlEXTILE FABRIC
SHALL BE PLACED AROUND
EACH JOINT OF THE 15'0 RCP
``--KEY TRENCH (SEE BERM AND SOIL BARREL IN 2' YMDE STRIPS
COMPACTION SPECIFICATIONS. CENTERED ON JOINT.
| DETAIL SHEET |B-2A)
--
1. ALL REBAR TO BE #4 REBAR.
2. ALL R[8AR TO BE GALVANIZED WITH AN EPDXY COATING.
WIN
rm
Will
Ilk
fill
IN
THE BOLD LINETYPE DENOTES THE
ACCESS HATCH TO BE PROVIDED BY
THE TRASH RACK FABRICATOR (SEE
SHEET \B-2A^ 'OUTLET STRUCTURE
MATERIAL SPECIFICATIONS", NOTE #5)
/
FABRICATED HINGES FOR THE
ACCESS HATCH. CONTRACTOR
SHALL ENSURE HATCH IS
ABOVE STEPS.
5'-1O^
| ~ 53
EEEEE
P4�'j
REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4^x1/4~ CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/AN EPDXY
COATING.
STORM OUTFALL TO LEVEL
SPREADER FILTER
(S[[ SHEET C-10)
-0 GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
12^X4"X��
GALVANIZED STEEL
STRAP (4P[R
RISER JOINT)
NISi
FINAL DRAWING RELEASED FOR CONSTRUCTION

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PLAN
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7IB"tAL PACED 6''
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RICK MAY BE USED
TO ADJUST FRAME L
COVED, TO SURFACE
ELEYATI(I"I MAX. I'
—
—P.
OUTLET PIPE
L
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SECTION
6'
C-C OR D-D
SECTION X-X
SECTION Y-Y
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GENERAL NOTE'w
z�
ALL EXPDSED CORNERS TO BE CHAHFERED V,
L� Jp172
CLASS 'B' CONCRETE TO BE USED THROUGHOUT,f��"=
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2' KEWAY, OR
D 44 BAR BOVELS AT 12' CENTERS AS DIRECTED BY THE ENGINEER.
Ld< = z
I-- U < L3
1 FORMS ARE TO BE USED FOR THE CONSTRLCTiM IF TIE BOTTOM SLAB.
¢=�Z�
I IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB IF BOX,
L'o lz
ADD TO BASE AS SH43VN ON STANDARD NA 840.00,
IWipNCt:
ALL JLBtCTION BOXES OVER 3'-6' IN DEPTH SHALL BE PROVIDED
Z
VITH STEPS V-2' IN CENTERS, STEPS SHALL BE IN ACCIIRDANCE
H a
WITH STD, N0. 840.6,6,
CL.—
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY OUANTITTES
TO INCLUDE THE ADDITIAN OF THE NANy7LE c1.E, DIAGIDJAL BARS
SHORT£NEB APOLND OPENING IN TOP SLAB, ADDITIONAL. VARIABLE
HEIGHT BRICK NASINRY, OPU4ING IN TIP SLAB.)
DIMENSIONS AND CUANTITI£S FOR CONCRETE JUNCTTON BOXES
ll',Z_:SIOtS r_- PON A., PIPE
REPTMRf'LMEI(T
BARS 'A'
COVER
DIIENSV4S
CUBIC YARDS
IN BOX
TOTAL OUMTTP'IES
BIDX AND COVER
DEDucrms Ir2 DN
PIPE CU.YDS.
PIPE
I SPAN
VOTN
IHEIGHT
D
A
B
H
in
EN6TH
E
F
COVER
FLOOR
uxv
F7 rg ,O
LBS-
REINF
CU. YD&
ION H'
C.S.
R.C.
12'
2'-0'
2-0'
1 2-3'
12
2'-9'
31-0'
3'-0'
0.167
D167
0.185
22
0.750
0.015
0,024
15'
2'-3'
2-3'
r'-6'
12
3'-v^'
3'-3'
3'-3'
0196
DA96
0204
24
01902
0.023
0.036
19'
2"-6'
2'-6'
2'-9'
I4
31-3'
3'-6'
3'-6,
0.227
0.227
0222
30
L065
0.033
OA49
24'
3'-0'
3'-0'
3'-3'
16
3'-9'
4'-0'
4'-0'
0.296
0296
0259
1 40
1,434
0.059
0,085
30'
3'-6.
3'-6'
1 3'-9'
19
4'-3'
4'-6'
4'-6'
0,375
0.375
f 0296
51
I.B50
D.092
0,127
54'-0'
4'-0'
4'-3
20
4'-9'
5'-0'
5'-0'
0.463
0.463
0333
64
2.341
0,132
0178
42'
4' 6'
4'-6'
4'-9'
22
5'-3'
1 5-6-
5'-6"
1 0560
0560
0-370
77
2878
0.180
0243
46'
51-0'
5'-0'
5'-3'
24
5-9' 1b'-CY
6'-0'
0-667
0,667
0.407
92
3.47L
0235
0.317
54'
5'-6'
5'-6'
5'-9'
26
6'-3'
6"-6'
61-6'
0782
0.7B2
GA4A
109
4.117
0297
0.401
60'
61-0'
6'-0'
6'-3'
28
6'-9'
T-0'
7'-0'
0.907
0947
0.481
127
I 4,820
0367
0.495
66'
6-6'
1 6'-6' 1
6'-9'
30
-
7'-6'
7'-6'
LF42
7042
0,518
145
5.581
0444
0589
CONCRETE JUNCTION BOX DETAILS
N.T.S.
FINISHED GRADE
'AN'ELLA TYPE CLEANOUT WITH
:OUNTERSUNK HEAD
AL GASKET
RULE 4C
PIPE
*ABOVE DETAIL PROVIDED AS SCHEMATIC SCRI`W TOP P.V.C. WELL CAP ONLY
EACH OBSERVATION WELL SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND OBSERVATION WELL, PROVIDE A TUBE MADE OF
NON -CORROSIVE MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG
WITH AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC
COLLAR WITH RIBS TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE
SCREW TOP LID SHALL BE CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS,
OBSERVATION WELL / CLEANOUT DETAIL
N,T.S.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE RATE (LBS/ACRE)
JAN 1 - MAY RYE (GRAIN) 120
KOBE LESPEDEZA 50
MAY 1 - AUG 15 GERMAN MILLET 40
AUG 15 - DEC 30 RYE (GRAIN) 120
SOIL AMENDMENTS -
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC
GROUND AGRICULTURE LUMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000
LB/AC).
MSC
APPLY 4000 LB/AC 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
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 -- DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS
IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH, IF IT
IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEER WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH,
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS
NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. IF THE DAM
IS SEEDED DURING A TIME OF THE YEAR THAT REQUIRES USE OF THE
TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE
CONTRACTOR SHALL REMOVE THE TEMPORARY VEGETATION AND RESEED
THE DAM USING THE PERMANENT SEEDING SCHEDULE.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP
OVER ADVERSE SOIL CONDi;.ONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3, REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL (SEE PERMANENT SEEDING
SCHEDULE).
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY
UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND
SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING
ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
PERMANENT SEEDING SCHEDULE
SEEDING MIXTURE RATE (LBS/ACRE)
PENSACOLA BAHIAGRASS 50
COMMON BERMUDAGRASS 10
GERMAN MILLET 10
SEEDING NOTES
USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT
CANNOT BECOME A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5
LB/ACRE CENTIPEDEGRASS.
jKlIsawl
APRIL 1 - JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY
3000 LB/ACRE. GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER
SUITABLE MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR
NETTING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK
`iIVITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCEREFERTILIZE THE FOLLOWING APRIL WITH 50 LB/ACRE NITROGEN.
REPEAT AS GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR.
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:T I IIF 1
40,31
GRAVEL FILTER
50' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
LEVEL SPREADER
w w S,'ntl.V
v W •y .y p }}},,,
l
v •y v w ., vS /�,(l/f .y J.' W w �, �S.
�' w w w w •y w W -+
EXISTING STREAM/WETLANDS
17-]
VEGETATED FILTER
1 �:
50' VEGETATED FILTER
STRIP (GRASSED)`
v v • v W W
3-FOOT WIDE LAYER OF #57 STONE
(4-INCHES DEEP) UNDERLAIN WITH w
FILTER FABRIC w W
✓ w W w v 3',
W w W _ y
v 4 w W
y- 1•
l ­1
E3
m70
50,
PLAN OF FRAME
2'-1 1/4' -
------
r-I8 7/8' - -
�_ -
2'-9 1/4'
SOLID COVER SHOWN PERFORATED. PER
F❑RATED AMAILABLE
IF SPECIFIED.
COVER SHALL STATE USE OF SYSTEM
G E.I SEWER, STORM DRAIN, ELECTRICAL)
TOP OF COVER----�
BOTTOM OF C
TYPE #1
ALTERNATE
TYPE #2
PLAN OF CDVER
3' ll 112,
f
31"'- { }--V2
U2, �jr -^I i�-4 3.,4'
{ --- r-Io mr
SECTI❑N B-B
MINIMUM WEIGHTS - _RS.
FRAME - 180
COVER - 120
TOTAL - 300
SPECIFICATION
CLASS 30 IRON MEETING
ASTM A-48
MANHOLE DETAILS
N.T.S.
50' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
r GRAVEL FILTER
LEVEL SPREADER
CROSS-SECTION
130' SOLID MASONARY BLOCK
LEVEL SPREADER
6-FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
REINFORCED CONCRETE FOOTING SOLID MASONARY BLOCK
IFVEL $PRgpR CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
3" SOLID MASONARY BLOCK LIP SEEDING SCHEDULE (SEE LINING
STUBBED ABOVE GRADE ANCHOR DETAILS SHEETIB-2D)
6'
8" (TYP) .•- 18" 1 1 12.,
I I=1 I I={ I I1 I I 3, 3; ;�
SOLID MASON Y BLOCKS W'
REINFORCED CONCRETE FOOTING E I i UNDISTURBED EARTH
24" I
CQSS-SECTION
A 1-1 Di+ t
NUUUI jIL
838.80 HE
(SEE DETA
SHEET IB-
VA
V,
NCDOT STD.
838.80 HEA
(SEE DETAIL
SHEET IB-2
N OTE:
A FILTER BLANKET IS TO BE
INSTALLED BETWEEN THE RIPRAP
AND SOIL FOUNDATION. THE FILTER
BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE
(NCDOT #57) UNDERLAIN WITH
MIRAFI FILTER WEAVE 700 OR
APPROVED EQUIVALENT
(3) #4 REBARS CONTINUOUS
#4 REBAR Cyr 18" O.C.-1
8" (TYP) 12"
8"
3" (TYP)
4
4" 24" H
2" DEEP---\ __'
CONTINUOUS KEYWAY ,
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840.54
FOOTING DETAIL
GEN RA NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL.
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
MATTING 450 OR ENGINEER APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE
ANCHORED PER THE DETAILS ON SHEET IB-2D. THE TRIM MATTING SHOULD BE
INSTALLED PER MANUFACTURER'S SPECIFICATIONS.
5, THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE
400 OR ENGINEER APPROVED EQUIVALENT.
VARIES" RIP -RAP
ES'W x VARIES"
N VIEW)
ES (SEE PLAN VIEW)
THICKNESS VARIES
(SEE PLAN VIEW)
4" FILTER BLANKET
BLANKET
(SEE NOTE)
FINAL DRAI'ITING -- RELEASED FOR CONSTRUCTION

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`=0+. •LESS/Q�,yy';
1. SECURE AT 30 (1 NI)11147ERVAL.S• BA'CKFLLAND rx7T�sa -
•�
: •Q SE
CC}l�9PAC'i' SOIL
1. SECURE AT 30 cart {i ft) INTF-WALS, RACKFILL AND COMPACT SOIL,
NOTES: E FOR:
TEF:I�IAIL CHANNEL ANCHOR TRENCH DETAIL (FOR LEVEL SPREADER DITCI� 1. ANCHOR PATi )d 1.8 ANCHORS / m7 0 V2 AI•"ORS f Yd) 3H : IV � SLOPES < 2H : 1i' ,,AAory F���,•
N.T.S. I]NTE I\dT CHECK SLAT DETAIL (FOR LEVEL SPREADER DTPCH) 2. U • SHADED WIDE STAI L,ES, MF1 TAt GtoT�LE PINS, T>� GuLA R wr)0>�EN,0 PL rC >>rf f�,►3i,,
N.T.S. 8YA KES CM BE USED TC A�NC}*R TRVs TO THE GROUND $VRFACE
PLEASE NOTE THAT THE INFORMATION PRESENTED ANCHOR PAT�I`F' RIB FOR 3H:1V < SLOPES < `2H:IV (FOR LEVEL, $PRE+ DER DITC°Hj
® PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS _ N.T.S.
HEREIN IS GENERAL INFORMATION ONLY. IT IS FOR ; �- GENERAL INFORMATION ONLY. 1T IS FOR CONCEPTUAL USE ONLY F/•'�`�
CONCEPTUAL USE ONLY AND NOT INTENDED TO BE ! f' T� AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY USED FOR CONSTRUCTION. WHILE EVERY EFFORT - �d1�1/ z¢� , arr: ,=f —����
HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS ::+-ucltori• Group
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS _.-,-` nP: :E/ ' ;t?? 57A,.c�t-j PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION <, lF. t• �f<,:r s.Iucls ,_,r;,,�, INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDE
D /,,
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC C'�'I` F. - 3 ' ' WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND ' ' °`�' ' TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT FO T
1 tx ,. R HAS BEEN MADE TO
- _ sn- 7t, - _..,° �� 5' (1 �°,. £: /fiat'-a11 {/%�-•, F,;V�1^ ('P� 1
APPLICATION WITHOUT INDEPENDENT PROFESSIONAL t ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FORA,,
VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. ibt::r�:���t,�a1,a,1• ,.�I �,er, ���
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
APPLICABILITY AND ACCURACY.
AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY.
z
a
wa
CD
a
(4 in) ��i Z NOTES: Q a
<C�� ANCHORS THIS PRECAST ENC'NALL MAY BE USED FOR THE FOLLOIYING U
P } cn G7
;y� r �,. i �� + Ar 65
F-+ � � U t... 1Y7 (FT.) ,
A i STANDARDS: 83B.21, 838.27, 835,33 AND 838.39. JU
/i fi� Q p n -H INSTALL PRECAST ENUNALLS SMITH WINGS AND PAY cn W
l,` 7 rt A D m — I FOR IN ACCORDANCE WITH SPEGIFICATIQtJ SECTION 638, LLI 4 LL
_ ` lI[CD OH F'FiAgi�iAl� (CJKQEIr) 10 �(�! �_� F_,-� `'/ .. /if rmR FLO�► U' O U 1-0"` I 1 0 _ _,_._t. USE aoDO PSI CONCRETE. l ca b t�
n �._
__.....
4' TIJftF IINF3RFS4I' IA I f_ :f {(1 _ �" +' �-s 0 PROVIDE ALL REINFORCING STEEL Y,t{ICH MEETS A,STPd A615 ¢ w 1 I �� �i S f j _ tit -�I' �1 yQ'
... _._ r i / {{I-7 —,-��— n 7J -- y , FQA GRADE 64 Attd VYELDEb i'yIRE FABRIC COtJFOR}AING I- 0� � F_,
A TO AS7PA A18S WITH 2" MIN. CLEARANCE, 0 Q �-i
--r ' r„ PLACE LIFT HOLES OR PINS IN ACCORDANCE YAITH z . $-A � '� � ,
—
rY�-� .,.,... _-.+? ,,. ¢ ,,; :..,e: �--i _-_ _ _I.-iI H2. H2 HA - • ?
/ ✓
— 1, 1- - _I OSHA STAIJDARO 1926.704,
O ©( CSfHCP
_d�° `— ' +{ff '1e �t I ,� H1I H1, PIPE TO BE GROUTED INTO HEA.D'NALL AT JOB ST BY CL W 'y�
I
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t I.LU
I -' i` _ r f h-2 1 --._. — COtJTRACT4R
_.... _ _.._...-
y � +- �! -�! i I ^ �f rf ,,--'-gib_ \, ti E. ,, F � � ,,F`�"'-�' `-•-.t_., •. ' f ,I � ' . •_- ', _ � ALL ELEMENTS PRECAST TO MEET AS7t.S C913. A�
I � ,. - I _......._.[ w __.. %- { , ` �t `.MELDED WIRE FABRIC ?,JAY BE SUBSTITUTED FOR REBAR E'-t
-) Fr I i t -_- , ti (L
r- f—t_ j . ✓ _ ^— AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. (]�,
CHAMFER ALL CORNERS 1"QR HAVE A RADIUS OF 1",W
x. � M--{
it
I I P k r � _ � - - , � P ^.,,T _ ` �,�. -,,. f h--� , f f �"� 6'" a . c . t T tP ,1 .6' < ( ) �
, Q , - 6" O.C, TYP.
f' '� i . - REFER TO CHART O REFER TO CHART - _. ___.__,_._ __,__ ._,._ .__,_-_.....__
11
FOR BAR SIZE - 0
--` w, �. FOR BAR SIZELU
t 3 -..,i t __ _ k _ r �" ) MINIMUM BAR SIZE' SHALL BE 4 AR
l !Ai (!ir-4�f 1� U AT CTS.THE CONTRACTOR WILL HAVE THE OPTION U? E
[ -.��.. t1 H ELEVATION T a
„' ` • _ • I a ---- � (L_ " d ( -t i .— SIDE TO INCREASE E THIS BAR SIZE AS NEEDED. U _5
t A t 1 - ' A , - . , _ E I 30 (DTI H -- _.___ _ -_._ f�
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rn r CA
"' z Im '4 Ewe
, 11
Uj
A
rl. i`_K _._(� --- -- -_ - ENDWALL DIMENSIONS-
Ef UAL ANd$ � FILL (OPTIMAL) MAM
RI I%IFc} AIE r hdAT i j"_-: r t z FT MINIM1,11, MIN.iMAX. MIN VA.f. sIN.,'t,1Ax. FtItd.jMAx. MIN./MAX. O LU Q'
������ ��) D _-a- PIPE DFA. BRR SIZE H1 {FT. j H2(FT.) D {FT. J iVi SY2 A� CV
`2. SEC:4.1f'2E LQN0ITUDIP:AL A#�tG�iOR ` PC-N t AT 30 c m (i ft) IN779RVALS, 3 � O � � } 1 ,0 15 @ 8" 1 .2512.00 2.00/3.75 1 .25/1 , 75 3, 00/3, 75 S.SOi6.OQ CC Q � �
BAIUKFILL AND OOWACT SOIL {1 tif� _ -rn'I cr
p 1.25 45 @ 8" 1.25/2.00 3.00/3.75 1.2512.00 3.50/3.75 6,5016.75 Q Z
1 C r1 H A r= "�I 1.50 415 0 B" 1.2512.00 3.00/4.25 1,50/2.50 3,50/3.75
^ (6 In) rn % 2,0 "5 @ 8" 1.5012.50 4.00/4,75 1,75/2.50 4,00/4,25 7.50/8.25 I
2,5 `15 Ca 8" 2.5013.50 4.0016.00 2.00/3,00 4.50/5.50 10.00f11,50 i � � w
3.0 0'5 @ 8" 3.00/3.50 5,00/6.00 2.75/3.50 5.25/5.75 11.50111.75 ( 'Q _j
NGITiTDIIV L AN`QHOR TRENCH DETAIL, OR LEVEL SPREADER DITC �arxrE3' „
N.T.S. 1, SECUREAT W CM ('I R) INTEP !'ALS, B��CKFILL AND C4i">AIPAOTS{�IL � � 7J ��tAQ, 3,5 k5 3 8" 3.25/4.50 6.00/6.75 3.25/3.50 6.00/6.75 12.00113.25 i Cn
z a: Vi
� r" PLAN 4.0 45 @ 8' 3.50!4.50 6,50/7,00 3.2513.50 6.50/6.75 13.00/13,25 j LU m:
1 CL
4.5 /5 @ 8" 4.0015.00 6.5018.50 3.25/4.00 7,OO,i9,25 13-50115.75 ( �
5.0 45 @ 8" 4.5015.00 7.00/8.50 3.25/4.00 7.2519.25 13,75/15.75
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL I
5.5 45 @ 8" 4.50,15.00 7.5Q/8,50 3.25/4.00 7.25/9.25 14-00115.75
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT fNTENDED ,/ tt Iiiii'i`IALAiVCHOR'CRENC;H DETAIL (FOR LEVEL SPREADER DIT�'.I L6105 @ 8" 4.5015.00 7.50i8.50 3.25/4.00 7.75(9.25 14.75(16.75 j
TO BE USED FOR CONSTRi1CTTON. WHILE EVERY EFFORT HAS BEEN MADE f T N.T.S.__� -
TO ENSURE ITS ACCURAC—,UTV1tty:.�,_
SHEET 1-0 r 1 SHEET i OF 1
Y, THIS INFORMATION SHOULD NOT BE USED FORA 838.80
:'.c:rtSt'E1CtiCill•l,1V1 Cn Ireerir. Pr�.lucts Group 838.8�
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION i Engir-,y �.`I. PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
ChaktonC�go- TN 3' i I F, f j\ ^q
AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. Pt?ln� +--'•���-t'x-a��g r-„%: �-•�4-�n�-�o,xa GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY �_._° ``�% 4'C
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY % �r, ,4,EI�D�%ALI. DETAILS
5 d r 7 ++�7 7 6' w?, p ao r
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY THIS `` "_. �._ �r.7\1,�.rT,� ,1tR�-,„+�'•����f���z��?��"
N.T.S.
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION ��=:F � (E ,�P•�..i�i' LI,y�P r ��,,,� r'r:::I ��> crouf.
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND lot!)`�'°'`' ""r`
VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. Rna��
NOTES
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL,
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO DE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS,
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PLAN SIDE
ELEVATION
�� �,._..__.,.-._,__.�•_..._.._.,,..�
` ELEVATION CAST IRON
PLAN M T
SIDE
ELEVATION
� 14 v2' �l G A S T I R, O N
ELEVATION
Q�
ce CL
0 Lj
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G-'
_
1 3/16,
�m
¢
!
1' 83/4' 11/4'
a 1/4'
PYLE
5/8, PPJE
� PLASTIC
� \
#6 BAR DR
#8 BAR
= GALV'D.
m
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Q
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Lj
T
PLAN_ SIDE
112
1/8, I'— ELEVATION
_ COMPOSITE
SIDE
PLAN ELEVATION
"" Z
Li
#3 DEFORMED
STEEL ROB
REINFORCING STEEL
&L \._ =� i
Q
ELEVATION SECTION A -A
l NOTE
1L ---�-1 NOT �O SANITARYE USED IN SEWER MANHOLES.
ELEVATION
HEFT I DFI
iE—Fl
0,6
�IMLL Nu. 1 D _ 2 D
MAINT NANCE ACCESS STEPS
N.T.S. [�[ McADAMS
FINAL DRAWING — RELEASED FOR CONSTRUCTION

NC 179 & 904 (BEACH DRIVE)
ill
6vull
C
�M
0
r
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0
G7
F.e
i
ATLANTIC INTRACOASTAL WATERWAY
r
f
r :
,.w%,..EAN ltow4'giLE]BEACH,""'RTH
CARO`rNA...,
J.-A
:
APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DMSION OF WATER QUALITY
(-' t4p 3-A
7'I�E Ju"HN R.
PANY, INC.
ENGINEERS ■ PLANNERS m SURVEYORS . ENVIRONMENTAL
RESEARCH TRIANGLE PARK w CHARLOTTE
2905 Meridian Parkway, Durham NC 27713
800-733-5646 ■ www.johmmeadarns.com n License No.: C-0293
t
FINAL DRAIVING -- NOT RELEASED FOR CONSTRUCTIW1,1

`
n�. ®,4TA �4RAENITY CENTER
APPLICANT/OWNER: MR. STEW CLARK
�. •. WATERBORO VILLAGE MANAGEMENT, LLC
,�",,.� / ` '`� � P.O. BOX 582
' CARY, NC 27512
1
PARCEL NUMBERS: 243NBOOIWATERBORO LLC TRACT
(AMENITY CENTER BUILDING PLANS ONLY)
PROJECT OVERALL TRACT AREA, 49.72 ACRES
NET AREA: -3.58 AC OF WETLANDS/WATER 46.14 ACRES)
BUILT UPON AREA:
PERMITTED / ALLOWABLE 25,295 SF
7� / ��� `• \ / / \ PROPOSED 18,861 SF
} �\
REMAINING ALLOWABLE 6,434 SF
EXISTING ZONING: R-2M AND C-3
REQUESTED DEVELOPMENT TYPE: CLUBHOUSE/POOL HOUSE/AMENITY AREA
/ / ( � '••,,'., �� , iii/// \ \ � PRIMARY USE SETBACKS:
FRONT/REAR:
2-FOOT MINIMUM FROM ROW/10 FOOT
/ � f •`,,` �` / \ \ �. MINIMUM FROM THE BACK OF CURB
SIDE: 0--•10 FEET MINIMUM
CLUBHOUSE/AMENITY SQUARE
FEET PER APPROVED PLAN: -E/-5,60D SF
\ SEE IN
ATERWAY COVE CONSTRUCTION DRAWGS CLUBHOUSE/POOLHOUSE AMENITY
FOR PROPOS 30" CURB AND GUTTER, ASPHALT SQUARE FEET PROPOSED:
PARKING LO PAINT STRIPINGETC. , '` ;%'
-
.\ ! ; ,; .�.,S S� `�� / \ \ � CLUBHOUSE SQUARE FQfjTg,zES:
1ST FLOOR 169 9 SF
/
2ND FLOOR (HEATED): 1443 5F
TOTAL EA
/ l r HARDSCAPR\ ` \
.., - � (HEATED): 3142 SF
E AEA
15T FLOOR FRONT PORCH: 2$8 SF
1ST FLOOR REAR PORCH: 763 SF
2ND FLOOR REAR PORCH: 430 SF
8� TOTAL PORCH: 1481 5F
ACCESSIBLE \
�8 / / \ \ GROSS FLOOR AREA CLUBHOUSE TOTAL' 4823 SF
\ \ / 1 ✓r 3 Tr C RAMP 1 ° `�O 1
� POOLkOUSE SQUARE FOOTA,�F;;_
2 STEPS BATHROOMS. 444 SQ. FT.
00, j STORAGE: 215 SO. FT.
TOTAL .
• , _ - fi55 S FT Q
TOTAL PORCH: 398 SO. FT.
% 3'R 3'R /
ACCESSIBLE PARKING SPACES TO *� \
Y
r 5' CONCRETE / j BE BUILT 45'fTH "WATERWAY COVE \
PARKING SPACES PER APPROVED PLAN: 70 SPACES (BASED ON 5600 SF AND
�4 / ` SIDEWALK - CONSTRUCTION DRAWINGS" \ / 1 SPACE/$Q SF
r ` ' SELF CLOSING,
3'R LOCKABLE GATE PARKIN •00 r \ / 1 G REQUIRED PER THIS PLAN: 57 SPACES (BASED ON 4623 SF AND
CLUBHOUSE TYP.) \ 1 SPACE PER 80 5F
3'R �� 3,142 SF 3'R RETAINING WALL VENEER TO Irk \ \ /
MATCH PARKING SPACES PROVIDED: 58 SPACES
CLUBHOUSE S \ \ / ENe ;.
ARCHITECTURE (TBD BY \ J / G
NERAL
3'R 3'R v OTHERs) �°I' �C'F \ / 1. PRIOR TO STARTING CONSTRUCTION, CONTRACTOR SHALL BE
a A
Q / LIGHT POLE (TYP.
/ i RESPONSIBLE TO MAKE SURE THAT ALL REQUIRED PERMITS AND
y� APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR
FABRICATION SHALL BEGIN
�� �~ 2p ^
F
�� E UNTIL THE CONTRACTOR HAS RECEIVED
p r f J 2 R 2 SEE -WATERWAY CAVE - CONS3R CTIflN DRAW€NGS AND THOROUGHLY REVIEWED ALL PLANS AND OTHER DOCUMENTS
3'R CONCRETE SCORE Q ��g• / FOR PROPOSED 30" CURB AND GUTTER, ASPHALT APPROVED BY ALL OF THE PERMITTING AUTHORITIES.
PATTERN (TYP., O 3'RPARKING LOT, PAINT STR NG. ECG
F fir/ GRILL AREA _ T
,Q, ' 2'R SEE NOTES) 00 ` • `� ? ST F° Z. ALL IMPROVEMENTS TO CONFORM W€iH THE TOWN OF OCEAN ISLE
�Y Cb 3 R CO�ICREiE
' S BEACH CONSTRUCTION STANDARDS AND SPECIFICATIONS, LATEST
3'R O� _ S`IDEV,"ALK \ / EDITION.
O°
3 R � � \ 6' CONCRETE SIDEWALK
��` 5'R'R o°� '� / 3. SITE CLEARING SHALL INCLUDE THE LOCATION AND REMOVAL OF ALL
oR
UNDERGROUND TANKS, PIPES, VALVES, ETC.
z, °- O / TYP. A3 ALL HEAD IN
r
�' o° / a �/ PARKING SPACES)
r POLL
SELF CLOSING. '� 5_00 oo �� \ ,/ 1 4. ALL DIMENSIONS AND GRADES SHOWN ON THESE PLANS SHALL BE
LOCKABLE GATE Q " d`
�' (POOL CONTRACTOR TO �' ` FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
APPROVAL) (TYp.) moo ,, SUBMIT' SDRAWINGS \�300 �' \ \ `. , CONTRACTOR SHALL NOTIFY THE OWNER'S CONSTRUCTION MANAGER
% r �ROVAL) \ o' ;�' V IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH
3'R 5'R ; CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO
` Co ` EXTRA COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR
�' LIGHT POLE (TYP.) 04� �IiSpr ` `, \ WORK HAVING TO BE REDONE DUE TO DIMENSIONS OR GRADE
S
5 R ° v \ SHOVIN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS
OOLHO
655 SF �f '\ `� NOT BEEN GIVEN.
RETAINING WALL VENEER �T� °� \ �,_
MATCH CLU HouSE , 5. ANY CHANGES OR ALTERATIONS MADE TO THESE CONSTRUCTION
��� A �� ' �> ARCHITECTURE (TBD BY � � \ � � 1\
f �r v� o • 41.OD'R ' S'R S r., IF \•\
�-� DRAWINGS WITHOUT THE WRITTEN APPROVAL OF THE JOHN R.
J � �
o A' 0`3 \ .,} MCADAMS CO. VOIDS THE SEAL SHOWN HEREON AND ANY LIABILITY
` h ARCHITECT SHALL PROVIDE LOCKABLE GATE � � ASSOCIATED WITH THIS PROJECT.
rr. '�G �+ 00 AND/OR F_NCING TO PREVENT ACCESS TO �\
S + POLL AREA FROM BREEZEWAY
4' HIGH PERIMETER FENCE �� I _.� 3 R 5' CONCRETE 49.50'R 6. IT SHALL BE CONTRACTORS RESPONSIBILITY TO ENSURE POSITIVE
o �,
SIDEWALKDRAINAGE ON ALL PAVEMENT AND LAWN AREAS. ANY AREAS WHICH
5'x5' OUTSIDE �r�iOWE i AREA � y
s j 2�0 oo 7.00'R ; a 3,R NOTE: CONTRACTOR TO ENSURE
FUTURE 54.50'R , t DO NOT APPEAR TO DRAIN PROPERLY AT TIME OF FINAL INSPECTION,
? WATER SPRAYS OVER PAVE1,�ErdT PLAY AREA 1 ! SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CORRECT AT
Al'D NOT Ir�! PLA.NTER AREA. �� i4,
Iv0 ADDITIONAL COST TO THE CLIENT.
av So' F00, s 7. ANY DISCREPANCIES BETWEEN CONSULTANT DRAWINGS SHALL BE
5 R S �a� S/��q�� r� \ ., BROUGCLARIT CATION. THE ATTENTION OF LANDSCAPE ARCHITECT FOR
3'R 4' CONCRETESIDEWALK \ `
1 8. PAVEMENT CONTRACTOR TO ENSURE ALL NECESSARY DRAIN, SEWER,
F 6' CONCRETE SIDEWALK _ _ OR UTIL CONDUITS, INCLUDING IRRIGATION ARE INSTALLED PRIOR TO
ACCESSIBLE S/p /�Pr� per' 3,R CONTRACTOR TO COORDINATE "" ""^.� (TYP. AT ALL HEAD IN {I - - - ANY PAVEMENT CONSTRUCTION. CLIENT WILL NOT BEAR ANY
RAMP
WITH OWNER FOR POOL DECK.
` \ �/� PARKING SPACES)
`Q `� 6' CONCRETE SIDEWAtY �P FINISH, COLOR AND CONCRETE , , - ) !i ADDITIONAL COST TO BORE WALKS AT A LATER TIME.
3'R (TYP. AT ALL HEAD IN � �Q� SCORE PATTERN. � � €1
PARKING SPACES) ry SELF CLOSING, D i
3'R h� v LOCKABLE GATE I
(TYP.) INFILTRATION BASIN ° ;3 I
(SEE WATERWAY COVE CONSTRUCTION
Co
DRAWINGS FOR DETAILS AND "'
SPECIFICATION v
5'R
\ \ (i�,. 6.00' R
..
K9J 5,R EX€ST[NG PRIVATE R/W
V . 54.50R 3R'
t
a_
SIDEWAIJS CONCRETE 6' CONCRETE SIDEWALK —
(TYP. AT'. ALL HEAD IN
SEE ATERW COVE - CONSTRUCTION DRAWINGS .\ ~\� ( PARKING', SPACES)
FOR PRQPQS D 3Q" CURB AND GUTTER, ASPHALT \ I { c 1 'X9'
PARKING LO , PAINT STRIPING, ETC. X 3 SPACES l 1
�•,_-._-_____y---._..._..w_.,m _.�M� 10 SPACES (18 9)
— TIMBER I3__ DRIVE/PRIVATE
\ _ ._ • _ _._. _.
4
\ t ! ROUNDTURN OAI
(41/44, PRIVATE /W) ► I II I
I
22 I 21 I 20 I 19 I 1 g
/ I I I Q 17 _, _
23
w �\ �` / / ► i REC
MAR 2 9 2010
i (
i I GRAPHIC SCALE
€ 20 0 10 20 40
1 inch = 20 ft.
)' IN'Ai, DRAIVINTG — NOT I I I.0 1 i}I7 FOR C:'ONSTF,t4,710N

�,''\` GRADING AND ERO51QN CONTROL NOTES:
r 1. LAND DISTURBANCE FOR THE WATERWAY COVE AMENITY AREA IS CURRENTLY PERMITTED UNDER NCDENR
/ PROJECT "BRUNS-2008-031 ". THE AMENITY AREA IS INCLUDED IN THE OVERALL 41.7 AC. CURRENTLY
PERMITTED.
/// 28
CB d \
gg # �` \ \ ♦ ' 2. NO SEDIMENTATION WILL BE ALLOWED TO ENTER THE INFILTRATION BASIN ONCE IT HAS BEEN EXCAVATED.
\ ` -,.. � � t i 1 36" RCP , §' � Y
i
\ a CB 20 3. IF PERIMETER CURB AND GUTTER AND STORM DRAINAGE FOR FIGURE EIGHT, TIMBER HITCH AND WATERWAY
COVE DRIVE ARE IN PLACE AT THE TIME OF AMENITY AREA CONSTRUCTION, -GUTTER BUDDY" TYPE INLET
A \ PROTECTION MUST BE INSTALLED AT ALL ESTABLISHED CURB INLETS. IF THE PERIMETER STREETS ARE STILL
UNDER CONSTRUCTION, STANDARD WIRE AND GRAVEL INLET PROTECTION WILL BE INSTALLED AT THE STREET
,i1 . \ "'�: � is �� � I - 4,.�. \ e e\ \ ♦ INLETS.
FIRE HYDRANT 4. REFER TO THE CONSTRUCTION DRAWINGS TITLED "WATERWAY COVE" FOR FINAL DESIGN AND DETAILS OF THE
ASSEMBLY / / f \ \ ♦♦ INFILTRATION BASIN.
03 ao ! N. \ \ \ 5. TOTAL PERMITTED DISTURBED ACREAGE IS 41.71 ACRES. DISTURBED AREA FOR THIS SITE IS 1.14 ACRES.
i s
N 0 NI / % \ ♦♦ 6. ALL EROSION AND SEDIMENT CONTROL DEVICES MUST BE CHECKED FOR STABILITY AND OPERATION
\` - i
1 ~ \ NI
FOLLOWING EACH STORM EVENT. EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT
N.
\
76 ,t j u,4 } \ `�4• CB 27'� �� ' 4 \ �\ e `r ,e\ \ \ ♦, ACCUMULATION HAS REACHED ONE HALF THE CAPACITY OF THE DEVICE.
\ / \ \ \ 7. ALL CONSTRUCTION ENTRANCES SHALL BE PERIODICALLY TOP DRESSED WITH AN ADDITIONAL 2 INCHES OF
/ e ors
\ e NI #4 STONE TO MAINTAIN PROPER DEPTH. MUD AND DEBRIS MUST BE KEPT OFF OF EXISTING PORTIONS OF
`
ADJACENT PUBLIC ROADS AND PRIVATE DRIVEWAYS AT ALL TIMES. IF MUD AND DEBRIS IS TRACKED FROM
Rl
IN.e e \` �k•, \ THE SITE, IT MUST BE REMOVED IMMEDIATELY. FAILURE TO FOLLOW THIS PROCEDURE MAY RESULT IN
\ PUNITIVE ACTION BEING TAKEN, INCLUDING A STOP WORK ORDER AND/OR REVOKING OF THE GRADING
' � % "�°� �I �'_� ��`>,.. � r `36 '\• "I���`' PERMIT.
I \
f 8. A COPY OF THE APPROVED EROSION P
f
77 t" �t h � 34.34 �•,�\ AP 0 OS ON CONTROL LAN MUST BE ON FILE AT THE JOB SITE AT ALL TIMES
CB 26•. \ / \ \ \ 9. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING AND RESTORING TO PRE -CONSTRUCTION CONDITIONS
LIMITS THAT MAY INADVERTENTLY BE DAMAGED DUE TO THE FAILURE OF
, � � � .,,• ..\ \ ANY AREAS OUTSIDE THE PROJECT
-F
r THE EROSION CONTROL DEVICE
^� f ;-/„; � � �\ -�� ,,,� ,� \ � .,y i \ ,, - ~ 1Q. DURING GRADING AND AFTER THE COMPLETION OF GRADING THE CONTRACTOR SHALL CONTINUE TO MAINTAIN
s.
"N.
,� �' % ! E`/ � \ -,, `•� "` `` " %`� l / IN,
,"~ \ � •- ��~'" \ DIVISION ED LAND UPA�RY EROSION CONTROL DEVICES UNTIL FINAL INSPECTION AND APPROVAL BY THE
t
✓ /34.70 �Qt ",N, ` �\ \ „� 11. TEMPORARY DIVERSIONS SHALL BE MAINTAINED DAILY, IF THEY ARE DISTURBED BRIEFLY BY A SPECIFIC
` 5.20
CONSTRUCTION ACTIVITY, THEN THEY SHALL BE REPAIRED AS SOON AS THAT AC
TIVITI' IS COMPLETED, BUT
a�Yt/ 6r S \ '` V's ~/\ / 1 0 / / `� \ \ \ \ NO LATER THAN THE END OF THE DAY.
7
ft rQ.s r \ ` \ 12. STABILIZE ALL GRADED AREAS AS THEY ARE BROUGHT TO FINISH GRADE. SEED AND MULCH DENUDED AREAS
' '� t e f7 % a 35.35 \ r e ! t \\
34.94? 34.85 \\\ WITHIN 21 CALENDAR DAYS OF ANY COMPLETED PHASE OF CONSTRUCTION. THIS INCLUDES SLOPES,
►' ` 7 #t ,� 34.44��: SWALES, STOCKPILES AND ANY OTHER NON STABILIZED AREAS.
"'^• , °� rp`k \ 13. SEE SITE CONSTRUCTION DRAWINGS FOR WATERWAY COVE BY THE JOHN R. MCADAMS COMPANY, INC. FOR
,, s ,+� STORM DRAINAGE DESIGN AND SPECIFICATIONS.
\N. , ? ` 35-6451
NI 4
`\
\ f x t' CO�iSTRUCTIS>�l1ENC.
e \ e / 1. INSTALL SILT FENCE, TEMPORARY DIVERSION DITCHES AND LINERS, AND TEMPORARY INLET PROTECTION AS
\, < f%�Y Qr �;' \ SHOWN ON THE PLANS, NOTIFY THE DIVISION OF LAND QUALITY INSPECTORS AND OBTAIN APPROVAL OF
,� 35.90 � \ / INSTALLATIONS PRIOR TO BEGINNING ANY OTHER CONSTRUCTION ACTIVITY.
\ 35.40
DI 25 r^ e `/ / 7� J `A e e 2. INSTALL STORM DRAINAGE SYSTEM FROM THE EXISTING CULVERT FROM WATERWAY DRIVE SW ALONG
ANCHORS BEND DRIVE AND BECKETBEND DRIVE TO THE EXISTING POND TO DIVERT OFFSITE DRAINAGE
/ \ \ / rff !ter e ; d Q // AWAY FROM DISTURBED AREAS.
m.,
A.
\ �' / e ` ' '�, ® r \ \ ° 1 2 3. BEGIN GRADING OPERATIONS. MAINTAIN EROSION CONTROL MEASURES AS REQUIRED.
f r
\,! CLUBHOUSE .A �j e ,
� " \ ,�� �' / 4. ONCE SLOPES FOR INFILTRATION BASIN ARE ESTABLISHED, STABILIZE WITH SOD ACCORDING TO WATERWAY
3,142 SF \ `.\ COVE PLANS IMMEDIATELY.
33.76 5. COMPLETE GRADING OPERATIONS AND STABILIZE ALL DISTURBED AREAS.
r \ (j
, Ff � #fir di sq�` fitM ! s
6, WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED, CONTACT THE DIVISION OF LAND
' /, �; # QUALITY FOR ONSITE INSPECTION.
63 01' rf t 3 I: e �a� ; 36-58
36.08 e \ 7. IF THE SITE IS APPROVED, REMOVE TEMPORARY DIVERSION DITCHES, SILT FENCING, TEMPORARY SEDIMENT
BASINS, ETC. AND STABILIZE THE AREAS DISTURBED IN THIS PROCESS,
r`
i
rr ✓` '`P tit` ° / ak 36.79 38.08 \
36.29 ♦ \\ /�
\ GENERAL NOTES:
` , `,' "} �� \`\ / 1. ANY DISCREPANCY IN THIS PLAN AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE OWNER
Al fe ,' s e �` �g>g PRIOR TO START OF CONSTRUCTION. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION
\ OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON BEFORE BEGINNING CONSTRUCTION.
A37ff f.{=' tie i/ GRILL AREA 36 \ ^
\�/ 13 2. CONTRACTOR SHALL NOTIFY NORTH GAROLfNA ONE CALL" (1-800-632-4949) AT LEAST 48 HOURS
; / t \ N, ~``" PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES
fLIMITS OF
DISTURBANCE 35.95 �\ ` \ INDEPENDENT OF @NORTH CAROLINA ONE CALL".
(TYP,) f POOL 36.32 \ %35.45 '; \ 3. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE
36.32 f \ PLANS. /
,-35 \' \ 4. WORK TO BE IN ACCORDANCE WITH BRUNSWICK COUNTY AND THE STATE OF NORTH CAROLINA.
OOLH0 ALL
655 SF
EROSION CONTROL AND GRADING LE
LIMITS OF \
DISTURBANCE 3 LEGEND
(TYP-) 6 36.27
! - 35.77
e/ /t SILT FENCE °> \- €����jII(� SILT FENCE OUTLET
r P /33.56 0 1�•' � {T�) j \ 3g i
✓ 33.06 FUTURE DROP INLET
s PLAY AREA � s� � �� � 'R v STORM SERVICE INLET
° / i ! °y , INLET PROTECTION
w f TEMPORARY DiVERS10 /
'' ! \ DITCH TYP. 1
{ ) 34 � \ z. ✓ � `\ � \, 1 a � + 0 JUNCTION BOX
_ -� �,/j "GUTTER BUDDY" INLET
_ k
',,, DRAINAGE FLOW ARROW
,y 33.4�` � �
PROTECTION OR EQUIVALENT
CB3 r r,
33.48 34 ��.Y� v� �� t'
25Q.Q0
F T..a y # FILTER BERM 250.50
y
;_ / �_ /J ; L ` TOP &BOTTOM CURB ELEVATIONS
....M'-'"�. t+ �,...--• �.. Y / `w.,,,N
�j" S =� 1p \ .- ""_ �\ �__�_ ��.�--..�\' } CHECK DAM TW=223.00-TOP OF WALL ELEVATION
` .. \� t / '` 3� 34.82 BW=213.00-BOTTOM OF WALL ELEVATION
6 32.68 5 34.32 S I _ _ _ - --SF-SF-SF- SILT FENCE (NOTE: BOTTOM OF WALL IS GROUND
T • s' �--�
//� 32- • 35.06 - - - ELEVATION NOT WALL FOUNDATION)
_�al
\ '\
-.
° ~ � --. � � - =- �•"�.� .....��� � �1 34.56 LO LD
32.' ,� 33 TEMPORARY HORSESHOE // / $' TEMPORARY DIVERSION-�----" �a F LIMITS OF DISTURBANCE + 250.60 SPOT ELEVATION
-•tia pw \ `',, � •�_ I' � �, �''' LET PROTECTION J �' DITCH (TYP.)
r t �
e` it ,1 DIVERSION DITCH
�.
(s L)r,
\' .'*,"0.. � �i � >,r r `r to '• ', ,NI
�L
32.79 \ \`. j INFILTRATION BASIN
32,29 \.
SILT FENCE j I CONSTRUCTION ENTRANCE EXIT
W. 32.os \ -� �! �o ' SEE WATERWAY COVE CONSTRUCTION (TYP.� � f� �°o
D A INGS FOR DETAILS AND46 _ 15
32.02 \ \ \� - 33 96
32.52
31.56 ( I i I C
-�- �4,, `' SPECIE CAT ON
` ti S� LIMITS OF/ 34.14
i DISTURBANCE 30 / 33.64 ' CB 12 3
♦ a : r 'TEMPORARY 12 HDPE
,., \ r P
(n) ID
s ,IPE AT MIN, 1.009� CB 19 % `�� P 31 RC FIRE HYDRANT
SILT FENCE
z: \ SLOPE `_ } ��v_..._...--- 3g 34.08 13 ASSEMBLY
� u, \ µ 31.24 \ Q /,.' �, ... ...... • .. 34 33.58
31.97
..
\ 31.47 Sa 60 .---�'�-
�"�� 34
sF=
10
� 32.082.58
34.37 � a,
i
,.. \ 32.53
t e \ \\ N.
�,� FIRE HYDRANTf 1_� �_ 33,87 }
/\. ASSEMBLY r , % 2_- _ { 7d-
�� s
- - c
-- - W L
34.09 _?. � J
\• ,y`: `• \ti � � - : �JB 207 33.57 �, 4
\ g
,
\ ° '•� 32.19 CB 10 33.07a
\ \
CB 18 j jf i � � " 34.23
I 33.73
,.� ry R 33.29 �� N e3
33.41 4
HITCH DRIVE
N 32.83
32.33 !' (61' PRIVATER%w)
/ \ ! \ \\ \
CB 114,,
u
t t ~ •, t \2• i 30` RCP
Q CB 9 -vn
T SS
IN,'� `� i C� 8 SStn
n u
it.
_ I I _ - _ -
^'
VA
I � I
ROUND TURN ROAD I
PRIVATE /W) I I In,_. `
i
ao L 22 21 I 20 ` 19 18 I 17 I MAR 10
\ ,
03
iI 1
t -i 1 l
I I DISTURBED AREA = 1.14 AC.
_ yy
it
P;
SITE BENCHMARK
w
TOP OF IRON PIPE AT NW CORNER
GRAPHIC SCALE
!// 4 I N 55 239.5516 (NAD 88\
M1° \ \e ., wx„ . * ''�. ,•..,��`, O Ili I I ' ` / 20 I 1I 2I 40
t E 2,166,129.1282 (NAD 88)
ELEVATION=37.87' NAVD 88
1 inch = 20 ft.
I' iN AL DRAWING - NOT RELEASED FOR CONSTRUCTION
H
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PROJECT NO. WVM-08000
"LEN` MVVM08000-AMENITYAREA-G1
DESIGNED BY: -
DRAWN BY: SRW
SCALE: 1 "=201
DATE: 03- 03-10
SHEET NO.

34.84
34.34
CB 26
34.28
F 'URE EIGHT DRM
IG
(69' P.11VATE R/W)
1"; IS
,36.58
36.79
TW=36.65
/BW=35.70
35.84
35.84
FUTURE
PLAY AREA
1 16
IL
ss S"
A?"
Ay
A/ A-
JB Al
RIM=35.20
INV. IN:32 0 A2 31:4
INV. IN 05 p A4
INV. OUT=30.45
YI A4
T 30
INV!=lN=5.30.40 (YI A5)
INV. OUT=31.30
�l A2
T 35,20
IN/V'�IN=32.70 (CD A3)
INV. OUT=32.60
YI A5
T INV.
IIN=32.00 (YI A6)
INV. OUT=31.90
CD A3
T 35.57
INV.
YI A6
T 35.20
INV. (CD A7
INV. M=32.50 (FD
INV. OUT=32.40
FD A8
T =35.70
IN/VC OUT=33.00
CD A7
T 35.63
1 w/C=0UT=33.13
yl Bi
Ii,/4T 35.3V!=lN=300
,90 (YI B2)
INV. OUT=30.45
YI B2
T 35.15
INV. (Yl B3)
INV. OUT=31.15
Yl B3
T/V. G=35.25
IN
V. (YI B4)
INV. OUT=31.40
Yl /6B4
T 35.25
141=31.90 (YI B5)
INV. OUT=31.80
)I B5
T/G=35.15
INV. IN=32,25 (YI 86)
INV. OUT=32.15
YI B6
T 35.40
INV.
2 o I o
GRAPHIC SCALE
10 0 5 10 20
I inch = 10 ft.
FINAL DRAWING NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. WVM-08000
F'LENAM":WVMOBOOG-AMENITYAREA-St
M DESIGNED BY.
DRAWN BY, SRW
SCALE: P$=i V
DATE: 03-03-10
kMET NO. C-3__
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MEET 1 OF 1
848.01
lT7
m
NOTES:
=sn
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND r{LSEE
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 12" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
1/ „
8 RAD
JOINT SEALER 1
SURFACE OF
SIDEWALK _W
` 'Qr;'e ' I S
EXPANSION JOINT ` °t9 o
e
J
-
1�2" JOINT WIDTH
_... ___.._. �.....
" .,JJOINT FILLER
N
T = SIDEWALK THICKNESS
SIDEWALK"XPAN_
I�" EXPANSION JOINT
TRANSVERSE EXPANSION JOINT
(SEE STD. B4s.o1)
INSIDEWALKPLAN
VIEW
1/2" EXPANSION JOINT
FILL 4/a" WIDE x 1" DEEP GROOVED OR
SAWN
BUILDING,
JOINT WITH JOINT
SEALING COMPOUND
WALL, ETC.
/
---,
ry 6
..
1f8" RAD ` 1/8" RAD
` PROPOSEDCONCRETE
E
�Z/
PROP. Ckc
SIDEWALK
,-GONG --PAVEMENT
DETAILS SHOWING
JOINTS IN CONCRETE SIDEWALK
NOTES:
1Ct' z
1.
CONSTRUCT THE WALKING SURFACE WITH SLIP RESISTANTANCE AND A 70% CONTRASTING COLOR TO THE SIDEWALK.
>cn00
m2.
CROSSWALK WIDTHS AND CONFIGURATION VARY BUT MUST CONFORM TO TRAFFIC DESIGN STANDARDS.
-A3
3,
NORTH CAROLINA GENERAL STATUTE 136-44.14 REQUIRES THAT ALL STREET CURBS BEING CONSTRUCTED OR RECONSTRUCTED FOR MAINTENANCE
O n m
DZ
N OF UTILTIESOR ALTERED FOR ANY REASON AFTER SEPTEM BER 1: 1973 SHALL
PROCEDURES TRAFFIC OPERATIONS: REPAIRS,IRSe CORRECTION
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Y DISABLED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND SIDEWALKS ARE
DE WHEELCHAIR RAMPS FOR THE PHYSICALLY DIS L EW
PROVIDE LCH IR
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PROVIDED AND AT OTHER POINTS OF PEDESTRIAN FLOW.
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IN ADDITION, SECTION 228 OF THE 1973 FEDERAL AID HIGHWAY SAFETY ACT REQUIRES PROVISION OF CURB RAMPS ON ANY CURB CONSTRUCTION
A > �'
AFTER JULY 1,1976 WHETHER A SIDEWALK IS PROPOSED INITIALLY OR IS PLANNED FOR A FUTURE DATE.
THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1990 EXTENDS TO INDIVIDUALS WITH DISABILITIES. COMPREHENSIVE CIVIL RIGHTS
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PROTECTIONS SIMILIAR TO THOSE PROVIDED TO PERSONS ON THE BASIS OF RACE, SEX, NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL
RIGHTS ACT OF 1964. THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH THE CURRENT ADA STANDARDS.
4.
PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS
AS DIRECTED BY THE ENGINEER WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT. WHERE
TWO RAMPS ARE INSTALLED PLACE NOT LESS THAN 2 FEET OF FULL HEIGHT CURB BETWEEN THE RAMPS. PLACE DUAL RAMPS
AS NEAR PERPENDICULAR TO THE TRAVEL LANE BEING CROSSED AS POSSIBLE.
5.
PAY FOR ALL VARIABLE DEPTH CONCRETE USED FOR CONSTRUCTION OF WHEELCHAIR RAMPS AS CONCRETE WHEELCHAIR RAMPS. (SO. YDS.)
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PAY FOR ALL DEPRESSED CURBS AT WHEELCHAIR RAMPS AS THE TYPE CURB AND GUTTER USED ADJACENT TO DEPRESSED CURB. (LN. FT.)
1-4
7.
SUCH PRICES AND PAYMENTS IS CONSIDERED FULL COMPENSATION FOR ALL MATERIALS, LABOR, EQUIPMENT, TOOLS AND INCIDENTALS
CD
NECESSARY TO SATISFACTORILY COMPLETE THE WORK.
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B.
DO NOT EXCEED 0.08 (12:1) SLOPE ON THE WHEELCHAIR RAMP IN RELATIONSHIP TO THE GRADE OF THE STREET.
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9.
CONSTRUCT WHEELCHAIR RAMPS 40" (3'-4") OR GREATER FOR DUAL RAMPS.
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10.
"B" I EWA R TO OBTAIN OUCH NON-SKID TYPE BETE WITHASD SIDEWALK FINISH IN ORDER A R SURFACE,
USE CLASS B CONCRETE
0
11.
PLACE A 1/2" EXPANSION JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND AS SHOWN ON STD. DWG. 846.01.
2 :0
0
12.
PLACE THE INSIDE PEDESTRIAN CROSSWALK LINES NO CLOSER IN THE INTERSECTION BY BISECTING THE INTERSECTION RADII,
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WITH ALLOWANCE OF A 4' CLEAR ZONE IN THE VEHICULAR TRAVELWAY WHEN ONE RAMP IS INSTALLED. (SEE NOTE 17)
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13,
COORDINATE THE CURB CUT AND THE PEDESTRIAN CROSSWALK LINES SO THE FLOOR OF THE WHEELCHAIR RAMIL WILL FALL WITHIN
'O
THE PEDESTRIAN CROSSWALK LINES. PLACE DIAGONAL RAMPS WITH FLARED SIDES SO 24" OF FULL HEIGHT CURB FALLS WITHIN
THE CROSSWALK MARKINGS ON EACH SIDE OF THE FLARES.
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CONSTRUCT THE PEDESTRIAN CROSSWALK A MINIMUM OF 6 FEET. A CROSSWALK WIDTH OF 10 FEET OR GREA'IEA IS DESIRABLE.
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15.
USE STOP LINES, NORMALLY PERPENDICULAR TO THE LANE LINES, WHERE IT IS IMPORTANT TO INDICATE TPE POINT BEHIND WHICH
VEHICLES ARE REQUIRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROACH
SKEW MAY REQUIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
16.
TERMINATE PARKING A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK.
17.
PLACE ALL PAVEMENT MARKINGS IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD.
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NOTES:
1. DETECTABLE WARNING ONES SHALL COVER 2'-C" LE77GTH AND FULL WIDTH OF THE
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2. OBTAIN 70% CONTRAST VISIBILITY WITH ADJOINING SURFACE. EITHER LIGHT O't-DARK,
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S SOT' WALK 6 -O- --='-4--_TOP OF
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TRAi5ITIO'I CHOP TRA SI 7011
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LL.
(SEE Sin. 6'.6xi)
' ROTE: A PORTION{
OF ONE OR BOTH RAMPS
MAY EXTEND OUTSIDE THE RETURN.
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EXPANSION JOINT
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16 p
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(SEE STO. D46.t71)•
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THIS FCRTI(�.l OF RAD^
CP T FALL LTITTS
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CONCRETE
DETECTABLE WARNING DOMES
--1" DEPRESSION
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SECTION G-G
2' 31/4 "
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SECTION H-H
D '• X (Aa4")
B =DISTANCE FRO FRONT EYE OF sICE"N 7LK
TC 01,K POINT OF 12:1 (8 33%) S.GPF.
BACK OF 51WWALK DROP REO tIAEO FC; AU -
SIDEWALK SLOPE^.
'• BACK OF SIDEWALK OROP REOUIREU FVF
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PLAN OF GRATING
CAST IRON
j SEE NOTE 1 7;
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t SEE NOTES
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PLAN VIEW
DUAL RAMPS
A_':Y RADII
U!U. FLOOR WIDTH;
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PLAN OF FRAME
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SECTION E-E
SECTION
F-F
SHEET 4 OF 4
SHEET
1 OF 1
848.05
1840.16
GENERAL NOTES:
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MORTAR JOINTS 1't" +I- It" THICK.
"B"
P-I
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USE CLASS CONCRETE THROUGHOUT.
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USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB.
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USE #4 BAR DOWELS AT 12" CENTERS.
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DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY.
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PROVIDE ALL CATCH BASINS OVER W-6" IN DEPTH WITH STEPS 12"
U 4 0
ON CENTER. USE STEPS WHICH COMPLY WITH STD, DRAWING 840.66.
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USE BRICK OR CONCRETE BLOCK MICH COMPLIES WITH THE REQUIREMENTS
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OF SECTION 840 OF THE STANDARD SPECIFICATIONS.
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IF REINFORCED CONCRETE P11E IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
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4'.5',6for 2-Rail
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AS SHOWN ON STD. NO. 840.00.
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FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE
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12" WALL TO 6'-0" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING
6'-0". OUANTITES TO BE ADJUSTED ACCORDINGLY.
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CONSTRUCT WITH PIPE CROWIS WITCHING_
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DO NOT USE BRICK MASONRY DROP INLET IN LOCATIONS SUBJECT TO
TRAFFIC.
CHAMFER ALL EXPOSED COWAS 1".
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III
- 311k6"1YPICAL
DRAWING NDT TO SCALE.
F�3t"Mat.� ('-I i',3
1,UvLNIi tlmwivehlF S
rOP ELEYATIOt1 1
STD. 840.16
BANE AND GRATE
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MAX. PIPE TM3S STET: - IS' ®'
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON LAIN. HEIGHT. d)
_
Di1iENSIDNS QF BOX & PIPE CUBIC YARDS CUBIC YARDS-
PIPE SPAN WIDTH I MIN_. HEIGHT CONCRETE -BRICK MASONRY
._..--...�..____._._.._._.
DEDUCTIONS FOR
ONE PIPE _
...-....... _
0 A B H I
TOTAL BRICK 1
BOTTOM WALL PER yAnorRY Fat I
C.S.
R.C.
SLAB F007 HT. MIN. HEIGHT. Ill
2�
3 0
=0 �2'-011
0.313
0.522
0.020
0.032
15^
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♦ j 2'-3"j
-0,268 -N.
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0.031
0.047
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0.835 (
0.078 't
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Sce AEGIS Pfar- post siring el=t.
2.) Rands also avaUws lc for W on ccvxz pots spacng
3.)Addificc3lbeighus.aibtb7canrtq: st
4.) 7rind ratT "lzionll (PxgArcd wri nngs, S X DciIL
PANEL BRACKET... ..
, ls- e. SPc'cWly designed two
RING OPTION -pcm! ca::nrcxioa ensrrca
I fixity ofmilendsfor
Rend in place wiL upper ad lows Y .,�
intrnal retaining rods to elim¢atc incrensM sucgtZi C',
utgig"tDyextcrra.ha:eners.
INTERNAL RF.TATNTNG ROD o
VAK61Cpitch tonnecoonryw:rtfcm
ease oTi:c$tatta:'sprs, high rilgtc
bias ab9 ty cad ciim nlatm of a%' s a
t FOREHUNWER'RAIL )1 tasighl7y utema3 iastmca
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uniform zim Coating _._......-+
(Hat Dip Gahvdzed)
Base M.1-61
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Carwmion Costing
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'No-Ma"Po1yes
Finader f",;./, cant Spcxiat7y fmacd h:g.1' ar vh
COABIERCL4L STRENGT11STEEL mbitcchcra shape.
AEGIS PLUS NIAJF,STIC 1/3-RAIL WIMG OPTION i 1555 N. %Iinstl
DR CI - SH. loft SCALE DO NOT SCALE AMERISTAR 1-R86-331-J422
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848K05 848.05
-- SEE NOTE -4
STOP LINE
DETAIL SHOWING TYPICAL LOCATION OF W(EELCHAI -RAMPS
PEDESTRIAN CROSSWALKS AND STOP LFEIES FOR TEE INTERSECTIONS
ROADWAY
ROADRAY
PLAN SYMBOL
1 SYM PLnt DOL
CCFR
WCR
CURB CUT FOR
FOR PROPOSED
FUTURE RAMP -
W(eEELCIiAIR RA1JP
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840.16 111840.32
allOPTIONAL MANHOLE
PROPOSED WHEELCHAIR RAMP
_
RO 0.. s
P PrB OR FUTURE SIDEWALK
_
-
PLAN SEE STANDARD 840.54
FOR MANHOLE COVER & FRAME
OPTIONAL
BRICK MAY PE USED TO
/-ADJUST FRAME & COVER
�- / TO SURFACE ELEVATION MAX. 1
DETAIL SHOWING TYPICAL LOCATION OF WHEELCHAIR
RAMPS. PE�OESTRIAN CROS5YfAlmmKS,_ANN_^3 OP` LIN-1�5
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= OUTLET PIPE
6"
SECTION
x-x
SEE STANDARD 840.54
- FOR MANHOLE COVER & FRAME
BRICK MAY BE USED TO
iii ADJUST FRAME & COVER
TO SURFACE ELEVATIONt MAX. V
ti X 8" EXP. JOINT
A9,11"
.3.�DfihEL
SECTION Y-Y
GATE TO BE AEGIS Il MAJESTIC 3-RAIL SWING GATES BY AMERISTAR
FENCING PRODUCTS 1-888-333-342Z OR EQUIVALENT APPROVED BY
LANDSCAPE ARCHITECT
"X1.75" 14 GA STEEL. RAIL
"X7. 75" 14 GA STEEL GATE END
LATCHING MECHANISIM
tNA-LATCH BY D&D TECHNOLOGIES
1-600-716-0888, OR EQUIVALENT
ROVED BY LANDSCAPE ARCH ECT
" 16 GA STEEL PICKET'
r CLOSING HEAVY DUTY HINGES
E CLOSE MNGES BY D&D TECHNOLOGIES
EQUIVALENT APPROVED BY LANDSCAPE
'N17ECT
IGRE7E SIDEWALK - SEE DETAIL Q03
'LAN 501.0
2.
S
x
OUTLET ELEVATION
ALLOWABLE LOCATIONS
DUAL RAMP RADII .......... .ANY
1848.05
GENERAL,,,_NOTES :
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CHAMFER ALL EXPOSED CORNERS 1".
"B"
I -
USE CLASS CONCRETE THROUGHOUT.
USE 44 BAR DOWELS AT 12" CENTERS«
`x Id
U
MORTAR JOINTS It" t I e" THICK.
1z1 0 C=.0
CONCAVE TOO ALL EXPOSED JOINTS.
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USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
W < LL
JUMBO BRICK WILL B PERMITTED E I P R1d TT . CONCRETE BRICK OR 4"
F-- U Q
SOLID CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK.
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FOR W-D" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN
M N LL- O I
HEIGHT, USE 12" 1YALL TO W-0" FROM TOP OF 1YALL, AND 8" MALL
cc: O }"s Q
FOR THE REMAINING 6`-O". ADJUST DIMENSIONS AND OUA))TITIES
O M
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ACCORDINGLY,
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IF REINFORCED CONCRETE PIPE IS SET IN SASE SLAB OF BOX,
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ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
,
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDA,YCE WITH STD, NO, 840.66,
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE ItANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO
TOP ELEVATION IS 12 FEET.
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6"
SECTION
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C-C OR D-d DOWEL
Q (c)
DIMENSTUNS AND QUANTITIES FOR BRICK JUNCTION BOXES
_
DIMENSIONS OF BOX AND PIPE REIIIFORGENENT TOP SLAB CUBIC YARDS _ DEDUCTIONS FOR ONE
DIMENSIONS
PIPE SPAN WIDTH HEIGHT BARS j CONC. I BRICK MASONRY PIPE CU.YDS.
(
TOP 8
MIN.
WALL PER,'
D
A
B
H
td0. LENGTH
E F
BOTTOM
HEIGHT
FT. HT.
C.S.
R.C.
CU. YD.
CU. YD
CU. YO..
12„
2, "
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2'-3"
12 3'-1
3'-4" 3' 4"
0.412
k--0.412
0,591
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3,-4
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0.657_.
_�.263 ...,0,031
0.047.
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14 1 3'-5"
_ _ _
3'-6 I W-8"
0.498
0.814
_.�.___._
0.296
--.
0.044
,_
O.OGS
_ 24
3'-O"
_
3'.0"
3'-3"
16 4'-1"
�.
4'-4" 4'-4"
___ ........
0.695
1 1.176
0.362
0.078
0,113
30
3 b„
3 46
3
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1.053
1.959
0.461
0.176
0.238
4. 6„
4'' 8"
4'-9'•
22 1 5. 9"
€ 6' 0 1 W-0"
� 1.333
� 2,503
1 0.527
f 0.240
0.323
48
5'-4"
5'-4"
5'-3"
26 1 6'.5"
6' 8 6'-8"
1,646
2.940
0.560
0.313
0.422
54
60"
15'_10"
6'-6"
5'-4q"
6'-6'
5'-9"
6'-3"
28 ( 8'-i1"
30 7`-7"
7' 2 7'4"
7`-tJ 1 7 10"
�((
�B
! 1.902
2.272
3.502
4.113
0.609
0.658
€ 0,396
0.489
0,535 i
0.660
--
�7 _1"
7
7' 1"
�__.._.
6'-9"
._____._._.___.
32 8 -2"
____-.
5 8 5
__
E 2 624 ._.
_
47T8
�_.�
O 708
_ -_
0.591
------
0.798
MAP 292010
BY:_
840.32
FIN71I: DRAWING - NOT RELEASED FOR CONS`I'RUC`I'IOIN

Fr.'&iFD CRAG',-7 S74AN R
PIT PADS-
�
L.L.
•`4� ��s L—k.,,,-.'^'� — _
TEST PORTiy
PMRCLAES
EElEaFax
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2, AVC0
csa- za
ccvPt.r.s—~�
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Y
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Po"IFT't r."'E \ .�
/TFyz I D . 9nsE
CIS
ps
-t
f
PaaT�r wew I 1
USC—APPROVED RPZ REQUIRED `II
ON CUSU TOVER'S SIDE OF METER
-.... I
i
<�'
Ili
�;F—
U
PLKN VIEW
ti0 RTV79vY pnTE 1\Ukv S VEJI to I; COJNIY _....�
45 COURTHOUSE DIR E sATF: f
__. BOLIVIA, NORTH CAROLINA .PLOT SCALE: 1 -= I
%JlfPACTEIP BACKFI;L
PIPE ZONE
I
ic
H�ta SPRING LINE
COMPACTED
GRANULAR
MATERIAL'I `,��'' ( 4" MINIMUM
ALUM. ACCESS HATCH UNDER BARREL
BILCO KD 3 OR EQUAL SET CDNC COLLAR I E #(—# j #—(j (—# j (—(I f^I # I AT SIDEWALK GRADE AROUND HATCH
TRACER WIRE
1—ri 'lilt
�.. • C
I TYPICAL BEDDING FOR PIPE
PIPE BEDDING DETAILS
NOT TO SCALE
8" FLANGED `
COUPLING AND
ADAPTER
a •,—Sl_G E TO SUMP 2'-0" SQ, CONC. PAD
PRECAST CONC. > : CAST OR DUCTILE IRON C.O. 4" THREADED CLEANOUT
METER VAULT 4" CLEANOUT ADAPTOR FINISH GRADE ADAPTOR
CONC. BLOCK STO
SUPPORT —:'ILL 0
I'!/ GROUT
SUMP No. 57
WASHED STOKE 4" PVC PUSH ON 4" PVC PUSH ON
CONC. PAD TDJBE GASKET JOINT GASKET JOINT
FORMED & BROOM BOX TO READ C/0
FINISHED
DET ,IL -FIRE SERVICE ENTRY 4" PVC 45 DEG.
LONG SWEEP ELL 4" PVC DEG.
NOT To CALF LONG SWEEP ELL
4" LATE 4" LA. T P R7�L
I "Y" BRA "YBRA
PLUG --- PLUG
F.EvisiM D4TE
BRUNSWICK COUNTY
— -- - -- 45 COURTHOUSE DRIVE DATE. DETAIL - EXTERIOR CLEANOUT DETAIL - EXTERIOR CLEANOUT
BOLIVIA, NORTH CAR❑LINA PLEIT SCALE I M I IN TRAFFIC AREAS IN GRASSED AREAS
28442 FILE NO, V; 21 —
NOT TO SCALE NOT TO SCALE
PLAN VIEW NOTES:
1. CLEANOUT SHALL CONSIST OF A 6" CAST IRON PLUG CAPABLE OF PRESSURE TESTING,
PLUG SHALL BE SURROUNDED BY A CONCRETE COLLAR. PLUG AND COLLAR SHALL BE FLUSH
WITH FINISHED GRADE.
2. ALL PIPING SHALL BE GASKETED SDR CLASS. GLUE JOINT PIPING SHALL NOT BE USED.
HOMEOWNER RESPONSIBILITY
FINISHED GRADE
=EI I I -I I
IIbIIII _fI
q SL
CBU OWNERSHIP I HOMEOWNER RESPONSIBILITY
CONCRETE COLLAR 4533f64 A1IN. _
CAST IRON CLEANOUT
(SEE NOTES)
HOMEOWNER
RESPONSIBILITY
CONCRETE COLLAR
1 �
PROFILE VIEW [/\f\�\/\�/\
`/
SERVICE LATERAL
CAS" IRON ON CLEANOUT (SEE NOTES)
{SEE PER MAIN
C
CBU OWNERSHIP HOMEOWNER RESPONSIBILITY
PLAN VIEW
SINGLE SEWER SERVICE
NOT TO SCALE
ED
MAR 2 9 2010
i BY:
1L 14))\ 1 fNG — NOT RELEASED FOR CONSTRUCTION

\ /:! CLASS 1 RIP RAP (SEE SECTION THRU BASIN BELOW)
/
`.� \ u1vER RIP RAP HEADWALL
PIPE
#5 WASHED STONE. V-0" THICK x 3'-0" HIGH td1NIFAUFd
'�+r Brava
EA
PERSPECTIVE VIEW
/ NO SCALE
AREAS TO BE DISTURBSEDIMENT STORAGEED RIP RAP
(CUT, ALL, ETC.) FLOOD STORAGE ZONE HEADWALL
PIPE
r "Z0 V s�I' INVERT NATURAL GROUND
FLOW
CLASS 1 RIP —RAP
MAXIMUM SEDIMENT DEPTH $5 WASHED STONE
(CLEAN OUT POINT)
SECTION THRU CATCH BASIN, FILTER AND CULVERT PIPE
NO SCALE
STANDARD HORSESHOE INLET PROTECTION
Turf I
i COMPACTED SOIL
NDS Mini or Spee-D Channel Drain Grate j 2 M1N
with U,V.Inhibitor or Approved Equal
NDS Mini or Spee-D Channel Drain I
or Approved Equal
— ©Z1
18" MIN FW
_
7ii
..1i-t i—tl ICo-Minimum 4" Width I (—
�
NDS Anchor Stake or Approved Equal
V - j Compacted Soil
NDS MINI AND SPEE-D CHANNEL
NOT TO SCALE
4` Van. '.YCm----s..1
jJj F I
I ; I I I I-------• {� .1 i'.�` I, 1 1= 11 •'-'-!-------. I I I I I
LANDSCAPE APPLICATION
RECESSED 114 "FOR TRAFFIC APPLICATIONS
112 "FOR PEDESTRIAN APPLICATIONS
NDS 6" Cast iron / Galvanized Steel /
Poiyolefin Grate or Approved Equal
Concrete
NDS Pro -Series Channel Drain
or Approved Equal
1/2" or 518" Rebar Tied
Around Footer with Wire
Compacted Soil
4" of concrete around entire perimeter
NDS MODULAR PRO -SERIES CHANNEL INSTALLATION e " 3�­,
NOT TO SCALE ( 1/8 " OR 1/4' RECESS TRAFFIC APPLICATION)
NDS Square Potytefin th U.V, Inhibitor / Cast
Stpk Grate or approved equal
equir- .:I or Approved Equal
)acted Soil
3' Square Catch Basin
at
ttet or
Pipe
NDS SQUARE GRATE WITH NDS SQUARE CATCH BAST
NOT TO SCALE
NDS Square Polylefin With U.V. Inhibitor / Cast
Iron / Galvanized Steel Grate or approved equal
NDS 6' Riser If Required or Approved Equat
Stope to Drain , ZZ Slope to Drain
\�j�j\\\j/\\ j—Backfill with Cor,pacted Soil
%�\ NDS 9', 12', or 18' Square Catch Besin
or approved equal
\� rSed l Equaiet
or APprov
varies\\�\\� \/%\\%� Sewer and Drain Pir3e
Invert Elevation
Crushed Stone
NDS SQUARE GRATE WITH NDS SQUARE CATCH a% ' m
NOT TO SCALE
FILTER OF 1'
WASHED STC
�QFSOILT-'FENCE
MUST BE AT LEAST
V ABOVE THE TOP
OF THE WASHED
STONE
6' TYPICAL
TEMPORARY DIVERSION
N.T.S.
STEEL FENCE POSI
WIRE FENCE
HARDWARE CLOTH
FILTER OF 1" MA. WASHED STONE
SECTION
FILTER FABRIC
ON GROUND
BURY WIRE FENCE AND
HARDWARE CLOTH
tl
FRONT VIEW FABRIC,
OT�'IN 1RENCHDwARE
SILT FENCE GRAVEL OUTLET
INWIL.. YYrICKC A JIIUAIIVN VL:L.UKJ W1111 A
COMBINATION TYPE GRATE/INLET, EITHER
COVER GRATE INLET OR BEND
GUTTERBUDDY AROUND GRATE TO ASSURE
ALL SEDIMENT LADEN RUNOFF IS
CAPTURED.
NOTES:
1. THE GUTTERSUDDYT SHALL BE SYNTHETIC FILTER MANUFACTURED FROM RECYCLED
SYNTHETIC FIBERS.
2. THE GUTTERBUDDY- WILL BE MANUFACTURED TO BY 9" IN DIAMETER AND ARE
AVAILABLE IN 4', 6', 8'. 10', 12'. 14' AND 16' LENGTHS AND A MINIMUM OF 24"
LONGER THAN THE CURB INLET OPENING, THIS WILL ALLOW FOR SUFFICIENT LENGTH TO
COVER THE INLET WITH TWELVE (12) INCHES BEYOND THE INLET ON BOTH ENDS_
CONSTRUCTION SEQUENCE
1. INSTALL THE GUTTERBUDDYTu IN FRONT OF THE CURB INLET OPENING. EACH END OF
THE GUTTERBUDDYT" SHOULD OVERLAP THE CURB INLET APPROXIMATELY 12".
2. THE GUTTERBUDDY- SHOULD BE CLEANED IF A VISUAL INSPECTION SHOWS SILT AND
DEBRIS BUILD UP AROUNDTHE GUTTERBUDDYT",
3. TO REMOVE THE GUTTERBUDDYTT' . LIFTOUT OF THE OPENING.
4. PONDING IS LIKELY IF SEDIMENT IS NOT; REMOVED REGULARLY. INSPECTION SHOULD BE
ON A REGULAR BASIS AND IMMEDIATELY "AFTER MAJOR RAIN EVENTS.
GUTTERBUDDYT" SEDIMENT FILTER
N.T.S
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES
DEEPOVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2•) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM,
4..) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSHATE
UNIFORMLY AND MIX WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL --PULVERIZED, FIRM
REASONABLY_ UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING
7.) MULCH IMMEDIATELY AFTER `DEEDING AND ANCHOR MULCH.
APPLY 4000 LB/ACRE GRAIN STRAW AND ANCHOR STRAW BY STAPLING
NETTING OVER TOP.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF
STAND SHOULD BE O� ER 60% DAMAGED, REESTABLISH FOLLOWING
ORIGINAL LIME, FERT',LIZER AND SEEDING RATES.
9.) CONSULT CONVERSATION INSPECTOR ON MAINTENANCE TREATMENT
AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED
SEE SEASONAL AP: LICATION SCHEDULE
* APPLY; AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/
ACRE IN CLA'i SOILS)
FERTILIZER - 1,000 lbs. / ACRE--10--10--10
SUPERPHOS'�HATE- 500 !bs> / ACRE -20% ANALYSIS
MULCH -2 TONS / ACRE - SMALL GRAIN STRAW
ANOTHER -- ASPHALT EMULSION 0 300 GALS./ ACRE
SEEDBED PREPARATION
Shoulders, Side Ditches, dopes (Max 3.1)
DATE TYP
PLANTING RATE
Aug 15 -- Nov 1 Tall Fescue
300 Ibs/acre
Nov 1 - Mar 1 Tall Fescue
300 lbs/acre
& Abru•_zi Rye
25 lbs/acre
Mar 1 - Apr 15 Tall Fescue
300 lbs/acre
Apr 15 - Jun 30 Hulled ' ommon Bermudagrass
25 Ibs/acre
Jul i - Aug 15 Toll F�,scue and
120 lbs/acre
***F' rowntop Millet
35 Ibs/acre
**'or Sorghum -Sudan Hybrids
30 Ibs/acre
Slopes (3:1 to 2:1)
Mar 1 - Jun 1 Sericea Lespedeza (scarified)
50 lbs/acre
&
(Mar 1 - Apr 15) Add Tall Fescue
120 Ibs/acre
(Mar 1 - Jun 30) Or Add Weeping Lovegrass
10 Ibs/acre
(Mar i - Jun 30) Or Add Hulled Common Bermudogross
25 Ibs/acre
Jun 1 - Sep 1 ***Tall Fescue and
120 Ibs/acre
***Browntop Millet
35 lbs/acre
***or Sorghum -Sudan Hybrids
30 lbs/acre
Sep 1 - Mar ' Sericea Lespedeza (unhulted-unscarifed)
70 Ibs/acre
and Tall Fescue
120 lbs/acre
(Nov 1 - M,.r 1) Add Abruzzi Rye
25 lbs/acre
Consult Co,,3servotion Engineer or Soil Conservation Service for
additional information concerning other alternatives for vegetation
of
denuded areas. The above vegetation rates are those which do well under
local conditions; other seeding rate combinations are possible.
***Temporary -• Reseed according to optimum season for desired permanent
vegetation. Do not allow temporary cover to grow over 12" in
height before
mowing, otherwise fescue may be shaded out.
SEEDING SCHEDULE
VARIES AS DIRECTED BY ENGINEER 110' M.,y
STEEL OR WOOD
NOTES:
1. WIRE SHALL BE A MINIMUM OF 32" IN
'vVDTH AND SHALL HAVE A MINIMUM OF 6
LINE WIRES W/12" STAY SPACING
2. FILTER FABRIC SHALL BE A MINIMUM OF
36" IN WIDTH AND SHALL BE FASTENED
ADEQUATELY TO THE WARE AS DIRECTED
BY THE ENGINEER
3. STEEL POSS SHALL BE 5' 0" IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
4. WOOD POSTS SHALL BE A MINIMUM OF 6'
IN HEIGHT AND 3" OR MORE 1N DIAMETER
WIRE FABRIC SHALL BE FASTENED TO WOODEN
COST WITH NOT LESS THAN #9 WIRE STAPLES
1-1/2" LONG
ANCHOR FILTER FABRIC SKIRT I
AS DIRECTED BY THE ENGINEER
G !!DELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
MAR 2 9 2010
BY:_
`:-1L DRAWING — NOT RET,I;ASED FOR CONSTRUCTION

' (10) LORC
co (2) CFCP
/
n
ROUND TURN ROAD
{41l'/44' PRIVATE /W)
0
23 �
V
! � 0
TIMBER HITCH DRIVE
p, a
PLANT SCHEDULE
TRFFS
KEY
QUANTITY
COMMON NAME
BOTANICAL NAME
SIZE
SPACING REMARKS
QUEV
10
Live Oak
Quercus vir iniana
2-1 2" CAL
See Plan
ACSR
9
Summer Red Red Maple
Acer rubrum 'Summer Red'
14-16' HGT., 7-8' SPRD, 2-1/2- CAL.
See Plan
CFCP
2
Cherokee Princess Dogwood
Cornus Florida 'Cherokee Princess'
8-10' HGT_ 6' SPRD.
Multi —trunk
CERF
10
Eastern Redbud
Cercis canadensis 'Flame'
8-10' HGT., 5' SPRD,
See Plan
KEY
QUANTITY
COMMON NAME
BOTANICAL NAME
SIZE
SPACING REMARKS
LORC
20
Purple Diamond Loro etalum
Loro etalum chinense var. 'Purple Diamond'
3 GAL.
4-8", D.C.
ILCC
10
Convexa Japanese Holly
Ilex crenata 'Convexa'
3 GAL.
36", O.C.
RAPI
36
Indian Hawthorn
Rha hlole is indica
3 GAL.
30", O.C.
i
LANDSCAPE CAL.CULAMNS
TOTAL SITE AREA =1
REQUIRED LANDSCAPING:
TOTAL POINTS REQUIRED = 252
TOTAL POINTS PROVIDED:
TREES = 31 x 6 POINTS/TREE = 186 POINTS
SHRUBS = 63 x 1 POINT/SHRUB = 66 POINTS
TOTAL POINTS PROVIDED = 252
PRUNE PROPORTIONALLY TO
COMPENSATE FOR REDUCTION
'PLANT AZALEAS AND
OF ROOTS AND TO PROMOTE
CAMELLIAS HIGH, ABOUT
NATURAL CHARACTER OF GROWTH
1/4 OF BAU ABOVE
SHRUB SHALL. BEAR SAME RE—
GROUN;iii0SUBSOIL
LATIONSHIP TO FINISHED GRADE
AS PREMNS EXISTING GRADE
V.f.ED BLOCK
REMDVE FROM CONM OR 1/3 BURLAP
SAUCER
3' MUL04 - EXTEND BEYOND
SAUCER BED
TOPSOIL
BACKFILL MIXTURE
TOPSOIL, PINE BARK MULCH & SO!L
LIMIT OF BEAR ROOT SPREAD
MIXTURE TO BE TAMPED
BROKEN WITH PICK
SHRUB PLANTING DETAIL
NOT TO 5CALF'
THIN BRA14CHES & FOLIAGE (ON
ALL END TIPS) BY 1/3 RETAINING
NORMAL PLANT SHAPE
NE\`ER CUT A LEADER
3 STRANDS TWISTED GALV. W,RE
NO. 9 GAUGE
r--- -- TURNBUCKLE
1/2 DIA. RUBBER HOSE
2'X4' HARDWOOD STAKES(3), 1'
DEEPER THAN TREE PITS
WRAP TREE TRUNKS WITH BURLAP,
HEAVY CREPE OR OTHER MATERIAL
TREE SHALL BEAR SAME RELATION
TO RN€SH GRADE AS IT BORE
f TO PREVIOUS EX151ING GRADE
g
I'= BLOCK
MULCH 3' DEPTH
BERM
a TWICE
:r
FINISH GRADE
BALL DI
TOPSOIL
CUT & REMOVE BURLAP FROM
1/3 OF BALL
>Fz:i N
- BACKFILL MIXTURE OF PINE
r. ;... BARK MULCH, TOPSOIL & SOIL
- " TOPSOIL MIXTURE TO BE TAMPED
12"
SUBSOIL BROKEN WITH PICK
TREE
PLANTING DETAIL
NOT TO SCALE
INSTALLATION AND MAINTENANCE OF LANDSCAPING
ALL LANDSCAPING SHALL BE OF NURSERY STOCK QUALITY AND SHALL BE INSTALLED
IN A SOUND WORKMANLIKE MANNER AND ACCORDING TO ACCEPTED GOOD PLANTING
PROCEDURES, ALL LANDSCAPING SHALL BE ADAPTABLE TO CLIMATE CONDITIONS OF
THE AREA, AND CONSIDERATION SHALL BE GIVEN TO NOT PLANTING LARGE TREES
NEAR UTILITIES. ALL LANDSCAPING SHALL BE MAINTAINED IN GOOD CONDITION AND
IN ACCORDANCE WITH ALL PROVISIONS OF THIS ORDINANCE AS FOLLOWS:
I. ALL LANDSCAPING SHALL PRESENT AT ALL TIMES, A HEALTHY, NEAT,
CLEAN, ORDERLY, DISEASE —FREE AND PEST —FREE APPEARANCE.
2. ALL LANDSCAPING SOIL AND FILL SHALL BE FREE FROM WEEDS, REFUSE,
AND DEBRIS AT ALL TIMES.
3. LANDSCAPING ELEMENTS, SUCH AS WALLS AND FENCES, SHALL BE
CONSTRUCTED IN A SOUND WORKMANLIKE MANNER, WITH ADEQUATE
SUPPORT'OR FOOTINGS AND SHALL BE REPAIRED OR REPLACED, AS
NEEDED, TO PRESERVE AN ATTRACTIVE APPEARANCE AND TO FUNCTION
AS INTENDED.
4. ANY DEAD PLANT MATERIAL OR MATERIAL WHICH FAILS TO SHOW HEALTHY
GROWTH MUST BE REMOVED WITHIN THIRTY (30) DAYS.
5, REPLACEMENT OF REMOVED PLANT MATERIAL MUST TAKE PLACE WITHIN
(90) DAYS OF REMOVAL OR NOTIFICATION BY THE CITY, WHICHEVER
OCCURS FIRST.
6. ANY REPLACEMENT PLANT MATERIAL MUST MEET THE SIZE AND OTHER
CHARACTERISTICS OF NEWLY PLANTED MATERIAL, AS REQUIRED IN THIS
ORDINANCE.
7. MAINTENANCE OF ALL LANDSCAPING IS TIME RESPONSIBILITY OF THE OWNERS,
JOINTLY AND SEPARATELY.
8. TREES AND LARGE SHRUBS SHALL BE ADEQUATELY SUPPORTED, AS
NECESSARY, USING STAKES AND GUYS. SUCH SUPPORTS SHALL BE
DESIGNED SO AS TO PROTECT TREES AND SHRUBS FROM INJURY, TREES
AHD SHRUBS SHALL BE FASTENED TO THE SUPPORT WITH AN ACCEPTABLE
COMMERCIAL TREE TIE OF PLASTIC OR HOSE COVERED WIRE.
9. ANY LANDSCAPED AREA REQUIRED BY THIS ORDINANCE SHALL NOT BE
ENCROACHED UPON BY ANY TYPE OF VEHICLE. ALL LANDSCAPED AREAS
MUST BE PROTECTED BY AN ENCROACHMENT BARRIER, A VEHICLE MAY
OVERHANG AN LANDSCAPED AREA PROVIDED THAT A MINIMUM WIDTH OF
THREE (3) FEET IN HEIGHT.
10. THE MAXIMUM GROWTH HEIGHT OF ANY LANDSCAPING WITHIN THE SIGHT
TRIANGLE SHALL BE THREE (3) FEET IN HEIGHT.
11. SOD ALL GRASSED AREAS AND ALL DISTURBED AREAS DUE TO THE
CONSTRUCTT10N OF THIS PROJECT
GENERAL NOTES
1, ALL PLANT MATERIALS AND PLANTING BEDS SHALL BE LOCATED BY
SCALED DIMENSIONS FROM BUILDINGS, CURBS, PAVEMENTS, ETC.
2- THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE
EXACT LOCATION OF ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION
OR PLANTING AND SHALL BE RESPONSIBLE FOR THEIR REPAIR OR
PAY FOR ALL DAMAGES MADE TO UNDERGROUND UTILITIES.
3, THE LANDSCAPE CONTRACTOR SHALL VERIFY ALL PLANT QUANTITIES.
4. THE OWNER SHALL BE NOTIFIED IN WRITING OF ANY PROPOSED PLANT
SUBSTITUTIONS BY THE LANDSCAPE CONTRACTOR. NO SUBSTITUTIONS
SHALL BE MADE UNDER ANY CIRCUMSTANCES WITHOUT PRIOR APPROVAL
BY THE OWNER.
5. ALL LANDSCAPE AREAS SHALL BE SEEDED, SODDED, DR MULCHED AS
DESIGNATED ON THE PLANS.
6. A PRE —EMERGENT HERBICIDE SHALL BE APPLIED TO ALL PLANTING BEDS
IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS,
7. ALL PLANTING BEDS, SAUCERS, AND AREAS DESIGNATED TO BE MULCHED
SHALL BE MULCHED WITH A MINIMUM OF 3 INCHES OF PINE STRAW,
SHREDDED HARDWOOD, PINE BARK MULCH, OR OTHER OWNER —APPROVED
MULCH.
8. PLANTING BEDS AND SAUCERS SHALL BE EDGED TO PROVIDE A 2" TO 3"
DEEP "V" CUT ALONG ITS BORDER WITH SODDED OR SEEDED AREAS.
9. PARKING LOT ISLANDS SHALL BE SUBSOILED TO A DEPTH OF 12 INCHES
PRIOR TO PLANTING. ADQIIIONA� SOIL MATERIALS SHALL BE ADDED, AS
NEEDED, TO PROVIDE A 4' TO 6 CROWN AT THE CENTER OF EACH ISLAND.
10. GUYING SHALL BE REMOVED AFTER ONE FULL GROWMNG SEASON.
IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO
COORDINATE WITH THE IRRIGATION CONTRACTOR, FOR
IRRIGATION SLEEVE SIZE, FOR IRRIGATION SYSTEM.
GRAPHIC SCALE
20 0 10 20 40
N ALL
)EVICES 1 inch = 20 ft.
I'I.� iL D1 DIVING — NOT RELEASED FOR C'UNS`i RIXTION

I
PUD MODIFICATIQN — ,STATEMENT OF INTENI
THE PROPOSED PUD IS A MODIFICATION OF THE PREVIOUSLY APPROVED PUD, APPROVED BY THE BOARD OF
COMMISSIONERS ON MARCH 13, 2007.
THIS PROJECT IS BEING PROPOSED TO:
— DECREASE DENSITY;
— INCREASE OPEN SPACE;
— PROVIDE AN ACTIVE CLUBHOUSE AND AMENITY AREA;
-- DELETE THE MULTIFAMILY COMPONENT OF THE PROJECT TO DECREASE THE IMPACTS ON THE
ENVIRONMENT AND SURROUNDING COMMUNITIES;
— PROPOSE CLUSTERING HOMES AROUND POCKETS OF GREEN SPACE TO PROTECT ENVIRONMENTAL
FEATURES ON SITE;
— UTILIZE EXISTING PONDS FOR GREEN INFRASTRUCTURE WHERE POSSIBLE;
PROPOSE UPGRADED iNTERCONNECTMTY FOR VEHICLES AND PEDESTRIANS -ROUGH THE DEI'-EnOm OF
CUL—DE—SACS AND ADDITIONAL CONNECTIVITY;
— PROVIDE A WALK —ABLE AND PEDESTRIAN FRIENDLY COMMUNITY
REVISED DESIGN SOLUTIONS INCLUDE. 1) THE USE OF SMALLER SETBACKS AND FF—j.DCIBLE SETBACKS
SPECIFICALLY SIDE SETBACKS 2) CREATIVE STREET AND ALLEY DESIGNS TO REDUCE SPEEDS AND GE14ERATE
SLOWER TRAFFIC MOVEMENT THROUGHOUT THE COMMUNITY.
NC 179 & 904 (BEACH DRIVE)
- '
C
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ATLANTIC INTRACOASTAL WATERWAY
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DATE:
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APPLICANT; OWNEk:
AUL SMVE ("JARK
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'iJUA WIN
-;
F.O. BUY 15_%_;2
F2ECEI�
AUG 2 4 2009
BY: `O C d q nt -- D
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APPLICANT/OWNER: MR. STEVE CLARK
WATERBORO VILLAGE MANAGEMENT, LLC
P.O. BOX 582
CARY, NC 27512
PARCEL NUMBERS: 243NBOOI WATERBORO LLC TRACT
243NBO3405 ENGLISH TRACT
TOTAL TRACT AREA: 49.72 ACRES
WATERBORO VILAGE TRACT 48.87 ACRES (SURVEY DONE BY OTHERS)
ENGLISH TRACT 0.85 ACRES (APPROX BASED ON CIS)
NET AREA: (-3.56 AC OF WETLANDS/WATER 46.14 ACRES)
EXISTING ZONING: I AND C-3
REQUESTED DEVELOPMENT TYPE: PUD (TO INCLUDE SINGLE FAMILY HOMES AND A CLUBHOUSE/AMENITY
AREA)
(SEE PUD MODIFICATION AND INTENT ABOVE FOR MORE INFORMATION ON THE
CONCEPT AND LAYOUT)
ALLOWED DENSITY
MAXIMUM IN R-2M ZONING: 6 UNITS PER ACRE (APPROX. 293 UNITS)
MAXIMUM IN C-3 ZONING: 8.2 UNITS PER ACRE (APPROX: 391 UNITS)
PROPOSED USE:
SINGLE FAMILY LOTS: 205 UNITS
CLUBHOUSE AND AMENITY: +/-5,600 SF
PROPOSED GROSS DENSITY. 4.15 UNITS PER ACRE
PROPOSED NET DENSITY: 4.48 UNITS PER ACRE
PROPOSED NON RESIDENTIAL: +/-5,600 SF CLUBHOUSE AND AMENITY AREA
MINIMUM LOT SIZE PROPOSED: 40 FEET BY 100 FEET (4,000 SF)
(SEE CONCEPT PLAN AND LOT DETAILS FOR FURTHER INFORMATION)
,'RIMARY USE PROPOSED SETBACKS-
FRONT/REAR: (5 FEET MINIMUM)
BUILDING SEPARATION: 10 FEET
NOTE: FRONT AND REAR SETBACKS FOR THE PRIMARY BUILDINGS ARE FLEXIBLE AND WILL RANGE FROM
FIVE (5) TO FIFTEEN (15) FEET WITH A MINIMUM OF FIVE (5) FEET ON ONE SIDE. SIDE SETBACKS FOR
PRIMARY STRUCTURES ARE FLEXIBLE AND WILL RANGE FROM ZERO (0) TO TEN (10) FEET TO MAINTAIN A
MINIMUM BUILDING SEPARATION OF TEN (10) FEET. MINIMUM BUILDING SEPARATION WILL REMAIN AT NO LESS
THAN TEN FEET FOR PRIMARY HOMES AND STRUCTURES AS REQUIRED BY THE PUD REGULATIONS.
ACCESSORY USE (DETACHED GARAGES OR OTHER) PROPOSED SETBACKS:
SIDE: ZERO LOT LINE (ATTACHED/SHARED GARAGES ALLOWED)
STREET SETBACK: 10 FEET MINIMUM
(SEE CONCEPT" PLAN AND LOT DETAILS FOR FURTHER INFORMATION ON SETBACKS)
MA:X MUM BUILDING HEIGHT ALLOWED: 36 FEET (MEASURED FROM GRADE)
MAXIMUM BUILDING HEIGHT PRCPOSED: 36 FEET (EXCEPTION FOR ADDITIONAL HEIGHT ADDED FOR CRAWL.
SPACES AND/OR RAISED STRUCTURES AS REQUIRED IN THE AE
FLOODZONE. IN THAT CASE THE HEIGHT WILL BE DETERMINED AT
BUILDING PERMITS)
PERIMETER BUFFER/SETBACK REQUIRED: 25 FEET
PERIMETER BUFFER/SETBACK PROVIDED: 25 FEET
TOTAL LINEAR FEET OF STREETS: 9,399 LF
PARKING SPACES REQUIRED:
SINGLE FAMILY LOTS: 2 SPACES PER UNIT — 410 SPACES MIN.
CLUBHOUSE (5,600 SF) 1 SPACE PER 80 SQUARE FEET — +/-70 SPACES
PARKING SPACES PROVIDED:
SINGLE FAMILY: 2 SPACES PER UNIT — 408 SPACES (MAX OF 3
SPACES PER LOT MAY BE PROVIDED THROUGH 2
CAR GARAGES AND DRIVEWAY)
CLUBHOUSE/ON STREET PARKING SPACES: 142 SPACES
TOTAL SPACES PROVIDED: 550 SPACES
GREEN SPACE REQUIRED: 15% OF GROSS ACREAGE = 7.46 ACRES
GREEN SPACE PROVIDED:
POCKET/UNEAR PARKS/AREAS SURROUNDING WETLANDS: 7.71 ACRES — 17% OF GREEN SPACE — UP TO
5113% OF GREEN SPACE ALLOWED TO BE
CALCULATED TOWARD WETLANDS)
WETLANDS: 1.26 ACRES
INFILTRATION AREAS: 0.63 ACRES
OTHER OPENSPACE:
POND SURFACE AREAS: 2.03 ACRES
PERIMETER BUFFERS: 3.35 ACRES
TOTAL GREEN SPACE PROVIDED: 9.60 ACRES
TOTAL OTHER OPEN SPACE PROVIDED: 5.38 ACRES
OVERALL TOTAL FOR THE COMMUNITY 14.98 ACRES
PONDS AND PERIMETER BUFFER ARE EXISTING OPEN SPACES BUT ARE NOT COUNTED TOWARD
GREENSPACE REQUIREMENT. THEY ARE COUNTED AS 'OTHER OPEN SPACE" AND INCLUDED IN THE TOTAL
ACREAGE PROVIDED.
SITE DATA NOES;
— BASED ON THE I ZONING, CLUBHOUSES ARE CONSIDERED COMMERCIAL USES. THEREFORE THIS SITE
INCLUDES A MIX OF RESIDENTIAL AND COMMERCIAL
DECORATIVE WALLS AND OTHER SUCH AMENITIES CAN BE WITHIN THE REAR SETBACKS IN ORDER TO
PROVIDE FOR ADDITIONAL AESTHETIC VALUE ALONG THE BACK OF HOMES. WALLS AND /OR OTHER
STRUCTURES WILL NOT BE TALLER THAN 4 FEET.
— STREET'S ARE DESIGNED TO MEET THE NCDOT TRADITIONAL NEIGHBORHOOD (TND) GUIDELINES TO THE
EXTENT PRACTICAL. SMALL VARIATIONS OCCUR WHERE NECESSARY.
— WATER AND SEWER UTILITIES AND EASEMENTS WILL NOT BE UNDER THE ROAD OR SIDEWALK AND WILL BE
LOCATED IN THE PRIVATE RIGHT—OF—WAY.
- TRASH COLLECTION WALL BE PRIVATE COLLECTION
ADDRESSING WILL BE HANDLED THROUGH THE USE OF DESIGNATED KIOSK AREAS EXCEPT ALONG THE MAIN
ROADWAYS. ALONG MAIN ROADS, MAIL CAN BE DELIVERED TO EACH INDIVIDUAL RESIDENCE.
- OPEN SPACE IS TO BE OWNED AND MAINTAINED BY THE DEVELOPER AND/OR DESIGNATED HOMEOWNER'S
ASSOCIATION.
'An PPR0'VED
NORTH CAROLINA ENVIRONMENTAL.
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
COMPANY, INC e
ENGINEERS ■PLANNERS ■SURVEYORS In ENVIRONMENTAL
RESEARCH TRIANGLE PARK ■ CHARLOTTE In WILMINGTON
2905 Meridian Parkway, Durham NC 27713
800 733-5646 • wwwjohnrmeadams•com ■ License No.: C-0293
Jill 1111-1111
Anilill
IN
F.W
r
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

TREE #
TREE_ -DESCRIPTION
52
LIVE OAK 30
53
PINE 12
a a
_
PINE 1
55
OAK 12
MA N L A 8
57
MAGNOLIA 8
58
HICKORY 14
59
OAK 16
60
HICKORY TWt N
61
OAK 14
62
OAK 14
63
HICKORY 6
64
HICKORY 20
65
OAK 10
66
H[CKORY 14
OAK i
8
OAK I2
69
OAK 18
70
RR TO
1
HA N L A
72
HICKORY 10
73
QAK 6
75
HICKORY W N
76
HICKORY 20
77
OAK 20
78
PINE 24
OAK 14
80
PINE 16
0
x
SI
OAK 20
62
OAK 14
83
OAK 12
4
DAK 14
85
OAK 12
8
HICKORY 14
87
OAK 16
8S
CHERRY 6
89
OAK 14
90
OAK 12
91
OAK 14
92
OAK 16
93
MAPL 8
94
OAK 16
95
OAK 16
96
OAK 16
97
MAPLE 10
9S
OAK IS
10o
IVE OAK GROVE
101
QAK 6
102
OAK
103
OAK 20
104
OAK 14
105
PINE IS
Iub
PING 16
107
PINE-20
108
PINE 14
I
N 14
III
OAK 12
112
PINE 16
113
PINE 12
114
PINE 12
11S
N _ 1
116
PINE 16
117
PINE 16
11S
PINE 14
119
PINE 12
120
I PINE 18
121
OAK 15
122
PINE CLUSTER 3
121
HICKORY 8
124
OAK 12
125
OAK 16
126
HICKORY 8
127
HICKORY 8
I
AK 14
129
OAK 12
130
OAK 12
131
HICKORY 10
132
OAK 1
133
OAK 16
134
HICKORY 12
135
OAK 12
136
HICKORY 8
137
UAK i5
138
OAK 28
1
AK I
140
OAK 16
141
1 OAK 12
142
1 HICKORY 12
143
OAK 12
144
OAK 12
14S
HICKORY 6
14
OAK
147
HICKORY 10
148
HICKORY 12
149
HICKORY 10
150
HICKORY i
151
HICKQRY 24
152
OAK 12
153
OAK 18
I54
OAK I8
155
OAK 0
157
OAK 30
I
L V AK 14
159
OAK 24
160
LIVE OAK 12
161
OAK 20
1
V AK- FRY 16
163
HICKORY 30
164
OAK 30
165
OAK 12
166
LIVE OAK I?
167
OAK 18
166
QAK 18
169
OAK 14
170
HICKORY 8
171
LIVE OAK 12.
172
LIVE OAK le
173
LIVE OAK 16
174
PIN7 12
175
PINE 12
176
PINE 12
177
HICKORY 3
178
LIVE OAK 14
179
DAY I2
180
OAK 3
181
LIVE OAK 12
182
P NE 16
183
LIVE OAK 10
184
LIVE OAt; 12
185
OAK 16
186
OAK 14
161
OAK 12
188
OAK 14
189
OAK 14
190
LIVE OAK 30
191
OAK 14
192
OAK 14
193
OAK 12
CAI' I8
HICKORY 16
IVE OAK, CLUST
g
OAK 24
L V AK 14
OAK CLUSTER
200
OAK.
12
201
DAY
12
202
DAY
14
OAK
14
204
4 OAK CLUSTER
205
AK
1
206
OAK.
12
207
OAK
12
208
OAK
12
209
OAY
1
210
OAK,
12
2I1
OAK
10
2I2
2 OAK CLUSTER
213
OAK
10
214
OAK
18
215
OAK
14
1FINE
12
217
OAK
14
218
PINE
12
219
OAK
6
220
HICKORY
12
221
HICKORY
14
222
HICKORY 16
223
OAK
6
224
OAK
14
225
OAK
1a
226
OAK
12
AK
228
❑AK
14
229
OAK
12
230
_
-OAK
14
231
LIVE OAK 20
2 2
LIVE
AY.
233
OAK
10
234
AK
1
235
OAK
12
236
PINE
16
237
OAK
10
23B
OAK
i
239
TWIN OAK 14
240
OAK
16
241
OAK
12
242
OAK
28
243
OAK
I2
244
OAK
16
245
OAK
6
246
OAK
14
247
TWIN OAK 14
248
IV£ OAK
CLUSTER
24
AK
3
250
OAK
12
251
IVE OAK
CLUSTER
252
IVE OAK
CLUSTER
253
PINE
12
254
IVE OAK
CLUSTER
255
IVE OAK
CLUSTER
23
AK
1
257
OAK CLUSTER
YlN4= 1
259
QAK14 !
2 -0
QnK 12
261
OA.K 12
262
OAK 36
263
OAK 20
264
OAK 12
265
QAK 12
P t: 20
267
-U`i 14
268
POLAR 10
2b9
YQPLAR 12
270
POPLAR 0
I
POPLAR 12
272
PINE 14
273
OAK 12
274
OAK 12
a75
OAK 10
P-76
OAK Is
P1N: 1
278
Ax 12
279
OAK CLUSTER
260
HICKORY 8
281 1
HICKORY 24
2
OAK 8
2133
DAY 12
284
UA_K 16
285
HICKQRY 8
286
HICKORY 10
287
OAK 28
AK 24
289
AK 24
290
PINE 14
291
ti 1
292
I MAGNOLIA 12
330
L Vt AK 14
33l
OAK !0
33= 1
H KL,-KT �4
333
IAK FINE CLUSTER
334
DAK 12
335
PIN: 18
336
Pit;= 16
337
LI, QAK 10
336 I
GAK 8
339
LAY t
340
OAK 14
41
AK 14
3 ;?
OA`: 12
43
AK I
344
PINE 16
345
Pit"E 12
346
P1N:E 16
347
OAK 16
348
1 F1 N= 1B
34 9
UA.K 1
1450
i fzl- 12
351
OAK f2
3 a
_ i
353
I U.AK 14
3 4
KQK
H CRY 12
356
OA;0
357
OAK 12
358
O AK 10
359
I 0Al 12
360
DAK 12
1
AK it,
362
1 OAK CLUSTER
363
DAY 12
364
OAK 14
_ 365
POPLAR 12
366
P PLAR !
367
OAK 18
3 6 8
FIN:= 18
369
_._
GAK 12
310
OAt; 14
372
HICKORY 14
373
HDLLY B
374
OAK 14
3
AY, W N
WIN LIVE AK
377
OAK I8
310
N:E 16
379
PIN= 16
380
t"E I
361
PINE 16
302
OAK 1,
383
I OAK 14
384
OAK 12
385
PINE 14
.IS
L v AK
388
DAY 12
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-� ---- --
-`� EXISTING COIV13lTI0NS NOTE:
s (f3' EXISTING CONDITIONS ARE A COMPOSITE OF A SURVEY PERFOIRMED BY BOBBY M. LONG
& ASSOCIATES AND A TOPOGRAPHIC SURVEY BY THE JOHN R. MCADAMS COMPANY, INC.
BASED ON A BENCHMARK PROVIDED BY BOBBY M. LONG AND ASSOCIATES,
lI a i� m
0
o d
C J
n4
Course
Bearing
Distance
L2
S 01' 19 55
30.27'
L3
N 80.36 07 E
48.11
L4
S 09'50 34 E
21.03
GRAPHIC SCALE-
100 0 50 100 200
1 inch = 100 ft.
I<INAL DRAWING - NOT RELEASED FOR CONSTRUCTION
^�1lannM'E>nr cc•07'0' Rt1n7fr7r1 'G+.tie I �,v-rnnPni�tnn t;t-,9 rw r,lei 1t1s11n-�trEpl.-r a,�n r"--, .,�� ,,, r<..,t„t,,, •,

PUD MODIFIQA Q`jL N___� _ -STATEMENI-OR INTENT
THE PROPOSED PUD IS A MODIFICATION OF THE PREVIOUSLY APPROVED PUD, APPROVED 13Y THE BOARD OF
COMMISSIONERS ON MARCH 13, 2007.
i �"�.�.+-_. �• . .l THIS PROJECT IS BEING PROPOSED TO:
EXISTING - DECREASE DENSITY;
LIVE E OAK AVE. l I _ ..--� / - INCREASE OPEN SPACE;
gyp' %Y EXISTING' l occur Is���rESTti1 1 1 /� - PROVIDE AN ACTIVE CLUBHOUSE AND AMENITY AREA'
( 1
i 1 P GG TT I pamm PG 4b3 � 1 - DELETE THE MULnFAMILY COMPONENT OF THE PROJECT TO DECREASE THE IMPACTS ON THE
AVE . jI ( j -� ENVIRONMENT AND SURROUNDING COMMUNITIES;
--- -- --� (30r RI'IY) PROPOSE CLUSTERING HOMES AROUND POCKETS OF GREEN SPACE TO PROTECT ENVIRONMENTAL
" ` • 'FEATURES ON SITE;
I I / /F 1 - UTILIZE EXISTING PONDS FOR GREEN INFRASTRUCTURE WHERE POSSIBLE;
N 1 4/F N F I a:DIB3
fit r - PROPOSE UPGRADED INTERCONNECTTVITY FOR VEHICLES AND PEDESTRIANS THROUGH THE DELETION OF
ccaKE �• m3 t --' CUL-DE-SACS AND ADDITIONAL CONNECTIVITY;
N/F. N/F 40 PG ' DI3 2484 PG 1347 697 PG 647____ SOYARS CB 2b fl PG 1026 �-" - PROViDE A WALK -ABLE AND PEDESTRIAN FRIENDLY COMMUNITY
HULL DB 2162 PG 435 REVISED DESIGN SOLUTIONS INCLUDE: 1 THE USE OF SMALLER SETBACKS AND FLEXIBLE SETBACKS -
r DB 1704 PG 0443 {{ �� SPECIFICALLY SiDE SETBACKS 2) CREATIVE STREET AND ALLEY DESIGNS TO REDUCE SPEEDS AND GENERATE
. �.- GAUSS LA�,,
t_rri-tnt -rrc+ - N/F i ¢ PEASE A 1 �-- / " " SLOWER TRAFFIC MOVEMENT THROUGHOUT THE COMMUNITY.
..,,....,.,. �ttfrrlfv _ .-
DB 2733 PG 0633 AB '1045 PG 2s � I / ; � / / j SUE DATA "' `� TESWAY Cd�;
N/F ,.
TODD ___ 25,,,•' PERIt.!ETER IRLMR — - - -- � AN � DER. . � -� APPLIC TjOY'N MR: Sil~VE CLARK
___ --- --- -' L ��— _---- - _ WATERSORO VILLAGE MANAGEMENT, LLC
DB 1244 PG 663 -- _. --- daRTH b 0 582
! t BOX RY, NC 27512
__.-- _ _ ---- - - - _-- --- - ( P
FATION
LIT CA
-- --- ___ _ ---- r - I I i -- / PARCENUMBERS: 243NE3001 WATERBORO LLC TRACT
30
243NB03405 ENGLISH TRACT
N/F TOTAL TRACT AREA: 49.72 ACRES
/ / 13 _ ! WATERBORO VILAGE TRACT 48.87 ACRES (SURVEY DONE 8Y OTHERS)
DB 1277 PG 1038 TT A A
TODD i ��/ Q 7 HS Z.t� { 17 I •. } 2� I � i ;•�' . _ `- :.. ` . ./ � � f _- � - �" - j ��..� rr/F ENGLISH TRACT 0.85 ACRES (APPROX BASSO ON GES)
/ 1 } I _ vn sou
_ -- ! ! 38 I� f [ i DB 187 PG 542 NET AREA: gy �r (-�3.5s AC OF WETLANDS/WATER 46,14 ACRES)
O 1 HSE 6 rk
�44, /� / I 1$ I { 2$ I I } I _ NAP- t t9 t9 S EXISTING ZONING: R-2M AND C-3
} _ r50UTH`
l
�v� -- -- I i I 4 I { 37 I l 43 } t J -- REQUESTED DEVELOPMENT TYPE: PUD (TO INCLUDE SINGLE FAMILY HOMES AND A CLUBHOUSE/AMENITY
N/F w/ r r / 1 1 s } l 27 i i L O i i ! i _ i �STATiaN t r_ AREA)
TODD / ! { I P1A� -_ -- -- i
DB '1211 PG 562 Q�'/ / - OPEN I 36 I I �- -' 1 -'1zjF (SEE PUD MODIFICATION AND INTENT ABOVE FOR MORE INFORMATION ON THE
/ _- I ! I : J , ' EiSYI e uc INVEST, CONCEPT AND LAYOUT)
I + / / r � � � I ! 26 35 -SPACE i ! 1 �...-
t - rY� � � �'/ `•. � � I 20 I } l ` '16,373 S 1 g { � r J
0.8 2210 PG 200 ALLOWED DENSITY:
CD`r / _ I 25 _Y_ t �+ MAXIMUM IN R-2M ZONING: 6 UNITS PER ACRE (APPROX, 293 UNITS)
Q ,,l j� t 79- MAXIMUM IN C-3 ZONING: 8.2 UNITS PER ACRE (APPROX: 391 UNITS)
z Q£ E" f' / I t I PHASE _ _ ` _
OPEN
u` t,�� --- PROPOSED USE:
- -- - \ f� I 45 1 - .^� N/F SINGLE FAMILY LOTS: 205 UNITS
1 - I SPACE' 24 r S i f 19 { { tag } t • , t T �, LAMBERT CLUBHOUSE AND AMENITY- -F/-5,600 5F
1 �^�^•� / / PROPOSED I i ` 8,907 SIF
t ' �J 1 AMGhiIIY AR __ \ 48 47 46 y i t t r� p DD 1451 FG 18$
»- rn -_- PROPOSED GROSS DENSITY: 4.t5 UNITS PER ACRE
3 ®� / (' \ ' to ®• i { , { t99 _ - ,.r�-�- ! PROPOSED NET DENSITY: 4.48 UNITS PER ACRE
' Q �49 _ ��`_ " -- PROPOSED NON RESIDENTIAL +/-5,600 SF CLUBHOUSE AND AMENITY AREA
PHASE\Q - - J/ EXISTING } EN S CEn L7j"
J ---I' MINIMUM LOT SIZE PROPOSED: 40 FEET BY 100 FEET 4,000 SF
t E50 e c¢a - POND 1 lrZ t 9,038 ' '� { 6 E"i �� ( )
' - _ i {, } (SEE CONCEPT PLAID AND LOT DETAILS FOR FURTHER INFORMATION)
t _ t 52 e bf to f 7p S t r t 1 OB 2659 PG 1318
--
:,
1 I�� � PRIMARY USE PROPOSED SETBACKS:
�� FRONT/REAR: (5 FEET MINIMUM)
BUILDING �
a .e
1
.; , , � .- .;. e �• a• . `� � { is t EP RATIO LI31NG S 10 FEET
I ; QPFDf ` _ NO R S
I 77 [� '. �, � .• �'►'" -; f {{P��A�-� � 1,-� l BUILDINGS ARE FLEXIBLE AND WILL. RANGE FROM
• y -� / 55 , NOTE: FRONT AND REAR SETBACKS FOR THE PRIMARY
1
-� FIVE (5) ,TO FIFTEEN (15) FEET WITH A MINIMUM OF FIVE (5) FEET ON ONE SIDE. SIDE SETBACKS FOR
} _ -- { '.• 15'584F / / �� / EXI STING
i N/F FIVE
STRUCTURES ARE FLEXIBLE AND WILL RANGE FROM ZERO (0) TO FEET TO MAINTAIN A
STl { i� - w1LL1ANts TEN (fO )
I 1; f,'• 76 / . O POND - OF TEN (10){{ `' -- 19 87 Pu 13 THANUTEN FFEET�FOR PRIMARY NHOMES AND STFRUUCREQUIRED AS REiRED BYATHE PUD REGULATiONS.T NO LESS
0 / `• S7 ` / •> , - ' - { _- S _ ACCESSORY USE (DETACHED GARAGES OR OTHER) PROPOSED SETBACKS:
PEIA-SE i [ r f (_. r t ~ } SIDE: ZERO LOT LINE (ATTACHED/SHARED GARAGES ALLOWED)
i tl $D { // / AJ.rr 84 / SB `r- " PHASE �. . ►` t t5 t -� ` , } j I i STREET SETBACK: 10 FEET MINIMUM
3 1 I } 72 73 r r
N7/F (SEE CONCEPT PLAN AND LOT DETAU FOR FURTHER INFORMATION ON SETBACKS)
18 1 1 ODUM
SPACE �.�.. PHASE tt t t 1 DH 977 PG 7a4 MAXIMUM BUILDING HEIGHT ALLOWED: 35 FEET (MEASURED FROM GRADE)
/ 2,425 SF t� 39 t 1 ' - MAXIMUM BUILDING HEIGHT PROPOSED: 38 FEET (EXCEPTION FOR ADDITIONAL HEIGHT ADDED FOR CRAWL
SPACES AND/OR RAISED STRUCTURES AS REQUIRED IN THE AE
SE
t-•j 1 -•'- � --' T. s 1 � / / / .` � •�60 r _ I , . - - ;� e �\ � ' �; _ � _�-1 F100DZONE 1N, THAT CASE THE HEIGHT WILL BE DETERMINED AT
BUILDING PERMITS)
RNAv
11'91 5F, c ATT PERIMETER BUFFER/SElT3ACK REQUIRED: 25 FEET
PERIMETER BUFFER/SETBACK PROVIDED: 25 FEET
C� i } t / c , :' • _ . , • e f' / { ! '�"� Cy TOTAL LINEAR FEET OF S ,
PF1AS� _..._.., ,•-/ / 62 . • ., / � 2 � . ! i': � { � d TRE!~T5' 9,399.LF
1
D
1 1 t I _ 1 ._.. -- --- '- , ' -t .:. c . • . C;' _ � 14 ' P � _
I
EXISTiTJG
I-d, , t • Q L� m PARKING SPACES REQUIRED:
{ HIE 5
. POtJD e P �e S y.{ { ^ i { OPEN y t [ o SINGLE FAMILY LOTS: 2 SPACES PER -
e j I 1z 1
E UNIT 410 SPACES MIN.
e i C ---- - OCEAN-"ISI� ESTATES CLUBHOUSE (5,600 SF) 1 SPACE PER $0 SQUARE FEET - F -7O SPACES
2� 0 PACE I- !� l SPACE w /
} _ _ i t Es I 14 6-85 SF 8 �tJ 1 17 r
N. 72 ` .`.i7933 ..SF1
} f
,• PARKING SPACES PROVIDED:
1 t I 74 1 i S a' ' I N/F SINGLE `FAMILY: 2 SPACES PER UNIT - 408 SPACES (MAX OF 3
_ ^ 3 THOMPSON
�" SPACES PER LOT MAY BE PROVIDED THROUGH 2
, t � DB 1263 PG 553
t { _ { 1 { I I t t i_ . { . { CAR GARAGES AND DRIVEWAY)
r, 3 I s2 I 1 Q CLUBHOUSE/ON STREET PARKING SPACES:' i42 SPACES
-,2 TOTAL SPACES PROVIDED: 550 SPACES
j 4 i GREEN SPACE REQUIRED: i5% OF GROSS ACREAGE = 7.45
7r���At�� I ACRES
! 3 _ 91 I { y 13 1 i -=-- I } t6 1 { __- .[".EaASE. -
I N/F GREEN SPACE PROVIDED:
88 _ r - i I t.:. : c•t,i„•;r., 1 _: -= I { 17 EBERSOL POCKET LINEAR PARKS/AREAS
__;�..:-•- - - _ .: { r s7 '�-'-�' � DES 2064fi PG 80 j SURROUNDING WETLANDS; 7.71 ACRES - 17% OF GREEN SPACE - UP TO
v } 3 { - - { i C� { t 50% OF GREEN SP CE ALL '• i j .Q � A OWEC) TO BE
APE 1 } - � I
I � - I CALCULATED TOWARD WETLANDS) I _ '-
AC0' �-- { I I } { t { E - -r WETLANDS: 1.26 ACRES
1 j 5,754 SF f 14 — �- — —
•---j"3i { ,, j 13 { i 1�..._, --4 i-- -� , { I6 { i �Y r• L _ ACRES
_ �^ _ �.... _._-• , �. ! TRATION A%LEAS:
Q.63
OTHER OPEN SPACE:
�--'�-"-- 25 PERlIdE1ER R
{ 1 I - POND SURFACE AREAS: 2.03 ACRES
Y
P 3 t { ® _ { { ---- } } 3 } I t5 - _ -.. _;=z - "" -' ---`f / N/F PERIMETER BUFFERS: 3.35 ACRES
t
N
1 5 r; { 72 � I . 7Has�Psor7
® 11 I �. - .A I r ice._ N-s-SAT :, �._._�- r-- PB a004 PG 306
[ t 1 t 0 [ t P4 X - �. _- - - --` ` TOTAL GREEN SPACE PROVIDED: 9.80 ACRES
PHASE,ff
0 Q�
25 ?ERIN,EiER _ _ E _._..--�----�'- -- �_ � 5.38 ACRES
1 [ , � � �� 0 � t , 1 ; c ` 14 r•- � BUFFER' - •�-5--
10 �� I OVERALL TOTAL
FOR
STHE COMMUNITY: 14.98 ACRES
-t
rr- PONDS AND PERIMETER BUFFER RE EXISTING OPEN SPACES BUT ARE NOT COUNTED TOWARD
[ s , ► _ �� ~w ___ REQUIREMENT. THEY ARE C A ENS E AND INCLUDED IN THE TOTAL
[ T�11,17ACREAGEPROVIDED
,_•. �•_, _.:__�_-17 F � 4 L7/F N/F
Ei3'JS>ACE REQUiREN z: COUNTED S 'OTHER OP PAC UDED
- �' QERLMI 1ER tWARD
j 6fJiL DDB 81 G 9 DB 791 PG 362
., l tJ,F 11�00N/F
Eyj$�d----� "�- c- . ' D6 10 PG 4
a rATERLSNE
NiF 19 575
LRIDGE 1 ;pBMOHN
2: P 24RctYrS
_ _-�� EXIST NO� t
NG- " �7 t��{% 4 I DB, 1749SMITH ldl EErt fi3D 213T PG 489 4 DATA
0 dR-LOGATL Nr-0 \ ( T1 ,( Y,� 1 a . _•_, PC ace{ DB 1403 DB 1403 4 -� PG 1632 l - -„ 1 SITE
BA�i3 ON THE R�?JA ZONING. CLUBHOUSES ARE CONSIDERED COMMERCIAL USES. THEREFORE THIS SITE
I t &Y jJ v 2 4 PG 127f r
INCLUDES A MIX OF RESIDEN tIAL AND COMMERCIAL
� _l
{ 171E N/F S _ �ATE� ., ., pUBL c / l l__.-, _v._...- { �- P^ i 7 i �- DECORATIVEWALLSAND OTHER SUCH AMENITIES CAN BE WITHIN THE REAR SETBACKS IN ORDER TO
('V j _ FORADDITIONAL AESTHETIC VALUE ALONG THE BACK OF HOMES, WALLS AND /OR OTHER
� I 15,LL.UAS � CLTT5FU1iT11 D8 2380 PG 7FRa
l � �� N/F
N/F 1r/F ` D9 2555 PG 351 0$ 1254 : I j F 1F ANDERSON L 't + -_- - C7/F STRUCTURES WILL NOT BE TALLER THAN 4 FEET,
17/F l ln?� RI PG 146 i [ NJIF N/F DB 2398 PG 975 ( - STREETS ARE DESIGNED TO MEET THE NCDOT TRADITIONAL, { 1-D9'�FT B 2819 PG 159 nDO ROTUND001 � LOWr7f �- � _ -t WOOLDRIDGE L NEIGHBORHOOD (TND) GUIDELINES TO THE
" ] N/F i �GH� ( DB 366 1 t p� 371 �- D 3 57s Pc t73 __ _ - - DB 2137 PG .1032 EXTENT PRACTICAL SMALL VARIATIONS OCCUR WHERE NECESSARY.
STtVq"{73 PG �4 E PG 785 t PG 464 1 - WATER AND SEY�i UTILITIES AND EASEMENTS WILL NOT BE UNDER THE ROAD AND WILL BE LOCATED IN
OCEAN iSFfiSTATES f SON DB 1435 I PG i 0C N ICLE ESTAS f r THE PRIVATE RIGHT-OF-WAY.
P8 ODO4 PG 0306 DB 2578 PG 1390 PG bit } "1 f �, NI/F 6t' R i - TRASH COLLECTICN WILL BE PRIVATE COLLECTION
IL
1 4 - ADDRESSING WILL BE HANDLED THROUGH THE USE OF DESIGNATED KIOSK AREAS EXCEPT ALONG
N/F LOWZ1 - 39' B-l3 THE MAIM
1 Rpn1ND0 DB ato PG 757 5' 26' ORtME AISLE FOC ROADWAYS, ALONG MAiN ROADS; MAIL CAN BE DELIVERED TO EACH INDIVIDUAL RESIDENCE.
` DB 366 PG 785 SIDEWALK �•� !j
t)CEAN ISLE FSTATFS 1 1 L �" 9a' PARKING s' SIDEWALK
41 AOPEN S OCIA AC IS TO BE OWNED AND MAINTAINED BY THE DEVELOPER AND/OR DESIGNATED HOMEOWNER'S
PB 0004 PG 0306 �- _- --- --� , !
2 • _2.0
5' CONCRETE30` STANDARD?.,
SIDEWALK CURB RID ClJiTER 30" STAlvDARO
CURD AND GUTTER
41' RIW
TYPICAL SUTION - 61' PRIVATE R/W, . 39' B-B STREET 6'oCONCR�
49' . R (90° PARKING - 1 SEDE)
21 8-B
5' 5' S' 29' D_B a' PARA,tr, . 5. TYPICAL SECTION(E)
€DEWALK 5' 2.5' 8' LANE 8' LANE 2.5' 5' SIDEWALK SIDEt/ILK 5' 2,5' 8' LANE '10' LANE PARKING 5' SIDEWALK
NLT,S,
-.O 07 2.0,~ 2.0T, 0� 1pf 47 B-B PAR.11EL
2.0 �^ t� o' SIDEWALK 2.S' 90' pARK1LrG ,",7 ISLANDS) PARK�I2G 5' SIDEWALK5'-
2D' DRIVE AISLE (FCC
5' CONCRETE ett \ �, 4 ?. R.t
5' CONCRETE 30' STANDARD 30' STk1;DARD 5' CONCRETE
30' STANDARD SIDEWALK 5' CONCRETE ,t
SIDEWALK CURB AND GUTTER CURB'AND GUTF-R 30" STANDARD SIDEWALK . � 2 _7L�..
' c '
CURB AND GUTTER _ - SIDEWALK- CURB -AND GUTTER
.C^7r 2.G:. L
TYPICAL SECTION - 41' PRIVATE R/W, 21' H--13 STR '1' TYPICAL ,SECTION - 49' PRIVATE R/W. 29' D-D STREET ,Nt�
(NO PARUNG)' (PARALLEL PARKING - 1 SIDE) 6' ca17cR a• A 7 AR J 5' cOr7CRETE
i
CURB AND GUTTER 0 STANDARD
TYPICAL SECTION ® TYPICAL SECTION ©. =IDE�vALx 3 sT D CURB AND GUTTER SIDEWALK I i
N.Ts TYPICAL SECTION - 69' PRIVATE R/ r, 47' B-D STREET I
44' R1W (900 P IRKING AND PARALLEL PARKING) o
CD
29. B_o 49' RIW TYPICAL SECTION C i' o
21, B•-B N.T.S.
5' e' PARALLEL 5' 5'
DEWALIK 5' 8' LANE 10' LANE PARKING i SIDEWALK 5'
SIDEWALK 5'.. 6' LANE 10' LANE 13' SIDEWALK 20' PRIVATE ALLEY'
71
2, h d1 ;s' WIDE PAVED I Ff 42.5
' .�
..,
_2.0: 13'
SETBACK
30' STANDARD 5' CONCRETE
\_5' CONCRETE CURB AND GUTTER 30` STANDARD 5' .CONCRETE 30" STANDARD 30' S7ANDARb SIDEWAL}( t1� `?., � RIGHT OF -WAY IT
SIDEWALK CURB AND GUTTER c CURB AJ7D GUTTER 5 CONCRETE SIDEW)
0"cVtALK CURB AND GUTTER Xn" mpp Limn r-f rm7p
TYPICAL SECT 0 -- 44' PRIVATE R/W, 2W B_B' QTREET Y
(P.A�t��LI�Ei, PARHING -- 1 SIDE) TYPICAL SECTION - 49 PRIVATE. R/�T, 21 B-B..STREET - -
(NO PARKING)'
TYPICAL SECTION ® TYPICAL SECTION
TYPICAL SECTION 20' PRIVATE ALLEY, 12' E-E
(NO PARKING)
TYPICAL SECTION Q TYPICAL LOT DIMENSIONS
1r.7.S, 1'=40'
C
SEE NCDDT DETAIL 848,02
FOR DRIVEWAY SECTION
5TAMPEp
CONCRETE
CONCRETE
CONCRETE
� BAND (TYP.)
5' CONCRETE
CONCRETE
SIDEWALK
DRIVEWAY
ASPHALT ALLEY
PAVEMENT
TYPICAL ALLEY
DRIVEWAY APRON
i "-20'
OPEN SPACE
(so rrrrt) vhra av
INFILTRATION AREA
.
GRAPHIC SCALE
WETLANDS 100
0 5o 100 200
(OUTSIDE OF PON°D5)
*
TYPICAL STREET SECTION
1 inch - 100 ft.
FINAL DRAWING— NOT RELEASED FOR CONSTRUCTION
- nIR

4 - - -. _-.- - ------ -
.-.----.._• GRADING LEGEND
.......................
--- �""" CA FLARED END SECTION
w+ -N T _.
------- r - -------'_ " - - ' CATCH BASIN
OU-- -
---------- - -3r--"=' "._ .",_.- ----- --~ -- --- - PUBL�C�4Y - — _ -.� .;4. - ' - ro — - y I '� DROP INLET
BU�FER T JUNCTION BOX
25 +P,%2fthiER
LL!! '�-+- DRAINAGE FLOW ARROW
_--------- '' r•____-_._,r_.----_.'_ T .o--'�""' - .. �� CB 31 _ �; / C r I
.._.__..-.-_-.a-~P."__"_"__.- --•---•----'_ -- „_"_.__-_ _---_.r;__--.---�� •------`� 1 � - , _,,,_,._ r....-...._ �:" ._........--- our_....--"�-;r`3-----._"-
-..• _ ' _1--- _a _ - s;f .• __"_t._ °.P "_ ...-" - _ --�' - Qu „ _ _-- Gu f _,o �� C8�32 -- -- tn�'_ STORM DRAINAGE
Lo,
..._..---_.,r_,,.,_.--.---� .t-`'t "''-Yr-~-'°''....__.......-,v -." .r ..•,,.,,•. -- y ct-----`.`_"_ °�---e"��----' �' _._...-_-.1 �, P�1��� �� ����� „,...�• - ._._. _"�---- � l J / \ � .. . .
STORM SERVICE LiNE
- .¢1• -cr ^" "'"" 25 f ;� \ cnn
< _-.-- --?- 8Et3G.Hb1ARK _--- ou ---� J_ � r-- �- � � B - - 9 � �� / �, j i � ---TP TP TP ---- TREE PROTECTION
rds --� �..c---C's TOP OF IRON PIPE ^ ----- LD =- _------ ----- = vl 38
LIMITS OF DISTURBANCE
Cu 1 ELEVATION=37,87_---�tD -�---- i E {II LD LD
! I _ - - - - m WOODED AREA *SEE NOTE
1 C j i 79 N/F (ILLUSTRATIVE ONLY)
1 - _----~--' \. i S ET P`�} — BO TODD 255
J I I(SEE "t"" B1 O { ` DB 1277 PG 1038 I 5' CONTOUR
_st - 9$ ' ` 1 - I {f (D C\ 1 l 251
�� \ 9 i \ $4 83 y 82 1 i i 3� 1 ! 1' CONTOUR
\\ 1 86 r \85 y O 3 I \ 4 i I j ---___
i 49 �� (� t N/F 255_ EXISTING 5' CONTOUR
TODD
SEE SHEET DB 1211 PG 562--_---"-251------- EXISTING 1' CONTOUR
DI 38A v t , P N/F
t FOREST -- -- EASEMENT LINE
t ! I 99 \ S DI 3 DB 2733 PG 0533
OCEAN ISLE ESTA 1 i !{{ \ CB 142 1 CARE BE� ►S3 ~c�'P-2) \
I � ,�'} Fi � CR 3
PB 0004 PG O O6 (49' its�xTE' R/ ' B 37 _.-----
i s
! I °•-------- t �s DI 34 ► l S-TORM� DRAINA E N=S:
` CB 141 # CB 40 / , _ t
6 CB b 1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III
tl! { __ - j t� \, REINFORCED CONCRETE (RCP) UNLESS NOTED OTHERWISE.
ou G
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN
\ \ ►� I , ACCORDANCE WITH THE LATEST BRUNSWICK COUNTY AND NCDOT
72 i _ ----- - - STANDARDS,
' N/F 3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
i! I _ I 1 ^ 71 \ \ Q STRENGTH.
WILLIAMSON \ I
CC 4
D 2576 PG 1390
, *� I 1 1 4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN
73 \ \ \ i `, �°• _ _ _ - - - I ! 6� it 4 WITH INSIDE WALL.
1 � i ' � V 92 i 93 � � \ - --- - - -� 1 j
II i I 9D i 91 t O t 70 I 5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT
DI 35 \ SEALER, WHICH CONFORMS TO AASHTO SPEC �? IF1CATioN M-198
�' \ N/F FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE
TODD NOTED.
` I DB 1244 PG 663
t ( 0 10 CB 139� 1 t s? }� i 69 i A\ ! 6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES
- ' `� 1 J f SHALL BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE
STANDARD USING MORTAR MIXED TO MANUFACTURER'S
� F SPECIFICATIONS.
rn
7. ALL BACKFILL SHALL BE NON --PLASTIC IN NATURE, FREE FROM
CB 29
B 28 \ ROOTS, VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL
\ / / �\j� ` OR OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SH
ALL BE
75 / \ 7
En
O , i �� CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND
, j SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE
N. MAN IN A PLASTIC
MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING,
N/F 1 `®/ \ �\ ` 95 t 94 i ,a � r \ 76 f CB 27 p 7 ® \ j ` •, ` I 8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS
DB 1 PG 441 I ` r - s7 96 "1:! - - - �� L� ` 8'.0.► / / \ \ / UNSUITABLE FOR BACKFILL PURPOSES SHALL BE REMOVED AND
\ \ \ i ► \ i 67 �j�pp`�// �yy 9 ,\ I ` REPLACED WITH SUITABLE MATERIAL.
\ - - .✓ \�� / 2 3s `6, / / \\� \ 9. BACKFiLLING OF TRENCHES SHALL BE ACCOMPLISHED
` IMMEDIATELY AFTER PIPE IS LAID, THE FILL AROUND THE PIPE
1 C11 / - / \ SHALL BE THOROUGHLY COMPACTED TO 957, OF
A
• � ,` THE MAXIMUM
ATE �' B 134 CB 135 �� // rn �IIJ // \ µ^ \ /�y/� �j-g� / 10 to i� DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST.
137 �� r�+ �,.. 66 \ f: /Rdd " \ // \ \ �� THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100
CD. PERCENT STANDARD PROCTOR,
1Q
N/F 3 �� UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE
H IN UNBACKFILLED TRENCHES SANCEZ 13b� AFTER PIPE HAS BEEN PLACED.
DS 2573 PG 1030 11, All DRAINAGE STRUCTURES SHALL INCLUDE A 12" SUMP BELOW
}} Sf'•
f` '- THE LOWEST PIPE INVERT. THIS REQUIREMENT MUST BE
t _ •dl
r — I i I fibACCOUNTED FOR ON THE NCDOT DETAILS LOCATED IN THIS
© 24 ` . DI t,
�1 { PLAN SET.
i , Q, ...\\ n,`8 LF 30" RCP/ 9 \ , ``-• SEE
.� /� 13 SHEET G-10A FOR RETAINING
WALL DETAILED GRADING
F 1 { t \ �, , \�✓ INV. OUT=25.25 9
DISTURBED AREA = 41.71 AC.
LITTLE1 09 I JI„ �, �� \ t \\ \ \ \ _ ak
DB 418 PG 774 \ I i
1 � � f I�\ ! a\_.3r, \ — — _ PROPOSED
AMENITY AREA'S ' \ , , �`� — — _ — 6 i N/F
i . > 3 I GRIFFIN
62 CB 21 CB/22 i 4 1 D8 1045 PG 28
INFILTRATION
JB 208
-- --`_' — ---- --• �--- ` � �%�,� t 1 � ��\� \ ��\` � \ � — — _ , r — _, \ ., RIM=29.25
BASIN INV. dUT=26.50 36
\ ,5 EXISTING
\ \\
■ { 1 i \ J ^\ EXISTING ,
h.i I \ ! \ \ \� POND \,\ \ -, \ ` \ \\ _ ---`" -- DI t LIVE OAK AVE.
�\`NwSE=22.5B \ , — • — —. _ _ — 6 r 40 R W
HAM IC , i _ _ _ - I \\ \ ` / -- 59 / `• \ \ \ \ -
DB 2819 G 1159 \
10
\\\�` z5 // 7. \ \\ \ \ \ JB �07
to
I ,1 CB 12 6 / - . ! ( l \ \\ •\ \ 7 \ \ I:FILAT�ON iN 3 JB $ CB 9 -
o ` I / i, ! ! Cn
\,\ 56 - ` ER �, pia
TIM
E f _ / � F � � \. \ f - t \
m �{ ! ` \ �' / \ R , SEE S ET
/F / \` \ 6 s �\ \ ` \ _ 1 PRIMATE �, , _ \ \ P
WI 5 1 �' ! L \ \ �� �\� `�•,/ _ _ _ \ \ `ice EDW N/F
EL DB 255 PG 351 �k\ \ \ -a2
DB 06572 PG 0562
� � ` ` � � t. '' �`/�"-.'�--- `•\ � \, \-fy ,\ e � . � I 20 1130 � \ 17 \ 1 �-=•/
_
CY)
o { \ , CB 126 i 6� \ \ _\ \ iNRL-TRA�1 ON BASIN
N f "rr
n i \ _ \ i • /(\ BY -PAS >'1PE .
'- " 1 I \ \ i \ ,
\ 1 6
f � � {! I � `L� - / Z� / \ t \ \ � ! � \ \ �\'\\ � � ' L - \I � 21 % IRCP \ ` �I \ \ \ \ ', i i
Y � 'L_ _ t t. t 135 LF 15" R6P f
,- ._--. •.-•- -- > � ; \ ► / � - / - J / ` ! ,� \ ~l \ � \ \ \�� \ \ , !� � .. � . \ { BI TER END Tl�A.IL
t ✓ I / .' \ t i \\\ \� ALL 1, /;f=\� cBf -- i�IABL�E WIDTH PRIVATE
r^ \ !
CUTSFORTH c8 125 , - \ \\ [ \\ \\ ���\,� 1 23 L \ \ tN t R��, SEE SHEET P-8}
r �i / / i / / / JB 2a
DB 1284 PG 146 / SHE PS \\�� f/� // {r fi.659� \ \ \ \ cr 1
f� it/w, 2� 3 3 4 " R c� \ N/F
OCEAN ISLE (4 PRIVATE L'� w, � 24 � � / `L �`' ` \ \ V i / � )f \ — EDWARDS
1 l / / - / \ f� �,,!\ _ \\ \ �\ / �/ ,-rg•1 \ \ - - - DB 0392 PG 0309
ESTATES , /�` S E SHEkTj PI—'7)� FEs I 7r"' ce 2
INV. EXISTING
t CB 1201 \\� L — \ / DI 4 4' ItJV IN24.2 (D1 6 i ~ I T/G 29.501 P I G G a TT AVE.
I �, m {30 R/W)
W.
VELOCITY DIS i15ATOR - -- / (� T/G=25.40 �` INV. OUT-24 S 1NV. OUT= 6.25
VELOCITY DISSIPATOR --- / f t - \ \ cy t
18'Lx,O'Wx22`iNK. � �,�,,� \ It�lV. IN=21.90
7'LxiZ'M2z"TH INV. OUT=21.90( NCDOT CLASS 'B' RIP CRAP /% / I / \
.� N�;DDT CLASS
\ y iil zs
N/F `ti .� \ + �"3�1 z \`\\; STORMWATER Pump
IN �UNC11ON BO) `,
v WEST _ -
c \ {�.. •'"."�-•--- '"t ` CB 122 CB 121 . \ \\ \ / .- \ -® "�: � i � i 1--
m 2380 PG 57 _i I / C... -- • • j \ \�\\
`\ w ,� t \ �.� r A,�1�
_T
SEE SHEET P-14 f t� \ y \ t I \ CB 66 f✓ y AUG a.
! I ,A R WAY B a
'^� 'r I 1 1 t 1z ` 'd / CB 5$ ` 4 ' ATE �
E FES 1d5
29 ! 1 t '�J i I l INV. OJT=13.40
EXISTiNG CB
\ cj , 59
5 � � 6 i i ti CB '05 •� �$
I /
B ass PG 85 t ► '
1 1 1 --C,. \\\l Porn
a I k { / I \ . I9 � \\�\ NWSE=1 1.45 \ \\\ \ \ 1 CB 63 J t
o
I/ I / \ � ,\ti. . \ � � .. ..z s'� QI CB r� -- - _ _ - - i 1 GRAPHIC SCALE
1 1 32 LF 36' RCP i 1 j _" 50 0 25 50
® 0.50% \ \ �L\ tu11t' • \` \ " 1d0
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VELOCITY DISSIPATOR i 29 { \ 30 1
1 , �`"` 26 \
� 8 Lx1 O Wx '\ t
22iHK. I.{ k k !, . \ , t \, 1 CB 6
NCDOT CLASS 'B' RiP RAP - 19 j !,� \ i 1 \ \B
. / -r ! C l ► ! {{I ! \ \ \ GRADING- LEGEND
FES 105
INV. OUT=13.40 \V\ 53
N/F I 1 1 / ! k \ . 1 g \ f CB 59 \ "" `' -. - {_, { _ GB 5 nb
\ 6 I FLARED END SECTION
ROTUNDo k 1 / ! k / 19 \�� rr \\\ ` / j� _ (5' \ s4 __ - ---�
D8 366 PG 78 i 1 / \ �� \} \�\\\\ r , ° l t3i�CB 6 I- �- �6 I \ { CATCH BASIN
k .• t I B _ _. .._..._._ OP INLET
e �1.- ► / ! j 'C�1 132 LF 36" RCP \\\\\ 0.50% ��\
f \�\ \\t JUNCTION BOX
CB 107 , 1\ i f �\ \ \ \ ,, - 1 �, {41 PRf` ATE R/'•, SEE SgEVT P 7`� \
1 I I / \\\\;\g // fI t - 4ri^ DRAINAGE FLOW ARROW
I \ t
N/F t I t } k ( GB 106 , 'G,�j`� \ \\\\\ 18 5 ! IN \ I 4 STORM DRAINAGE
ROTUNDO t \ �`\ \ \ / FtLTRATtON BASIN
i 1 6 \ \
OB 371 I 3 \ \ \ \ r { BY-PASS Pi E I i , i
may' +� i \ I t 32 C3� �' STORM SERVICE LINE
PG 464 � � r _•--- - --i lg \t\� � Q \\�\ / SOY R5 ----TP TP i'p-----..
EXISTING \\\ ` \ '\ DB 2162 PG 435 TREE PROTECTION
POND \ \ \ 50 j O
�r r I LD
NWSE=11.45 �\ • g t ( � -' � � y _ -- LIMITS of DISTURBANCE
N/F t t 1 j N t }` \ �� / \� \ \ \ �-,' i t DI 57 i t. ► I DI 57A 1 5 I I WOODED AREA *SEE NOTE
t i , 1 i 1� .\ \ \�\\ \ \ t T G-21.o0 1(ILLUSTRATIVE
/ 2
DB ass PDo I } t \ k �} t ,/ / \ 1 { } 6 t\ \� .a - ; 1 INV. 1N=17.75 (D1 57A) TWO ouT2s 9.0_} / 255 ONLY)
G 785 1 1 { I 3 t / 11 • INV. ouTwl7.s 5'
1q8 E� ,� 2O4 G CONTOUR
I ,� 25 i
ft I -�', \ \ j1 -- it 1' CONTOUR
I ra B 1 ( Nr \ \\� LF 3a RrP a 11 __-_ 255
N F } + t ! 1 } ! f r \ �. \ r \ \ r,r��� r \ d 1.s5% 22 /------------- EXISTING 5' CONTOUR
\� \. CB 52-___--•_251 TT D r� � T-------- EXISTING 1' CONTOUR
DB 4CB
�oWPG 757 //� � ` � ! I / , � 1 [ ; !f t GB 1a9, � , � ,�. - \\\ r�,-�� � . � � -� � .. BITTER 1 ER END 1 R.t-1J.L -
---- 9 { 1 n / I /< \ r\ F' \� \� `\ , f ~- I I�VARIABI,E WIDTH PRI�%ATE EASEMENT LINE
\ ►} 4 i 1 ,ti - D r \ \ �. \ 9 `.- N 1 R/W, SEE SKEET P-8)
4__LF_ 8": RCP _
CB l t2 - CB 1 \ \ ' \ \ -i!�" : %` B 56 d 0.5. 103 IF t5j
k g a i -r ! <' \ r Sri 1 1 10 1.217 �
\ A CB i�� CB 114 . \ - i ! ` / _.. _ i /�\� I 1 / I ! t ' ..
' rr
RETAINING
- # �., f4�20� / -- 1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS ill
/ ��- --- �1 �,
WALL t D s�i �' � 38, 39 4O
�!•NV.'1N=73.. \ \ \ 37 � I m I REINFORCED CONCRETE (RCP) UNLESS NOTED OTHERWISE,
`3 _..... p�- , r i �, \ � 1 11 / RETAINING ,�' ' " ` , .�, , ,* 36 t I ,� t t -*i
_ N/Fi'l1 N� P-g)1 I } \ \ i I } W w - rp \ \ i I i 2. ALL STORM DRAINAGE
LOWRY 1 - SEE Sp;F,T , \ , 1 �' WALL -- _- -- _t- / E CONSTRUCTION SHALL BE IN
1 , ATII R/W,�, i `� \ } r v ACCORDANCE WITH THE LATEST BRUNSWiCK COUNTY AND NCDOT
D8 579 PG 173 k / i {�� / tPRIV t N f ) \ - \ _ i 1 E j l . _ / f -- o 1 / 61 / STANDARDS.
I 11 /
g I / 14 14 1! /t / / \ ` cB 54 �_- - i I I 3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE
� , ( i B 55 r� y� -- -L. [
A }} ` / I STOPPER O ER C 1 / STRENGTH.
_-__• t i \ + � 50 / 149 i 1 t 1 1 / / / ' / s I , `�� �'-.-` } � t r / ` ` , \ ..� I `�, + 1 /
�� -� IVAATE' - ` - J ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN
Is 1 B / t ' / / + i / _ _�_ _ �\ w - ---- w r II--- - _ _ \� _ . ° 1 / WiTH INSIDE WALL.
t / I _-�•--'• - . r' , :, r. - _._. _ ,-----�' RETAIN iNG /
WALL 1
- - --CB 49 B 20 3 / 5. ALL PIPE JOINTS
_ -- SHALL BE MADE WITH PREFORMED JOINT
t .J t i , / ► / J ra / �.. _-� - ,f \ ! - i \ dB 202 ,:, � J - � � ^ , / SEALER, WHICH CONFORMS TO AASHTO SPECIFICATION M-198
JB. 45° FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE
90 LF 30" RCP f NOTED.
d 0.5070 / 6. THE INTERIOR SURFACES OF AH STORM DRAINAGE STRUCTURES
/F t \ f � t 11 a _.._-----------' - �� B / � ,�,yAt�•/� ./ � ! / `n \ _ 46 - ' 1 \ f [ �,. \ � 1 / {� � / ..SHALL BE POINTED y_ i TED UP AND SMOOTHED TO AN ACCEPTABLE
�``\ r� ; /1 \ ; ° i RETAINING STANDARD USING MORTAR MIXED TO MANUFACTURER'S
AND RSON t � i .:..------ o \ � �' ,- ..�. � - � t, /
DB 239 PG 876 ! �. --- B , ,� i /%",` . _ �' -�. \�\ [' - 1 = [ ! Y - N/F
, - % \ 1 j _ \ , t� I i \ \ 8 WALLa
DB SPECIFICATIONS.
HEWETf
1 --` g �" � � / \ \� � -i - - 2fi90 PG 1;260 / 7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE FREE FROM
Ew y t �_ `-� -= 1 ` / , \ �- ` I ROOTS, VEGETATION MATTER, WASTE CONSTRUCTION MATERIAL
l 1 ! 'r C 1 ' \� f 4 ` .. _ ` _ i 1 I% !( r f \ ` \ - \ \ / / / \ INV. puT=9.50 J
�L' SEE S'ET P t�) / ` t \ '� \ T �` / lh �'� 5 45 \ 1 / cal ` 42, \4� _ > OR OTHER OBJECTIONABLE MATERIAL, SAID MATERIAL SHALL BE
&rTY
CAPABLE: OF BEING COMPACTED BY MECHANICAL MEANS AND
DESSiPATOR SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE !N A PLAS
t6 1,•n_'_7'wx22"THK. J MA PLASTIC
�i NEDOT CLASS B RIP RAC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING,
,gip, t 15 ®\ 1 [ 1��``tp } t C' CONC ` \ I 1
�, \� 20 LF 36" RCP . X - - - / /
1 15 I R ER / 8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE
/ '� UNSUITABLE FOR B E RESENTATIVE AS
(3i 142 i � t .._. � 'C �.,
F 1 ► I /
t 1 } �� _ _ i a - ALL 7 1� GAUSS •SANDING REPLACED WITH SUITABLE MATERIAiS SHALL BE REMOVED AND
M [ t [ [ OPEN PACE\ ` `� \ } m "-33-tF 36' I�cP l - 1 /' �,{
DB 174 PG 300 }: / I ' 4 ri [ ""� ~�~ - 303,976\SF \}1� { [I� I' \ 0 3,4$ r � i uu�IGHTS
1 1 / / [ '�' [ ,s } > \ 4� \ \ _ f, ' 9. BACKFiLLING OF TRENCH
ES SHALL BE ACCOMPLISHED
IMMEDIATELY AFTER PIPE IS LAID. TH , ' � `�. _�:•� �---- -•-� E FILL AROUND THE PIPE
/ I / I G I(�i` I 14\., �. , - SHALL BE THOROUGHLY COMPACTED TO 959' OF THE MAXIMUM
. . •:' \ DRY DENSITY OBTAINABLE WITH a
THE STANDARD PROCTOR TEST.
THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100
/ J//�� PERCENT STANDARD PROCTOR.
_ i6 %
41 10. UNDER NO CIRCUMSTANCES SHALL
+ 9 CB TO / / �i 1 \ INV. OUT= .60 / [ \ / t iN UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
CE RISE
k 1 CB' _ _ _ - / f /r / / / ` ! / 67 I ` I \ LACED.
N/F 1 ! -' ALl_ DRAINAGE STRUCTURES jjj ��� ,� 1 EXISTING _ I S SHALL INCLUDE A 12" SUMP BELOW
SMITH t ' ` ----~ .�'_ _..� _ ~' .i 1 �� i/��% / VELOCITY DiSSIPAT
DB 1 -03 PG 127E �� �.._.-- ✓ f i ,� /� POND 18'Lxt4�Vx tf , t ! N F THE LOWEST PIPE IN
+ Ili`4 NWSE-5.36 NCDOT CLAS S' 0 RAP S { I / �! 1 \ COOKE ACCOUNTED FOR ON THRE NCDOT OT DETAILS LOCATED IN UIREMENT MUST BE
r- z
t DB 2484 PG 1347 PLAN SET. THIS
`,�r�+ � ►�• E� _ / /j � /��1-_ R AWING k 1 � 6'
\ s Alm / s - / l L_ ��/ //- a- ---- �' _ ff SEE SHEET k t
(41 r , _ f ,l /i f RETAINING_ - 5 H . 214 r
�/V1ALL � �'i i'- - -� : oe ` � \ "" .---.., _ =.r P-14 k I 7.45 1 ^ 1 A E SEE SHEET C--10A FOR RETAINING
j ~ ✓ �'�i ~ r - •' \ - 15 LF 3Q/" RCP f
d 5�l' 1 ` UVALL DETAILED GRADING
/® `` - [1 DISTUR
N/F + ^ ! 1 ' / - --1 / AiNING / BED AREA = 41.71 AC.
MILLER h12
iDB 1403 PG 1277 ® t /m16 T/G=19.�5 44 LF/15' RC LF P
J f Dt 98 i INV. IN=f .00 i 9 / // / r iNFTLTf�ATTON BASIN / �� \
►� t t T/G=2jS -19 INV. OUT 1 D d 1�259 ® 1.7 /�/ l S -jam._ t WW /
t INv. UT 17.25 FES //j//� � _ 1 o PIPE k �.,-'-°=1i � d• � l i \
-Li \ (� 21 LF 30' 0-RING RCP
SEE SHEET F�Ss ,. 1\ \ 6 0.52%
P-14 }} \ i \ N GEO LE FABRIC
_,_, ._.-- i __._..• � - \ m � (JOINTS TO BE WRAPPED \ T ( )
� � / / �• � /i¢ / ,i/� _ - N QaT c1Asa-ors'--�iP-RAC 1 \ \
_ - + ETAlNiNG DI 97 i 6 // yy�
SIPATOR t �- 1 t i} \ ` -�-�\ [ 1 i \ EW 209
\ \ - fNFILTRA ON BASIN \ � INV. OUT=6.00
i Di 98/WALL ,yam•' / t 19 t
j,.s // 21'Lx12' x2iN o
RIP \ ���, �Y7.PAS! PIPE , p , 96 LF 30" RCP JB 210
50
N/F i \ - _ = ! i / t `� 2 '\ , ..__ t \ 5 I ®0.TS \ \ INV. IN 6.
MALLARD - ` { e -=� o I ► } \ J 2 2 GEOTE MLE ED �_ _
_ _ _ �. INV. IN=6.31 JB 21 t
} � I1/F INV. iN=6.11 J8 212
_ :_ i 0 SIORMWA R PUMP IOCEAN ISLE ESTATES 1 INV. QUI=fi.11
_ D 1019 PG 57 t S TF RCP t o i X ® \ t _ IN JUNGTt N OX ; \
-__ // B 84 1p .., l - i 1p \ \� '.\ 1 PB 003fi� 463 JB 212
t t z ` % } i I i 9 / / \ t VELOCITYDISSIPATOR \ ► P-� 0 JB 210 _� _ .. -- RIM=15.40
8 LicS w .
."� - ` --�- INV. IN=6.50 (J8 213)
NCQOTS B S w / INV. OUT=6.50
/ FES fib ..TES ` � s li*�, '�,s - ` ` � , 1 '\ OCiTY Q15Sl�ATOR
OCEAN ISLE } 5" t,p I IN 9,7. ;-- FES 8, t�
ESTA S INV=1 .7'� / , t o / \ , INV. OklT=1'1.25 Q�=i 1.50 � $ R - GB 7 3
79 r 1 127' 9'Wx22"THK\ \ RIM?12.50
ii;st ,�� 1 r f ND CLASS 'B' 1P RAP INV. OUT=B.00
TE .� / � 9 i 10 24" RCP JB 6 � f \ � `
' t / f 17 1 , 7 t / \ 25- LF- 40 RCP J rt d 0.49 . 2 C 74 { r \ 1 \ . \R \
17 I / % , Rt7, NiNG d 0.44Y %�� �► GB 73 _ r --\ i ---t �s LF 30' Cf? \ 1 \ �• \\ COt CRETE LEVEL\ JB 213
-- --- I , � 93 \ i / i WALL i d 0.47% \ ` t 1 lY 20c SPR ER \ INV. IN-6 87 (HW 214)
I. s ` S - - 7 I 19 \ \ \ INV. OUT=6.87
N/F I k 1 �8 LFl30' RCP l
WOOLDRIDGE I d 99% 1 1�g('� (� as' ti SM/IF
DB 2137 PG 1032 % , r ,110R13 � �3r �' : -- "�` \ ` rL � \ i ! � \ r } \. � N/F
F \
---~-•--'fJ } \ R A EE JB 85 8�-86�-- �' _ JB s ! \ i t8 + j r-- ' -\ 1 \ cP + DB 697 PG 641 \
(4-1. L" B s7 \ \, 1 t ,' • I t, j " \ B 2
N/F 1' €D
WOOL.DRIDGE 1111 92� 1 t \ f_ -/ j (_ \ �E4TE5CTJ : - 1C
DB2137PG102 J ;
i ASI
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CB 91 /1 t�
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DB 812 PG 924 t VI Vy
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0 E-R� N� A� _ z _ v o! pU I 14i P�, , ' x1 i / yr
l i I / $sw BEACH N/F �/ /
/s i ■ C �~ N/� uC INVEST, / WILLIAi'A N (�; j; Cz / I
zv \ ( r = O � r LAMBERT ! / DB DB 1823 j�G 542 ( '
DB 1451 PG`,6 �r 2210 PG 200
/ N/F
}} GRAPHIC SCALE
N/FT N F N F �t F , WiBERG 1
REEVES N/F EBERSOL THOMPSON N/F N/F fL1/IAMS CB 2659 PG 13t8 I - YY , / �1
) 50 0
D8 791 PG 362 THOMPSON DB 20646 PG ✓^a QB 1263 PG 553 I GRAVATF OQUM D987 PG 13 OCEPtN ISLE- I / 25 50
�l \� 1 100
PB 000E PG 306 I t I DB 468 PG 380 QB 977 PG 704 t /� __ESTATE ref �--�
!! I inch = 50 ft.
DRAIVING - NOT RELEASED FOR CONSTRUCTION

INF7ILTRATION BASIN # 1 CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. CONSTRUCTION OF THE INFILTRATION BASIN SHALL BE DELAYED UNTIL AS CLOSE TO THE END OF
PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHOULD
TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH EXCAVATION OF THE
INFILTRA11ON BASIN MAY OCCUR TO ALLOW FOR USE OF THE EXCAVATED MATERIAL AS FILL IN
OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASINS SHALL NOT SERVE AS AN EROSION
CONTROL DEVICE (I.E. SEDIMENT TRAP OR SEDIMENT BASIN) DURING PROJECT CONSTRUCTION.
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE (I.E.
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION.
3, DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED FROM THE
SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR ANY OTHER DISTURBED AREA)
DOES NOT ENTER THE INFILTRATION BASIN AREAS.
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF UNTIL THE
ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASIN HAS BEEN COMPLETELY STABILIZED AND SITE
CONSTRUCTION IS COMPLETE.
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SHOULD BE
DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND AFTER
CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE
INFILTRATION BASIN AREA.
6. THE CONTRACTOR SHALL REFER TO THE PERMANENT PLANTING SCHEDULE ON SHEET IB-1 C. THE
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AND FLOOR SHALL
BE PER THE SEEDING SCHEDULES PROVIDED.
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM
EMBANKMENT (FILL AREAS).
8, THE OBSERVATION WELLS / CLEAN -OUTS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC
PIPE (OR ENGINEER APPROVED EQUAL) WITH A CAP SET 3-INCHES ABOVE GROUND LEVEL. THE
PIPE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WITH RIBS
TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON
OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS. THE SCREW TOP LID SHALL BE
A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM.
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT,
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION BASIN SITE. IT
IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. KEY TRENCH).
DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE CONTRACTOR SHALL KEEP THE
WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE AND
SEDIMENT IS NOT DISCHARGED FROM THE SITE.
10. ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF
THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY
DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED
MODIFICATION.
11. EXISTING SOIL INFILTRATION RATES AND SEASONAL HIGH GROUNDWATER INFORMATION SHOWN ON
THESE PLANS / SPECIFICATIONS IS FROM A REPORT BY S&ME, INC. DATED MARCH 11, 2009.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE PERMIT (EROSION
CONTROL / GRADING), AN UPDATED CAMA PERMIT, A STATE STORMWATER MANAGEMENT PERMIT,
ALONG WITH ANY PERMITS NECESSARY FROM THE TOWN OF OCEAN ISLE BEACH OR OTHER
APPLICABLE AGENCIES.
2, INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND
EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR
SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB THE AREA WITHIN THE LIMITS OF THE PROPOSED INFILTRATION BASIN. ALL. TREES
AND THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE INFILTRATION BASIN FOOTPRINT
AREA AND BACKFTLLED WITH SUITABLE SOIL MATERIAL PER DIRECTION OF THE ON -SITE
GEOTECHNICAL ENGINEER. PLEASE NOTE THE BACKFIH MATERIAL FOR THE FLOOR OF THE
INFILTRATION BASIN SHALL MEET THE REQUIREMENTS OF THE SECTION TITLED "INFILTRATION BASIN
FLOOR FILL SOIL SPECIFICATIONS." FILL MATERIAL FOR THE DAM EMBANKMENT SHALL MEET THE
REQUIREMENTS OF THE SECTION TITLED "BERM SOIL AND COMPACTION SPECIFICATIONS."
THE BACKFILLED AREAS WITHIN THE DAM EMBANKMENT AREA SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDi NG OF THE
NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM, EMBANKMENT
SUBGRADE, OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / KEY TRENCH IS OBTAINED
FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED
WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE
THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT.
5, BEGIN CONSTRUCTION OF THE DAM EMBANKMENT AND ROUGH GRADING OF THE INFILTRATION BASIN.
CONSTRUCTION AND COMPACTION OF THE DAM EMBANKMENT SHALL BE PER THE SECTION TITLED
"BERM SOIL AND COMPACTION SPECIFICATIONS". IF AREAS OF THE INFILTRATION BASIN FLOOR ARE
LOCATED IN CUT/EXCAVATION, THE INITIAL EXCAVATION SHOULD BE CARRIED TO WITHIN 1-FOOT OF
THE FINAL GRADE OF THE BASIN FLOOR. IF AREAS OF THE INFILTRATION BASIN FLOOR ARE
LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE ELEVATION USING
THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION TITLED "INFILTRATION BASIN
FLOOR FILL SOIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT SHOULD BE USED DURING THE
EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE EXISTING SOILS IN THE FLOOR
AREA. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE DELAYED UNTIL
ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN STABILIZED.
6. CONSTRUCT THE PERMANENT LEVEL SPREADER / VEGETATED FILTER STRIP PER THE DETAILS
SHOWN ON SHEETS IB-1C. CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTER
STRIP AREA SHAH BE GRADED PER THE GRADING PLAN AND THEN SEEDED PER THE SEEDING
SCHEDULE PROVIDED ON SHEET IB-1C.
7. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION IS
COMPLETE, THE FINAL PHASE OF THE EXCAVATION OF THE BASIN FLOOR CAN BEGIN BY REMOVING
ALL ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED FOR
THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR, ANY SMEARING OF THE SOIL AT
THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY RAKING OR
ROTOTTLLING.
8. UNDERCUT THE INFILTRATION BASIN TO THE NECESSARY DEPTH (SEE INFILTRATION BASIN CROSS
SECTION ON SHEET IB-1C) TO INSTALL THE 4-INCH SAND LAYER.
9. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED SAND.
THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE AGGREGATE
CONCRETE SAND, IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED SAND MUST MEET
THE FOLLOWING CONDITIONS:
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE CONCRETE
SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE.
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL 1S WHITE OR GRAY IN COLOR, IT 1S PROBABLY NOT ACCEPTABLE.
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED. LIKEWISE,
SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR INSTALLATION PRACTICES
WILL BE REJECTED.
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY CIRCUMSTANCE.
10. INSTALL THE PROPOSED OBSERVATION WELLS PER THE DETAIL SHOWN ON SHEET 1B-1C.
11. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST 6-INCHES
TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE. SIX -INCHES OF COMPOST MAY
BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE SLIGHTEST BIT
COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH.
12. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN BOTTOM AND SLOPES SHOULD BE
STABILIZED WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDULE
PROVIDED ON SHEET IB-1C. DENSE VEGETATION ON THE BASIN SIDE SLOPES AND FLOOR IS
RECOMMENDED, THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED.
13. ONCE CONSTRUCTION OF THE INFILTRATION BASIN IS COMPLETE AND THE ENTIRE CONTRIBUTORY
DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED, THE BASIN MAY BE 13ROUGHT "ONLINE".
MMITUTION BASF FLOOR FILL SOIL SPECIFICATIONS
1. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION BASIN
SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 20.00 INCHES PER HOUR. SOILS CONTAINING
CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF THE BASIN FLOOR.
THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 30.00 AND BELOW. SOILS USED
FROM ELEVATION 30.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE BERMS) SHOULD BE PER THE
SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS AND COMPACTION SPECIFICATIONS",
2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST SHALL
VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN CONSTRUCTION OF THE
INFILTRATION BASIN FLOOR.
3. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER OR
LICENSED SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS BEING UTILIZED FOR
THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR CONSTRUCTION OF THE
INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE GEOTECHNICAL ENGINEER OR
LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC CONDUCTIVITY OF 20.00 INCHES PER
HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY
THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC CONDUCTIVITY
REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR
THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE
HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 15"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX SHALL BE BY OTHERS.
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP
DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR REVIEW.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL
BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT
STD. 840.66. PLEASE REFER TO SHEET IB-113 FOR LOCATION OF THE RISER STEPS.
4. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED USING
BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH
THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
5. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER
FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH
RACK (SEE SHEET I13-18) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL
ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
6. GEOTEX71LE FABRIC FOR THE 15"0 OUTLET BARREL JOINTS SHALL BE NON -WOVEN FABRIC DEEMED
APPROPRIATE BY THE ONSITE GEOTECHNICAL ENGINEER FOR USE IN THESE SPECIFIC SITE SOIL
CONDITIONS.
7. ALL POUR D CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
A. MINIMUM 3000 PSI (28 DAY)
B. SLUM = 3" - 5"
C. ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED
TO BE ABOVE 857 OR BELOW 407. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER
FINISHING OR A MINIMUM OF 48 HOURS.
BERM SOIL AND COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHAM BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL.
2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM
STANDARD DROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE
CONTENT A ID COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED).
EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT
OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE
SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY
AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND '
HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKME T.
4. ALL FILL SOILS USED 1N THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL
SOILS SHALL BE COMPACTED AT A MOISTJRE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL
HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN
ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH SHALL
EXTEND A MINIMUM OF 2 FT BELOW THE OUTLET PIPE, 5-FT BELOW EXISTING GRADE, AND SHALL
HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM
OF 1:1 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN
ITEM 4 ABOVE.
6. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH, IF THE CONTRACTOR CONSTRUCTS AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE
UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
7. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT
THE DAM EMBANKMENT / KEY TRENCH MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
COMPACTION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS
STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
PIPE SUBGRADE SUPPORT AND BEDDING
SPECIFICATIONS
1. FILL IN THE AREA OF THE 15"4 RCP OUTLET PIPE AND ADJACENT AREAS SHALL BE BROUGHT UP
TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ELEVATION OF THE PIPE IN ADVANCE OF PIPE
CONSTRUCTION SO THAT THE PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL IS
BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH SHOULD THEN BE EXCAVATED FOR
INSTALLATION OF THE PIPE.
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER CONTROL WILL
BE NECESSARY. THIS COULD INVOLVE PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE
TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION MAY
REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO ESTABLISH SUBGRADE
CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT.
3. FILL MATERIAL ADJACENT TO THE 15"0 RCP OUTLET PIPE SHALL MEET THE SPECIFICATIONS LISTED
IN ITEMS 1 THROUGH 3 IN THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE
CONTRACTOR SHALL PAY SPECIAL ATTEN11ON TO THE COMPACTION EFFORTS ALONG THE PIPE TO
ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED WITH PROPERLY
COMPACTED MATERIAL. TO PREVENT DAMAGE, HAND OPERATED COMPACTION EQUIPMENT SHALL BE
USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN ESTABLISHED,
TESTING OF THE EAIBANKMENr
1. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THESE STORMWATER FACILITIES.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION
TESTING AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
2. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBII=
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY
OF FUTURE PROPERTY OWNER'S ASSOCIATION PER THE EXECUTED OPERATION AND MAINTENANCE
AGREEMENT FOR THIS FACILITY.
% /. \
/CONCRETE JUhICTION BOX
o /\ 4�` INSIDE bIAMETER
(PER NCDbT STD_ 84-
`l BRIM = 32.50�
INV. )N = 22.55 f
\ `INV. OUT`,= 22.55
STORM OUTFALL TO LEVEL-
SPREADER/VEGETATED FILTER STRIP
(SEE SHEETS C-9 AND C-10)
COAR7 Mill D/1©mr, ffn
f
f
FLOOR OF INFILTRATION BASIN TO
BE PROVIDED WITH A MINIMUM 4" /
OF ASTM-C-33 WASHED SAND
(SEE INFILTRATION BASIN FLOOR
FILL SPECS ON THIS SHEET)
PRECAST RISER OUTLET STRUCTURE
SHAPE = SQUARE PROPOSED
INTERNAL DIMENSIONS = 4 FT. x 4 FT. CLUBHOUSE/
TOP OF RISER = 31,00 POOL AREA
(3) INVERT IN (6"0 ADS N-12) = 28.00
INVERT OUT (15"0 RCP) = 26.50
(SEE DETAIL SHEET IB-1B)
1 fM_07AIM1 1 r
I�
/ \ \ I:
\ ,� •.-- / � ° ! � � .� a ,� -
i 4,
42,
I 15 - -
j` I / PROPOSED RETAINING �2
I I % WALL. PLEASE REFER i4
TO SHEET C-10A
FOR ADDITIONAL I - ��
INFORMATION i_3
I -
r
3-FOOT WIDE "LAYER OF , I
#57 STONE (4-INCHES DEEP)
UNDERLAIN
WITH FILTER FABRIC
(SEE DETAIL SHEET ITT--iC)
i
LD
�y
-.-
y
y
4 �
W
LIMITS OF EXISTING
404 WETLAND (TYP. \
50-FOOT VEGETATED
FILTER STRIP (GRASSED)
(SEE DETAIL SHEET IB- - 1'C 1 1.
GRADED AS LEVEL. AS )
POSSIBLE I _ 1 NORMAL HIGH LIMITS OF L
l i•; L WATER LINE COASTAL
WETLANDS
SPREADERLLWEL ;. VEGETATED FILTER1
25-FT PERIMETER
BUFFER (PER TOWN OF
OCEAN ISLE BEACH)
_. !
NOTE:
THE LINEWORK ASSOCIATED WITH THE
EFFECTIVE FLOQDPLAIN LIMITS ARE NOT
SHOWN WITHIN THIS VIEW FOR CLARITY.
PL
EASE
E REFER TO SHEETS C-9 AND
C-10 FOR ADDITIONAL INFORMATION.
15" ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL SHEET 113--1 D)
INV. OUT = 9.50
'� -- VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIP RAP
91' SOLID MASONARY 151 X 17'W X 22" THICK
BLOCK LEVEL SPREADER
(SEE DETAIL SHEET IB-1C)
LIP OF LEVEL SPREADER TO BE
SET AT EL. 9.00
6--FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CHANNEL a 0.00%
SLOPE LINED WITH LANDLOK
TURF REINFORCEMENT MATTING
�50 (SEE DETAIL SHEET IB-1C)
75-FT AEC
\ ! LINE
`l
\-PROPERTI
30-FT AEC \
BUFFER
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
FINAL DRAIVING - NOT RELEASED FOR CONSTRUCTION
.. ■

I
APPROXIMATE LOCATION OF
EXISTING GROUND
'INFILTRATION BASIN FLOOR
ELEV = 30.00
TO BE PROVIDED WITH A MINIMUM
4" OF ASTM-C-33 WASHED SAND
(SEE INFILTRATION BASIN FLOOR PROPOSED GRADE
FILL SOILS SPECIFICATIONS) COMPACTED BERM .SECTION PROPOSED GRADE
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS,
am mw mu no no SEE DETAIL SHEET IB-1A)
-I - TRASH RACK m .w
CONCRETE JUNCTION BOX
4' INSIDE DIAMETER
(PER NCDOT STD. 840.31,
SEE DETAIL SHEET I8-1C)
RIM = 32.50
INV. IN = 22.55
INV. OUT = 22.55
MANHOLE PER NCDOT STD 840.31
(SEE DETAIL SHEET IB-1C)
i I 3 (SEE DETAIL) e�s,aoemi�.a.m®usm�m�
251iII71-ri
_Nil
TOP OF DAM EL. 32.0Q -) I - �� 1 -
TOP OF RISER = EL. 31.00 i I I I I I I I I -I I I__ I I -I 11I I (IIIIIIIIIIIII I I_I I -I I -I I -III- I I -III- I I l I� BASIN FLOOR FLOOR = EL. 30.00 I I 1 I I I I I I I I ___._ III III. I I III I I III I I III I III. III I I 11
-1 111=1 1 1 I I=1 I` I=I I 111=1 11 I I I I I I I I I=1 11=1 11=1 11=1 11=1 I ICI I I _I
I ,-'� � ,-III ! ! i-, � �-► � EIIII I ►, � � - - � �-----•� i �- _� � �..� � � �-I I i o --- , I 1 I f _ � _... - - I III I I I 1 l III-1 I � I I_..1 I I•.�.-I 11_.-.I! I � -
I I, I I 1111 „[ I I -I -_____ i- I I I_-, I I; I I =1 I I -III i i i1 I I_1 l 1=1 l 1� -I 11.=1 111 I l=l l -111- 11=111 � Ii I IIIIi 11=1 I !---III.--f 11..=1 i_..•.._I I I -I l I�
I-_ I I I=1 f I1 11=1 f I -----I C 1 I 1=11=� I I-- f I=1 11 I I 111III1 I i1 l 1l 11=1
53 LF 15"o RCP_
CP 7.45% - - -- - - - - �I I I 111- I I III 1 III I I ___ I I I_II I I--_ l I I.._____,
- -' -- --
1 11-2 FT. (MIN.)- 1 FLOW _� - _ - - _ I I=I 11=111-111___-_
1 I F= 1I-
IN-SITU SOILS 1 1 �' ".".�' ," ..- -' _.._ .--• - ---- - - - -
FLOW - --.
CONTRACTOR SHALL VERIFY INV. OUT = 26,50WITH ONSITE GEOTECHNICAL
ENGINEER EXISTING SOILS CONCRETE OUTLET KEY TRENCH (SEE BERM AND SOIL
HAVE A MINIMUM INFILTRATION STRUCTURE (SEE DETAIL) 5 FT. (MIN .' COMPACTION SPECIFICATIONS,
RATE OF 2000 INCHES/HOUR
NOTES DETAIL SHEET I0-1A)
1, SEASONAL HIGH GRONDWATER TABLE" INFORMATION
PROVIDED BY S&ME. INC. IN A REPORT DATED MARCH
11, 2009. PLEASE REFER TO SHEET I9-1A FOR
APPROXIMATE LOCATIONS OF SPECIFIC BORINGS AND
GROUNDWATER ELEVATIONS.
2. THE 1.5" RUNOFF VOLUME IS TEMPORARILY STORED IN
THE MIDDLE POND (84,178 CF). THIS VOLUME IS
PUMPED TO THE INFILTRATION BASIN BY A STORMWATER
FORCE MAIN OVER A PERIOD OF 2.5 DAYS.
5.0'
(3) 6"0 PERFORATED ADS N-12 4.0'
UNDERDRAIN PIPE. CONTRACTOR
SHALL CORE -DRILL THE HOLE
FOR THE 6"0 ADS PIPE IN THE
FIELD. PRECASTER SHALL OMIT
REINFORCEMENT IN THIS AREA.
r'
6" MIN.
4" MIN. r (TYP.)
(TYP.)
5.00'
5
15" RCP
1 '-2"
(TYP.)
0.50'
CONCRETE
ANTI -FLOTATION
BLOCK
1.5'
5.0'
1.5'
ilk 'al g -� 74 1rON V • louorr s
PRECASTER SHALL
PROVIDE A BLOCK OUT
FOR THE 15"0 RCP
8.0, 5.0' 15"0 RCP
FLOW
f 4" SOLID BRICK (BY OTHERS)
r' NOTE: BRICK SHALL LAY TIGHT
1.5' �-' i,•' ; . AGAINST PRECAST STRUCTURE
' WITH NO VOID SPACE BETWEEN
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66 (SEE
DETAIL SHEET IB-11)). STEPS
SHALL BE PLACED AT tO" O.C.
TOP OF RISER = EL 31.
INVERT IN = EL. 28.00
INVERT OUT = EL 26.50
CONCRETE
ANTI -FLOTATION
BLOCK
PERMANENT OLr= SMUCTURE DET.AMS
N.T.S.
(3) 6"0 PERFORATED ADS N-12
UNDERDRAIN PIPE. CONTRACTOR SHALL
CORE -DRILL THE HOLE FOR THE 6"0 ADS
PIPE IN THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS AREA.
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66 (SEE
DETAIL SHEET I13-11)). STEPS
SHALL BE PLACED AT 10" O.C.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
WITH NO VOID SPACE BETWEEN
PRECASTER SHALL PROVIDE A
BLOCK -OUT FOR THE 15"0 RCP
RCP
FLOW
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR TO BE GALVANIZED WITH AN EPDXY COATING.
5'-10"
12.5" _ 5.7" (TYP.) 12.5"
THE BOLD LINETYPE DENOTES THE
ACCESS HATCH TO BE PROVIDED BY
THE TRASH RACK FABRICATOR (SEE
SHEET IB-1 A, "OUTLET STRUCTURE
MATERIAL SPECIFICATIONS", NOTE #5)
12.5"
5'-10"
5.7" (TYP.)
12.5"
FABRICATED HINGES FOR THE
ACCESS HATCH
REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"xt /4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
s .. Rr . DETAILS
5'-10"
STORM OUTFAH TO LEVEL
SPREADER/VEGETATED FILTER
(SEE SHEETS C-9 AND C-10)
J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
a
a
12" X 4" X"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
111 3.0"
RISER J®INT CONNECTION DETAIL
N.T.S.
1 1 ' L DRAWING - NOT RRI rASRD FOR CONSTRUCTION

I WIN
INFILTRATION BASIN #2 CONSTRUCTION SPECIFICATIONS I-
GENERAL NOTES INFILTR,AfiiON BASIN FLOOR FILL SOIL SPECIFICATIONS
1.
CONSTRUCTION OF THE INFILTRATION BASIN SHALL BE DELAYED UNTIL AS CLOSE TO THE END OF 1. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION BASIN � PROPOSED RETAINING
PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHOULD SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 9.31 INCHES PER HOUR. SOILS CONTAINING WALL. PLEASE REFER-;�
TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH EXCAVATION OF THE CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF THE BASIN FLOOR. TO SHEET C-10A _��_ 75-FT AEC
INFILTRATION BASIN MAY OCCUR TO AVOW FOR USE OF THE EXCAVATED MATERIAL AS FILL IN THE FLOOR OF THE INFILTRA71ON BASIN IS DEFINED AS ELEVATION 10.00 AND BELOW. SOILS USED FOR ADDITIONAL.
_ _ -_ . - r iNE
-
OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASINS SHALL NOT SERVE AS AN EROSION FROM ELEVATION 10.00 AND ABOVE (LE. THE FILL SECTIONS OF THE BERMS) SHOULD BE PER THE _ ._ �:"`-- �-� - __._:...; � INFORMATION •' - -�.-� " -.r� ~ _.: _ ;_ �~=
CONTROL DEVICE (LE. SEDIMENT TRAP OR SEDIMENT BASIN) DURING PROJECT CONSTRUCTION. SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS AND COMPACTION SPECIFICATIONS",
_.-•^•-•.t ,,,.,, ----__ __. � ,fir -� - � ��
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE (LE. 2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST SHALL ' �� �'" �.:.� •'' •,�• i ���• '`�'=_ .a.� -s;� ----LIMITS OF
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION. VERIFY THE SUITABIUTY OF THE PROPOSED BORROW AREA / FALL FOR USE IN CONSTRUCTION OF THE - ~" w =1 s i I� COASTAL
INFILTRATION BASIN FLOOR. -. w - `ram
3. DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED FROM THE ( �� ` f I l
WETLANDS
SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR ANY OTHER DISTURBED AREA) 3. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER OR �/ =_r , 25-FT PERIMETER
DOES NOT ENTER THE INFILTRATION BASIN AREAS. UCENSED SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS BEING UTILIZED FOR 11 y�� ` r LIMITS OF EXISTING BUFFER (PER TOWN OF
THE INFILTRATION BASIN FLOO.R. ALL FILL MATERIALS TO BE USED FOR CONSTRUCTION OF THE OCEAN ISLE BEACH 404 WETLAND .(TYP.)
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF UNTIL THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE GEOTECHNICAL ENGINEER OR
ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASIN HAS BEEN COMPLETELY STABILIZED AND SITE LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC CONDUCTIVITY OF 9.31 INCHES PER
CONSTRUCTION IS COMPLETE. HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY '� 15
THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC CONDUCTIVITY 16 "
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SHOULD BE REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR 17 ` / ; , 30-FT AEC
DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND AFTER THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE BUFFER
•- ,
CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION..�'�,� kj e j
INFILTRATION BASIN AREA.
6. THE CONTRACTOR SHALL REFER TO THE PERMANENT PLANTING SCHEDULE ON SHEET IB-2C. THE ®� U� I�IATFr� SPFsCIFICAT[ONS
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AND FLOOR SHALL
\, \.
BE PER THE SEEDING SCHEDULES PROVIDED. 1. THE 15"0 RCP OUTLET BARREL SHALL BE CLASS 1il RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM t ,��z • t \ \
EMBANKMENT (FILL AREAS). 2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX SHALL BE BY OTHERS.
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP
8. THE OBSERVATION WELLS /GLEAN -OUTS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR REVIEW.
PIPE (OR ENGINEER APPROVED EQUAL) WITH A CAP SET 3-INCHES ABOVE GROUND LEVEL. THE t `.�-? p ` . --` _ V NORMAL HIGH
PIPE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WITH RIBS 3. THE RISER BOX OUTLET STRUCTURE SHALL. BE PROVIDED WITH STEPS 16 ON CENTER. STEPS SHALL
7 WATER LINE
TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT 8
OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS. THE SCREW TOP LID SHALL BE STD. 840.66. PLEASE REFER TO SHEET fB-2B FOR LOCATION OF THE RISER STEPS.
A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM. - ft y ✓Yrr `�<` \ \1.\ CONCRETE JUNCTION B
4. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED USING t��;' Yj l j4 4' INSIDE DIAMETER
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH\\ \ (PER NCDOT STD. 840.31)
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION BASIN SITE. IT THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. \ �'_� \ \ `� , \\ { RIM = 11.50
IS AN THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. KEY TRENCH). t - j 4C' \ \ 4"W SCHEDULE 80 IVY , \ ! INV. IN = 6.31 (15� RCP)
5. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER \ INV. IN 6.11 (30 RCP)
DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE CONTRACTOR SHALL KEEP THE t ,�, � � , ,
WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH I / \ FORCE MAIN FROM LJWcR \
A.- INV. OUT = 6.11
REMOVED SHAM BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE AND RACK (SEE SHEET iB-28) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL l a: �, r / I \ POND {SEE SHEET P �14} ,•.
SEDIMENT IS NOT DISCHARGED FROM THE SITE. ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
t� \ 30" ENDWALL PER
10. All CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND 6. GEOTEXTILE FABRIC FOR THE 15" 0 OUTLET BARREL JOINTS SHALL BE NON -WOVEN FABRIC DEEMED � ` I V "�, � � NCDOT STD. 838.80
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER APPROPRIATE BY THE ONSiTE GEOTECHNICAL ENGINEER FOR USE IN THESE SPECIFIC SITE SOIL r? \� \ \ \ j (SEE DETAIL SHEET IB-2D)
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF CONDITIONS. i� .r f \ \ i INV. OUT = 6.00
THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY \
r, ' j
DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED 7. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED: r -- �+
MODIFICATION. A. MINIMUM 3000 PSI (28 DAY)
„ / �+' \
B. SLUMP = 3" - 5" Y y
11. EXISTING SOIL INFILTRATION RATES AND SEASONAL HIGH GROUNDWATER INFORMATION SHOWN ON CENTRAfNED AIR = 5� - 7� "' �x'- / 6
C. \
THESE PLANS /SPECIFICATIONS IS FROM A REPORT BY S&ME, INC. DATED MARCH 11, 2009. PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED
> 9 \ VELOCITY DISSIPATOR
TO BE ABOVE 857 OR BELOW 40T=. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER }`rh j O \ ,
CONSTRUCTION' SEQUENCE - �. \ `, "
FINISHING FOR A MINIMUM OF 48 HOURS. �--�"'` � �\ T� �. \ \ NCDOT CLASS B' RIP RAP
APPROVED EQUIVALENT. �a j ` \ \\ 27'L X 9'W X 22 THK
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBANCE PERMIT (EROSION j Co -�""-`� t ��\ \\ D50 = 8"
CONTROL
NG /I-i GR DING),PERITS NECESSARY ROMAN UPDATED CAMA ERMITHE ,TA STATE
EN OFOGEAN ISLE BEACHMANAGEMENT
OR PERMIT, BERM SOIL AND COMPACTION SPECIFICATIONS
APPLICABLE AGENCIES. 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER, THE FILL MATERIAL SHALL BE FREE S&ME, INC. BORING #4 4 \
2. INSTALL Ail SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT & FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE t APPROXIMATE GROUND ELEVATION
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND MATERIAL L - SHWT = 50 PROPERTY LINE
I t t \ \
EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR APPROXIMATE SHWT = .43 .\
SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING 2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM i EXISTING INFLIRATION, e ATE - 18.61 IN/HR
AGENCIES, PRIOR TO ANY CLEARING. STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE
CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. Q25
\ \ �,t'\ 130' SOLID MASONARY
r BLOCK LEVEL SPREADER
3. CLEAR AND GRUB THE AREA WITHIN THE LIMITS OF THE PROPOSED INFILTRATION BASIN. ALL TREES 38 LF 15"0 0-RING RCP t ua (SEE DETAIL SHEET IB-2C)
AND THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE INFILTRATION BASIN FOOTPRINT 3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). @�\4.457. (JOINTS TO BE 'a t '$� UP OF LE P
AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL PER DIRECTION OF THE ON SITE EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT t *1 I WRAPPED IN GEOTEXTILE LEVEL SPREADER TO
GEOTECHNICAL ENGINEER. PLEASE: NOTE THE BACKFILL MATERIAL FOR THE FLOOR OF THE OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE FABRIC) r7 \ BE SET AT EL. 6.00
INFILTRATION BASIN SHALL MEET THE REQUIREMENTS OF THE SECTION TITLED "INFILTRATION BASIN SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY t �' i11 2
FLOOR FILL SOIL SPECIFICATIONS." FILL MATERIAL FOR THE DAM EMBANKMENT SHALL MEET THE AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND
REQUIREMENTS OF THE SECTION TITLED "BERM SOIL AND COMPACTION SPECIFICATIONS." HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE ' t
EMBANKMENT.
4. THE BACKFILLED AREAS WITHIN THE DAM EMBANKMENT AREA SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED I P E-Q ISER OUTLET STRUCTURE
STRIPPED TO A SUITABLE DEPTH A5 DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL __ SHAPE = SQUARE
` INTERNAL DIMENSIONS = 4,. FT. x 4 FT. U4
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS v \
NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM, EMBANKMENT OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE TOP OF RISER = 11.00
SUBGRADE, OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / KEY TRENCH IS OBTAINED GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL t--- l N RT OUT (15"0 RCP) = 8.0
FROM THE ON -SITE GEOTECHNICAL ENGINEER. HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. !N_,_ � � � (SEE DETAIL SHEET\I8-2)
ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE _
5. ANY REMOVED TOPSOIL SHAD_ BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED 5. A KEY
WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE E TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH SHALL 4"W SCHEDULE S0 PVC t \W W W W 1 }
THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE EXTEND A MINIMUM OF 2 FT BELOW THE OUTLET PIPE, 5-FT BELOW EXISTING GRADE, AND SHALL t t W i W w I
COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM t (TYP.)J
OF 1:1 (H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED 1N
6. BEGIN CONSTRUCTION OF THE DAM EMBANKMENT AND ROUGH GRADING OF THE INFILTRATION BASIN. ITEM 4 ABOVE.
CONSTRUCTION AND COMPACTION OF THE DAM EMBANKMENT SHALL BE PER THE SECTION TITLED
"BERM SOIL AND COMPACTION SPECIFICATIONS". IF AREAS OF THE INFILTRATION BASIN FLOOR ARE 6. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR. CONSTRUCTS AND - �' �j � �
LOCATED IN CUT/EXCAVATION, THE INITIAL EXCAVATION SHOULD BE CARRIED TO WITHIN 1-FOOT OF COVERS UP THE KEY TRENCH PRIOR TO INSPECTION THEN THE KEY TRENCH N H ; �� 3`Lx3'Wx9" ICK ( W w W w
THE FINAL GRADE OF THE BASIN FLOOR. IF AREAS OF THE INFILTRATION BASIN FLOOR ARE E C SHALL BE ,�! " /
UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. �f ` _ NCDOT GLASS 'A' t
LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE ELEVATION USING l-�' '" � � 7. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT DETAIL SHEET IB-PC - SEE
c,+ RIPRAP .APRON
THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION TITLED "INFILTRATION BASIN t ( /
f
FLOOR FILL SAIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT SHOULD BE USED DURING THE t 4
THE DAM EMBANKMENT / KEY TRENCH MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE EXISTING SOILS IN THE FLOOR COMPAC
AREA. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE DELAYED UNTIL it / !Typ')
TION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS Co
i '
STORMWATER FACLITY. THEREFORE, IT IS THE CONTRACTORS RESPONSIBIUTY TO ENSURE
ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN STABILIZED. COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. OBSERVATION WELL
CLEANOUT SEE DETAIL)
7. CONSTRUCT THE PERMANENT LEVEL SPREADER / VEGETATED FILTER STRIP PER THE DETAILS
SHOWN ON SHEETS I8•-2C. CLEAR AND GRUB THE VEGETATED FILTER STRIP, THE VEGETATED FILTER PIPE SUBGRADE SUPPORT AND BEDDING
STRIP AREA SHAM BE GRADED PER THE GRADING PLAN AND THEN SEEDED PER THE SEEDING SPECIFICATIONS
SCHEDULE PROVIDED ON SHEET IB-2G. 2
8. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION IS 1. FILL IN THE AREA OF THE 15"4 RCP OUTLET PIPE AND ADJACENT AREAS SHALL BE BROUGHT UP
COMPLETE, THE FINAL PHASE OF THE EXCAVATION OF THE BASIN FLOOR CAN BEGIN BY REMOVING TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ELEVATION OF THE PIPE IN ADVANCE OF PIPE
ALL ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION CONSTRUCTION SO THAT THE PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL I5
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED FOR BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH SHOULD THEN BE EXCAVATED FOR F OOR /OF INFILTRATION BASIIJ TO
THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE SOIL AT INSTALLATION OF THE PIPE. `J 9 6 PROVIDED WITH A MINI?�(1 4" THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY RAKING OR OF ASTM-C-33 WASH' 6 SAND �. w: c
ROTOTILUNG. 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER CONTROL WILL t / / f w w w W EXISTING WETLANDS .
BE NECESSARY. THIS COULD INVOLVE PUMPING OR STREAM DIVERSION, ETC.) DEPENDING ON THE t SEE INFILTRATION BAST FLOOR -} b
9. UNDERCUT THE INFILTRATION BASIN TO THE NECESSARY DEPTH (SEE INFILTRATION BASIN CROSS TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK{ IN A "DRY" CONDITION, THIS SITUATION MAY �/ FILL SPECS ON THI SHE
SECTION ON SHEET IB-2C) TO INSTALL THE 4--INCH SAND LAYER. REQUIRE USE OF LEAN CONCRETE BACKFIII, FLOWABLE FILL, ETC. TO ESTABLISH SUBGRADE
CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT.
10, THE FLOOR OF THE INFILTRATON BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED SAND. , / 1$
THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE AGGREGATE 3. FIH MATERIAL ADJACENT TO THE 15"0 RCP OUTLET PIPE SHALL MEET THE SPECIFICATIONS LISTED ��
CONCRETE SAND, IN ADD111ON TO THE ASTM C-33 SPECIFICATION, THE WASHED SAND MUST MEET !N ITEMS 1 THROUGH 3 IN THE SECTION TITLED "BERM SOIL &COMPACTION SPECIFICATIONS. THE \ / r�!r-�� 15
I FOLLOWING CONDITIONS:
THE LLO 1
CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO
ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED WITH PROPERLY
• SAND MUST MEET GRADATION REQUIREMENTS FOR AST?,-C-33 FINE AGGREGATE CONCRETE COMPACTED MATERIAL. TO PREVENT DAMAGE, HAND OPERATED COMPACTION EQUIPMENT SHALL BE �.-
SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE. USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN ESTABLISHED. �- 2 .I..6.50
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE. TOTING OF THE E NT f 110
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED. LIKEWISE, 1. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM OOT WIDE 1 ` 50-FOOT VEGETATED \ , I
© \
SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR INSTALLATION PRACTICES EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE ,--� 6-F(-FOOT DEEP)
i
WILL BE REJECTED, NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS .FOR THESE STORMWATER FACILITIES. TRIANGULAR CHANNEL ® 0.00% FILTER STRIP (GRASSED) SLOPE LINED WITH LANDLOK � < {SEE DETAIL SHEET IB-2C) ; THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION SL
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY CIRCUMSTANCE. TESTING AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. 1i� TURF REINFORCEMENT MATTING \ I I
1� -_,450 (SEE DETAIL SHEET I13-2C) %
10, INSTALL THE PROPOSED OBSERVATION WELLS PER THE DETAIL SHOWN ON SHEET I8-2C. 2. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
11. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST 6-INCHES BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE. SIX -INCHES OF COMPOST MAY DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE SLIGHTEST BIT / i 7 3-FOOT WIDE LAYER OF
COMPACTED TO FACIUTATE INFILTRATION AND ROOT GROWTH. UNDERLAIN WITH FILTER FABRA-
STATEMENT OF �7PONSIBiI,I'I°Y _ #57 STONE (4-INCHES DEEP)
_- / /
12. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN BOTTOM AND .SLOPES SHOULD BE , �,�. ," ; • _ i (SEE DETAIL SHEET IB-2C} '•
STABILIZED WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDULE 1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY � � ® � / �
PROVIDED ON SHEET I8-2C. DENSE VEGETATION ON THE BASIN SIDE SLOPES AND FLOOR IS OF FUTURE PROPERTY OWNER'S ASSOCIATION PER THE EXECUTED OPERATION AND MAINTENANCE
RECOMMENDED. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES AGREEMENT FOR THIS FACILITY. l�
AND FLOOR SHALT_ BE PER THE SEEDING SCHEDULE PROVIDED.
13, ONCE CONSTRUCTION OF THE INFILTRATION BASIN IS COMPLETE AND THE ENTIRE CONTRIBUTORY �•a 2
DRAINAGE AREA HAS BEEN CQ,NPLETELY STABILIZED, THE BASIN MAY BE BROUGHT "ONLINE".
GRAPHIC SCALE
INFILTRATION BASIN #Z PLANVLC/'rY 20 0 10 20 40
1"=20' Y
f inch = 20 ft.
I\:1L I)RAIVING - NOT RELEASED FOR CONSTRUCTION

PROPOSED GRADE
APPROXIMATE LOCATION OF
EXISTING GROUND
TOP OF DAM = EL 13.00
fl-i �l l 11 l �l l it l !I i Il
TOP OF RISER = EL. 11,00 --f I I --_-
BASIN FLOOR = EL 10.00I-
Itl�---�il�l�'T I�
N Or u:
1, SEASONAL HIGH GRONDWATER TABLE INFORMATION
PROVIDED BY S&ME, INC. IN A REPORT DATED MARCH
11, 2009. REFER TO SHEET IB--2A FOR APPROXIMATE
LOCATIONS OF SPECIFIC BORINGS AND GROUNDWATER
ELEVATIONS.
2- THE 1.5" RUNOFF VOLUME IS TEMPORARILY STORED IN
THE MIDDLE POND (78,379 CF). THIS VOLUME IS
PUMPED TO THE INFILTRATION BASIN BY A STORMWATER
FORCE MAIN OVER A PERIOD OF 2.5 DAYS.
5.0'
4.0'
1'-2"
(TYR)
CONCRETE
ANTI -FLOTATION
BLOCK
6" MIN.
(TYP.)
IN -SITU SOILS
CONTRACTOR SHALL VEFIFY
WITH ONSITE GEOTECHNICAL
ENGINEER EXISTING SOILS
HAVE A MINIMUM INFILTRATION
RATE OF 9.31 INCHES/HOUR.
INFILTRATION BASIN FLOOR
ELEV = 10,00
TO BE PROVIDED WITH A MINIMUM
4" OF ASTM-C-33 WASHED SAND
(SEE INFILTRATION BASIN FLOOR
FILL SOILS SPECIFICATIONS)
TRASH RACK
(SEE DETAIL)
low
an an
wo
CONCRETE OUTLET
STRUCTURE (SEE DETAIL)
INV. OUT = 8,00
1.5' 5.0' 1.5'
PROPOSED GRADE
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATONS,
SEE DETAIL SHEET IB-2A)
CONCRETE JUNCTION BOX
4' INSIDE DIAMETER
(PER NCDOT STD. 840.31)
RIM = 11.50
INV. IN = 6.31 (15" RCP)
INV. IN = 6A 1 (30" RCP)
INV. OUT = 6.11
MANHOLE PER NCDOT STD 840.31
(SEE DETAIL SHEET IB-2C)
_ I I I I I III I I I I III III III I IIII-III III III I ! I III : , ,IIIIli-III-1 ! ! _._ .
=l I -=I 11-1 l 1= I I-,, 1=-1 I =I 111 I I _ Ell I -I I 1=1 l f1 I ICI I I= I i
I it l l I 11= I I II 1=1 I ICI 11=1 I I =1 11
111 11= El I 1=1 I 1=1 I I=
CAL I ICI I I:
38 LF 15"0 RCP 4.45%
FLOW ---�. +� -wer aw sc� a� mmn ®a e� aar wr
FLOW ---+►
M
�
I_-III=1 11 !-III _ 5 I"f. (MIN.) �
NON -WOVEN GEOTEXTILE FABRIC
SHALL BE PLACED AROUND STORM OUTFALL TO LEVEL
EACH JOINT OF THE 15"0 RCP SPREADER/VEGETATED FILTER
KEY TRENCH (SEE BERM AND SOIL BARREL IN 2' WIDE STRIPS (SEE SHEET C-10)
COMPACTION SPECIFICATIONS, CENTERED ON JOINT.
5 FT. (MIN.) DETAIL SHEET IB-2A)
II1iFII..TRAnON BASIN CROSS SECTUCN
N.T.S.
Y}4-.•
•'y `. y`l `'6 •'••
is i
i
PRECASIER SHALL
'
+ PROVIDE A BLOCK OUT
FOR THE 15"0 RCP
*" -
- -15"4
.�•
8.0' 5.0'
RCP
_ FLOW -�-
Y
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
1.5' `� ;
; s - . ', AGAINST PRECAST STRUCTURE
`' `" ' ",
` ;' WITH NO VOID SPACE BETWEEN
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
(3) 6"0 PERFORATED ADS N-12
NCDOT STD. 840.66 (SEE
UNDERDRAIN PIPE, CONTRACTOR SHALL
DETAIL S'�EET IB-2D). STEPS
CORE -DRILL THE HOLE FOR THE 6"0 ADS
SHALL BE PLACED AT 10" O.C.
PIPE IN THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS AREA.
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66 (SEE
DETAIL SHEET III-21)). STEPS
SHALL BE PLACED AT 10" O.G.
4" SOLID BRICK (BY OTHERS)
t .... NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
WITH NO VOID SPACE BETWEEN
PRECASTER SHALL PROVIDE A
BLOCK -OUT FOR THE 15"0 RCP
3.5 '
4.00'
15" RCP I
j 0.50'
TOP OF RISER = EL. 11.00
15" 0 RCP
FLOW -
INVERT OUT = EL 8.00 `
T STRU
N.T.S.
CONCRETE
ANTI -FLOTATION
BLOCK
NOTES;
1. ALL REBAR TO BE #4 REBAR.
2, ALL REBAR TO BE GALVANIZED WITH AN EPDXY COATING.
1� 2°5�
THE BOLD LINETYPE DENOTES THE
ACCESS HATCH TO BE PROVIDED BY
THE TRASH RACK FABRICATOR (SEE
SHEET iB-2A, "OUTLET STRUCTURE
MATERIAL SPECIFICATIONS", NOTE #5)
5'-10"
_ 5.7" (TYP.
12.5"
112.5"
5'-10"
F
5.7" (TYP.)
12.5"
FABRICATED HINGES FOR THE
ACCESS HATCH. CONTRACTOR
SHALL ENSURE HATCH IS
ABOVE STEPS.
REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x1/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
TRASBRACK DETAILS
N.T.S.
S'-1 n"
0.5'
J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
0
a
12"X4"X"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
' 1I 3.0"
RISER JORTr CONNECHON DETAIL
N.T.S.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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