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- _1___­,­CA-rCWB_A'SIN PIN NO - 777 _717l \ swom;� BMM I== -Emmo/ m"millim $OWN= sau.0m . - U)
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-I ­:_QZ"6*5tf , _,�__,� _ 7 -.1.�, 1. THE INFORMATION SHOW HEREON WAS TAKEN FROM A TOPOGRAPHIC AND BOUNDARY
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D.B. 11610, PG. 546 CATCH BASIN ,�_,,.�_-, ", �,C.. I -w__­­-, - .1 �x 7 : . /( i7l" ' - KENNETH CLOSE, INC. LAND SURVEYING 970 TRINITY ROAD RALEIGH, ll
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B.m 2005, PG. 189 ..A.- SD SID �',.�� ;ii ___,"', _,__­\� , \ -_ - _. \
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`1 � j , � ' ,,, I. .11 ­. \ \..0011 .iiiiiiiiii, - ),?�, ,,, , // /4 \ � P x I,-2,-O, i",-:1 f NORTH CAROLINA 27607 PH: [phone], FAX- [phone] 1 . I � Al
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��-,, - Hlul INV IN = 3ag -- ,.I \ ­­-.1--, - \ - , - - / .. .., / / / I/ I/ - / / U \ . f 7,A". --i PRESTO
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/ ill , 11 11 I i Y, INVOIl 368.73 �� - `�__�_t__�`. f� Iili._�11­ 114 N, W �_ __111 ._ .. /_ / / / t!'I, /,/ ___ / / \ I \ , � , B.M. 1992, PG. 704 2. THE LOCATIONS OF ALL UTILITIES SHOYM ON THIS PLAN ARE BASED ON THE AVAILA13LE
"11, V�t I I.,�L____" I - - / / \ '--,,
, , - -ZZ-,,"i ______.",, \ ­_ __ , ./ / / /I IV / -_ / / / * \ � NO.)74.CO4-73-53
, �, �, � I It`� ii� ._1;.0 ­ _-I I I - � ,, / I : I - ii� I ?v I INFORMATION. THE CONTRACTOR SHALL =
, ._wA z I— /I -1 / / �, I - / j ; ,,�,, PIN 85 VERIFY THE EXACT LOCATION OF UTILITIES WITH THE
; j ,,, .113- � ,_ _­' ,�- .1 � `/ , / - 1.* 4 j UTILITY OWNERS PRIOR TO COMMENCEMENT OF CONSTRUCTION. . -A .
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� � :1-o'lliiiiiiiii' _Z -- I /j 3. ANY DISCREPANCY IN THIS PLAN AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED TH
p 1, TOP = 388.2( "1 9$1 1 ol I ; 1-1 / / / / p
1 """ ) 1001� W-P, I I - - I— ,-- _1_�.... 11 -. -- - _�-- z, I/ / I I / I / // TOP - 321. 1 ­4 � ? , , 1__� OWNER PRIOR TO START OF CONSTRUCTION. GENERAL CONTRACTOR SH 0 1
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. ��< -- / r'l / / ,- oz �el� 11 ALL BE RESPONSIBLE 1, I
I I ,-5 .'Illill - ,;�,, I L1___ I - -I 11 1 C.�,- ____z � 11 . --- "I I ['� / / w . �' � ' (NHORN FOR VERIFICATION OF ALL SETBACKS, EASEMENTS. AND DIMENSIONS SHOWW HEREON BEFORE I
67 y INV OUT = 54 ,,,�,­_ ­ . . - - - � , _11 / T 'A ,Ii,I/ / I-N,V--* = ' ' ... N JOHN R. Vi '% �.) 0
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'y " I ,,� - ,I- I I I ��' I—- I - , - - 11 I I/ __ f BEGINNING CONSTRUCTION.
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//� I 11 111"" 1-01 10 1_" I I iiii / _/ __ __//._ .,-- ./ __­..... / /// i Z� / /� / // / __ ___ __ V - TiNG Iii' I -- / 1. - �MT 4. ALL DEMOU17ON MATERIAL WILL BE REMOVED FROM THE SITE AND DISPOSED OF IN A PROPER ��
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/ �tt � X�S " LOCATION AND METHOD AS DESIGNATED BY THE LOCAL AUTHORITIES. W-4 1-iiiiiiii j;j
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1� . 1 2.5 - I , 5. LOCATION OF EXISTING WATER AND SEWER sERmcEs To BE VERIFIED PRIOR To
1w------% , "-.Ir;;,-- \ - 11 .. ,.I.. - / / ,� ,9� / / / " __ ___ _� -- m,k./,� // / WETLAD , If __
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11 - 141�ei - I \ " \ � � , - / 1:6
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If 1� - , 1, 1, )Ir�__% " /// .- ,� M,� ' / MARK V. STEPHENS NORTH CAROLINA "ONE CALL� 800-632-4,949. THE CONTRACTOR IS RESPONSIBLE FOR
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/ / (/ \ _ \ - v I"-.. I / REMOVAL/RELOCAVON OF ALL EXISTING UTILITIES PRIOR TO MY CONSTRUCTION. CONTACT
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i �, 00 Z, III, , ,j// ------- - � �, \ N. \ \ � \ %, I I / / i *� \ D.B. 5403 PG. 839 CONTAC71NG ALL NON-SUBSCRIBING UTILITIES. .
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I , ,Vv-- -__/ \ � 'a ­5�0- - \ B.M. 1992, PG. 704 WASTE MATERIALS OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES OR HIS WORK. ALL DEBRIS �4 A 3
1 \ \ \ � / I I � 0
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F "i I .. I I " - -74-C64-,62-6216, ', `\ \ � \ \ . I I, ". __ - z, .. k5z 5 el SHALL BE REMOVED FROM 'THE PROJECT SITE ON A DAILY BASIS. 1:6 ll 0 0
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I # I
w � ZIII­ r, - - - - \, ___ .4I Y Y', I I � � -_ -_ -_ --- -WAN I I .1 , r ,; I �T / D.B. 6"6, PG. 768 FEB I 2, M9
Cu - \ i CATCH BASIN
= ^ ! 41, i_ -_,��7- , /, k �, - k f 0 4\<\�' - I " , -k -k Q�� I I LOT383
I - , -11 - -_ - - -,, TOP, r-\ 33 .Q1 9 -_,� -
,I I -_ \ -_ - -';I -- , ,,� -,\ � . I I, ,­11 Ii.." -] TOP
ll ,I, � & ­ I 4 Lu - " \ --- I - " � /f I - 1__" I _____' .,1' I, ,'V�?�� , -4 If PRESTON FOREST SR 1615 - HIGH HOUS
1�; I - - - - �,/. , I � " I ,
0) HEARTHLAND ,� I ,-, \ 1\ - '�_ / I �- - " , __ It
� - ."Y NV ; 323.54
- : t, - - - --\ \\ \1Nv\),4\`(A =3�\1,Z7 I = 3104 CATCH BASIN .NR
I -j 1 -,CL \ 3 - - - , " If j DF -wg(Ekul.ill
.a D.B. 4185, PG. 377 ,,, j__? Il�� \ \ - - , , I I I\ I it ­1 ,-�, .� B.M. 1994, PG. 1707 (90' PUBLIC R/W) C11-1
i . \ \,\ - __1 , \ \ A N11V Ir � ' I PIN NO. 744.04-61-7488 CATCH BASIN $TC)p\NTA,XrF_R 1-WIN
3: I ? r. �! or i '*`, \ 1 __1_6___ 1 ___ , I I., ,� , \ \ L�-�24%-�6--_ ,-// / I � ... /_ TOP = 327.85 INV OUT = 31f.44 \ TOP = 319.59 V,1r,TLA',0AWD .
m B.M. 1994, PG. 1224 � -�;_ '! / ___ �� 1--
, ii,, :w ,` , v -\ . - � I ­S
,I � �� \\ -_ \ \ \ \ N\V\ U \ �:�21.i6 I , Y ',�,� - /'FFE NV IN = 313.89
,15 PIN NO. 0744511303 , I ,! g, I �,�CL 11-1 I I _< / I -32 �,� �1. I
.1 , - � � \ \ \ \ - I 5 Ii?, P � V, INV IN = 323.67 CATCH BASIN
� - I � \ � 1 t I \ \ \ --3c 1
- , " - � - ,_ , I/
I " I" ,�5� - \ \ pl, .1,�', 611-T-.= 329 11
a , - I 1 AI \ , __ � Lu __ � � � \ \ \ I" - ­4­11 -,
� . �.1u - __ __ - \ \ \ � It I � I I k ,\ �( I-x- -- ­0�, i 11,111, INV OUT = 323.41 TOP = 324.07 INV OUT = 313.83
1 1 \ \ *-,-I- 1-7 I _-, - -
, L� .Ciii " >_ _2I­ _< -_ \ I - NA, � I III -
i � A, ? 'I "I - _____
? , I.- \ --- I z/ � \ 1 , r, - - , , I I INV IN = 319.96 - I
" ­
0 R 1 V _ . , 4____ . � - 11 ��,�, 07- SP- 0,35
- .
bi1�' -11, � I t, \ "`1 1�, I �\ I � \1 \ , X�_11­1� , �% 1-11 / INV OUT = 319.86 - ­ ^% 1r:-f-) �
= __1 - , - f " / / 6.111i 'I" / �Ipl
�4 - - 1 - 1I­ � \ XW T I � , -,\ - .",
CATCH BASIN � I "I __ 0 - 4 k I I \ ,,�� \ - " -4-
1 1 1 4'_% P I K) ,-' \ I � 1 I I ." I / / -A.I.V1
cm , , 01 I w �" \ ---------3� ,___� %.i \ 0tl \ \ \ \� I/ , "" �% CATCH BASIN 1" .. �
lf�_ \ I � 11 � � I , \ I "'k \ \ / .rMFNI 11 // I `-, 11 ,�10­
a INV OUT = --,--.-- �X_ __ __:;�_14 ,_-, -1 I I s /g 11 TOP = 334.62 1 APPRUVE-Li
. - .(1) \\ �, ---------;- "-,\"", -,-. v ,_ 0 �---� '\ ( \ \ p, x , �I I`R0WCT NO. -
3: __1 � I ir ! I; %, '_�11_ '-- � . � I --y- � ------ 401 I I , \ \ \ \ \ I \ I N14� '. 6 // , I 24"RCP--,, -
, " I � � __ , �, - I \ I / / J , I I I I
M ;�_, \ i, 0 - -_ j ) \ 0 \ \ \, \ \ \ - INV IN = 330.84 / � TOWN OF CARY I -_
a k �Iu I \ 1, __ I- ­171I.-- _ _ __ _ - I , \ - I
C f- ,- - I \ 'k I 11 -,- � -
' ' 11 � - ___�,,��___ � \\ \ \ � \ \ !", Vik \
- I 11 1,I , Al. I , I - . ) .370� i j I 11�1 co I , A � I
1, � \, -- '__ __ m � EXI'SIZNG /" i I i ) � , \ \ I , , \ " I;z,l // INUMAS JOEL LONG _-wl I iiiiii I ) -0 - '_ I FILENAW: S
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0 ", k I , ___ 11� I � ------- . � I !�, x2p P� , _L_ 11 1­1 . QJ11 DESIGN '
z " v / I,_ / \- \ I ,;,I-- ( LOT 384 WAR,�1_ -e I Approved b ote4?A2w0,r P/JAA
4= ­z­cil --- -(n I ��,;F,����;?-,�,_,,, - , i� � ED Bl AR
, � `1:___�/ ,- I �m­ I, -f "ll?"�,, " 'Y \V\ ,0� , " '5 A I. I
N.C. GRID D 3� " al 1'�­ ��,llf­ ­_ ­':III!�,,, I'_.) \�,�_-\_ �
I - I 1---iiii 01,_M. 01 , ,,m, - '1� Y V I 1, � I \1 'I I I , � � 11, ' TON FOREST I manning .Date -
:El� , . - cn -,..(n-4M- _(il I I / I j I
E=2,045,375.508 - � - / -- - / t p-��,�] I I; I L,x,1, fi, , , B.M. 1994, PG. 1707 \ %n-.W I r DRAMN BY: REC/JRB
__ I ------ -----Z_ --- -/ Itill I --' jr
,
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\ 1, t --- ------ / / / I, I I It , ;)�, ,PIN NO. 744.04-61-7352 10 \ i
�5 _zI�__N_801� I \, /.z \ I/ /�94 90"/ , --- ------ -- - I A 9p, -.-- - \ I _/ / \\V� MAIIiIHOLE Engineer ng Date
a - ,�, / - 11 I v I I / / f / j , I � ,\ 1. / - -4� \ / - SCALE,
- - p" w" .! I, / - - / I , I A f ­. / - ".
m - .I / / I4- / / I, I I � , i t :2 ., _p­ji I OP = 319.90 1 1=1 00'
_j __ - \ - 'I il /,-4,// ,1 I I ,.,. � I
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6 . I, - W�.4 \24" 1 -- , --- /w -------III ___ i - ___�_-_____ , I , I N 41t14 ( DAVID PAYNE COLLAIN 11� M. I -'I - I 9 INV IN Ill 310.63 14 DATE: -19-08
. ? " i 7 D.B. 2378, PG. 629 .. ­ r / : \ / r/1 I
0 e" �, , ," �,k A '0� Nh _____---_343.-W-__ __1 / i 7/7 / / ::_:�___�_­:::: .�_ � 09
0 . i . \ !"M 8*66'S I __ -, 30 04 ___ , / /' , ­ I - - - �_ , .1cp 1, Z / I INV IN (E)= 311.62 - GRAPHIC SCALE I
u') � iii I41 r�`i ,..-,4;; E5�4 ,,q-"*2, 4',R I I- v>F.4-, WAL R J. JELENiEWSKI � ,/ /, / 1 n
CATCH BASI ,, 1- F� III / f ) 0. 744.02r-71- - -1 - 11
q) Vill �_j� I - - BRUCE A. SINGBEIL / / 2'---- 1 . / I I- p - - I I I/
- � 7 " 4s / t pito-- ),�,,iiiiillitistill 3 ­ . 6 Sll NO.
� " � / r INV OUT =,310.14
I, I, I �� a III - - , j..6 - - - \ I 100 0 50 100 200
w ­1 4 ,;;; , _­ - -_ I ] \ I'm � ,
9 ' - I i�! =Rmo��Ilfz a- ,_ D.B. 6705, PG. 841 D.B. 7873, PG 107 . rt�-, ,f ii JAMES CORTESE 1rww&*_A_-�r-­,Ii -- V, ,_( - , - ... __ � �� \ . I
P LEXANDER V. SHALAUR �� f � D B 8726 PG. 1528 � . - � � ,,_�' . , .I, \ � (9 �
03 TOP = , I 11 I tl I � � t I I �k 9 ts:_: Ez,,; LOT 64 * F - I , -il � /I I k I-I 11 , I I 1111011111111 -1
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1 7��
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I --jIfffill LD -`LD / �
INV OUT = *.81 1 it ) , _0 ff�A Am FENTON ESTATES . \ - I I � an== summonsid I �nzom MEMO= i Twl LI now= am� A 111111111111111111110111 1111111111111111111
= 3 .17 1 � z 9 W; - Ig OU i
INV IN = 3 - I �0_5 -_S�s-'-'- 1­ I LOT 63 /" D.B. 7755, PG. 668 /�J� . iiiiii LOT 60 1111illll I= IlliIIIIIIIIIIIlIN C
� =C-1;�
, 8 FENTON ESTATES ci� .,
[C I " ES- B.M. 1995, PG. 147 � LOT 61 FENTON ESTATES mmomi k
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I - --gg 51 CIS .i CS $ 1 imh = 100 ft.
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0) - - - 1-I � III I Ill = = 11 = PIN NO. 744.04-61-2118 = _. ' / FENTON ESTATES ' / � B.M. 1995, PG. 283
- .
­ � _____II a: MATCH LINE - THIS SHEET
I'll -, e 1, _!_ m: I
I S:
:i I I I I :dg B.M. 1995, PG 2W ,'r' ' -61-5048
0 .... 1, - E . I . I exi _ I PIN NO. 744.04 1
A) I mitimmiltim, III CI PIN NO. 744.'0441-41461 I A
2- WIN M: FINAL DRAWING - RELEASED FOR CONSTRUCTION �
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O p \
I MODEL HOME
FFE=382.5
/ \ j/ I \\ \ 1
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' Q� I \ 39 LF 151 RCP � o
/ \ �+382.10 / _ 2 \ 150 LF 24" RCPb _x I
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381 90 \ \ \ 0 � d°
CB-49 � 25 LF 15°° �(2CP
TYPE Ei `�- -_ 8t.9o': - r`-` - � " ® 4.009u " � T3.00� . \ \ \ \ �
FFE= 382.50 \24 LF 18 RCP CB-36 24 LF 18 RCP \ a.\. .... ... .. . ... P� O
q� \ 129�LF 30 R6P a t`-
\ `co \
- - - 6 � I L � I GARAGE=. ' � \ � 3.009� / h� ® 1.00� �`O _ _ � `�'. � � 1 1 LF 24 RCP � s
® 5.00 CB 40
® 2.00%\ \ v G
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ti 1 381.1fl / \ 374.60 / 375.30 367.50 `\ ..nw. Cd1 `�
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~ ' �D -+IN =377.80 \ 0 0.50% � \ M p � � I � \� � W . m
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I I p 381.00 380.60 380.3 _\ a0 M ® / C.5 U2 O -4
SHEET KEY
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E TYPE A /
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11 ® 2.00%5
FFE= 381.5 GARAGE=� 36665+ I Q.53% ____�___... mro_m.er.r._.rs { 366.95
380.75
I
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/I \ CB 39 v - _ - - GARAGE FFTME--P 377 0 366 l
� � +376.50
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76.40 /
79.25 CP " . ,. 376.40
_ 36 EF 15 RCP
TYPE A \ \ \\ � \ \
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379.15 -379.15 \ _
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381.00 \ " +379.3\ \ - - CB-38 - - - 375�0-
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/ PVC
\® 1.00% 378 BOW.23 LF 5" RCP43
CB-44B
= 3�S 6 378.4o
365.50
37 GARAGE + 0 0.60�
375 7.50378.40 GARAGE=
NCDOTDR R GARAGE
OD 378.5 +378.40 GARAGE= GARAGE= 378.
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-"
375.5 378.5
+377.40 - - - - CB-44C
p 1 1 i 378.40 377.70�
378.4fl' 378.4
/ TYPE Al \ \ 378.00 \`j i
30' STREETSCAPE I 7 �" FFE= 379.0 6'<PVC \ 37s.40, 37s.4o r t �' `0 TYp£ Al 3 CB-44B
,, , 3 8.50 378.40� -
TYPE A OPA UE 1.Od�6 \ TYPE.H +. 1 _378.40+ 1 +378.4Q 377:80 GARAGE= T/C=365.60
I Q O1 GARAGE= \ 1 RETAINING WALL _
1 1 378.45 TYPE H 377.40 377.5 FFE- 37$A / INV. IN=360.02 CB-44C ^.
1 378.45 1 1 ( ) L!2 78.40 1 + 378.45 364.65 -
378.5 1 DESIGN B / _
1 378: + _ # ( INV. OUT 359.82
\ 1 TYPE 377.40 fi4.15 �a
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TYPE H 1 TYPE H J 7 1 - 1 E. IN -
�' H 1 }� CB 44C p
D FFE= 379.0 1 dry...-ate / a-a
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o \ FE=.379.0 1 = :1 = / to
\ I I F� _ = BASEMENT 369.0 GARAGE 377.50 _
� _ ' FFE- 379.0 FFE 379.0 <I `/ 1 INV. OUT-360.16
Q i TYPE D = 1 BAMENT 369.0 _ 1 _ _ _ 377.5 TOW. 376.50
J \ \ GARAGE 1 BASEMENT-369.0 1 BASEMENT-369.0 FFE 379.0 1 FFE- 37 TYPED BOW: 365.50 W
N f I _ . 1 1 BASEMENT- 69.0 BASEM�369.0
FFE- 379.0 1 Chi
\ BASEMENT=369 0J j i / FFE= 3780 3
\ \ (WITH'RETAINED 1 e'. _ _ - �� BASEMENT=36S.0
FOUNDATION) 1� - 364�55- - - - - - - - - -
3�. 368.5015
1 / 368.00370
/ \ \ \
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5368.50 368.50 36 0 - _ - _
- TOW. 369.00
m 01 367.5o 368.50 368.50362.75
/p� 368.50
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GRADING LEGEND
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\ lPF / // CMF \ FLARED END SECTION `4 �i Z
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` m CATCH BASIN
- - - - - - - - - - - _ - I DROP INLET
I
STORM SERVICE INLET
/ I ® STORM SERVICE ROOF-DRAIN
STORM MANHOLE
IDRAINAGE FLOW ARROW
LINE BREAK SYMBOL
250.50
TOP & BOTTOM CURB ELEVATIONS
I ( I 250.00
I TW=223.00 -TOP OF WALL ELEVATION
I I BW=213.00 -BOTTOM OF WALL ELEVATION
_ I (NOTE: BOTTOM OF WALL IS GROUND
IELEVATION NOT WALL FOUNDATION)
+ 250.60 SPOT ELEVATION
STORM DRAINAGE
/ I STORM SERVICE LINE
-RD-RD-RD- ROOF DRAIN, 8" ADS
NON-PERFORATED TUBING OR
\ / EQUAL 1.0% MIN. SLOPE 3' MIN. -0
SCHEDULE COVER PVC 40 IN
TRAFFIC AREAS
\� ALL CONSTRUCTION MUST BE PERFORMED IN TIP-rn-rn® TREE PROTECTION
ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD
LD LD LIMITS OF DISTURBANCE
SPECIFICATIONS AND DETAILS.
WOODED AREA
GENERAL w
NOTES: 250 10' CONTOUR
252 0
2' CONTOUR
1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS ----___250 EXISTING 10' CONTOUR cj
AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG 252_______ ExisrwG 2' CONTOUR
THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
-- EASEMENT LINE
2. THE TREE PROTECTION FENCE SHLL BE MAINTAINED ON THE SITE UNTIL ALL SITE
WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE
OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO
FINAL SITE INSPEC11ON FOR THE CO.
3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
CALENDAR DAYS, WHICHEVER IS SHORTER.
4. CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF
GRADING.
5. A PRE-CONSTRUC11ON CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING 0 7- S P- 0 3 5
PERMIT BEING ISSUED. APPRO �/` �E
6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL LIMES OR A PROJECT No. SRF-05000
WASH STATION WILL BE REQUIRED. TOWN OF CARY
" GRADINGY -rLENn>�: SRF05000G1
7. FOUNDATIONS DRAINS SHALL BE 4 PERFORATED HOPE. ROOF DRAINS FOR THE Approved b
HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS pp y Date DESIGNED BY: ARP/JAA
SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON D PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5. Planning Date DRAWN BY: REC JRB
THE GRADING PLANS.
O EDGE OF EXISTING PAVEMENT. Engineering Date
SCALE: 1 as = 30a
TOTAL AREA DISTURBED = 37.9 ACRES Q ALL ROOF DRAINS/AREA DRAINS SHALL BE 6-PVC (SCH 40) ® DATE: 09-19-08
1.047o MIN. SLOPE UNLESS NOTED OTHERWISE, DRAINS SHALL BE GRAPHIC SCALE
DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL 30 0 15 3o fio SHEET NO.
FITTINGS NECESSARY FOR INSTALLATION.
8
a
I inch = 30 ft. AMcADAMS
FINAL DRAWING - RELEASED FOR CONSTRUCTION

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I I 1��I��1,�I�I II�I,.I I��.,��I.::I���1.1 I:,.j:,I�I��/:1­,I:��1 II.�I�1 I:I":�":II,,��_­�::\I1
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v W f
�. ? a
v 58 LF 18 RCP ; _ / 58 LP. 15 RCiS
i v 9
A_� v v v v v� P'
V I ' I V � � v v vv " Q
I _
,�­�:��­EI1,I,:I�-I�I�I
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I-:1��I I111�1I�I.1.I1�II I
,I k�I 1�1:.�:,�,I,1.�,�,-�_�,e 1 1 I,
,I_
/ 9
_ _
\ I \ \ \ ............................ . / 372:50 372:50 3T2.00
_ 1
i ®� \ i ,
\ I \ V A V / /; o i0.
® O
/ \ \
\ \
I 9 \ 75 LF 18" RCP - - - \ .I
Q, O
' I ' I oj�` \ � \ YI-56 ® 1.2�}� YI-57 YI-28
/ \ r! 41
'4j \ \ / 34
- \ I \ \ \ -27A I W
\;; I \\\ HOUSE / v'� \\ \ 03 372 0o I W f1, m:
0 ''_ I v 78.00 7a.00 ; 52 LF 15" RCP @ 44 LF 18" RCP I
1 V 9
c9 O �►= 2.19�'
0 2.00%
v / p W /
CA /
U \ \\ /9 1 \ ,n -
/ \ / YI-28 YI-56
o \ I EX. / / 372.2Q I N G IN=365.47 (CB29) NVG IN=370.99 (YI-53)
+ - I ? SHED ` , I 368.00 ' - -
_' N 9 / j / t / INV. OUT-365.37 INV. OUT-370.89
I,.- ! (,< 3i�o:40 / % YI-29 ;57
h I f
® N G OUT-366.92 G=377.00
E, - INV. IN=369.99 (YI-56)
�� / / \ " / 37t.25 INV. OUT=369.89
DC = '_' �' � I 9 0) / 55 1 RCP /
I� % / \ 3 9. 0 2. � -s -
W ) / \\ 00
370.5�J -
9 - / / ii s
,, N / PHASE 1 L'UXURY SUITES
- \ CB-26 r
`�' P4 , - , I , \ / / 1 // APARTMENT=58 UNITS 3/.20
/ \ / PROMENADE 1=FE=3�8.0 _ /37,.45
118 LF 15" RCP �3 / /
I \ \\ // \ // / PAR FFE=368 I r _ \ \ �/ �o / /
0 2.25%
\\ \ // \ / / / / \ 36 .90 370.05
T ® / / /' L 367.90 / /
I_" RCC = 20+843�
\\ // / ✓ / I
\ ` / I 4 / \ 368.00 / //
o : I APE 9 �39 °-� ►-a // y / / / / O
o . 20 STREETSC /
- I"' ' TYPE ®A,/OPAQUE `�\ CB_2 / / / \ \�, 368.00 / / FLARED END SECTION +250.60 SPOT ELEVATION
I, j A \, % / / \ \ 367.50 / / STORM DRAINAGE
0--i
, , / � I / / / 6' -•• STORM SERVICE LINE
I ' -' / 3 / i CATCH BASIN C4
I 9 // / / /// \\ \ 36 .20 367.7 / 8 / 368. 0 DROP INLET
/ / / \ / -RD-RD-RD-
/ I I � \ _, / NON-PERFIORATED D UBING OR
/ / f \ " / / STORM SERVICE INLET
I 9 / $ / " / / // \ \ ® 2 77% RCP / / COVER PVC SCHEDULE 40 IN A
EQUAL 1.0% MIN. SLOPE 3' MIN.
\ \ ; � � 44 F 15 RCP � \ s 36850 0 STORM SERVICE ROOF-DRAIN
I. / \ - " \ / / 7.00% / f / V-- \ 3 - / 3fi6.85 / TRAFFIC AREAS ko
C -7 / EW'1
O TP-TP-TP- TREE PROTECTION e-a cq
I \ I \ / / / O / / \ /3fi9.,5 / STORM MANHOLE - 4 f JI C�4
/ \ 366.75
v \­ I , 1 / / / ag /
\ Lb LD LD �� •/ CiB-3 �:B-5 \ - D LD LIMITS OF DISTURBANCE
�. DRAINAGE FLOW ARROW 1-�
- / \ / WOODED AREA M-i f-!
- - - ®/ I I I CB-6 - - - - 22 24" RCP r.v LINE BREAK SYMBOL 250 ® � '®
CB"h - / JB� / 141 LF'H5�" RCP \ ® ..5 0 10' CONTOUR E4 E5
f \ \ \ ....-- - - 83 f 15" RCP / / ® a�50% \ "
\ \ - - i / �" \ 41 L 8 RCP v
2.49� ® 3.56% 250.00 TOP & BOTTOM CURB ELEVATIONS 252 2' CONTOUR r''
' - - - - _ CB-9 -----Z5O_____-- EXISTING 10' CONTOUR P
e
- / \
- 128 LF 24� RCP _
-' - \ / TW=223.00 TOP OF WALL ELEVATION
\ \ /_, / / \ _ ® 2.00�/ `-�-�- 252_ EXISTING 2' CONTOUR
II" /// - / //-//11) / / /) &� /I /_///__-/-/- -
-)-_- -..-__- 1-1 -\�1 1-1'_� I'--- i 1, � �_ -- �<
\, - . ,. BW=213.00 -BOTTOM OF WALL ELEVATION ---- - -----
GR
ADIN
rN-�O
f \ \ - - \ \ / \ �� / (NOTE: BOTTOM OF WALL IS GROUND v
\/'\ 6 \�/ - \ �7 LF h" R6P / / // - - - - EASEMENT LINE In 5C
\ \ \ / / \ p ELEVATION NOT WALL FOUNDATION)
® \ O I 1 \ ® 1 5 J\% \ HANDICAP AREA >y
1
\! \ + - \\ \ \ \\ \1� / / \ / ;, (2% MAX. SLOPE)
,'. v N v 6' / / / v / �,
6 \ \ / / v
_. \ / - _ - _ \ .-�
V / / _� .-4
v \ \ / /
\ / �� 73 LF 18" RCP / 138 LF 18" RCP W
\ \ 6 K : - \ \ \ \ /
/.
- .
,,,\. \ - AD/ . . ' " / -_ " ( PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5.
\ v / A I / 85 LF 15 RCP / / 153 LF 15" RCP v
\ \ / - � / 0 3.40% / 0 3.40%
6 1 / CB- 0. 0 EDGE OF EXISTING PAVEMENT.
- - a�
I III�II -�I-If--l--l-1. IG,I b I iIt1 ­-�.1��,+I � �f i/N-II II-I tI/I-\ (/ /I�-1)-I--�,-II41
--_/
_ v v � _ V \ JB-18 36 0 ALL ROOF DRAINS/AREA DRAINS SHALL BE 6"PVC SCH 40 0
t,
\ I \ CB-19 \ - \ 7. 5 359 1.04% MIN. SLOPE UNLESS NOTED OTHERWISE. DRAINS SHALL BE
­" _ \, / - \ ! 367.00 DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL
*% \ - 6 \ - \ / � � \ \ FITTINGS NECESSARY FOR INSTALLATION.
\ _- - _
® \ / 1 \ " 3 3 \ \ cB_21 ALL CONSTRUCTION MUST BE PERFORMED IN
\ ` I -17 I 7 LF 15 RCP \ \: \ \
Pr I ®\,3.51% \ \ \\ \\ \ s 3�.05 01 00 RCP ACCORDANCE WITH CURRENT TOWN OF CARP STANDARD
I \ \ \ \ �` \ \ 368.,5 SPECIFICATIONS AND DETAILS.
22 F86.O8 / / \ \ ` \ 36 .00
r / \ \0 ' / I \ \ \ \ \ \ 5
I' N I \ 1 I \ \ \ \ - -FFE = 383.50, '; I \ .\ +371.00 - _
I 1 \ \ MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS
/ \ \ 1. TO
I I ' \ \ \ �'. \ \ 365.90 2 TRENCHES ALONG
r AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM
I I \+mom® _�„ I .\ \ \. \
\ \ THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR RO
OTS.
I ®�-- I \, \ 368.70 \ DON THE SITE UNTIL ALL SITE
I ' \ �. \ \ s 5 2. THE TREE PROTECTION FENCE SHLL BE MAINTAINS
I \
\ -J WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE
FFE = 382.50," :. 383:75 \ \ \
\ s5 I I- \ , \ \ CO IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO
Ii 6 I \� �s3 I \ \ \ \ \ \:�;:., \ \ OF OCCUPANCY ( )
I ' I \cA /\ / I I \ \ \ \ \ 36 .5 - FINAL SITE INSPECTION FOR THE CO.
� \
\ / \, /
\ I \ I \ \ \ ' \' \ \ PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
I I / \ \" 3
I l \ \ - 6 I I \ +382.30 / \ I I / ' URY SUITES \ \` \ \ - \ CALENDAR DAYS. WHICHEVER !S SHORTER.
�(
� \ 382.30 \ I ' I \ \ \ _ -
- I I I ( / T-58 UNITS `.. \ � 3ssso HALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF
_ i I ' \ \ ) / I / ' I APARTMEN
I \ \ 4. CUT/FILL LOPES S
I ' PROMENA E 'FFE=3S1.'0 \ \ \. i
\ \ - B o \ GRADING.
6 I ' I ' +3si \ / I ' I FFE=371.0, \ \ \ 3ss.so ' - UCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
' ' sR \ / I w I PARKIN \ \. \ 3 s. 0 5. A PRE CONSTR
I I I' \ +381.so / I /I \ otOo I \ \' \ \\ ; 0 - PERMIT BEING ISSUED.
\ \/ I M M M \ \ \ \ \
30 STREETSCAPE I
E 'A' OPAQUE I I J ( V \ \\ L\ \ \ 370•�0 -- _ 6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
I TYP 6 I +382.30 1 a3.25 ' I- I I \ \ 3sa.7o WASH STATION WILL BE REQUIRED.
I.' \ o I ' 382.30, I / I \\ \ k" \ \ \ _ 7. FOUNDATIONS DRAINS SHALL BE 4" PERFORATED HDPE. ROOF DRAINS FOR THE
/ \ �' 'I I ' � / I . \ \ \ \ \ - ' - HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS
\ dd+ I I I I
'' 9 d -i FFE = 3s2.50 I , \
Iry; SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON
_ I i \ I _ ! I \ \ \ 37t.00 \ / THE GRADING PLANS.
J'
� I � /-I I `\ \ \ \\ \\ \ = 7.9 ACRES
I \: TURBED 3
,,�1�,��-L,\I I 0I I�_I �1I�I ���,I�7 7�l I II-�-_:<��I-LI�I��I��I I_�I I�I I\�L 11 4,1-,,�1,­0�:�­,1.�1 I1',I\I1_�-I I�1_I��1,��:-�,-_��I��I�L�I-L 1I:,��II 1­I��I�I.I�:I',I-:��:1I1:,���I��i-�I:I­�.I I--:1 1 II-­I���­:��-I�-,�I 1�I1�::::��-­:�-,1�,��,%I�:�::�-:I/I­-�I_I I�1�_-I I1�,I 1 1"-I�I/1-���,1I-I I I'1I��I�1 I�1I 1II�­��i�'",-,1�'��I,�:�I�\'���I��I,I-��I:­I�'i���I 1 1:l�1II1,1,:,,:\�'1 L,�:
I II�k���1�II­i
I%�-
:��:I:­k�1 1�­:::1I:.���,1 L.�­��,_1I­,'�I1.1 II:II I.�,­I�LII'I���-L..:�11 1,:�,1,I,����1�0I�I I,I�
,\I x�\- I I�I-��1'�I�L'I II,II,I.I,,II
�,�II�.­N I-I,I�\­�f�i�'�:'Il:,����,­�.�,L''�,,I,�:,,I�­':�':1 1 I��:�:��-�:.:I�
6 I I I I \ a \ \ \ TOTAL AREA DIS
�/ I I I FFE = 382.50 I V I I . \- \
/ / � v r 365.54 07-SP--035
I I I I I \ \ / I \ . 369 36a:55 \ \\ /
" / \ 6 - I I I +382.30 I / A / 9.1 36 90
II / J \\ I I { 382.30 I r\ / 3 I 3 \'` \
wz0HU- _)-
l%f&0�ozw4&(uV0U-.Mw
ft
lil9-0%l
Qii�0zl_Al
- -
Q 365.8$ SRF-05000
1
I� PROJECT N0.
- �_ 3 3 0 \ \ �\ 365.65 TOWN OF CARP AME:
(o I - ; \ \\ 4 \ \ 3 5.85 FILEN
, &� ,� qI
SRF05000G1
\. ` i M)I ' _ _ + _ ,r- DESIGNED BY:
6 /
1 - ss1 so � / � � .. 3 \ \ \ 4. 5 Approved by Date
ARP/AAA
\ - + / s \ I \ \ \ 36445 Dote DRAtNN BY: REC JRB
I , I I / / \ - - - ss1_so -_ - / \ / \ \ Planning /
_ -
I I l I i' - , . 382.30 - - _ / I - - I \ \ 36 65 364.;5� - Engineering Date SCALE. = 30'
I I 6 \ \ "I 18
_ \
11 / \ / �I I ,r - _ -y0� I I. I \\ \\ \ _ _ \\ \,\ . _. DATE: 09-19-08
I _ _
IMimi
--1I
,qIq
JlmioMmmcmm
'` ' \\ I I / r�j I / _ - 3 \ / t� ^`b I 1 _ ^o_. I \�`O \ �� \ \ �77 GRAPHIC SCALE SHEET N0.
\ - - - - FFE = 382.50 - / ^ ^ ^�
6 I l I / r \ \ / M n3 / I \�- \ _ 30 0 15 30 60
I�I I�I� ",J�
1 I���I-j �I 1 I ��,�:�I
�I,�1�:�,�������I­'-�-,,�,�-L:,�'�,;,;')�,I_,�,',�1�-I 1L-1 , I
l I ��1 1 I ' \ / / - - == - a-_ I1!IIIIIIIIIIIIIIIII1511i
-
I�I�C'I4�I -II:I � II -I1
\ \
\ l ' ' II I I I s
\ 1 / // / p \\ \ I \\ I 1 inch = 30 ft. (:A
� \ I��
6 / � \ \ / /
�
�' �-- 1 -I-�1� �- - �I­���
\ \ �- / `-
/ 374 \ \ FINAL DRAWING RELEASED FOR CONSTRUCTION
i• v II �_ \
v v : _ _ - - / 1 / _---38 37
\ \ _
r

NONE
o ® 1 1 I \ \\ \ I I I \\ w I I �o
0
CA ® \ \ 1 I I Is \� / 000
0�o coE rn ® \
/ rn M 3 I av
® I \ o��\ 3g8 �� \� \� / I I I I / I I `O � o
��✓ // ,`° �u _"'`co 11 I ( \ \ \ �' o �+
cq
►ca o
/�
ri E-4
STORM WATER ACPESS 1 I / � v ® 1 Pa V, ® 0
AND MAINTENANPE
EASEMENT SHEET KEY z w
�Ip / / \ \ \ T/G=373.50 T/G YI-1373.00
® ►A" - / 9/ \ \ \ ` INV. IN=369.26 (CB-66) INV. IN=366 93 (YI-62)
LO INV. OUT=369.16 INV. OUT=366.83
�o \ YI-60
T G 375.00 T/G=372.80
INV. IN=368.99 IINV. IN=366.65 (YI-61)
INV. OUT=367.60 YI-59 UT=366.55
YI-64 T/G=371.00 T/G=373.50 INV. IN=366.50 (YI-
58)
INV. IN=368.60 (YI-65) INV. IN=366.36 (YI-60)
INV. OUT=368.50 INV. OUT=366.26
® ® YI-63 YI-74
® T/G=373.50 T/G=371.50
112 36" RCP '�� / .y // / / // / // // ® INV. IN=368.15 (YI-64) INV. IN=365.94 (YI-59)
50% / / / / / /
® INV. OUT=368.04 INV. OUT=365.84
YI-75
YI-62
T/G=373.50
T/G=371.50
INV. IN=365.74 (YI-74)
INV. IN-367.69 (YI-63), - INV. OUT=365.64
®YI 64
� �/ INV. OUT=367.59 YI-76
YI--66 ® ® / / ® / ®/ // // / / T/G=371.00
9 ® / INV. IN=359.34 (YI-75)
INV. OUT=359.14
INV. IN=357.00 (YI-76) o
J C%
y 64 LF 36" RCP
/® 0.55%
Li /
/ POND #1 /
/ I I ) // / E
// // (UPPER POOL)
+37 / GRADING 1 V L U
/ NEW W.S. ELEV=370.0
YI-63
J� FLARED END SECTION $ 250.60 SPOT ELEVATION Z
a
I I \ 1° STORM DRAINAGE 70 LF 36 RCP/ / CATCH BASIN
/ a
1 / / / -•• STORM SERVICE LINE
® 0.50%
DROP INLET ROOF DRAIN, 8" ADS p�
-RD-RD-RD- NON-PERFORATED TUBING OR
/ N 1 / I 1 / / / / EQUAL 1.0% MIN. SLOPE 3' MIN. @ E-
I�
I~
/ ® STORM SERVICE INLET
STORM SERVICE ROOF-DRAIN COVER PVC SCHEDULE 40 IN V
TRAFFIC AREAS � �
+ H5 I STORM MANHOLE -(p-TP-TP- TREE PROTECTION W
(�
-LD LD LIMITS OF DISTURBANCE
DRAINAGE FLOW ARROW ..�
/ M�� YI-6� / // / // // WOODED AREA
J �: /
9 / I I � 1 1 / / / ry LINE BREAK SYMBOL 250
10' CONTOUR
250.00 TOP & BOTTOM CURB ELEVATIONS 252 2' CONTOUR
TO 75. 0 , / / s / TW=223.00 -TOP OF WALL ELEVATION
-----25 5o EXISTING 10' CONTOUR
/ - --- EXISTING 2' CONTOUR
B/ 374
. 0 C 1 I / // r / BW=213.00 -BOTTOM OF WALL ELEVATION -
/ (NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION) EASEMENT LINE
_--37� /®
c/a 1111 +375.75 / / // / � ' // ® ALL CONSTRUCTION MUST BE PERFORMED IN
/ / /
TO 372
ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD
Bow: 36 SPECIFICATIONS AND DETAILS.
.onn�
132 F 36" RC / ® / /
f / p / WEIR WALE-- --- -
/� / �L // / / / / / RETAINING WALL #2 _ - --(DES`FGN BY EVERLAST
/ / / / / DESIGN BY AWE. 2 - . . SYNTHETIC PRODUCTS) / GENERAL NOTES:
O W / TOW: 374.00 / / / / / / ( / / 1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS
TOW: 375.5 / / Bow: 367.00 % /
BOW: 37�4. 0 / / // / �
AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2° TRENCHES ALONG
� FOUNTAIN DESIGN THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
/ / / TOW: 371. ( TOW: 372.00 _ - - 2. THE TREE PROTECTION FENCE SHILL BE MAINTAINED ON THE SITE UNTIL ALL SITE
_� / TOW: 372.00
/ BOW: 6'L00 OTHERS) / BOW: 367.50- - - - - BOW.- 367:0
/ / / / / / / / WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFlCATE
9 I / I ( / / / / \ I'oW: 371.00 POND #1 OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO
/ s (LOWER POOL) FINAL SITE INSPECTION FOR THE CO.
BOW: 367-00
t I
+370.50 - 3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
+ 375 _61 - '� FES a CALENDAR DAYS, WHICHEVER IS SHORTER.
- - - - - - - - - - -
\ / ---_ ' e / 72A� J OW: 370.5� - 0_3 4 GRADING. SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF w
IONE= Gomm
\ I TOW: 372.00
- p TOW: 373.00 312 / BOVir,371.50 BOW: 371.50
1 \ / 37 LF 36 RCP.. f BOW: 367 5. A PRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
\ 0 0.49% _ _ r yl 76 PERMIT BEING ISSUED.- �
60 38 LF 36" RCP YI-75 / _ 6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
\ \ \ \\ \ \ - ® 0.50% - 3•L2F83 6" RCP 65 LF 36" RCP WASH STATION WILL BE REQUIRED.
9 \ \ \ ` ' - 3.00 - - TOW: 74.00 03'29% ^ - 3 7. FOUNDATIONS DRAINS SHALL BE 4" PERFORATED HDPE. ROOF DRAINS FOR THE
- - - ' BO 369.00 41 LF 36" RCP 3�2 - ' -
\ T@W 75.00 372.00 a HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS
I + ® 0.24% - SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON
\ \ \ \ \ \ \ BOW: 373.OG- YI-59 / +
_ - THE GRADING PLANS.
376 YI-74 /
\ \ \ o + �D TOTAL AREA DISTURBED = 37.9 ACRES
+ 372.50 0-
+ 375. 5 ®o w 0 / - -
\ \ x -7
\ \ I To
375.00 78', " ® / Vic„ 0 I S Q
\ \ \ 0 - ` 63 1 36 RCP: / - \ ti
374.0
0.51PIP
\ \ I v v A ROVED
PROJECT NO. SRF-05000
9 \ V 92 ;;LF oil
RCP /
> r�Nn> : 05000G1
v I v 2 + ® 1.zo �- PHASE 1 \ TOWN OF CARY SRF
V A; A A 373.00
I \
C>_ug HousE 4 ,703 S: ELO �TY DISSIP
RS
V A V �� A --5 Q-- DESIGNED BY: ARP JAA
9 \ F.F.E. 372.5 \ Approved by Date D /
\ 375.75 375.75 ATEAIAL
Planning Date DRAB BY: REC/JRB
i \ \ 13" . 18'iclo"Xzz 9
Engineering Date SCALE: 199 _ 309
GRADING KEY NOTES:
DATE:
09-19-08
I \ I a\ ® el c
®;F 118" RCP � ' �\ �� 1O PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5. GRAPHIC SCALE sIIEET No.
I 1 ` 30 0 15 30 60
9 1 \ \ EDGE OF EXISTING PAVEMENT.
1 \ \ ALL ROOF DRAINS/AREA DRAINS SHALL BE 6"PVC (SCH 40) ® 1 inch = 30 ft.
\ \ I 1.047 MIN. SLOPE UNLESS NOTED OTHERWISE. DRAINS SHALL BE MC:ADAMS
9
DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE All
\ \ \ \ FINAL DRAWING - RELEASED FOR CONSTRUCTION
......... .... FIT NECESSARY FOR INSTALLATION.
\',

/. . . \ J.
00 �,...,�� sir / / STORMWATER ACC IAND MAINTENANCE
1 I
( I I o /� . . . . .i./ / / , ` EASEMENT (BACK OF I 1
/ / / ' J CALn
TOW: 362.00
(•. . Bow: 361-00
�1 L0 I / //
\ 1 n C ( / .f / 25 LF 15` RCP �J / / / - /
TO . 366.00 S RETAILING WALL #3 0 1.00% ` o J a
\ f/BOW: 350.00 (DESIGN BY WWE INC.) ® CB-80 I / J D a C1t
\� N 1A
`9 / / TOW: 2.00 \ CB-81
BOW.- 361.00
359.75 359.7 \ , I / / .-�
\ \\\ \ \ \\ 370 / { I / / / // / � ' / rA
\\\ \\ \ \ \ TOW: 366.00 / 360.25 i I I z W ® aa
BOW: 352.00 TOUV:3�6.00 { � ' i � J // / / ,
/ /
BOW. 360.00 360.55
I /
360.80 { I I ` l /l / // // I YI-77 0-4
\\ \ \\ \\ \ - T/G=371.50 INV. IN=358.00 (YI-79)
\ \ \ \ - - - - - \ INV. OUT=368.00
\ \ \ \ ® \ 372 TYPE Bi \ , / / / / - ' YI-78
T/G=371.50
\\ \\ \ ® \\ YI-77 FEE= 373:0 GARAGE=\361.d / I ( TYPE J ` I / / / /// / / / / INV. IN=367.45 (YI-77)
cL
FEE= 361.0 INV. OUT=367.35
\ \ \ \ \ - - - - - FE 373.0 \ GARAGE= YI-79
V A \ - _ \ \ T/G=371.50
\ - - TYRE B 0 TYPE J1
\� / / � / / INV. IN=361.70 (YI-78)
\ \ s \ \ FEE= 361.d / N / INV. OUT=361.50
\ 110 LF 18 RCP \ 360s 0 / / / / / / /
360.s0 / \ / 3g9 / 1 ID
+ O
\ _ \360.50360.15
- - - - - - - - - _ , \ \ GRADINGLEGEND
360.80 / / / / 360.80 / / ) J / { {
/ / 360.60+ ® FLARED END SECTION + 250.60 SPOT ELEVATION
v \\ TYPE B1 J / / / + / / I ( I ' ' / I CATCH BASINVELOCITY DISSIPATORS
STORM DRAINAGE
\ FEE= 373 5 1 _ / 3s0.30 I ' ID I _..
F ID MATERIAL Dla. LxWxDe tI1 \ GA AGE- 361.d I / { ® STORM SERVICE LINE
» r t »p ❑ / / J I ( I ' I 9 ® DROP INLET
..
0-4 CLASS A 3 8 x6 x9 FEE= 373.0 GAAGE= 361.0/ �0.80 / I ( ROOF DRAIN, s" ADS
\ \ \ / 36980 / I { I ® STORM SERVICE INLET -RD-RD-RD- NON-PERFORATED TUBING OR
\ \ \ TYPE B / / / / / J I { ( I J I EQUAL 1.0% MIN. SLOPE 3' MIN.
\ 1 /, / TYPE I / / I I J COVER PVC SCHEDULE 40 IN
vp®s ® STORM SERVICE ROOF-DRAIN �..�
ST ACCESS /i \ 372 \ 2� J 36d.8Q / / / \ /Fi{E=361 0 ®®®®� { I J / 9
{ �� TRAFFIC AREAS
A MAINTENANCE / YI-78 \ 360.80 / _ / "®.. / / / { ' { / 6 W
EASEMENT / � `` I �: J f� / ®®�,�,m °p \� I J � STORM MANHOLE -7P-TP-1P- TREE PROTECTION �
s� 4 -LD LD LIMITS OF DISTURBANCE
// t // TYPE I /b3 J l / ® / �. DRAINAGE FLOW ARROW
/ // e \ ' '� +360.45 / 1360/15 /�6p / FFE-360�/ / / /�� / ® / 6
WOODED AREA
NORMAL/POOL =37�.0 \ 1 1 / / / 359.8 / / / / ® / ^� LINE BREAK SYMBOL 250 A
�27 7.76 / / / / / / / / 10' CONTOUR W P1
/ \ I / 3 ' 250.50 252
/ �O_ _ ` 360.80 359.80 / / / / / / ® 250.00 TOP & BOTTOM CURB ELEVATIONS 2 CONTOUR H ko
/ � / / / / ® ` S -----250------- EXISTING 70' CONTOUR � � Cat
// / 359.60+ / / / 9 / TW=223.00 -TOP OF WALL ELEVATION 25204
TE G / / / I / / / S BW=213.00 -BOTTOM OF WALL ELEVATION --------------- EXISTING 2' CONTOUR I�
1110 LF 18" �2CP I /! J, / // i 'Al359.30 / ® \ / (NOTE: BOTTOM OF WALL IS GROUND - EASEMENT LINE w
373.Q I / ELEVATION NOT WALL FOUNDATION)
11
359_8{!
ITYPE G J / / / 359.80 / / / { �°
c
GARAGE 360.0 � U
NOTES:/ TOW; 372.00 / \\ 11 ( i I I59.80 / / // / I FE=348.0 // / / / 100 YEAR I
BOW. 367.00 \ I / / / e® ®® FLOODPLAIN 1 PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5. W
/ / / / / ® / , �
TYPE C FFE=347,.0/ / I 2U EDGE OF EXISTING PAVEMENT.
TOW: 372.06 I 1359.60 I I J / / / GARAGE= 359.0 - / / / / 0 / / / 3 ALL ROOF DRAINS AREA D w
BOW. 367. 0 { I I e / / S, 0 / RAINS SHALL BE 6 PVC (SCH 40)
` I' / 1.04% MIN. SLOPE UNLESS NOTED OTHERWISE. DRAINS SHALL BE
/ ' YII-79 I \I I 369.80 ' I / 358.80 / ® / / DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL
/® ( 26 I 359. 0 /
41
358.80 ! / / FITTINGS NECESSARY FOR INSTALLATION.
I ® 147 ITtrP B1
/WEIR WALL (DESIGN BY / I W I [ I 1 1 / / + 358.60+ I / S ® ,
OTHERS) o� I { { :,FEE_: $72.0 { GA AGE= 3�0.0 1 B-33 ( 358.30 4s 25/ 1 ® `,
/® 13
TOW: 372.00 { I FEE= 71.0 GA1kAGE 3 9.0` 1 LF �» ` "�to 1 TOW: 346.50
/® B�VII: 389.50 \ 6 2.85% RC \ / { 1
358.86 ' BOW: 344.00
TOW: 370.50 / \ { 1 1 TYPE; B
/ BOW: 365.00 { I 1 { ' \ 358.80 ` \ GARAGES 359.0 ^ I TOW: 346.00 \ I ® ALL CONSTRUCTION MUST BE PERFORMED IN
/ 1 (25 \
l 358.8 \ ,��� \ BOW.
334.25 ® ACCORDANCE WITH CURRENT TOWN OF CARP STANDARD
® 1 1 \ 1 ` \ \ \ \ \ \ TYPE\I / 1 N / SPECIFICATIONS AND DETAILS.
TOW: 372.00 FE� 11 \ � \ \/®®®�„0® FFE=34.7,0 9 �
BOW. 359.00 0- 1 1 358.60 58.30 ./
\ TOW: 372.00 1 \ 1 \ + \ 1+ W \ \ \ \ / \ \ `\ d / RETAINING ® 9 ® L
WALL�OW 359.00 1 1 \ \ \ 1 \ CB- 2 \ / \ TYPE\I FFE=346.0\ 7� J ' (DESIGN 4BY
/ WEIR ELEV = 370.0 { I \ \ \ \ \ GARAGE= s58.0 \
1 / /WWE INC.) 1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS
\ I 3�8.80 \ \ \ �ZONE 3 URBANZ z
TOW: 370.50 p \ rill
BOW: 365.0 \ { 358.80 \ \ \ \ I / TRANSITION AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG
\ \ 357�0 \ / BUFFER THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
TOW: 372.00 \ i 1 I E B1 ( 1 \ \ \ 39 I / s ` ...
NORMAL POO - 361 0 I 1 \ \ + \ I Tow: 3 0o s ®�
BOW: 359.00 - BOW: 8.00 >' 2. THE TREE PROTECTION FENCE SHLL BE MAINTAINED ON THE SITE UNTIL ALL SITE -0
FEd- 3710 { `. \ 357. 0 \
WEIR ELEV = 70.00 � { - GAR GE= 3�9.0 \ \ \ \ \ � ® / /' 4. ,, WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO 11iE CERTIFICATE
\ TOW: 34
�' � \ \ \ / � 357.60+ 43.7� \ � 5. /. � / OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO
(SEE SHEET SW-1 A 1�iRU SW-1 C� � � { __1____® �. _�____�.®�___ _
1 344 0 FINAL SITE INSPECTION FOR THE CO.
{ 357.80
FE = 370.0 GAR GE= 368.0 \
I I 1 \ \ \ \ 1 \ \ vt O• ® / / 3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
/ / CALENDAR DAYS, WHICHEVER IS SHORTER.
1357.8
\ { GA AGE- •O1 ® / 4. CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF
1 { {
357.80
{ { ` ��: ` ZON 2-1XtBAN � ® ® / GRADING. p
1
1 \ { { { 1 \ ® 18 RCP I ®I ®® TYPE I + \ .3 /
( \ 34 .75 F O,®; / ®/ /// / 5. A PRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
FFE=346.0 I ® / / PERMIT BEING ISSUED.
\ 1 I I { ,fig c TTYPE I /
\ \ { { + 556.85 35 . 5 I f GARAG�F= 357. ®®�®®® / J I { ® /
/ ® ® 6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
1 I { A WASH STATION WILL BE REQUIRED.
.
N n - - - - +356\20 i I / 35 80 : LOWER LEIGEL = ® / URBAN /
6t / 19 \ Tt<LIAN I,,A� I / // / 7. FOUNDATIONS DRAINS SHALL BE 4' PERFORATED HDPE. ROOF DRAINS FOR THE
-IR \ l 22 \356.10 �I I J / I 345.0� \ y''1 HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS
\ 1 I /356 30 \ / BUFFE V / /\ 356.3 ` ejPf ®\ SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON
+ I ' �) J 3�7,z� / ® / J / / IPF THE GRADING PLANS.
M \ co \ 1 { I ' ®® , FEE= .36�8.5 56 3 I I t� I I 355.6 \
N \ 1 1 ®®® TTYPE F I I i 356.80 9+ / / /�
i \ I \ FEE- 367.5 ®`L` GA AGE-' )00.0 I 356.80 //
1\ i" - - 43.75 / / /® / / TOTAL AREA DISTURBED = 37.9 ACRES
1
GARAGE- /�
\ \ \ \ \ i /I I I` /® / / 44.75 / 1 ® I / ///� // lPF ®� - -
v v I ( / (® I J � /I 07 SP 035
GARAGE- 355.5 ` i I 1 ® /
C6-31 _%
0 TAPE H / / I 1 / ®� A P P R O Y E® PROJECT NO. -
{ { I I I ®® ( FFE1 3�( 0 /
r SRF 05000
35 .3o I a I 1®vim / J J / / /v / t TOWN O F CA RY FILENAME:
I I I I mac, I I GARAGE 356.0, J / / 1 / ® / / / SRF05000G1
_ I 355.8 I I 7YPE� H1 ®®®®® � / / / ( ® ® // 1 \ Approved by Date DESIGNED BY: ARP/JA/4
+354.7580
I o I 1 / ® / ! PlanningDate DRAWN BY:
v J / / LOWER LEVEL J / / REC JRB
354.45 I v^� I I (344.0 / / { /
® J ti Engineering Date SCALE: to
I
DATE:
35 I � I 09-19-08
/ ( CB-30
® GRAPHIC SCALE SHEET NO.
30 0 15 30LO
60
a
/ // I ® ® " 1 inch = 30 ft.
/ I / McADAMS
410/i // I FINAL DRAWING - RELEASED FOR CONSTRUCTION

TYPE F 1 `®® I /I 1 I GARAGE= 357:0 l !
FFE=367.501 /
I cARAGE� 355.5 I I T®®® I
C� 31 e0 E, H
I I I l FEE 345.0 -
, ®��
\ ( I I I I I 1355.80 155.8 TYP
0
4n o /
V I I �F RCPI 3
I®/9.00 o FF =344:0 1 I .
\ ® I I +35�.00 I I I I I ;� ® ® O
I I I ® a
vvPHASE �C� I I I / / I 1355.40 I / I I ® II I W z I
I I I I I I I 1 .� > W
CLUB HOJSE 63
l I I 1 ,
STORM ATER ACCtS �.' 1 I
372.00 .: 371:60
I / h w
® N ANTE l s 1 N
/ GA AGE 356.a' /
/ ! 4
L ._ 371.50 372.50 EA ENT 9
EH /
136 L 30 RCP
\ / 371.90 / / ®® O O
I I / l / / / l / ! / / 7*6 ® / FEE= 45.0 ! / I I: C / l , \ E- tO
I I
GAR GE= 350.0 V
Ir / 371.70 / / / /.., / / ®.
z
40
/ / / / / , , ^� . w
I 1 372.00 / 372:OQ I
I' j // ❑ �/ // // // // // // PON OUT AbwSEE n
S ET S1 -1A THRU LF 42 OARING 9 ® a �"
( /
/ / / W-1 C FO. tf�jlLS� / 352.45
1 372.30 / / j n / / / /
®� ,1 / ® , / /�9 I
/ 37200 WA R ACCESS
372.20 ! // //AN "I"CIE CE
! 1 1 371.70 370.95 /
/ / T A /��/ / / / CB-24 YI-2
/ 1 / ! i // / / / / / R F / / / ® I / ' / T/C=361.85 T/G=351.50
/ / / --CURB \ \ / / / / / / / ® INV. OUT=358.31 INV. OUT=349.00
/ 370.60 / / 1 / �� / ( _ °�� \ ✓ / / / / ®" / / _ // / ® CB-14 J8-3A
1 /
370.90 / // �J / / \ / / / / T/C=368.80 RIM=352.00
- / � ) 25 LF .15n RCP
INV. OUT=364.00 INV. IN=345.00 (POND)
--s F 371.75 � 370.50 / /
INV. OUT=338.35 (15")
UT 339 60
v
/ \ _
i T/C=349.00
I
Iyli�
YI�9A 98 / /, � ® INV. IN=337.60
/ - / / 57\ INV. OU = .
/ / / / / \ \ I / j_ / / I / T 337 59
s
371.45 / ,y10 / / / / / / I \ -� \ J ( I ® / FES 0-2
/ / \ I INV. IN=338.00 (CB16)
^� 370.00 / CB-1 ` / / / / I I \ \ I / ® ® ® / / INV. -
uTj 370.70 369.50 / / I / / / / / \ \ I / \/ I / OUT-340.40
O / 370.20 /36
370.55 369.40 / :368.0 \ J 3 I `�
368.90 // 368.10 1
/ / / / POND OUT FA , SEE / / / I 40,
/
® 4 65% s RCP / / / / SHtIET SW-1 THRU I
/ / / / / SWf-1C FOR/DETAILS
68ss / // // / ! // /205 LF 140"I RC / I 1 I ® // !PF
® 0.50r* V 1 / l I I _ ® ff 1 : ' / cry
I GRADING LEGEND
368.80 / 367.70 / / / ' I' , S0. •' . � la 1 Il I ' / /I \ �
/ / / / 24 LF 24n RCQi g5 LF/24n RCP / , / \\ / �o h / / FLARED END SECTION +250.60 SPOT ELEVATION
65 LF 24'"KCP / I \ T / 118 LF 30" Rr,� / p� ) / I /. 30 ® / / \ STORM DRAINAGE
Y' / • I CATCH BASIN
/ ,� ( Z NE 3 URBAN 0 / � \
® 2.00% / s s / ®/1.15% / I / I I I ANSITION B j FFER / - STORM SERVICE LINE A
36
/ //367.35 / / n C1J / \ DROP INLET
CB-13 3s ss 3 LF 18 RCP I ( / / /
I / I I / \ ROOF DRAIN, 8" ADS
/ / 366.75 / / 1.32%/ I I / / / -RD-RD-RD- W ^q
369. 5 366. / / / S / ZONE 2: RBAN I / / STORM SERVICE INLET NON-PERFORATED TUBING OR [�
6 . ko
65 / / / / �� / / / \ ' TRANSITI N BUFFER ® 1 / /// EQUAL 1.0% MIN. SLOPE 3' MIN.
/ ( a /
CB-1 CB-1 A CB-12 / / / I / // a STORM SERVICE ROOF-DRAIN COVER PVC SCHEDULE 40 IN �
367.00 / / / TRAFFIC AREAS
/ � � ZONE 1�URBAN"
/ I / / / �I / 9 TRANSITION BUFFER _
STORM MANHOLE -TP-TP 1P TREE PROTECTION
CB-10
/ / /v� I ' -LD LD LIMITS OF DISTURBANCE
/ / / / // !' I / // 8 / S' I /I ® ...- DRAINAGE FLOW ARROW C� C�
i ® ® WOODED AREA V
/ / I
/ n I
/ I
128 LF 24� RCP / !.. / !. /i / \ 1 I I - / s / ,� I I I N
I I :, / / / _ _n� / e I I � LINE BREAK SYMBOL
/ ® 2.00% 1 ' 22 LF 24" RCP 1 / / \ /� L RCP I I I I 250 10' CONTOUR E+
1
E+
/ 1 ® 2.06X I / ( / / / / / / / / 5 a% / / I I' I I1 ( 250.50 TOP & BOTTOM CURB ELEVATIONS 252 2' CONTOUR
/ s i / I \ 250.0o c�
I \ / I ( 'I ' 1T -----259_____-- EXISTING 10 CONTOUR
/ \ 1 TW=223.00 -TOP OF WALL ELEVATION � a
--252------- r,
BW=213.00 -BOTTOM OF WALL ELEVATION --- EXISTING 2' CONTOUR �
(NOTE: BOTTOM OF WALL IS GROUND _
ELEVATION NOT WALL FOUNDATION) EASEMENT LINE 02
/ 6� SEAR�TONE DRIVE I I �� 1 / \ /wry / / / \ \ / / / ® / ® I ) s HANDICAP AREA
/ 148
LF 8.,.,R ' 14 LF 24n I RCP 1 I l \ \ - / // / / \ / / / I / ® . I ,l / I '; ' ,, 2% MAX. SLOPE) �i
I CB- 2 ® 1.00% 1 I v / / / / / 8 / ®� 1 �
I 9 LF 214n RCPI / / /
- I \\ \ 129 ,f:F 24" RCP ! / ® . / 0 i � I
I 2.569a I I I \/ / 0 ,6.00% / ! \\
/
/ I YI- 1 1 8-23 - - - /CB- 5 / CB 16 JB-2
MEM
0
® LF 6 j P / / 1 1 I I 100 YEAR
\ 3s3.a� FLOODPLAIN
c
I \ I I 1 \ \ " \ ALL CONSTRUCTION MUST BE PERFORMED IN
365.64 I 1 \ �\ \ 95 L 24 RCP \ ® 1 1 I ,\ tPF
I ® 2.0 ' - ® � 1' \ I \II - - ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD
36 .30 1 1 1 \ \ I I 1 9
/ 3s6.30 \\ \ \ \ I I / I 1, 11 lII ,® SPECIFICATIONS AND DETAILS.
• � I / \ \ 1 , I I n
39 LF 6 RCP i 1 l �_ I GENERALNOTES:
I I ' ' I
OE 2 1 I 11I l l 1 I I II/ ®® 1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS
6 . / \ \ 1 \ I I ( I VELOCITY DISSIkTOR / ' / I '/I AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG
3 W X 20 L X/22 THK / / ® /pF� THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
/ 36 .40 A \ \ 9 � /I
/ I A 1 I I I LASS B RIPRAP / B I I
® I /I I 2. THE TREE PROTECTION FENCE SHLL BE MAINTAINED ON THE SITE UNTIL ALL SITE
WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE
/3s .00 s1:6 / I \\ \ \ I I I / / / / / 9 ® F1,
OINAL SITE INSPECTION ISF SCHEDULED.
OR THE . THE FENCING SHALL BE REMOVED PRIOR TO
ST A AC S / I 1 \
CB-24 I \ \ CW 1 I I / / MAINTENANCE / ® I I A \ 3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
E T/ / / I i / II CALENDAR DAYS, WHICHEVER IS SHORTER.
I I I � \
4. CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF
GRADING.
361.0 / ) I � / / / / / 1 I I � I I 5. APRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
9 /. 1 /1 I I PERMIT BEING ISSUED.
I 6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
363J5 362.50 93 LF 5" RCP / I I I I f
- - o
/ ® 1.00% / \ I 11 I I ® WASH STATION WILL BE REQUIRED.
7. FOUNDATIONS DRAINS SHALL BE 4" PERFORATED HDPE. ROOF DRAINS FOR THE
/ 1 I ® 11 I 1 I ® HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS
DR DETE�ITIONI POND #2 ! / ( \ II I \ I I I , SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON
SE SHEEETTff PD7 2A THRU PD-2C/ 9 ® ' I ® \ ®I 1 \ I I ® THE GRADING PLANS.
/® ii i I I I\ g ® TOTAL AREA DISTURBED = 37.9 ACRES
' ® / III I3 _ 3 ! I 1 /P*
362.75 361.45 36.1 / - - I ( I 111 , , ,
I \ um
I� 60.60 s / / / // I I I I 11 ! \ 1 I I �I 11 I \ ® � 07- SP- 035
/ 362.50 I / / I I 1 I I I , , / 1 I I I I I i APPROVED
362.00 362.00 36000 _ i / I I 1 I I I I I / I �/// ®® PROJECT NO. SRF-05000
i _ - 359.5D _ \ TOWN OF CARY
- \ _ SRF05000G1
FILENAME:
2 362
62.20 `\ \ \ / 1 \ 1 I I 1 I // / /// I \ Approved by Date DESIGNED BY: ARP/JAA
FPS o � / I i , 1 \ 1 I \ 1 f \, � � // 1 \ , Planning Date-
3 2.50 9 L X 12 W X 22 THt� / \ 1 1 \ ® // /// REC/JRB
\ \ \ \ \ \ CLASS B DISSIPATOR - ( i 1 1 \ ® Engineering Date SCALE: _ ,
. _.. � ®(I_ II� I ' NOTES: 1 30
09-19-08
1 \ I \ \ II II 1 PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5.
GRAPHIC SCALE SHEET N0.
EDGE OF EXISTING PAVEMENT. 30 0 15 30 60
ALL ROOF HALL BE n
PVC 1.04% MIN. SLOPE DRAINS/AREA
NLESS NOTED SOTHERWISE. DRAINS SHALSCH L BE 1 inch = 30 ft.
\ DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL c A S
FINAL DRAWING - RELEASED FOR CONSTRUCTION
1 1. FITTINGS NECESSARY FOR INSTALLATION.

IIIII
I
\ \ / 20 LF 18" RCP _ _ _ I 336 / I ( I I lPF
\ \ \ \ \ \ r 1.00% CB I I i I I I ' I / I I I� I
/
\ \ I / I — / 39 LF 15" RCP
A V \ 0 1.00x /
\ I
As
o00 0
371 36" RCP
I
\ FES
I \
\ V C 46 / \ I ® - 5Q in
1 11 l J o
129 LF 0" RCP \ 0-1 I 1 Q ® } 0
362.25,. I \ ® 'II II �+ V eN
\ \ \ \ ® 2.00% a 90 L 30-�cp \ I I \ \ , ® oo
tp \ fp 3365 0 0` —2 LF 15" o 2.70% 25
\��o ®�0� �o ,goo \ e
\ i V '� �.. � III \V I I A \\ S I I ONE 3`"�J AN �. `� � 30•Q'
-� I \ \ \ ANSITTON FFER ® ff Iw lIj d
\ i
® rJ '
3s2ss \ ` \ I \ ( i I \ / e ZONE 2 URBAN, ®/i I Iw ;®,
TRANSITION BLI R �. l i.y I I� = ' N
. I I
3ssso A \ V I I \ I I ® ZONE 1 URBAN` . /3 I o 0
® I Its
TRANSITION BUFFER.- � �) I I / � � O C
(�
\ /DRY DETENTION P�JND 2J. E w U
CID - _ \ \ \ \ \ — — SEE SHEET SW-2 THRU S -2C r... w O
/ z
® 0-4
SHEET W o
YiT
I
ass 1 I V A /
DETENTION
POND OUTLET Jill I II
(SEE SHEET )R
.,
\ I 1 I \ \ THRU SW-2C)
t
EALTARE V v V \ I I I \ i I _
V I TIC 359.40
i \ I C� I \ I ® I I / / NV. IN=357.28
/
�6�1 LDI N G� � \ \ \ V A I I I V v � / I � �� '� I 1 / / ��
INV. OUT=357.38
0-1
? f / INV. IN=350.00 (CB-49)
/ \ \ I I I , \ \ \ DETEN'flON I /
\ I ! 1Q INV. OUT=340.40
I I I A I I v A POND 9UTLET / f
I I A I I \ \ V ( \(SEE SHEET SW-2A
\ \ \ THRU S —2C)
\\ \\ I /l FOL?ODPA
y ' /
/ 1 / 17
\ \I \\ \ I I ®
Gomm
5
368
a�
/ / IWAININJEAN(
I /lPF
TOR �►C
� cn � _ cn �, (n �, AND M�A
T / / / /
�,
°' __m o, m m m m m m m _ m / � cv
� cri �I ai-�—_mI l I l ll�� /�
1117)
1-4
// // / // d I /l l l / 4 // i It
® l� l/I
W � / � / I / / / i v , �; I/ / � U
/ Aw // ® GRADINGLEGEND �4 x
/ / / / / / / / / / l l I \ \ V � , l / 4 'W H
/ / I \ o /i / R � � v ®
IPF� lPF / / / \ \ / /11 FLARED END SECTION �,
— — —
/ / / — / / / /, _® _ CATCH BASIN W
I \ / /P / / / lot
/ / / / / / / / \ \ // / / // i DROP INLET . q
STORM SERVICE INLET w
STORM SERVICE ROOF-DRAIN
1 /
STORM MANHOLE
DRAINAGE FLOW ARROW
/ / ^ LINE BREAK SYMBOL
I I 250.50
250.00 TOP & BOTTOM CURB ELEVATIONS
I / / -
/ I TW=223.00 -TOP OF WAIL ELEVATION
/ BW=213.00 -BOTTOM OF WALL ELEVATION
I / I (NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+ 250.60 SPOT ELEVATION
I / STORM DRAINAGE
STORM SERVICE LINE
/ I —RD—RD—RD— ROOF DRAIN, e" ADS
ALL CONSTRUCTION MUST BE PERFORMED IN NON-PERFORATED TUBING OR
EQUAL 1.0% MIN. SLOPE 3' MIN. -0
ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD
SPECIFICATIONS AND DETAILS. COVER PVC SCHEDULE 40 IN
TRAFFIC AREAS
—TP—TP—TP— TREE PROTECTION
GENERAL NOTES:
LD LD LIMITS OF DISTURBANCE
1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS WOODED AREA
AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG 250 10' CONTOUR
THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS. 252
--- 2' CONTOUR
2. THE TREE PROTECTION FENCE SHLL BE MAINTAINED ON THE SITE UNTIL ALL SITE -------250---- EXISTING 10' CONTOUR
WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE
OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO -------252------- EXISTING 2' CONTOUR
FINAL SITE INSPEC11ON FOR THE CO. _ _ _ _ _
EASEMENT LINE
3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
CALENDAR DAYS, WHICHEVER IS SHORTER.
4. CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE OF
GRADING.
5. A PRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
PERMIT BEING ISSUED.
6. STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
WASH STATION WILL BE REQUIRED. O _ c _ O
35
7 HOMES FOUNDATIONS
-46 SHALL SPLASH ON GRADE.FOALL OTHER PROPOSED BUILDINGS RATED HDPE. ROOF DRAINS FOR THE APPROVEDJ
SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON PROJECT No. SRF-05000
111E GRADING PLANS. TOWN OF (;AIRY
FILENAME: SRF05000G1
= I I�C E Y Approved by Date DESIGNED BY: ARP/JAA
TOTAL AREA DISTURBED 3 7.9 ACRES O PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5. Planning Date DRAWN BY: REC/JRB
EDGE OF EXISTING PAVEMENT. Engineering Date SCALE: 1" = 30'
O ALL ROOF DRAINS/AREA DRAINS SHALL BE 6-PVC (SCH 40) ® DATE: 09-19-08
1.04% MIN. SLOPE UNLESS NOTED OTHERWISE. DRAINS SHALL BE GRAPHIC SCALE
DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL SHEET N0.
FITTINGS NECESSARY FOR INSTALLATION. 30 0 15 30 60
a
C-10F
1 inch = 30 ft. NmMcADAMS
FINAL DRAWIN(a — RELEASED FOR CONSTRUCTION

CATCH BASIN ® ® "MCP ,SEE NIGH HOUSE ROAD WIDENING w� iv 'TOP 323.54 1 i
I TOP 334.62 18 'PLANS FOR STORM DRAINAGE +� I 7 �4_INV IN 318,
INV IN (1) 330.84 \ DESIGN �"� / ' INV OUT,3118. 4 r �
® INV IN (2) 330.74
INV OUT 330.2 " \ \ �/ 1 i
� RCP � \ �� SITEI ACCESS #5 '
CATCH BASIN 15 \ \ f
TOP 342.15
INV IN 338.05
� .--
INV OUT 337.90 ® \\ ��..n-� , --_/ ® / INV=320.75 °
/ /j'
® \ to
/ 60 LF 15" RCP
CATCH BASIN
TOP 352.77 - \ - 38 LF 15" RCP a �/ U
INV OUT 348.63 ® ® �\ 11 1 tD/ �C / {� --e I / 03.21%
INV 32015
1 =
\'25 0
!
\ 4+00 to _ _ __ - _ -49-LF-15" RCP
/ '
( \\ J I �' / � ,/ / /'DRY DETENTION POND / / / � G.�i
\\ \ 23+00 \1 1- .•. _ \ I � �`° ` // / SEE SHEET PD-4A RU PD-4�4;' IPF
E eN
to
22 1 \ ® �►to / / , /
0000 \ C ® ® - / / STREETSCAP� / / // // 43 LF 24" RC ® z
mono \� _ _ -354 _ // _ /TYPE 'A'/OPA��1E / �/' ,, _ / EET KEY
® 7.16% e 00 FES\11 w P4 44
wow
\ ;-_, ® ® / / // / / � / / / 65 LF 24/ RCP ( \ 9
/'-' ® / '`"/ D� / // / // �, // J // ® 1.00%/ B- ING LEGEND
CAP STORAy STUB \ ®
-1 .- LIMIT OF CCRC
SITE ACCESS #4 i �' / / -� / .
DISTURBANCE / / / / / ( / / / / / ® FLARED END SECTION -I.250.60 SPOT ELEVATION
T° ACCESS ®
/ s ® 1 `
® i
®� CATCH BASIN', STORM DRAINAGE
�/ ' / ,/ / ( // / // / // T STORM SERVICE LINE
mooEASEMENT
/ DROP INLET
/ 50/ // \ // / / / / / / ROOF DRAIN, ADS
-RD-RD-RD-
STORM SERVICE INLET NON-PERFORATED TUBING OR
EQUAL 1.0% MIN. SLOPE 3' MIN.
' / ® e COVER PVC SCHEDULE 40 IN
dow -- - / ---- ! � // / 1/ I ^j , S7 LF 24" RCP STORM SERVICE ROOF-DRAIN
® TRAFFIC AREAS
STORM MANHOLE -1P-TP-TP- TREE PROTECTION
�J 69 LF 15" RCP -LD LD LIMITS OF DISTURBANCE
i / / '�•- DRAINAGE FLOW ARROW
THIS STORM-DRAINAGE SHALL BE ,, / / / I \ 00.507,
//// 9 \ !
0 INSTALLED WITH THE CONSTRUCTION / / 1 / ® i ® WOODED AREA
OFF ATE ACCESS 4, DURING THE � r e / / / I � 1 -'
�" m ti LINE BREAK SYMBOL
I FES-91A 250
dONSTRUCTION OF SEARSTONE NORTH_ ---- -f e / / ��� y / 10' CONTOUR
OR SEARSTONE RETAIL. _ - �{ v e / /, // / �B-91 B B-89; '1 ° ® ®, t
B- 0 1 - ..®® ® 250.50 252
C TOP & BOTTOM CURB ELEVATIONS
® ♦ �IPF n 250.00 ----- ------- 2' CONTOUR
/ _ ------__- \...� / // / t f //..% / I O® ® ® 250 EXISTING 10' CONTOUR
TW=223.00 -TOP OF WALL ELEVATION
/ / \I 1 - / / / / // f / ✓ ® -----252-------
/ BW=213.00 -BOTTOM OF WALL ELEVATION EXISTING 2' CONTOUR
/ i - / / / / / / /• , / „ 1 ® ® ' (NOTE: BOTTOM OF WALL IS GROUND -
50 / /i _ ., / / // / / ,/ ///• % \ ® " ® ® ELEVATION NOT WALL FOUNDATION) EASEMENT LINE
�'1 ®®j
Ie / /
- --
Z 9
ES-/
91C\ ►.'.'.�'�'�.......... ..� / / / / 1 /�/•,� ® 050fG 1r all/
/ { / mil." s ® III 111
\\ �... ... .... .... .....\. ..... ... ..N� / / !/ ,' I I /,� �i/ e e S / ® 9' III ' III ►� i`-
\
Vj
_ { ti... 1
9 \ 49
�.... ..... .......... "
\ \ 1'..'... ........1.'.'..'.'.'. I w ® Aff
// 1" C) a
l S
16
Iq
...... ........ s^
I I I I. ...'. ... ...'. ...�1 RETAINING WALL #5 � �
I „-1-ea ,�� ./. ... . .... .... ....�\ / (DESIGN BYII WWE INC.) \\ e e e \ .9 !/ 9 ` l!I! / ���t ( W.
� GRADING KEY NOTES:
..'.'.'.'.'.'.'.'.'.'.'.'> I e e e \\ /
INV.=338.00 �� { I ,�`� ® /%�-� / / / O PERMANENT OUTLET PROTECTION. SEE DETAIL SHEET D-5.41,
,
/ 1
X/17
/�
® EDGE OF EXISTING PAVEMENT. W
24 LF 24'° RCP/ ALL ROOF DRAINS/AREA DRAINS SHALL BE 6-PVC (SCH 40)
a / � 1.25% 1.04% MIN. SLOPE UNLESS NOTED OTHERWISE. DRAINS SHALL BEI ACCESS
AND AI BAN \{ s f ! \ ® ®, /�;;// //// // ' DIP WHEN COVER IS LESS THAN 12 INCHES. PROVIDE ALL
FITTINGS NECESSARY FOR INSTALLATION.
EASEMENT ( ACC
40 `°-- '----_ _ CURS TO BACK �\ � 7\\ / ®f, 0 \' ® '. • \,� ,�
/ ®) lL5 LF 24" RCP / �o /
123 LT 24" RCP / ® 0.50% ® / / �o o // /�/�
005 / _ / �/� '� ® .� 9I/ (//�� r / / I ALL CONSTRUCTION MUST BE PERFORMED IN
-54A \ `� 68 LF 24� RCP
s I I ! _� / , \� /// / / I I l,� ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD
��� e ® 9.70% - 6 s a I SPECIFICATIONS AND DETAILS.
251LF 18" RCP s I I ! - "�� s v.r /� / �/ / GENERAL NOTES-
`u -�- „- h 9 � ! �lll �`it/� ®/ I 1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS
1 LF 24" RC e e e I / / , l 8 & ® /I� �1 AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG
I ! I C -56A 79°_e e e e e\ // li / 9,®® i //1 / ® ® �/ I THE LIMITS OF DISTRUBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
® _�/l
(1TE UNTIL ALL SITE
1 ill / ® 2. THE THEESHLL �4
r 11l / Ip / ( WORK IS COMPLETED ANDNTHE FINALBSITE INSPEC11ON PRIOR MAINTAINED ON THETO THE CERTIFICATE
356 ' \\ i , I I /� I I ®/ l i /l llj ` lilt // ® ( OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO
9 / 354 s g II !ZONE 3 URBAN FINAL SITE INSPECTION FOR THE CO. -0
1 � i I ! / I I TRANSITION BUFFER
I \ e 35
N1 I I B- ! / 5 LF 18" Sp ®III / /®® I 3. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR 90
v l rn ZONE 2 URBAN CALENDAR DAYS WHICHEVER IS SHORTER.
INN.=344 98 LF 24 RC t I I I `, i I 0.50%� ® ® `' //I / ( '
! ! 0 1.63% / ` I N N i / / / ! ® e / ! ® TRANSITION BUFFER
OF
4. CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 95 DAYS OF ANY PHASE OF
_ GRADING. low&
195 LF 15" R Pam/ I i
/ 03.49% 5. A PRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED PRIOR TO THE GRADING
ol r I / O /// ZONE 1 URBAN
I •76 LF 30P RCP / FES-9 1 ® 0' ®® PERMIT BEING ISSUED.
� TRANSITION BUFFER
/ i•••••••
CB-57A 1 / 1 s 323.7 ., /i / ® 6 STREETS IN FRONT OF THIS PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A
.'.'.. .. .... ./ i I / / WASH STATION WILL BE REQUIRED.
!
356 I / / / � I
i. / `� - - - - -- � 125L� 24" RCP 1 / ! / ® ® /
1.414% i I 53 LF 24" RCP ! / / /
s / /// / / - 7. FOUNDATIONS DRAINS SHALL BE 4" PERFORATED HDPE. ROOF DRAINS FOR THE
03.00% / V / ® ® ,� 1 / 1 100 YEAR HOMES 1-46 SHALL SPLASH ON GRADE. ALL OTHER PROPOSED BUILDINGS
% %/ FLOODPLAIN SHALL CONNECT TO THE STORM DRAINAGE SYSTEM OR DAYLIGHT AS SHOWN ON
a / ®/
/. :: 111 ® THE GRADING PLANS.
r I I i 53 LF 124" RCP CB-84
IIIt
TOTAL AREA DISTURBED - 37.9 ACRES
�yQ�
cd
doom
/ 25 LF 1 '° RCP 1 / / . / / / ®® VELOCITY
® 1.00% 10 ��� i I �,9 , ,��„ ,�i07- SP- 035
/ CB-8 I B-82 1 \ I I ® /® . /
N ® - / ) (a G / / 6" LxWXDe " APPROVED
PROJECT NO.
! /y! ® FES ID# MATERIAL
I FES-8 CLASS B 6 8 x5 x22 SRF-05000
FES-9 CLASS B 6" 12'x7'x22" TOWN OF CA RY
o e / , n , , n FILENAME:
/ e\ CB-81 I I e/�1 I ! FES-10 CLASS B 6 15 x9 x22 SRF05000G1
® ® I \ s I ® ®/� II� I ® FES-11 CLASS B 6" 12'x7'x22" Approved by Date ARP/JAA
�!! FES-91B CLASS A 3 10 x7 x9 Planning Date DRAWN BY:BY:
I / i e / ` ® ®�// / I t REC/JRB
/ / // / / ' `ee / s I 1 ® ®/I// /! 1 Engineering Date SCALE: 1"
o 40'
1 I I 76 LF 24 R / , e �/� // I 1 DATE:
_/s
2.86� / / / / I ®/ I �, 09-19-OB
�F ___ ': ® ! GRAPHIC SCALE SHEET NO.
103 ®® 181' RCP / / / � � r /
r e I I ® 3. 0% / I / / // // /// I i 40 0 20 40 80C-13
1 inch = 40 ft.
�~ r
FINAL DRAWING - RELEASED FOR CONSTRUCTION ADAMS

\\ \ \ I I I \ \ ! / I / l t t I I \ ,�` / I.,"I I I
I / / ��.
\\ \I 1 I k \\ \I CONTRACTOR TO F1 LOCATE I EXISTING 1 \ I I
\ 1 I I I i k ' O PIPE D FILL PRIOR TO I �. // - I
\�__\ \\ \ \ l i I . I I t I PROPOSED GRADING ,0 i';_ ' // // `` I /
\ t I I I I I 1 \ I �, "' 1 C ,, / / ` - vt r
�� s Q w (A ' I I ' � \ 1 I I , I � i // l
00 CA CA4
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS \\\ \\ `\I k °' F' N / _ _-_ \ \\\ 1 \ 11 11 �, / t I I ,'/ /// k I
GENERAL NOTESTO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, I
1. ANY CONFLICTS ON THE PLANS, DRAWINGS. REPORTS, ETC. SHALL BE BROUGHT TO ROOTS, VEGETATION. AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON �\ \ 1 l I 1 =` \ \ \ �, \ I i� r- N 1 i - P4 0
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. \ \ I I I I I I / I I ` \ \ I rn / -1 O
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION. \ I / I I I I I I 1 I \ \ .
` i I / I I l / i I I v A A ` / v w z I
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTEGHNICAL ENGINEER SHALL VERIFY THE 2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING I
' /
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON \ I I I I / I I i I / / / \\ \\ ` I- - \\ } -- I - 0
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL \I I I \ \� l i II I I � ll 1 ` v v I'll ,- �.- � ��
/ KEY TRENCH, I II I // // / I / ( ' >>_�y v A \ k I f ,4 w
3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION 3• THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY -
PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS I / /I l / l 13 `\ \ \ � \ k � I � O'"
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING / I I I I t / / / ( / / "'� \ \ \ I f I P.
I l / J/_. . v v v v v 11
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). I I l / / l 1 ''''- \ \ \ \ � \"I I 1 I /r 4 0 �
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS / / J` *\ \ -- - I t
\ \ \ / I J
NECESSARY}, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE / / f ! 1 NG D KM ~'�1.
\ \ \ \ \ \ -_- \ I / <C '�
4. THE CONTRACTOR SHALL REFER TO THE SEEDING SCHEDULES BELOW. PLEASE NOTE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER 15 /
/ / r TO S TO ELEVATION *•\\ \ \ \. �•, �� \ / J � 940 �
THAT NO TREES / SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES I / / / // // ///f 372.00. GEOTECFlNI ,\� \ \ \ \ \\\ -- -- \ \ / I Ili ( J �' -I I
EMBANKMENT (FILL AREAS). ARE STABLE. -! ! / // ENGINEER TO EVALUATE \ \ \ \ \ / / �
5. IF THE POND WELL BE USED AS SEDIMENT BASIN DURING CONSTRUCTION, THE AREAD" SOIL AM / I I / / / / / SUITABILITY OF EXISTING }4 \\ \ _, - \ � / / W = � �
SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND REVEGETATED (IF NECESSARY) / I / / / // / /f` KM BEFORE FILL '` . \ \ ` --_._ \ I / J ! z _4
PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. THE TRASH AND SEDIMENT 1. DAM SOIL AND COMPACTION SPECIFICATIONS ARE BASED ON THE // / // // // // // / / I NG MATERIAL IS D T E '} \ \ \ / / �
,' / / if / // ,/ \ \ \ 1
SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). RECOMMENDATIONS DETAILED IN THE REPORT OF GEOTECHNICAL EXPLORATION - / d Z W 0
PREPARED BY MACTEC ENGINEERING AND CONSULTING INC. DATED JUKE ?, / / // // / // / // //`" }h : : : - w /
6. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL PROVIDE THE ENGINEER 2007. ✓� // // / / / / / j ` ,_ , .,:;': % \\ EQ \ / /
/ / / r _...:::::::.:: . ..: ....... / /
WITH RETAINING WALL SHOP DRAWINGS FOR REVIEW. THE SHOP DRAWINGS SHALL BE / / / / / - \::: \ / / / / / ®.1111 9 1 11 111
REGISTERED IN NORTH CAROLINA. 2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE / / / / / / / ''' '� \ /
SEALED BY A PROFESSIONAL ENGINEER RE '
TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL P // / / / / // /, ,T �,�::�-,-,,V
I J /® / / / ®a°®0�lA `v 1.14
®
R STRUCTURES SHALL 8E DESIGNED BY A PROFESSIONAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, / // / / / / / ' POND 1 UPPER \ I / J / / // // l ®®,® .®°' S
7. ALL WALLS AND RISE _-
STRUCTURAL ENGINEER REGISTERED IN NORTH CAROLINA. ALL STRUCTURAL DESIGN STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE / / // / / / / ` NORMAL POOL ELEVATION = 370.00 _ /�.. I. \ 1 I / / / / / .f B
DRAWINGS SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL � z / / / / / `�
\ I 1
CONSTRUCTION, WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL i / / E' ' I /
/ / / / ®.
i
/ / / "/ ` :�) ::` : / u� S
' / / / J '` F:i �, k / / / 29 7 '
8. NC DAM SAFETY WILL CLASSIFY THE PROPOSED DAM AS A HIGH HAZARD 3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT 'i / /j / / /$/-f :-',, / / 1 1. : :: k J/ / // , / / ® v ®.cam ,®®v
JURISDICTIONAL FACILITY. ALL NC DAM SAFETY PERMITS SHALL BE OBTAINED BY THE SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE / / / / `f / / \ ..::. . .::.:- t 4: : :: 1 I f l l / / / / , ®®,q m°� 1 N `u®®I,
OWNER PRIOR TO BEGINNING CONSTRUCTION. PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL , / / / � / fi:;__= I I / / / /
/ / Via,- \: :::':. : ::.. 00Ir
SHALL BE REMOVED AND THE SURFACE rROPERLY PREPARED FOR FILL ✓ // / / WEIR OUTLET STRUCTURE TO LOWER POND / / - 1.-:. 1::: I I f' r' / ® ®`
. :
9. ALL NECESSARY PERMITS WILL BE OBTAINED FROM THE US ARMY CORPS OF PLACEMENT, -
/ // f / 3 SHAPE = SEMICIRCULAR �_/ / / ::1:: ::: :: :1.` :: n I / ' / °
N OF CARY PRIOR TO / / / ;° _ / f` / :::� :: I I / / / /
ENGINEERS, NC DIVISION OF WATER QUALITY, AND THE TO . I IF
/ / pr INSIDE RADIUS 78 FT. i
,£ / / y S: I I / / /
/ t / _ / \ / /
DISTURBANCE OF ANY JURISDICTIONAL WETLAND/STREAM. 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION /� / WEIR CREST 370.00 / / / � /
SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR ., ;I.. I,/ / / / WEIR LENGTH = 46.67° / / / 1
10, THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED / / / / DESIGNED BY OTHERS / / 1 I I / / / /
/ �:::: 1 I : { I 1
IS ISSUED. AT A MOISTURE CONTENT WITHIN OPTIMUM AND +3 PERCENT WET OF / / / ,' - ' / I / / / /
S RECEIVED OPTIMUM. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE / // // i -' // / / \ 1 1 I .I::. I 1 1 / / / }
11. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CA GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE / " "I /�` 1 ( I I I / 11
/ i
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE / / / 8 PLUG VALVE EMERGENCY / / k I {: I I 11 / / /
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT { / / / DRAWDOWN FOR UPPER POND / / -
COM 2 / / '� f I I I t / Ir / // / �' /
BUYDOWN HAS BEEN COMPLETED. DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CRASS ANY PIPE / / THE VALVE SHALL BE A M�eH STYLE / ! I 1 / /
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. // 820 X-CENTRIC VALVE OR APPROVED / / ! I ! ;:. 1: 1-1-
12. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT `� EQUAL. THIS VALVE SHALL BE IN , / I I I I 0-4 I I
I I I I / / ( -�' / /
PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE 5. A KEY TRENCH SHALL, BE PROVIDED BENEATH ALL FILL AREAS OF THE / ACCORDANCE WITH AWWA C-504 i / I I I
' � INV. = EL. 356.50I 1 I \ I k
TOWN OF CARY UNIFIED DEVELOPMENT ORDINANCE. BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 Ft BELOW EXISTING / SEC. 5.5, AND SHALL BE OPERABLE � / I W I I 1 I I - I k
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY FROM FINISHED G ,
/ 1
TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH ..11.: s � k \
RO GRADE s
SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED [N ITEM 2 ABOVE. / J _- I- /- �i i. _ 1V = 372.00 + \ 1 \ \ \ \ \\ \ t ��, 0
;.. j: � " s cA� ';: `.;:,,<:: BW = 355.00' \ 1 \ \ \ t!
18LF12ODIP a \ \ \ \ \
6. UPON REQUEST, THE CONTRACTOR SHALL PROVPHONSIDE THE ENGINEER WITH i �' �r I > > \ , \ e-+
- INV< IN EL - 36?.00_ 1. \ \ \ \ �.
1. THE 42" RCP OUTLET BARREL SHALL BE CLASS NI RCP, MODIFIED BELL AND SPIGOT, REPORTS TO VERIFY THAT TE DAM EMBANKMENT MEETS THE SPECIFIED / � o - \ \
MEETING THE REQUIREMENTS OF ASTM 6-LATEST. THE PIPE SHALL HAVE CONFINED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING / ' 1 1 \ 1 \
/ / ,- , ,11 i IN OUT EL = 360.00 \ 4 k \ \ \) �' \ \ \ \ \ \ ��'' ,
O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. / / , ,- / ��' -- - POND 1 LOWER 1 1: \ \ \ \ 1 \ \ \ \ \\ \
BE TYPE R-4. THEREFORE IT IS THE CONTRACTORS ?ESPONSIBILITY TO ENSURE -1 � 11 - NORMAL POOL = EL 361.00 \ \ \ \
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. / / - o _ BOTTOM OF POND = EL. 355.00 ... k l \ \ \ \ \ \ \ \
2. THE STRUCTURAL DESIGN FOR BOTH THE WEIR WALL FROM THE UPPER POND TO THE / � ` f -� `-'' -------_
R P ND AND THE RISER OUTLET STRUCTURE WITH EXTENDED BASE AND CONCRETE RETAWING WALL (DESIGN BY I 4 , ,.,k. .* . kI I Ii kl i i kI 1 \ \ 1 \ \ \ \ 1
LOWE 0 � _: : \ \ \ \ \ 1
CAP TRASHRACK SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ' 3 OTHERS), SEE NOTES 1 4 ':.;:1`; ` . I I I k t 1 \ \ \
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. ` ..:. - .--- r _ 3y i i 4 11 1 I 1 \ \\ k I 1 \ i
REGISTERED IN NORTH GAROLINA, FOR REVIEW,
L_ .. . .. . . a r . . :.: -- t \ k :: 1 I 6sT
- _ r } ..'.., k I j \ 1 \ era
1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD r : I ` . , : c: _ } _; - - - l } \ I I I I k I / I k k \ \ I Z`
HE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE ABOVE THE TOP ... ....: . I
3. TI :,.: .. ..... \ \ ` I l \ I
PROVIDED ON THE INTERIOR WALL OF THE RISER STRUCTURE. STEPS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THATI I
STEPS SHALL BE .:. -_.._._._- L�..'i,.� . :. . I I1 \ /1STD. 840.66. PLEASE REFER TO SHEET SW-1B THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE ' : \ \\ `. i ~ I I " ZSMALL BE IN ACCORDANCE WITH NCDOT _ 2
BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH :I -r `= _: :;..- ::..'. ':.,. TIN - 37 .00 \\ I 4.:::TW = 365- \ \ \I I 11 //
FOR LOCATION OF THE RISER STEPS. FILL IS BROU PIPE. �.. .. ... • .: .is,; ,, . ... Q 3 ....:•..:.. :. . BW = 355.00 I 1' I \ I I / \ / /I o
SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE P _
•:;•: - 5._ - 35 00
-. I ,:, ::,.:.. ;. . INV. EL _ 4 I / to
P " - ALL PRECAST AS THE -. ..- ,i-. ._. .. .. -.., _. 1. ... \ , If I \ \\ /
4. THE 8 Lx8 WX24 THI
CK CONCRETE ANTI FLOTATION BLOCK SHALL `�"'" 356.5Q,' � /
THE PRECAST BASE SHALL BE 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, "
FABRICATION. `'--
EXTENDED BASE O F THE RISER BOX DURING _. .: .:. .: : .-' _::: -:.:. : ::.: - :-: :: _ \ l f � � v
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE 3
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER '
E ITEM 2 ABOVE).
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY.
FOR REVIEW (SE " " \
1 /
SINCE IT IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATION ` :`.t.:: . i:... ..: . ::. :::: C?; :,-: ` ' \ 1 ( E i• CJ
- 7a
k... . ... :.. ..
PLOWABLE FILL ETC. TO
CONCRETE A �CFILL ..� -,�:, . ;....- .;. ,. .�..::...:.. 1 t J
T SAND MAY REQUIRE USE OF LEAN CONC B G , _. �... .....®..... :::.. :::,::�.,:::... .._«::.:: _,:: ::fi.:;.: \ \ I z
RES SHALL BE CONSTRUCTED WITH WATERTIGHT WALL
RISER STRUCTURES _. _.. f / I 1 1 / � P4
5. TALL I TYPE BACKFILL ,-- 1::::::: - :::: r:: . .. \ \I I a
WATERTIGHT WALL AND PIPE CONNECTIONS. ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL
PLACEMENT. , ::: P GIST RISER OUTLET STRUCTURE1­1 f I f I / I / Cn C
T R SHALL HAVE A SHIPPING EIGHT OF 28,066 LBS. THE II _-
6. THE PRECAST RISER STRUC U E SHAPE = CIRCULAR ...
....�..
...
STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY /
I I l
- _:::. .:..: � INSIDE RADIUS -- 6 FT. 3 �3-.-.... .. •. :. . :.:.. . . .... i J
! I !
WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO 1 ::I`, I I I 1
SUBTRACTING THE WE -- = 3 1 I 1 1 / J l `
NS EXIST AT THE SUBGRADE } I 1 I I ( I 1 ='
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THEPQ
SHOP DRAWINGS SUBMITTED TO THE ASSESS WHETHER SUITABLE BEARING CONDITIONS S INVERT IN 2-2' WEIRS = 361.00 =
ENGINEER FOR REVIEW. LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE - �:: - INVERT �i - - -~
(: f ! I I I I i I Z
ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERIALS SHOULD BE - I -T-.-- I / I I I t I .. �
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT (SEE DETAIL SHEET SW-1 B) :." _
I / 1 I t
TO THE ENGINEER FOR REVIEW. MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL f' CONTRACTOR SHALL PROVIDE I / !
! ( 11 ',
FILL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE 1
STEPS IN ACCORDANCE WITH l 1 / f / _� __
1 1 I
I l 1
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE GEOTECHNECAL ENGINEER. ' "' -
r -- - NCDOT STD. 840.66. STEPS I / I / j / 1 ! 1 I #/ £�
- / / l / I / I 41 LF 42"� O RING RCP ® J _
NOTED. _ _ SHALL BE PLACED AT 16" O.C.
4. FILL MATERIAL ADJACENT TO THE 42"� 0-RING OUTLET BARREL SHALL \
FOR THE 42-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE MEET THE SPECIFICATIONS LISTED 1N ITEMS 1 THROUGH 3 ABOVE. THE I, (SEE DETAIL SHEET SW-1 B) ® ® t / / / / i l / / (JOINTS WRAPPED IN F ;
9. GEOTEXTIIE FABRIC i.. / 13 / / / / l / , / I 1 GEOTEXTILE FABRIC) GI 9.27-` '£ f;�, e
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINEER APPROVED EQUAL CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS I I / / > > t R
/ / / / / / / f / � �/ , .'
ALONG THE PIPE TO ENSURE TT AT ALL SPACES UNDER AND ADJACENT TO /: I -- '" / / / / / / / / ^? / / / / =
(NON WOVEN FABRIC} THE PIPE ARE FILLED WITH PROPERLY COMPACTED MATERIAL, I I / - / / / // //i / / • / // /J / I ,
/ �
10. POND EMERGENCY DRAWDOWN IS VIA AN 8" PLUG VALVE. THE VALVE SHALL BE A I / / / / / / / / / J / / / / / u , t
M&H STYLE 820 X-CENTRIC VALE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE I - _
/ I f i / L ' / / / / / / / / / / ;
WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET / - J
1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY I // ' J �' '/ `f //�/ 1r _ / / l - / / / / / / f jv k, �.- ,
STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING / / / / ! - �i,-, i/ // / - - - ' J / / �' T
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8" CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR / 42" ENDWALL
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH / " \ _,- / J INV. OUT EL = 33)
/ c / / � 336 LF 42 0-RING RCP -d
/ / o � / � ,,, r 1 \ `-� / ;,:� ,�(SEE DETAIL SW 1 C) ¢ �s
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL I/ 1/ / .fO 2.837. W/ CONCRETE l \\ ./ / / ' _l t
TO THE TRASH RACK. / r \ / / / / _ J �'. I�
" / / / CRADLE (SEE DETAIL / \ -,I / / / / / r=
2. TESTING WILL BE REQUIRED ALONG THE 42 O-RING OUTLET BARREL AT ' / SW-1 B) (JOINTS WRAPPED-/ J 1 I / / f "''� /, � / £� _, / ' _ �� I W z g
A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF \ / / r i / / IN GEOTEXTILE FABRIC) - / / / / j /.�f. � I
\ - _ s / / 2' / / \ _
FILL. \ / - / - / / 6e / / / // / / `_- `�S 1 ^/ �`� e r 7'. e • ' / / Z 0 .
/ / / \ .. ,._- / I i / / M1 ._ VELOCITY DISSIPATOR
\ / // // / I // / / / I I
\ / - / / / / / / �' \ \ 1 J / 4 F' ,, �� • ,.,/ NCDOT CLASS 2 RIP RAP
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE �--� ,
/ i / / / / i I \ \ 1 I � ,(k z, ',36'L X 20'W X 27" THICK % I
/ / / / �' r I 6'!b JUNCTION BOX \ I _ l /f ,/ .� .d 47 / //
THE RESPONSIBILITY OF THE PROPERTY OWNERS ASSOCIATION, PER THE \ i / / / /, /f r I l I / I I I t : 1 {" \ w
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. \ / / / I\ " RIM EL = 351.25 / / / t / / I . R 15 FES INVERT OUT = 336.90/ /
/ 42 O-RING RCP INVERT IN = 345.00 / / I\ ! ,� N.s " _� 1 .® _ /
/ / i // 15� Q-RING RCP INVERT OUT 337.60 / / Jl 1\ It I I ' = /// ..
® EMBANKMENT /
96 LF - 3" CAST-IN-PLACE / / / / / t /142 0-RING RCP INVERT OUT - 339,80 J / I 1 I � \ 1 1 /
\ v / / / / /// / /� 1/ (SEE DETAIL SW-1 C) J / l l ' i ,v i I 1
CONCRETE LIP STUBBED ABOVE GRADE / \ \ /
UP ELEV. = 336.75
v \�fH BE LINED WITH / 1 I I i 1 r F / ,,_,..\
CHANNEL SHALL \\ \ / � / / / /J / / /! 66 LF 15" O JRING JRCP / 1 / ( / I �(1, 11 1
ENDWALL LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER \ // J l // // / / / ( / ( P U I l _€ , - if �(/1/
/ / ® 0.50%. JOINTS WRAPPED PED \ \}
3 FEET OF 3" LAYER OF 57 STONE � \ / / / IN GEOTEXTILE FABRIC] I
,56 ____� �: I SEEDING SCHEDULE (SEE LINING \ \ _ / / / / f I / i / / I I E 1 p, \ I '�ll U %
15" 0-RING RCP ANCHOR DETAILS SHEET SW-5) NATURAL GRADE = EL. 336.50 / / / / / 1 J / I \ 1 I 1 � � � I v._ ¢=r _ i /// U) U
a9 INVERT OUT EL 336.90 // J // / / _ " ,
/ i 4' JUNCTION BQX / I -RIN96.0' LEVEL SPREADER f2 �1I1
o INVERT IN 337.25 50 LF 15 O G ,
a - ----_--._ I 6' � ( .� � t ',:A ,)<EL. 336.75 / �
I / / / INVERT OUT = 337.15 RCP ® 0.53% (JOINTS (SEE DETAIL SHEET SW-lA) )//I
9 ( _ a.. '- - \ - -_ - / I / I k I" / \ /r //,/,,_ , WRAPPED IN / t,.,:: � �, �: ,` -�_
' _ �. :r i
! -.:., 6" cP) �I I I I I I_I I I_-I I ' \
GEOTEXTILE FABRIC)
n 12" 1 1 12 RAPHIC SCALE
C)I ^I E I= . s, . 1 s:$a: I I �I I I=I I-=I I P E R M A N E N T E D I N G SCHEDULE 5� 25 50 ,o®
® CAST-IN- GE CONCRETE _ SEEDBED PREPARATION TEMPORARY SEEDING SCHEDULE
LO ELEV. = 335.90 ''A. -� I- III-III ---
i I +'- t i 1 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
w UNDISTURBED EARTI ��" . :',.•_.„ I-) I I III--I I ( AVAILABLE. SEEDING DATE SEEDING MIXTURE APPUCATTON RATE SEEDING DATE SEEDING MIXIi1R APPLICATION RATE 1 inc = 50 ft.
__ a a ••.: :v• I i_-_III I III II tt I a II 2•) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
GENERAL NOTES: ...�) I I I I ` ' UNFORCED CONCRETE FOOTING 3.) REMOVE ALL LASE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH
_ _ AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC FEB. - APR 15 (POSSIBLE)
1. LIP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT " _ ` 1---1 ' SOI &AENDMENIS
I ELEV. = 336.75 TO ENSURE UNIFORM SPREADING OF FLOW. I I- i 2 -, I�" , I I ` 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC 7-
BELOW-). AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
ANY PORTION OF LIP FOUND TO BE NOT LEVEL WILL BE 5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO
I REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE. 6 INCHES DEEP. 501L AMENDMENTS GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-f0 FERTILIZER.
6.} SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND MULCH PROJECT NO. SRF--05000
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
M 2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-SECTION ) APPLY 4000 LB/AC STRAW, ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, SRF-Q500®_PD
UNDISTURBED SOIL, AND NOT ON FILL B.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC), OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN FmENA)m.
� SEASON, IF POSSIBLE.IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, BE USED AS A MULCH ANCHORING TOOL.
Et FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. MULCH Approved b Date DESIGNED BY: JCD
8 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, � h°P'
® A ZERO PERCENT GRADE. COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN PlanningDote DRAWN BY' '
2 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE LEVEL BE USED AS A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE TRM
y 4. THE TRIANGULAR CHANNEL SHOULD BE LIED VdITH SPREADER CAN BE SUBMITTED TO TE DESIGN ENGINEER BY * See seasonal application schedule FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW Engineering- Date
o LANDLOK TURF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE REGULARLY TO A HEIGHT of 2-4 INCHES. SCALE: 1 ay 50'
9 APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JAN 1 - AUG ,5: REFERTILIZE E GROWTH IS MULCH
FULLY ADEQUATE.
o ANCHORED PER THE DETAILS PROVIDED, THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND RESEED, REFERTILIZE, AND MULCH IMMEDIATELY DATE- 09-19-C7$
uT SHOULD BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND Ei"JSURES FOLLOWING EROSION OR OTHER DAMAGE. BETWEEN MAY , AND AUG. 15, ADD ,5 LB/ACRE 5, ADD 40 / 1D LB/ACRE
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ALL CONSTRUCTION S{'lALL DE IN ACCORDANCE SHEET N0.
o SHEET FLOW.
5. THE 3-INCH LAYER OF57 STONE SHALL BE UNDERLAIN TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. WITH TOWN OF CARY STANDARDS, SPECIFICATIONS
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE AND DETAILS. oW.71A
® WITH MIRAFI FILTERWEAVE 400 OR APPROVED EQUIVALENT. JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR. .
LATE FEBRUARY OR EARLY MARCH.
CORRECT TO USETTHE P RMA ENMPORARY �ISEEDING SCHEDULE.SCHEDULE ONLY WHEN DATE IS NOT �?
FINAL DRAWING - RELEASED FOR CONSTRUCTION
N.Ts`
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STORMWATER POND CONSTRUMON SPECEnCAMONS, '__� _�
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GENERAL NOTES BERM SOIL AND COMPACnON SPECIFICAMONS \ l / "&
' £' I 11
1. ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO 1. THE ON-SITE GEOTECHNICAL ENGINEER SHALL EVALUATE THE PROPOSED ` I , , \ \ 1 I ,k, rf •• I h, F ,,
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION. 2(H):1(V) DOWNSTREAM SLOPE OF THE PROPOSED EMBANKMENT FOR I i � ' :mow-•-
STABILITY. ANY REINFORCING MEASURES NECESSARY SHALL BE CAI I ED FOR , I � \ \ \ \ \ 1 I � -- ,j x. " s - 0 r , -, 1
BY THE ON-SITE GEOTECHNICAL ENGINEER. i \/ z,4 ` P it
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE I ! ` \ \ I I / �s `'�F F/, \ ,�� w "-� � C.)
n to
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT ' , \ ' 'D0
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE I 1 '-/1� ' ` 'w I " •_
/ KEY TRENCH. TAKEN FROM BORROW AREAS APPRovED BY THE ON-SITE GEOTECHNICAL 1 � \ \ \ \ ` � I I \ / 1 � � ,- I i
/ �y ..� I t ^,. ,.+'� .n'A 'w,+'¢ f ] w:.+", \ -T _area„ f"I = 0
3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS STUMPS WOOD ( *a I \ \ � _ � } `_- � �
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR STONES GREATER THAN 6". AND FROZEN OR OTHER OBJECTIONABLE / / �. 1 \ I I V/' ,, 1 e I>..e, �, �,
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL / ' \ \ t I / / \ � ` _:- I
WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL / ` ' t \ \ 1 / < ;{ .i.f \, -. �+
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. \
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT 3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT / / t \ ' I / ! / I 3,� I ,- _ 4 I � M I-
PLANTING PLAN f SCHEDULE. PLEASE NOTE THAT NO TREES / SHRUBS OF ANY TYPE SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE / / \ \ \ ` I / / / , / ' �I \ " ' k I\\ ? � , I s /
PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL / \ \ 1 / / '` r m I:
MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). PLACEMENT.REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL j 1 \ \ \ / / / / / / / r t z l = / / w b.4 N
5. IF THE DRY DETENTION POND WILL BE USED AS A SEDIMENT BASIN DURING / \ \ 1 I I I / / / / � �i. '� 1 z Z
CONSTRUCTION, THE AREA SHALL BE GLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION / / \ \ \ 1 � I 1 / / / / / I ft t\ .h ; /
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR / \ / , _
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE USED DURING EROSION CONTROL. MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED j / \ � I I / l / l R "'�¢ `` `` - I I \ �'` �' '�
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM / / / \ I I I / / 1 / ` ` k °F -` 111 1 '�
6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT IS MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE / ( / j ' 1 J I I 1 / / / / `r _ � -- - _ �_ / w U X =
ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION T4 VERIFY THAT W
ISSUED. / / 1 I I 1 / f /; '� / •.4 M
THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE / I / -N = z
1 / f ` , �, W
COMPACTED USING A SHEEPSF00T TYPE COMPACTOR. IN ORDER TO PREVENT / j 1 1 I I / / � , I 1 ` R� {� \ t _ � n 0 � M
7, A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE csy`,' I I / / / .: r',= - ` - y ` W °�
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN UNTIL MINIMUM COVER iS ESTABLISHED ALONG THE PIPE. 1 / / I I 1 / " � ' '° = / , 0
ISSUED Td THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN I 1 I 1 1 / / / �! ,� _�= ."; � : W
BUYDOWN HAS BEEN COMPLETED. 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE i ' i / f I 1 / / ' r,' '� a \t s /r
BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING / / ' I 1 I I / / ,,,, "' r N �- , •, �k` 1 saaasaI111hr `
r ! = ; 1 � as o�
8. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT / } � I 1 / I / / `�' , �° W `\° - 11 ®° aF
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY / / r"' .\ i ' \ C ®®�
PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE / ' / / 'f `'� 'N, � ` I I � •••
TOWN OF CARY UNIFIED DEVELOPMENT ORDINANCE. TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH ; , I-, ' I I I VP OF DAM - 342.00 / r ''° r ,I ; I -�,,-hI A' q _ - vtt •' L\_• I �' ®p
SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. ,I , I ( U
/ ' 11 I 1 I I(10- I WI SE MIN.) / ter= \ �,. T _III \ I e
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH I "_ =- , "''.�'� ' � I -11
REPORTS
PACTIO REQI�IREME T GBMP C77�ON REPORTS TR NT s EW�L1 �E NEEDED SPECIFIED LIKING ' ' 1 I I I I I I / 4 -`max .. ; ia�_ '' _ _ i r•`� (I I s77 q
I
I I 1 I 1 1 I I i.,\`Nkt ,,T ' - 1 III .. .IV �,®o
1, PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. ,/ / rZ. I 1
TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL. TREES. J - F_ • ®`®•®•THEREFORE, 1f IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE I I I I * I 11
ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. . / - - I ' I I I � 336 I I _ r , f ,-( I 1 a as
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. If
2, ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING _ ,,� / I I Ilr" `w f .- t __ - . - 1 I /
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON I 1 1 I � I 1_ r +r'• , _-} x / y ``jgr � s_`�� ; /1 bI/
- / I 1 _ ,
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL - -- �- - - - 3 I � /
R'.�'
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY / �� , ' ` ! ��i t ._ `�_ �/ 11 `r=,.,�(`. 1 r__- / //
PUMPING EQUIPMENT, ETC, NEEDED FOR REMOVAL OF WATER FROM VARIOUS / \� 1 Q - ARC , Y". ��6 ;�� l , l
1
PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD ' � FL..0015\-PLAII�F r / /
WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ` - ✓ I //
DURING PLACEMENT QF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT \ / I ' ' ' , ` � r ' {t //
THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE ( , \ I
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE \ `� , 1 ` , _ /\ 11 _ 1
FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE THE PIPE TRENCH " '
BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. �� \ \ �� \ C 1 \ `b \ 3, Rom` r I I /I
91
//
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES 1 "� r / 1
ARE STABLE, ^� , - �` ` \ I \ \ - - ,�\ ) ` r _ . 1 i '{ ,r I 'r 4I 1
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, -�, \ I ,� y _\ , ( _,
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE _ \ _ �, \ � POI D FLOOR I \ \ M 4 _' E - I�"
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. _ . I F '
" " \ \ I SHLL BE SL�PED \ 1 ry § l t
k< "' , I .a
" SINCE R IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATION \ _ 1 1 1. 07 FAINIMU TO \ I
` ' I I j� `®1
NN�� . .{ Cd]
1, THE 36 RCP OUTLET BARREL SHALL BE CLASS Ill RCP, MODIFIED BELL AND SPIGOT, MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO � \ \ t' \ I , { I/
\ \ o TLET �` 1 �.. '!' 4" N_ - '-' _ 1 I
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL \ __ A , I
V\- t F''36 ' i G \ r �l W
O-RING RUBBER GASKET JOINTS MEETING ASTM C-443--LATEST. THE PIPE JOINTS SHALL PLACEMENT. \ \ \ \ -- I \ /r� P4
BE TYPE R-4. b \ i � )..k� J�I � ' .'� _ ' r p �� I III
3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY \ \ \ \ M \ / ANTI-kEP COLLARS (X2) I 1 1 N,9 o Xl]LE FA C�> 1 I1
2. THE STRUCTURAL DESIGN FOR THE 6-FT. (INTERNAL DIAMETER) RISER STRUCTURE WITH PIPE SHOULD B£ EVALUATED 8Y THE ON-SITE GEOTECHNICAL ENGINEER TO \ \ \ \ � SEEP "�LLARS FOR 36 0 1 ' . #. �`�t{_ � {4
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ASSESS WHETHER SUITABLE BEARING CONDITIONS MST AT THE SUBGRADE PREC ISER OU T O-RI G RCP T6 BE SPACED "I� � �" � �s, � i' .' , �11` m I //
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE \ \ \ SHAPE`-= RCU R \ AT 1�'-0" O.0 (SEE DEVIL \ N ���j .' /- .ti ',yam` ; A',', ° _I �_ I �-. /
REGISTERED IN NORTH CAROLINA, FOR REVIEW. ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERIALS SHOULD BE '_. .� \ \ \ INSIDE `DIAMETER \- 6\FT. ' \ ` \ SF ET SW-2C� COLLAR ;, . ,,, , - ' ///
UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT \ ISER CREST\ELEVATION - 40.50 HALL BE P ED A MIN UM , k 111
:: r € .a
3. THE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16 ON CENTER. MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL \ IN ERT INS (9 0 ORRICE = B37.20 ` F 2 FEET F OM PIPE �pINTS. T r '` a"" f`' I I• = {` - �a �+
STEPS SHALL BE PROVIDED ON THE INNER WALLS OF THE RISE BOX. STEPS SHALL BE FILL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE QN-SITE \ Q� _ / f / I , `�/ i'`- "-. �" 11 `Y r �+ �
IN ACCORDANCE WITH NCDOT STD. 1340.66. PLEASE REFER TO SHEET SW-2C FOR GEOTECHNICAL ENGINEER. \ iN RT OU ti3�� \RIN� R P) = 3 6.00? � :} �r , ' -- �.
LOCATION OF THE RISER STEPS. ~ '� \ \ I \ - ; 3 • I I
1 a
z ,;�� " � �
54
MEET THE4. FILL SPECIFICATIONS LISTED IN TERIAL ADJACENT TO THE 31TEMS01 RTHROUGH 3 AING OUTLET BOVE. THE SHALL \ \ \ \ \ \ \ I \ \ / / \ - _`: I`£` 1 /
' _ I
4. THE 10'Lx10°Wx30" THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE \ \ \ \ \ \ \ =r I;, i';---'1 E 1 1 I 1 a� �
EXTENDED BASE OF THE RISER BOX DURING FABRICATION, THE PRECAST BASE SHALL BE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS \ ' \ / I / f Y 'sv ._' I'''_,1' I sI.r - -
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINES ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO \ \ \ \ \ i �' \ \ \ / `} " ". I 114 �'
FOR REVIEW (SEE ITEM 2 ABOVE). THE PIPE ARE FILLED WITH PROPERLY COMPACTED MATERIAL , \ \ � \ t i \ _ / / ,. j ,.- 'r- \ i ;I f - Ir 1 I III z IZ -
5. THE RISER STRUCTURE JOINT DESIGN SHALL CONFORM To ASTM C-478. THE JOINTS \ I I /\ \ / :r % ''" 1 , - - � "
SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE \ ' \ \ ANTt�SEEP (COLLARS (X2)'ISEEP, 1 ` NL� ALL 6 + D j!- g / p�
\ GOL�RS FaR 1 "t� (�-RING RCI' TO .:$ �60I, " _VN it N ` ` .'`� �# 1 t = to a
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK 1. TESTING OF THE NEW FILL MATERIALS SHALL. BE PERFORMED TO VERIFY \ I \ \ BE SPACED T 1,5 -0, O.d. (SEE I I \ / / 1 1 / _ � � P �
GROUT. THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING I ! \ \ DETAIL`SHE 5 -2C}. LIARS I \ \ L 335y80 r, / I /
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR HALL ®E P CEII A MINI Q 2 I �` �_ it y r
6. THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 43,650 LBS. THE EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL cll \ F ET FR M P PE 'iIOIN'FS. \ ~ \ >� / i _ f ; { _ / / /l //
STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY I 11 -4
\ L / � ; _
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE 2. TESTING WILL BE REQUIRED ALONG THE 36" 0-RING OUTLET BARREL AT j7 ' \ \ � \ I I _ *_ - / // i�//
WEIGHT. INFORMATIONTHIS RI SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF \ I ' I \ \ ` ' 'f _ , . _ /
ENGINEER FORFILL. I 1 , ' , \ \ ' I / F }:t _ 1/ 1//
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS I I 1 1 �\ j ! \ �\ \ \ \ \ 1 / / " £ ' t i �t '` `{ 1/ l// l Q
TO THE ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS t ' , \ \ \ I h 9_ / ;�, 4 s_: I I I // /
PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE i 1 ' �11 \ _X A a
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK THE RESPONSIBlLCEY dF THE PROPETY OWNER'S ASSOCIATION, PER THE , \ \ \ \ \ / -
FQR SECURING THE ACCESS HATCH. � / � 1 I \ ` \ \ \ / �-' f _. ; � f � 11 j /
EXECUTED OPERATION AND MAINTENANCE A:,REEMENT FOR THIS FACILITY. I i \ \ \ / _x " -t>/ '
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI 28 DAY UNLESS OTHERWISE / I ! , ` \ \` \ _ 1 , ' _ -><` /I 11
NOTED. ( ) I \ /
9, GEOTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE I I % , i '.\-/ ' -, , /' \ {` - ,-"; ",\- ,•f I 11
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINEER APPROVED EQUAL I \ t ` \ I / VEI CITY,, iSSAP bR mac= . _� / /
(NON-WOVEN FABRIC) / I I I 1 , \ 11
1 Q. DRY DETENTION POND EMERGENCY DRAWDQWN IS VIA AN s"� PLUG VALVE. THE / I 1 1 � / ` TRAP B'L'k �' £X � = I// /
VALVE SHALL BE A Mc9cH STYLE 82Q X-CENTRIC VALVE QR APPROVED EQUAL THIS VALVE s / I \ \ \ \ I - 2 ThlIC1C r _ _ / / /
r A=> i
IS IN ACCORDANCE WITH AWWA C-504 SSG. 5.5, AND SHALL BE OPERABLE FROM TOP OF I I 1 \ \ \ \.� I / �' ; -�1 `1 f _ , _ / / // /
OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A s ORRICE HEAD ALL (SEE(DETAIL �HEE� SW- \ I I I � , , ­�,z r %R s' I/ //
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8 O 6 ORIFICE INERT = 336.00 \ � , , " / / ` '' �' / ,,I
�_ t 1
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH �' \ \ 5 LF 1 RCP 13 _ q: t
TO THE TRASH RACK, - ' / ( ! \ � I I ) 1 0.45 / !J f s 'ft " I j /
1 •SP�2EAAER `F 1
,> _ - _ / / / 1 \ \ / 1 / / / / / / '{ " LE A °uI 9 �_ r k_� 1 I l
11. THE 18 RCP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE q -1 Z 0 R
/ \ \ \ I / (SEE, I
PLATE SHALL BE 24"x24"x1 2" GALVANIZED AND SHALL HAVE A 6"� ORIFICE AT THE - _ 00 '� 0
/ (GALVANIZED) - ------ -� ___ _/ _ l_ l 1 i / a" S/INVERT ouT 33 :7 ,. � 1-1, '~ //
_ - - \ - ---
/ i SHEET 5WWh
BOTTOM. PLEASE REFER TO DETAIL SHEET SW-2C FOR ADDITIONAL INFORMATION. -- -- --- i I-- __. __---_ _-- _ `a
+ l' I...... _.-
q EMBANKMENT
7 13 LF - 3" CAST-W-PLACE CONCRETE
N LIP STUBBED ABOVE GRADE .
ICU 1 CHANNEL SHALL BE LINED WITH LIP ELEV. = 335.50
a ENDWALL LANDLOK TURF REINFORCEMENT
I
+' __ MATTING 450 AND SEEDED PER "
a ' l '" SEEDING SCHEDULE (SEE LINING . 3 FEET OF 3 LAYER OF #57 STONE 44 w
1 15" O-RING R� CP F 1 I ANCHOR DETAILS SHEET SW-5)
m INVERT OUT EL 335.75 1 j NATURAL GRADE - EL. 335.25
0
(n I
I I - .�.:•: __ __ SEEDBED PREPARATION TEMPORARY SEEING SCHEDULE PERMANENT SEEDING SCHEDULE
( ) ` 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
a i2" �h 1 "::g " TYP ;III_ _I I-LEI-I I I }
�� 12 AVAILABLE. SEEDING DATE SEEDING MIXTURE �p{�ATiON RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE
®I ®) I 3 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 - MAY 1 RYE GRAIN 120 LBS/AC AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
I ,-�- .°'- ` I i I I I I- I I (-III- 3.} REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH ( ) GRAPHIC SCALE �
LO ELEV. = 334 75 r i :-' 3 CAST-IN- CE CONCRETE -r AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC FEB. - APR 15 (POSSIBLE) 30 0 15 30 60
® ! i r--- <• a r r-r r r I I I_I I I- 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 - AUG 15 GERMAN MILLET' 40 LBS/AC 5D �
t� UNDISTURBED EARTI U. 3 °' I-I I I_I I I- -I I ! I BELOW*). AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
� � „ . 5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
va i 1 r---I r E----t i 6 INCHES DEEP. SOIL1ENDMENTS Z jgiCj] _ Q ft.
.r_ GENERAL NOTES: ( I I-I `' EENFORCED CONCRETE FOOTING 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
1. LIP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT " t ( ---I ' 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
B ^"! � (- 12 �,�,� i AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
ELEV. = 335.50 TO ENSURE UNIFORM SPREADING OF FLOW. 1-III- 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN I _
115 ANY PORTION OF LIP FOUND TO BE NOT LEVEL WILL BE SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, BE USED AS A MULCH ANCHORING TOOL.
REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE.
035
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
= 9.j CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
U COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN £ APPROVED
w 2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-SECTION BE USED AS A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILiZE IN LATE WINTER OF THE �" I'I2�dECT NO. SRF-QSOOO
C UNDISTURBED SOIL, AND NOT ON FILL * See seasonal application schedule FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW OWN OF CARY .
m6ft NANQE REGULARLY TO A HEIGHT OF 2-4 INCHES. F`IISNAIE:SRF-05DC10_PD
c_ 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET" SW-5 FOR FURTHER DETAILS. JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
G A ZERO PERCENT GRADE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY NURSE PLANTS ApproVod � Doti DESIGNED BY: JCD
FOLLOWING EROSION OR OTHER DAMAGE, @ETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
2 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE LEVEL GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG..15, ADD 40 LB ACRE RYE (GRAIN). Plonrling ®dtB DRAWN BY:
rro 4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMffTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. / ( ) JCD
c TOP DRESS WITH 5Q LB/AC OF NITROGEN IN MARCH. Engineering Date-
0 " '
LANDLOK TURF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THESCALE: -�0
-0 APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR.
Q ANCHORED PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. DATE; 09�`1 ®$
a SHOULD BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES NOTE,, USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT ALL CONSTRUCTION SHALL DE IN ACCORDANCE
SHEET FLOW. CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. stlEEr NO.
5. THE 3-INCH LAYER OF 57 STONE SHALL BE UNDERLAIN WITH TOWN OF CARY STANDARD, SPECIFICATIONS
WITH MIRAFI FILTERWEAVE 400 OR APPROVED EQUIVALENT. AND DETAILS,
- c A S
N.T.S. FINAL DRAWING RELEASED FOR CONSTRUCTION
.
Q .

GENERAL NOTES BERM SOIL AND CONFACnON SPECIFICATIONS
ANTI SEEP COLLARS (X2 SEEP f
1, ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO 1. THE ON-SITE GEOTECHNICAL ENGINEER SHALL EVALUATE THE PROPOSED _ COLLARS FOR 18-0 O-RING RCP TO / / 50 LF 18"0 RC
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION. 2(H):1(V) DOWNSTREAM SLOPE OF THE PROPOSED EMBANKMENT FOR - BE SPACED AT 15'-0" O.C. NEE / 0 0.50% _ sY
STABILITY. ANY REINFORCING MEASURES NECESSARY SHALL BE CALLED FOR DETAIL MEET SW-3C . COLL.A{�S 4= -t"
BY THE ON-SITE GEOTECHNICAL ENGINEER. ` v. `I
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE ` SHALL BE PLACED A MINIMUM OF`2 � � � i
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT FEET FROM PIPE JOINTS / t"
/ KEY TRENCH. �
2, ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL 8E / fi
TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL _ `" ua
3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, -a � _ '�
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL a } yl,."' T� I
WITHIN THE DAM EMBANKMENT AND KEY TRENCH: MIL AND CL /' / � 0
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTORS EXPENSE. �* p
3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8' LIFT. EACH LIFE `` ''_ V_
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT 1 / ; :f' a \yJ � .�
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE
PLANTING PLAN / SCHEDULE. PLEASE NOTE THAT NO TREES / SHRUBS OF ANY TYPE
MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL ` 4 Q,
\ \ r w SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL .� \ > ., �-, � �, � � N
PLACEMENT. --
5. IF THE DRY DETENTION POND WILL BE USED AS A SEDIMENT BASIN DURING
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION / ( 18.0' LEVEL - � 'o 0
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACIUTY. �" x._ 2' �-+ ® 0
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE USED DURING EROSION CONTROL.
SHALL BE COMPACTED TO AT LEAST 953� OF THE STANDARD PROCTOR ORIFICE HE3�+DWALL SEED L SPREADER ;, f A., C 0
MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED � �' � � � �' �' '� ��EL. 323.50 �`�£`�_ �; \ E. '� 'o
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). SHEET SW- C) N 1 . „ w-s l
AT A MOISTURE CONTENT WITHIN -1 to i 3 PERCENT OF ITS OPTIMUM 6"0 ORIFICE' INVERT = 3�4-.0Q /� f { (SEE DETAIL
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE 2 _ ,'° X 0
ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT
6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT IS 1 / / ` sHEET SW-3A).y r
ISSUED. THE PROPER COMPAC 11ON LEVEL HAS BEEN REACHED. THE FILL SHOULD BE
COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT t b' i ' �# 'J w i` p
7. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED 9 f
DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL GROSS ANY PIPE � L � � � ® / .. � _ '_� �,° � � ® ,.�
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN c� l / =
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. _ v
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN
BUYDOWN HAS BEEN COMPLETED, 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE
' I / t
$. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT BERM. THE TRENCH SHAD_ EXTEND A MINIMUM OF 5 FT BELOW EXISTING IJ
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY 1 / �" ®8 @®
CA
PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE I J ®®
TRENCH SlDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V), THE KEY TRENCH i � �:�• r- �f' ®° @��•' •® o0
TOWN OF CARY UNIFIED DEVELOPMENT ORDINANCE. SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. / / ' 5 bQ® ® • ��
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH r K 3
ITON
REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED ''
COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING 356
1 / l `��� 1
F
1. PRIOR TO PLACEMENT OF THE NEW FELL, THE AREAS ON WHICH FILL IS THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. -. _
TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE / = = " /� 'o®� ••• '• ®°
ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL, THE AREAS ON COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. J I I r®� 1I TVERT=€3 = 323 75
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. _f
Ini ITT FT qT
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTINGPRECAST RISER
HAPE LAR ,=
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON / NSIDE DIA CIRCUCIRCU = 6 FT. j /
` ; /
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. RISER CREST"ELEVATION = 328.50 ! �"� �p /� .9��
BEDDING SPECIFICAPflONS NVERT IN (6 � ORIFICE) = 32-6.2
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY I ERT OUT 6" O-RING R e t '
PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS { CP) 324.00
o Rj
PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING 1, FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD
WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE ABOVE THE TOP po C �O n7,yfl ` wJ fT
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT / OP OF DAM � 332. �' `s - " s'"a Y, I
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE / ayry� (1 0-FT..WIDE1 IN. ` i' # / ` /� �/ � !
BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE.
ARE STABLE. / f
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, / /
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE `i � £ i " � �� �
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. I �� / i z
"DRY" / � PO FLOOR °` �` �` " y£_ '" '� � I
SINCE IT IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATION r ` / //� V
1. THE 36" RCP OUTLET BARREL SHALL BE CLASS 11l RCP, L BE SLOPED _ \ ,° / I �+MODIFIED BELL AND SPIGOT, MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO I
f 1.00% MINIMUM TO /
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL TLET ^., ' ' r r=/� +✓/
O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL PLACEMENT.
BE TYPE R-4. 1 _ 4` y
3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY N
2. THE STRUCTURAL DESIGN FOR THE 6-FT. (INTERNAL DIAMETER) RISER STRUCTURE WITH PIPE SHOULD BE EVALUATED BY THE ON--SITE GEOTECHNICAL ENGINEER TO / `�
BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE THE ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE EXTENDED ' f .CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE �
REGISTERED IN NORTH CAROLINA, FOR REVIEW. ENCOUNTERED ALONG THE PIPE AUGNMENT, THESE MATERIALS SHOULD BE
UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT
3. THE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL � / \ � s ' -i � f • �� � � ""
STEPS SHALL BE PROVIDED ON THE INNER WALLS OF THE RISER BOX. STEPS SHALL BE FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE
/ . aca
IN ACCORDANCE WITH NCDOT STD, 840.66. PLEASE REFER TO SHEET SW-4C FOR GEOTECHNICAL ENGINEER. l / / / j'qY F „r' � ' ' '�` 1
LOCATION OF THE RISER STEPS. „ '~
4. FILL MATERIAL ADJACENT TO THE 36 0 O-RING OUTLET BARREL SHALL
4. THE 10'Lx10'Wx3O" THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 ABOVE. THE /' / / / rF = ff Z -2 z
EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS +' I / / / `_ � U �
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER . ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO ! / ..-------"" __ /
THE PIPE ARE FILLED WITH PROPERLY COMPACTED MATERIAL. l l / / ': //
FOR REVIEW (SEE ITEM 2 ABOVE). f ! / / / / / / = = �• - /l// , %
5. THE RISER STRUCTURE JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS j / / / 3 r a f` / / �-, �,
SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE / / f �, `' �i `" "/ -- � � _ ',,��.�..<� ,,-'7-f� 50 LF OF 36"0 0-RING � O
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY / RCP (JOINTS WRAPPED
GROUT. / / / f / ry `,/ n � �
THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING j _ + ��� IN GEOTEXTILE FABRIC) pzq
C 0.
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR i / / / axe > _ r i I 50%
�� o.
6. THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 43,650 LBS, THE EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL. / / 'r '
STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE 2. TESTING WILL BE REQUIRED ALONG THE 36" 0-RING OUTLET BARREL AT / / r /
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF / / / . ownow
ENGINEER FOR REVIEW. FILL. / / / / / _
7. 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 DETAIL FOR LOCATION) THAT WILL ALLOW FOR ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK THE RESPONSIBILITY OF THE PROPERTY OWNER'S ASSOCIATION, PER THE _
FOR SECURING THE AGGEss HATCH. / / �' / y
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. 100- _ }v ' VELOCITY DISSIPATOR
/ ( FLOOD PLAIN ;` _ >
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE l Fr / NCDOT CLASS B RIP
NOTED. f / / NDWALL PER NCDOT STD, 838.01 / / RAP 18'L X 21°W X
ANT!-sEEF' GOLR { 2) sEE�' 1 /
CO LARS FOR/36"O �- IN 5CP 0 INV. OUT (36" 0-RING RCP) 22 THICK
9. GEOTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE , EL. 323.75er
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINEER APPROVED EQUAL DE SPACED AT 15�-Q't0�. SEE I
/DETAIL SHE SW-3fS). 0 RS = = 1
(NON-WOVEN FABRIC) BE PLACED A l M N'M1M i OF 2 ' j g
10, DRY DETENTION POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE / `FEET FROM �PI�PE JOINTS. I ( ! e ;' -�
VALVE SHALL BE A MdcH 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 I I ' ' I 1 ' / - = -r`I' j
OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"0 ®�� f 1 CO
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH ®® ' / r }F X
TO THE TRASH RACK. / f % M t I /
11. THE 18"0 RCP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE \ / -z - /
E 24"x24'°X1 VANIZED AND SHALL HAVE A 6'� ORIFICE AT THE / f 1 i I - e' `fA = £ , = /
PLATE SHALL B /2 (GAL ) cc / f
_ '`T 3
BOTTOM. PLEASE REFER TO DETAIL SHEET SW-4C FOR ADDITIONAL INFORMATION. / /� / � `_ � {" �;�'�',, . -�,� 2�� _- �.� r°`��i � // ' /
co
o EMBANKMENT
18 LF - 3". CAST-IN-PLACE CONCRETE
ro UP STUBBED ABOVE GRADE
° CHANNEL SHALL BE LINED WITH UP ELEV. = 323.50
ENDWALL LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER 3 FEET OF 3' LAYER OF #57 STONE
SEEDING SCHEDULE (SEE LINING
v 15" O-RING RCP i i ANCHOR DETAILS SHEET SW-5)
® INVERT OUT EL. 323.75 ' I NATURAL GRADE = EL 323,25
SEEDBED PREPARATION TEMPORARY SEEDING SCHEDULE PERMANENT SEEDING SCHEDULE
cr� 12" � 1 i 6 (TYP) �� t � ICI I 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
i® 12 = . ! _ AVAILABLE. SEEDING DATE SEEDING MIXTURE APPLICATEON RATE SEEDING DATE SEEDING MIXTURE APPUCATION RATE I ! 1 a 2. RIP THE ENTIRE AREA TO B INCHES DEPTH.
o I I i 3 -$d:' I t � -� ) JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
_ 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH GRAPHIC SCALE
ELEV. = 322.75 CAST-IN- CE CONCRET.E. � ��) � �� AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC FEB. - APR 15 (POSSIBLE)
Q i! 1 :- °' : i-t i 4.) APPLY AGRICULTURAL LIME, FERTIUZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC SOILAMENDMENTS 30 0 15 30 60
UNDISTURBED EARTF I--I ---- -- ( � I i 5)BELOW*).
CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO AUG 15 - DEC 30 RYE (GRAIN) 12O LBS/AC APPLY UME AND FERTIUZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
II g GROUND AGRICULTURAL LIMESTONE AND 1000 LB ACRE 10-10-10 FERTIUZER.
I I-I :. 6 INCHES DEEP. j 1 inch = 30 ft.
GENERAL NOTES: EINFORCED CONCRETE FOOTING 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
1. LIP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
L° �� ( �- 12°° �I I {�I AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTIUZER ( FROM AUG APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
C3 ELEV. = 323.50 TO ENSURE UNIFORM SPREADING OF FLOW. _ I� I-" ) I ( S.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
ANY PORTION OF LIP FOUND TO BE NOT LEVEL WILL BE SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 50% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, BE USED OR R MULCHA MULCH ANCHORING TOOL
REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE. FERTIUZER AND SEEDING RATES. SEED UGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING, MULCHAS
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW, ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, t aINTFN4narE
COVER IS ESTABUSHED. OR A MULCH ANCHORING TOOL A DISK WIiH BLADES SET NEARLY STRAIGHT CAN
APPROVED
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON PROJECT NO-
BE USED AS A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE WINTER OF THE SRF-05000
UNDISTURBED SOIL, AND NOT ON FILL * See seasonal application schedule FOLLOWING YEAR: USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOWTOWN OF CARY
d MAINTENANCE REGULARLY TO A HEIGHT OF 2-4 INCHES. Fn"AME:SRF-0 5000-PD
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. NURSE PLANTS
o A ZERO PERCENT GRADE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY Approved by Date DESIGNED BY: JCD
�5 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE LEVEL FOLLOWING EROSION OR OTHER DAMAGE. BETWEEN MAY i AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE PlaTtO€D ®atG
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMITTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). DRAWN BY: JCD
APPROVED EQUIVALENT, THE TRM MATTING SHOULD BE
q LANDLOK TURF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. Engineering Date
U CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE SCALE: 1.=30'
JUNE 15, QVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR.
ANCHORED PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. DATE: C19-19-0�
SHOULD BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES N I USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT ALL CONSTRUCTION Si�ALL BE IN ACCORDANCE
R 5. THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN SHEET FLOW. CORRECT TO USE THE PERMANENT_ SEEDING SCHEDULE. WITH TOWN OF CARY STANDARDS, SPECIFICATIONS saEET Igo.
WITH MIRAFI FILTERWEAVE 400 OR APPROVED EQUIVALENT. AND DETAILS.
- LEVEL
N.T.S. FINAL DRAWING - RELEASED FOR CONSTRUCTION �A
DAMS
a.

STORMWATER POND CONSMUMON SPECIFICATIONS C,2jy
Of
se"� o.�• "� "mom ..-._ �. e
GENERAL NOTES BERM SOIL AND COMPACflON SPECEFICAPnONS ANTI-SEEP COLLARS (X2)
1. ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE SEEP COLLARS FOR 36" �
TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL O-RING RCP TO BE SPACED --
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION.
AT 15--0" O.C. (SEE DETAIL n
ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, 50 LF 36"'� O-RING
COLLARS
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE RCP (JOINTS WRAPPED SHEET SW-4C).
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL IN GEOTEXTILE FABRIC} SHALL BE PLACED A MINIMUM -`- s
WITHIN THE DAM EMBANKMENT AND KEY TRENCH: MIL AND CL OF 2 FEET FROM P1i -
/ KEY TRENCH. {� 0.50�. _ --'
3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE
PLACEMENT OF FILL FOR THE BERM SECTION ALL UNSUITABLE MATERIAL _ --�'"y�`
w �
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY �✓''Y �.::. m W z I
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL = / v �
PLACEMENT. .� a
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT _ = __ co
3. AL FIL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION --
PLANTING PLAN / SCHEDULE. PLEASE NOTE THAT NO TREES / SHRUBS OF ANY TYPE L L  _ _- - -� °s .-� `" "� cat
�
MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS), SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR �- - _ w- - -'" --"'" 01 P"
MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED - _ -
�ac a z'q e-
5. IF THE DRY DETENTION POND WILL BE USED AS A SEDIMENT BASIN DURING AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND
ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT =- - I �- M m -� - - ►es
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY.
THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE � 1� v:_ P4 0 0
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE USED DURING EROSION CONTROL. -` - -Y }
COMPACTED USING A SH£EPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT �w...��3 %� E.., � u�
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). DAMAGE TO THE PIPE. NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE _ --"'+Jf \` ""� '` � {
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. v` ,. � -�"`^ �� r � / J a
6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT IS _- - \ _ -- / ` ,
/ � VELOCITY DlSS(PATOR ® m
ISSUED. 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE NCDOT CLASS 'B' RIP
BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING ,
7. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED ` .:: -- x RAP 181 X 21 W X
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY - = M 1 _ _ 22" THICK W
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN
TRENCH S(DESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH _ - - W I� Q,
BUYDOWN HAS BEEN COMPLETED. SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. --_ __ - _: �� 1 ^pia
5. UPON REQUEST THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH
8. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT -`- - "'� --"" ° 3 ®®• ®o®a
REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED
PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE
COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING v- -- - - .-'"'� ®®®e�t�� ®®
TOWN OF CARY UNIFIED DEVELOPMENT ORDINANCE. THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. ®4®® FES�® d,
THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. I 18" FES INVERT OUT = 19.75
I _ - _ / / O ESTD. 838.80 NCDOT 2 77
1, PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS INV. OUT (36" RCP)
TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, EL. 319.75 ®®
ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL THE AREAS ON BEDDING SPWIMAMOINS
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED.
1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING BE BROUGHT UP TO A POINT OF 2° TO 3' OR MORE ABOVE THE TOP -✓ `°
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE _ e 15.0` LEVEL !
SPREADER
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH __ "'- _�c� EL 319.50 ;{jr �f
SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. l
PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS t - /b (SEE DETAIL
PARTS OF THE STORMWATER POND SITE. IT (5 ANTICIPATED THAT PUMPING 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, �--- �! / SHEET SW 4A);'
WILL BE NECESSARY IN THE EXCAVATION AREAS ((,E. - KEY TRENCH). GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE 100-YEAR
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. -'` / / FLOOD PLAIN
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION -___• ---- "` PRECAST RISER OUTLET STRUCTUR / SHAD FLOOR
BE SL _
BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS --- SHAPE = CIRC IR-- / / 50 LF 18"� R tP
MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FILL, ETC. TO �
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL INSIDE DIAMETER = 6 FT. / / u' 1.00% MINIMU 5 0.507o
F19 ,
ARE STABLE. PLACEMENT. RISER CFEST ELEVATION = 324.50 / / / OUTLET I
/ INVERT' IN (6-0 ORIFICE) = 321.70
3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY / INVERT OUT (36"0 O-RING RCP) �;- 2320.00 i 11,
PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO
ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE / / / T P F 4M = 326.0
1. THE 36" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, / E U1
LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE / / / ! -\
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED DE MIN.)
e
12
O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERIALS SHOULD BE / / ` f, W
BE TYPE R-4. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT / / /
MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL
I
2. THE STRUCTURAL DESIGN FOR THE 6-FT. (INTERNAL DIAMETER) RISER STRUCTURE WITH GEOTECHNICAL ENGINEER.
EXTENDED BASE SHALL BE BY OTHERS, PRIOR TO ORDERING THE STRUCTURE, THE
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. " / _ ", ANT{
REGISTERED IN NORTH CAROLINA, FOR REVIEW. -SEEP COLLARS (X2) SEEP
4. FILL MATERIAL ADJACENT TO THE 36 0 O-RING OUTLET BARREL SHALL / 3
MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 ABOVE. THE i / i f = LLARS FOR 18„0 O-RING RCP TO
CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS , 3 F BE SP ED AT 15 0" O.C. (SEE
3. THE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16„ ON CENTER.
STEPS SHALL BE PROVIDED ON THE INNER WALLS OF THE RISER BOX, STEPS SHALL BE ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO / � i DETAILASF `ET SW-4Cj. COLLARS t ,m+
THE PIPE ARE FILLED WITH PROPERLY COMPACTED MATERIAL. / � _ SHALL BE PLACED A MINIMUM OF 2 � � �
(N ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET SW FOR ORIFICE HEADWALL (SEE DETAIL S¢tEET SW-4C) 3: i _ = r 3 FEET FROM PIPE JQI cu
LOCATION OF THE RISER STEPS. / 6" ORIFICF,�INVERT = 320.00 / ! z
4. THE 10'Lx10'Wx30" THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE -N z
EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING / _ i` [--+
FOR REVIEW (SEE ITEM 2 ABOVE). CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL.
5. THE RISER STRUCTURE JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS z
/ f
SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE 2. TESTING WILL BE REQUIRED ALONG THE 36" O-RING OUTLET BARREL AT
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF t ;:
GROUT. FILL w
6• THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 43,650 LBS. THECq
STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY g ^j� / i �\ w f y I : h R` r
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE {+ ' _' ^'
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE THE RESPONSIBILITY OF THE PROPERTY OWNER'S ASSOCIATION, PER THE
ENGINEER FOR REVIEW. EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. , \ / x' r
/ sk
7, PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS % `` \ -` / €,.
TO THE ENGINEER FOR REVIEW, CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS ` /` /
FOR
FUTURE MAINTENANCE ATCCESS.. CONTPROVIDED WITHIN THE RASH RACK RACTOR SHALLEE DETAILOTION ALSO APROVIIDE A CHAIN AND) THAT WILLWLOCK
FOR SECURING THE ACCESS HATCH. / <� F =
- r Pit f•. .
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE
NOTED. , / / _ _ f
Q
} = = FtIV
.
9. GEOTEXT(LE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE t / h ice_ •-_ __ _ /
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINEER APPROVED EQUALmom
(NON-WOVEN FABRIC) / / / "` htoo
1 , now
10. DRY DETENTION POND EMERGENCY DRAWDOWN 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 r�D/ I
OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A / ��i I t
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8" / / k} t /• //
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH
TO THE TRASH RACK.
11. THE 18"O RCP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE / i ;, r / ( _ _ �' /
PLATE SHALL BE 24"x24"x1/2" (GALVANIZED) AND SHALL HAVE A 6"0 ORIFICE AT THE t l
BOTTOM. PLEASE REFER TO DETAIL SHEET SW-4C FOR ADDITIONAL INFORMATION. / / / l _ f ` r t r- _ r f/�
0
o EMBANKMENT
15 LF - 3" CAST-IN-PLACE CONCRETE
UP STUBBED ABOVE GRADE
CHANNEL SHALL BE LINED WITH LIP ELEV. = 319.50
EL ENDWALL LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER 3 FEET OF 3" LAYER OF #57 STONE q
SEEDING SCHEDULE (SEE LINING
15" O-RING RCP ( ANCHOR DETAILS SHEET SW-5)
o iNVERT OUT EL. 319.75 I NATURAL GRADE = EL. 319.25
61
_ SEEDBED PREPARATION TEMPORARY SEEDING SCHEDULE PERMANENT SEEDING SCHEDULE
� 6" _ �(TYP) I I I I�I 11=1 I 11
12" 1 --- } CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
I
1 12 I _ AVAILABLE. 5$EEDING DATE SEEDING MIXTURE APPLICATION RATE SEEDING DATE SEEDING MIXTURE 'PLICATIaN RATE
( (--� ! I I I I I 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
c®-+ 3 .}*a ' 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH JAN 1 - MAY 1 RYE (GRAIN) 924 LBS/AC AUG 25 - OCT. (BEST} TALL FESCUE 200 LBS/AC
3 _I GRAPHIC SCALE
ELEV. � 318.75 �-�-- CAST-IN- CE CONGRET�I I I-III- AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC FEB. - APR 15 (POSSIBLE)
yL I I I-- ".' 1 t I -- I a t ) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC SOIL AMIENDMENTS 30 0 15 30 60
UNDISTURBED EARTH '" I I BELOW*).
::�•.:; I®III-III-_I I �- AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO GROUND AGRICULTURAL LIMESTONE AND 1000 LB ACRE 10-10-10 FERTILIZER.
c 6 INCHES DEEP. SOIL AMf NDMENTS / 1 LTkC13 = 30 fit.
GENERAL NOTES: 11 EINFORCED CONCRETE FOOTING 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER
1. LIP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND mom
" 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
2 I I 12 �I � ) ®I ( ��i ) AGRICULTURE LIMESTONE AND 750 LB/AC 10-14-10 FERTILIZER ( FROM AUG
0 ELEV. = 319.50 TO ENSURE UNIFORM SPREADING OF FLOW. I 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR R£SEEDINGS WITHIN THE PLANTING APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
15 - DEC 3O, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC}. t4y
� ANY PORTION OF UP FOUND TO BE NOT LEVEL WELL BE SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60� DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN f
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING, MULCH BE USED AS A MULCH ANCHORING TOOL.
REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE. 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
U COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-STION BE USED AS A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE WINTER OF THE PROJECT N°
EC SRF-05000
UNDISTURBED SOIL, AND NOT ON FILL * See seasonal application schedule FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW TOWNOF CARY
12 M&RV.NANCE REGULARLY TO A HEIGHT OF 2-4 INCHES. PUENAME:SR(=-05000_PD
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.a A ZERO PERCENT GRADE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY 1IkaaE_EL&m Approved by_ Date DESIGNED BY: ,�(;p
t9 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE LEVEL FOLLOWING EROSION OR OTHER DAMAGE. BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE GRAIN P�OCnEO Date JC®
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMITTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. (GRAIN). g DRAIN BY;
v LANDLOK TURF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE TOP DRESS WITH 5d LB/AC OF NITROGEN IN MARCH. Engineering Dote
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE SCALE:
APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR. 1"=30'
ANCHORED PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. DATE:n SHOULD BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT ®�-1 -0�
Q SHEET FLOW CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. ALL CONSTRUCTION SHALL BE IN ACCORDANCE SHEET NO
a 5. THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH TOWN OF CARY STANDARDS, SPECIFICATIONS
9 WITH MIRAF! FILTERWEAVE 400 OR APPROVED EQUIVALENT. AND DETAILS. . 4A
LEVEL SPREMER DETAILS
N.T.S. FINAL DRAWING - RELEASED FOR CONSTRUCTION S

3-FOOT WIDE LAYER OF #57
STONE (4-INCHES DEEP) SOLID MASONARY BLOCK LEVEL
UNDERLAIN WITH FILTER FABRIC SPREADER (REFER TO PLAN VIEW
FOR LENGTH)
w w s w
z �[
Ile
w a w w w w
6-FOOT WIDE (1-FOOT DEEP)
s s s w s s TRIANGULAR CHANNEL @ 0.00%
s s w s s s SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
PLEASE NOTE THAT THE, INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT r` `� Z
INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS ��r — z ,�
w w w v w s w
s s s s s s BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT �5 o
- BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT !� o
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° s ( PROFESSIONAL EXAMINATION AND VERIFICATION OF ITS SUITABILITY, lull) 1�0�tn. 0,;qt:
APPLICABILITY AND ACCURACY. V+cttanoxTa, TN 37'416 g�9
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Phone: 7-L'..«l_fTX-.sot,, Frax: 1-123-485-900
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REINFORCED CONCRETE FOOTING CAST-IN-PLACE CONCRETE
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4k k 'l yc :fg-.'•°'°•••""-`t,.,,�..:• -. . c 5 `'4 Phone: 1­23-4im-900i
r!r!j "I r \ k,h ..--�...-.°.K.,�"-"-.y_. ",r-•- '�-4 +�' ` -' ..- �'' TURF iNFORCEM15=NT MAT '- I C•q ®qQ�
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�.- �` PLEASE NOTE THAT THE INFORMATION_ �
PRESENTED HEREIN IS GENERAL INFORMATION 2997 ffi
(3) 4 REBARS CONTINUOUS
ONLY. IT IS FOR CONCEPTUAL USE ONLY
°d, .�....-1•-- '.'s k '' •t yam- 'k"""._"'t k• k• ;i, ,y
�. r�, � �,,! ---j••. — � .�� �-, AND NOT INTENDED TO 8E USED FOR
4 RE$AR ® 1 S" O.C. 1 __ - _. - —
� - • '� q � +• �.• '� ""�� CONSTRUCTION. WHILE EVERY EFFORT HAS 1 �• t ! , I � `"
BEEN MADE TO ENSURE ITS ACCURACY, THIS I I
INFORMATION SHOULD NOT BE USED FORA _ J I #'
d a ' k'...*-,ti!=s,•1c ji'Ti__,.€� ,.:..»�...,.-,.-.3�.,,•�.:,�t I.,.,,.-,..�}j-f.i€ ,,1...-,."._[e :t, Eti.__-'�f1!`€. 1.__:_�•t-'-.i:_,t,.�._-.,-;_:r f i;.; j _ IE.,...__,_.':..:•''...i.`F o£ �.f._., .1s�:��
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WHILE EVERY EFFORT'HAS BEEN MADE TO ENSURE ITS -` ---*7�
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ACCURACY, THIS INFORMATION SHOULD NOT BE USED FORA Gr;nstructionmCivil EngireFrirlr� Pro';�ucts group �._--�.-,._
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL nu,a +�nv�crY cwyv �
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EXAMINATION AND VERIFICATION OF ITS SUITABILITY, Phone; 1- -FYX- CE FOx ,-d23- - aEF� ' -t? ,� r
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N.T.S. PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE z
,
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
�? PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS 4
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o� GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A t ` ��`� 1�
rah ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION. � SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL Corist uction a::iv ErigirF'-ri-nq Products Group
0 WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS ?",> 'r 1 0, t7 r �u,v �e�otr, ca t,•r
q , ; EXAMINATION AND VERIFICATION OF ITS SUITABILITY, - CP'+�ltarmr3a, TN 37416
G7 ' ' P $. '� 4,�b 1.., k7 o ' 24kas Pharta: , to '-'iX-a',' FOx 1-d23- -904a
{. ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A APPLICABILITY AND ACCURACY.
LL 2.u- TAMM t rA� F4 P WOODEN O .PLWIQ SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL Ccn_tructicn6Ciuo Enoirefrirq Prsducts Group
nau�trf a„•c
s TO THE GROUND EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, Cz'..�noga TN 37.116
w APPLICABILITY AND ACCURACY. Phone; i-n:X?-F`%-;flc Fox. ,-�23-4 -9a
®IV < SLOPES < 2H@-IV07-SP-035
N.T.S.
APPROVED
NpRo1Ecr NO.
FUM :SRF-05000_PD
Approved b Date DESIGNED BY: JC®
Planning Date DRAWN BY: JCD
o
0 Engineering Date
-
SCAM N TS
0
DATE., 09-19-OS
ALL CONSTRUCTION SHALL BE IN ACCORDANCE sB r NO.
9 WITH TOWN OF CARY STANDARDS, SPECIFICATIONS
AND DETAILS. SW-5
FINAL DRAWING - RELEASED FOR CONSTRUCTION
cADAMS
a

STATE OF NORTH CAROLINA FIM PANEL LOCATOR DIAGR" 7815 1'30,, 78's 00 JOINS PANEL 0745 7 047 5W FEET 2 050 000 FEET LEGEND
2 040 000 FLET -ai M 694 11�1
------- SPECIAL FL',-)OD HAZARD AREAS (SFHAs) SU13JECT TO
GRANVIL E INUNDATION By THE 1% ANNIUAI. CHANCE F1.00D
750 000 FELT 150 000 FELF
Tile I'!,� annua ance ou (100-year flood),also krwwii as cite b e fl ,i tile
as VW s flood
3965 that has a I%. chance f I�eing equaled or exceeded in any given year. The Special
Flood Hazard Area is tit- aK�' subject to flooding by tile I% annual chance flood, Areas
WSHAM of Special Flood Hazard include Zones A,AE,AH,AO,AR,A99,V,and VE. The Base
FRANKLIN Flood Elevation isthe eft-vation of the 1%
3966(41J annual chance flood.
ZONE A N
I o Base Raid Elevationsdetermined.
A
ZONE AE Base Flood Hevations determined.
h' of I to 3 feet tusually areas of ponding); Base Flood
ZONE AN Flood dept
Elevations determined,
ZONE AO Flood depth; of 1 to 3 feet (Usually sheet flow on sloping terrain);
35'48'301, average depths determined. For areas of alluvial fan flooding:velocities
2111
35148'3011 also determined.
-77—
I Flool I I-lazard Are-, it rmerly protected from
ZONE AR S
the 1% annual
c= flout by a flood control sy.qem that subs cuently
decertified. 2:one AR indicates that the former flood control system Is
being restore I to provide protection from, the 11% annual c6rice or
greater oci&
ZONE A99 Area to be protected from 1% annual chance floo by F er I
flood protection system under construction;no Base Flood Elevations
io,,iNsT0,N
determined.
ZONE VE Coastal flood -ne with velocity hazard (wave action); Base Flood Flevationz
determined.
FLOODWAY �&E-AS IN ZONE AE
gm�
The floodway is the channel tr a strearn plus any acliacent floodplain areas that
rnuq. be
kept free of encroachment so that the I annual chance flood can be carried without
Mm
sub5tantial increases in flood leights,
VA
a
RM OTHER FLOOD ARFkS
ZONE X Areas of O�2 11,;, annual chance flood; areas of future conditions 1%a n
n ual
chance flood; areas of 1 1/.annual chance flood with average depths of less
than I foot orwith drainage areas less than I square an eas
mile; d ar
protected by 'evees from I% annual chance flood.
7 500 F
DATWA -INFORMATION
OTHER AREAS
The projection used in the preparation of this map was the North Carolina
ZONE X Areas determined to be outside the 0.2% annual chance and future
State Plane (FIPSZONE 3200). The horizontal datura was the North American PRNAT-t Di",
Datum of 1983.GRS80 ellipsoid. Differences in datur-n,ellipsoid,projection,or conditions V31, annual chance floodplain.
Universal Transverse Mercator zones used in the produr-tion of FIRMs for adiacent ZONE D Areas it, whic� flood hazaids ate undetermined,but possible.
jurisdictions may result in slight positional difforenco�s in map features across COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
Jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM, All coordinates on this map are in U.S.Surway Feet,where
1 U.S.Survey Foot = 1200/3937 Meters. Cv&�Brench OTHERWISE ;"'ROTECTED AREAS (OPAs)
IN Srtream Mv J
Flood elevations on this map are referenced to the North American Ver-deal CBRS areas and OPAs are nor,nal!,/ cocatea mrthiri or adjacent to Special Flood fliazard Areas,
Daturn of 10,88 (NAVD 88). These flood elevations 'nust be compared to structure I% annual chance floodplain boundary
and ground elevations referenced to the same vertical datum. An average 30,964 0.2% annual chance floodplain boundary and future
off-set between NAVID 88 and the National Geodetic Vertical Datum of 1929 boundary
conditions 1%annual chance floodplain
(NGVD 29)has been computed for each North Carolina county. This offset was
Floctdway boundary
3964
then applied to the NGVD 29 flood elevations that wore not revised during the
/one, D Rounda
creation of this statewide format FIRM. The offsets for each county shown on ry
this FIRM panel are shown in the vertical datum offset table below, Where a
CORS and 011A bouridary
county boundary and a flooding source witri uarevised INGVD 29 flood elevations 35*48'001'
ef- C�wk Boundary dividing Special Flood Hazard Area Zones and
are coincident,an individual offset has been calculateci and applied during the
boundary dividing Special Flood Hazard Areas of different
creation of this statewide format FIRM. See Section 6.11 of the accompanying 3ase Flom Elevations,flood depths or flood velocities.
Vr�
WE -kx)d Elevation line and value;elevation in feet*
Flood Insurance Study report-to obtain further Information on the conversion IE X —513— Base r
ofelevations between NAVD 88 and NGVD 29. To obtain current elevation, (EL, 987, Base Flood Eievatiori value where- uniforni withip zolle;
lescripfion,and/or location information for bench meirks shown on this map, elevation in fw-,t*
please contact the North Carolina Geodetic Survey at bhe address shown below. *Kleferencf-d to the North Arrifrimn Vertical Datum of 1988
You may also contact the Inflormattion Services Branch of the National Geodetic
Survey at(301)713-3242,or visit its website at VPVW.n s.raaa.anv Cross,*ection line
Transert line
North Carolina Geodetic Survey County Average Vertical Datum Offset Table (23)-—————
121 West iones Street County Vertical Daturn Offset Ift)
LO Geographic coordinaLeb rejere(iced Lo, the North American
-0111M 97-07'30-, 32-22'30*
Raleigh,NC 27601 038 1 Datum of 1983 (NAD 83)
1919)733-3836
U-1 4276-100 P-4 1000--meter Universal TransveFse Mercator grid ticks,zone 17
w w w n c 2 L.2 a�ten c.Li�s Ui "Z
7 < 1477 500 FEET `5013-font grid values:North Carolina State Plane coordinate
Exaiiipfe� NAVD NGV 29 + <
(F10SZONE 3200,State Plane NAD 83 fact)
U) North carocina cc
Z BM5510 odetic. survey bencil mark (see- explanation
Z X in the Datum Information section ofthis FIRM panel�.
All streams listed in the Flood Hazard Data Tablt� belomi were studied by 0
Natiorial Geodetic Survey, bench mark (see explanation in
detailed methods using field survey. Other flood hazard data shown on this 0 the Datum Information section ofthis FIRM Dand).
map rnay have been derived using either a coastal analysis or limited detailed 0 M1.5 River Mile
fiverine analysis, More information on the flooding 4ources studied by these
analyses 'is contained in the Flood Insurance Study teport.
FLOOD HAZARD DATA TABLE Ficodv,,,ay Width ifeef
Lef"S-qht Dl�tince F roin
t A n n i i r,I r-i 9 a die Cenlet of Streair W
Cross S tream Flood Discharge P 00-yo-i)r) Encroachniart Dcunda�-y
Ms� V"fate"Urrace�Ievaticn il-ookinp
sectic, M tir,n ,Downstream)o,
,[set NAVD 88� T.Tal Floocway%1vidt,
FR,A B TA E ETREEK (BASIN 18,STREAM 9)
1382 138,235 NA 300.6 C-60
1393 139,310 NA 301.5 815 ZONE X
90 NA 310.1 630 ZONE X
-7424 427
1441 1411,055 NIA 31 A A 250
7-
e�
UR K EY CH E E K (BAS IN 18,STR EAM 23)
2 2:5�2O 130 0 X
0
-1:::J 25 90 -47'301�
041 4'1 25 N� 317 1 --,
35'47'301*
maoudi
ZONE X
A,
lz:) tz a-
ZONE X
Bas�w 1$,Stl-e-am, 9) low-
---------- LQ
7,i 5 0 0 i L 1111111111 Q
4C
ZONE X f-u co
GRID NORTH
-rown of Cary MIAP SG/tl-E 1" 5001 (1 6,000)
Extraterritorial,\ I==-Ea 7--T FEET
Jurisdiction ------ &IETERS
I Sri 0 150 300
370238
PANEL 0744J
M-
F-
M
R, FIRM
FLOOD INSURANCE RATE MAP
,5-A—
q
N
NORTH CAROLINA
75
'A
X,
PANEL 0744
5w,
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUD
RU
1 CONTANS:
COMMUNITY CID No. RANPL SUFFIX I
7AWMWM W-N-100
02-36 0744 J
35'47'(�O
CARY.TOWN, OF -7
740 Jol() FEET
740 0100 HEET NIOP.RI�VIL-L,TOWN OF 370242 0744 1
i 2 042 500 FEET 1694 1695 2 050 000 FEET
2 040 000 �EET 00. JOINS PANEL 0743 78*50'30" 78150'0011 WALKE COUNTY �70368 0744 i
781 5 V 301 7815
N%f---.%ITES Tk-0i 'USERS
This map is for use in administering the National Flood Insurance Program. It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed and up-to-date stream channel configurations than MAP REPOSITORY
necessarily identify all areas subject to flooding,particularly from local drainage sources structures. Rafe'r to Section 4.4 "Flood Protection Measures" of the Flood Insurance .those shown on The previous FIRM. for this jurisdiction. The floodplains and floodways Refer to listing of Map Repositories on Map Index or visit wwW.nUfIoodrTi:ips.curn,
of small size. The community map repository should be consulted for possible Study report for 'information on flood control structures in this jurlisdiction. that were transferred from the previous FIRM may have been adjusted to conform to
these new stream channel configurations. As a result,the Flood Profiles and Floodway (-LD
updated or additional flood hazard information.
Z: Base map information and geospatial data used to develop this FIRM were obtained frorn, Data tables in the Flood Insurance Study report(which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
To obtain more detailed information in areas where Base Flood Elevations(Bl'Its) various organizations,including the participating local communky(ies),state and federal data)may reflect strearr. channel distances that differ from what is shown on this map, MAY 2.2(= CD
HNIGA.�PARTNER and./or floodways have been daten-nined,users are encouraged to consult tie Flood agencies,and/or other sources. The p6mary base for this FIRM is aerial imagery acquired by
Profiles,Floodway Datia,Limited Detailed Flood Hazard Data,and/or Summary of Stillwater 7fj-
Wake County. The time period of collection for the irnagery is 1999. Information and Please refer to the separately printed Map Index for an overview map of the county Notice to User: The ftp Number shown btilow siould be-,sed
Elevations tables contained within the Flood Insurance Study (FIS)report that accompanies geosdatial data supplied by the local community(ies)that M.et FEMA base map specifications srlovVing the layout of map panels,community rnap repository addresses,and a Listing of -EFFECTIVE DATQS)OF PEVISION(S)TO THIS PANEL when ptacing map ordery the Carmunity Nuaber shown
this FIRM. Users should be aware that BFEs shown on the FIRM represent round'ed above shotdil be used or, instirance rippliwittins fortia subioct
whole-foot elevations. These BFEs are intended for flood insurance rating purposes were considered the preferred source for development of the base map. See geospatial Communities table containing National Flood Insurance Program dates for each community communky.
This digitalFlood Insurance Rate Map (FIRM)was Prc)duced through a unique only and should no,be used as the sole source of flood elevation information. Accordingly, metadata for the associated digital FIRM for additional information about base map as well as a listing of the panels an which each community is located.
preparation. EFFECTWE DATE MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal flood elevation data Presented in the FIS report should be utilized in conjunction with If you have questions about this map,or questions concerning the National Flood
;;Mai
Emergency Management Agency (FEMA). The State of North Carolina has the FIRM for purposes of construction and/or floodplain management. Base -nap features shown on this map,such as corporate limits,are based on the Insurance Prograrn in general,please call 1-877-FENA MAP(1-877-336-2627�or Visit the MAY 2, 2006 37200744001
implemented a long term approach of floodplain rhanagement to decrease
the costs associated with flooding. This is demonstrzted by the State's Com- Boundaries of regulatory floodways shown on the FIRM for flooding sources studied most up-to-date data available at the tirne of publication. Changes in the corporate FEMA website at www.ferna.gov. For community map revision history prior to statewide mapping,refer to the Community Map
by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published. Map users should History table located in the Flood Insurance Study report for this jurisdiction.
mitment to rnap floodplain areas at the local level. A�� a part of this effort, the
p'erating Technical State agreernert Li S of An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR)or Letter
State of North Carolina has joined in a Coo sections. The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current condir on
jurisdictional boundaries and base map features. This map may contain roads that were of Map Amendment(LOMAJ revising portions of this panel,and digital versions of this lo determine if flood insurance is available in this community, contact your insurance agent,the
with FEMA to produce and maintain this digital FIRM. of the National Flood Insurance Ptogiarn. Floodway widths and other pertinent floodway North Carolina Division of Emergency Management or the -National Flood (risurance Program at the
data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM-nay be available. Visit the North Carolina Floodplain Mapping Program website
following phone numbers orivebsites.
for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM. at www.ncfloodmaps.com,or contact the FE14A lAap Service Center at 1--800--358-W6 State of North Carolina
www.ndloodmaps.com for this jurisdiction. The AS report also provides instructions for determining a floodway for information on all related products associated with this FIRM. The FEMA Map Service NC Division of Emergency Management National Flood Insurance Program
(919it 715-8000 vv,�v�,'V�nccdmecontrol�,org/nfil! 1-800-638-6620 "v"4ema.gov/hfip
using nor-encroachn-lent widths for flooding sourres, stidled by limited detailed methods, Center may also be reached by Fax at 1-800-358--9620 and its website at wwwrnscferna.gov. Federal Emergency Management Agency
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9 d II Ln I DENR-WATERQUAL!"Y 1142 EXECUTIVE CIRCLE, SUITE D
I o o o INETLANDSANDSiORN?vViPkiiRBRANCH R PLAN RESEARCH TRIANGLE PARK, NC
� o CARY, NORTH CAROLINA 27511
1 rn 0 o P.O. BOX 14005 ZIP 27709-4005
10
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OWNER: REVISIONS:
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z'pft5EARSTONE1mNOXrH MANY, INC .
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SEARS FARM, LLC
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