20080610 Ver 1_Site Plan_20080602

STORM DRAINAGE TABLE 00000 ~
__.,._.~..w,.~.~» ~~W.~ s ~ O L~ t1~ o
Ground - Ground - ~ Invert Invert Slope ? Velocity Node - Node - Diameter ~ I Pipe )
I Upstream 'Downstream Length (ft) (Upstream) (Downstream) (Calculated) ~ (Average) w U stream Downstream (in) Material i ; z >~xls~~G' p ~ ft ft (ft) (ft) (ftlft) (ftJs) ( J ~ ~ ~ ~,sla~saLT ~x}sT~r~G- 1
.,..w . _ U _ _ ~ Z ~ 0R1vE ~5 pR9VE 0., ~
CB 21A CB 20A 451.50 451.00 15 I 88 448.65 445.95 3.1 /0 5.33 RCP - U ~ ~ u. c ~ X Q - N ~
CB 20A r CB 19A 451.00 , 449.00 , 15 108 445.60 444.20 1.3% 5.92 RCP - F-
CB 19A CB 17A 449.00 447.00 a 18 109 444.10 443 00 1.0 /0 5.92 RCP n ~ ~ E 1.,.,»» CB 17A i JB 7A 447.00 ~ 445.00 18 198 i 442.90 440.90 1.0% 6.74 RCP ~ t°z ~

JB 7A ~ CB 6A 445.00 442.50 w 30 ~ 71 ~ 439.90 ~ 437.50 3.4% 14.06 RCP 1
CB 6A ~ MH 1A 442.50 444.50 1 30 44 437.40 435.70 3.9% 15,34 RCP gsi t 460' - E E E (n ~ ~
~ 444.50 440.00 30 49 ~ 435.70 434.90 1.6% 7.81 RCP ~ p:~~' _ MH 1A FES 1A ~ Q ~ ~6 ~ ~ ~ ~ ~ ~r RETAINING •WALL LOCATION T (MIN. FROM TREE ~ ~ ~ ~ ~
i ~ . PROTECTION/STREETSCAPE BUFFER FOR ~ ~ ~ ~
DI 18A I CB 17A 448.35 447.00 15 79 445.25 443.15 2.7% 7.12 ~8 fk~1• " = ~ ~ ~ ~ ~ GEO-GRID PLACEMENT. PRIOR TO INSTALLATION ~ ~ ~ o
1g'~~~.~~~ OF GEO-GRID TRENCH ALONG INSIDE OF TREE c c c ~ a~
CB 14A CB 13A 461.00 460.50 15 ~ 49 457.50 457.00 1.0 /o l 3.40 RCP - ~ / / • ~ ~ PROTECTION FENCE TO ROOT PRUNE ALONG ° ° ° ~
..--~I I CB 13A CB 12A ~ 460.50 452.50 18 184 457.00 449.52 4.1 /0 6.64 RCP - ~ ~ ~LL~-~~I:>~... ENTIRE LENGTH OF WALL a ~ ~
52 44 7 ° 7 4 RC V CB 12A I CB 10A 452.50 451.00 18 185 449. 6.8 1.4/0 .4 P ~ ~~w RETAINING WALL ~ ~ ~ ~
m » a.. w~» m~~"».~. ~ ~~~~o ~ Bw asa.3o ' ~ , / (TRENCH ALONG OUTER ~ z BW 4535 FOOTER PRIOR TO
o ~ I 147 446.87 443 20 2.5 /0 10.10 ~ CB 10A CB 9A 451.00 3 446.50 18 RCP
E--.. - BW 454.30 / CB 9A I CB 8A ~ 446.50 444.80 24 137 443.10 441.00 1 5% 9.10 RCP F~- CONSTRUCTION TO ROOT 0 0 0 0 0 ~ . ~ ~ ~ BW as3.a PRUNE AND CLEANLY
CB 8A JB 7A 444.80 445.00 24 37 440.90 440.40 ~ 1.4% 9.00 RCP - ~.-..1,...,.,,~.,», ' BW 453.05 ~ 454.60 145a~~ 1°`~1 CI~TY~ ~ SEVER ROOTS ALONG
~ ~w_ § BW 481.0 462 k „ , » °~l ~ ~~F~~ l ~ f ENTIRE LENGTH OF WALL
BW 453.03 • ~ ~?I ~ CB 16A CB 15A 454.50 453.50 I 15 135 452.00 450.64 1.0% 3.75 ~ RCP ti_..._~. ~ 1 ; ~ ~ f ~
I_ - BW .5 CB 15A . CB 12A 453.50 452.50 15 1 93 ~ 450.54 ' 449.62 1.0% 5.40 RCP ~ 4 < ' I~s~ X45265 <;<
TW 462 `ti, , ~ ~ ~ IESI »,w ~ _ _ 3.05 . B-~1
e _ ~»...w ~ . ~ 1 4 444. / 8~ 1 CB 5A ~ CB 4A 450.00 447.00 I 15 50 446.90 00 ~ 5.8/0 8.69 RCP ~ ~ 4ss.ea 45470 ~ ~ I Tn EN OSURE
» " ~ , CB 4A CB 3A 447.00 444.35 15 79 443.90 441.35 3.2% 7,68 RCP I' i ~ a. / 1sT ; as5.36 { ` EET CAOb S~
~,ti,„,_~.»..~~ ......_...__.m_ ~ ~ 1459 ES! ~ 2ND ~ .-476.01 CB 3A I CB 2A 444.35 440.50 15 183 441.25 437.25 2.2% 8,19 RCP ,J-s~oRl ~ I,-„ i ~DETA~fp,'1 ~ r,,1 ~RADI
_ w . C B 2A M H 1 A 440.50 444.50 I 30 29 436.00 435.70 1.0% 1, 57 RCP 456.1 ~ I ; , p Cj - ~ - + :A~ 453.91 / ~ tt t ~ ~1~1/
w ~ ~ , »n~ ~~~a B~ , , . I 453.20 r
m ~M. 151 ~ ~ ,163.66 4 2. 0 zNO ~ ~ 474.52 95 100 445.50 444,50 1.0% 4.00 RCP ~ ' ~
CB 5B CB 4B 449.50 5 0 i R ~ _ rh bk0 464.51 ° ~ ~ . 45b52 HF I 454.51
CB 4B JB 3B 452.00 454.00 15 191 444.40 442,57 1.0% 4.89 RCP ~ X 453.50 ` 454.6 e ~ / f ayry ~ j~1 ~ ~ ~ '
B 15 113 442.47 441.35 1.0% 4.93 ~ RCP ~ ' Sti--'~ ' - ~ JB 3B C 2 4 ,...~.,.,.w. i~.,,M-.. 1 k56 „~,„..-r', : ~ ~ sue'` i we ~ i
1 B 450.00 445.00 129 4 02 1.0°/ 5.79 RCP ~ ° : : 45265 gsR € ~ j to NkyS ~ ~ 4SJ `-`j ah~/ ~ 450 ~ ~ ~ ~ f~~~~~ SEE SHEET C502
• 452.85 _ ~ ~ ~ FOR ENLARGEMENT ~ ~ o
I RISERA LEVSP 434,00 i 432.50 I 36 109 432.00 431.25 0.7% - RCP ~ ~ - " ~ .452.9 452.00 1 f ~ , J ~ ~ ~ ~ ~ ~ m 449 r ~ >)f'"' ~ Q ~ ~ ~ r
o a.~ »»m~ , ~r . ~ ~ ~ 452 ~
RISER B LEV B 438,00 427.00 24 59 433.00 427.00 10.1% - ~ RCP ° ' ~ ` ~ coN r , - .4s~.2o~;.. I ~ ~ k I ~ (A ~ 5 ~ ~ ~ ,451.53 452.40'. 452.40' qy ~ / , ~ / L ~ Q Z r l ' 4 1 ~ ~ ~ ~l N ~ aj p~
-a, / ~ ~ ~ ~ l ai 455. I ~ i r , ~ i U , I 451.80 . ~ q_ - w._ ~ 455.20 { Q ~ .t~,/'I aas ~ 0 ~ W p ~ a~ rn
8 f°' - 1 t ...1- s ~ , , _ ;-I ~ ~ . Tc~~~~~ / ~ ~ ~ ~ aNQ",'-' 3 , s~ Or~IFS ~ f ~ 0 ¢ ~ v a ~
a ~ t I „ g S I_ ~ ~ T - 1 ® , I i ~$ASch4LN 1 47
D 2.5 } 45290 ,'•i v EFE
w L , 44 i ,J/ V ~ ,BASE ,453.27 „ - m 1 / 1 3 ASE ~ 453• ' ST ~E ~ 453.93
" ~ ~ 453.93 ~ 1 ° y 5T 463.9 ~ ~1 ~ 1 I 4. t 1 ?ND ~E .414.56 Iv` L ~ 1 a 7 - „ r ..'gyp FfE ~ 453.50 N _ ~ ~ ~ II ~ ! f~ ~ . 1 ELEVATION ~ :;.;414,58 ~ ~ X446 , BW 438.7, / ~j 9 / 11t g~
t`: wQ.• . ~ w < ..453.37' _ , . , W I 1 ~ ~ ~ ~ ~ C 3A 1-. ~1~~~~~.
P.:, -4 r ~ a ~ - ~ SE I a4s.2r. ~ x 44224 ~ ~ o , J
~ i 0~ - 'ti : BH L~ 3.47 442.24
t' 1ST FFE ~ 861.19 / , 1- ~ ~ f ~ ~ I ~m I 2ND ~ ~ x , ~ ~ ~ _ 12 I- _ 5 ti ~ ~ Q _
I ~ . ~ 448.80 452.75 f ~ ~ ~ ""k k- 1 ;.L 445.5 ~ 1~~~
! a , _ ~ .yt~~ S ~
1 ~ 1 453 .5~0~21E ~g ! ` js
~ i~ A I' ~ 2 pl L ~ Q !
. 449.`0 , ~ : 448.65 [ . ' S~' ~ ~ ~E 1 n°i ~R h~ BW 437 ~ w-~" ~ r W ~ z
t 2ND 470 B ~r, ~ ,C'R'~~ ^ ~ 'y.' ~e t S• ~ 45240 "a. ">t" 3R0 4~: / ~ i N / 1 ? B 438.0 1 ~ ~ ~1M~~~ ~ O
,3 ~0 ~ x 446.49 0 / G i ~ p ~ ~ ~ ~
~ d O 4 3
F; ~ t .x 448.85' ~ m ~
f ~ ~I , 0 n ~ ~ ~ v ;y
c~~ rx Ix 1 ~ ~ o^ 441.5 O / ~ I~
/ ~ SF / r' 1C~ ~ ~ ~ ~ Q
~ ~ 5210 ~ ~
RILI- ~ / GR 1 4.. ,4 cB 2 G UrnNG c9a6) ~ akh . /f ~ P ~ ~ ~ ~ ss ~ ~
~ 451.58 450 _ ~ O ~ 453.91- ~ ~ ~ ~ ~ 44 ~ , , , w_
. , , T _ww~-- , _ . _ d ~ ~ ~ f - - r" I18 3. ~ r- / ' v /
„ ~ d e . 451.70 ~ 449.72 448,7 nc nc w
a. - - - - ~a9.'~ ^1 ~ U ~ . ^ ~ " y~'. ~ ~ ~ Q 'S~ x415 "~R/q F : ~ j~ / f"~ ~ ;B 6x~s BW 4326 ~F`RN ~ ~ j~ ~ ~
. I ~ .a. Sl i ~ ~ ~ I s . "o J ~
» 1 51. a. n / / 1 T JE 7H'~., .X ~ ~ ~
E ~ i J ~o ~1 / / a r -s. - ~ ~ i ~ti ~ ~ x:~ ~ ~ ~ ~
/ ~ I ~ 5 f - 5 ~ ~ ~ ) ( ~ BW 438.5 j BW 435.1 ! t ~ B A , ~ J t ~ ~ ~1~ ~ f ~ ! ~ ~ ~ BW 435.1 T' ~ ? ~ I r
i C 20 r ! 1 I C 1 A 450.00 t y t I r'r ~ s~
e 1 ~ ~ ` - / -''l t ,f ~ ~ - - r
/ / , - ' ,r / o j i ' ~ ~ ~ / BW 437.5 ~-w'" / / f M / ~ ,
J ~ ~ r t BW 436.5 JtV x x x x C ~ ~ f,/r,I" ~ ~ r I ~ ~ ~ / ~ ~ ~ ~ ~ Project No. C7031 8 1 ~i ~ dry
n.~__ " .m-w ~ a---
f ~ r""~ , f
~ _ ~~t-.._
~ _ ~ L1tgl~~lM - .,.m..a~..-- _ v .._rv___ x~ z o 9 N m
~ - . H • a,°,. n Q . W
GRAPHIC SCALE ___~M_. _ _ . A ~l!""" W.W. 7 1n 4' f LL ~ ~ a v E v
~ ,
20 0 10 20 4o ao ~ I •~E~
z ~~,2•
~ 100' I~ ~.1 y'' _ c i `~Y ~m m Y ~ v
(INFEET) _ 1 inch = 20 ft. ~
Q E``aEo o'E
II ~Ym
ova Offi8°c3
GRADING NOTES
1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS AND
STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG THE LIMITS
OF DISTURBANCE, SO AS TO CUT RATHER THAN TEAR, ROOTS. LEGEND
2. THE TREE PROTECTION FENCE SHALL BE MAINTAINED ON THE SITE UNTIL ALL SITE ,,,,,ta.tt,,,,,
WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE OF CARp
OCCUPANCY (CO) IS SCHEDULED THE FENCING SHALL BE REMOVED PRIOR TO FINAL SITE INSPECTION FOR THE CO. - 100 YR FLOOD ELEV tc ~
9: ;
3. RISER STRUCTURES AND BARRELS MUST BE ONSITE PRIOR TO ISSUANCE OF GRADING D - 20' STORM WTER CONTROL 4 SEAL ~
PERMIT. STRUCTURE AND ACCESS EASMENT ~ 033317 2
4. ALL STORM DRAIN FRAME GRATES AND HOODS SHALL BE STAMPED WITH 'DRAINS TO - RIPRAP DISSIPATER - 9'~'eFh ~~.,'~o; GINS ~ . q M~
RIVER' IN ACCORDANCE WITH TOWN OF GARY STANDARDS.
PROPOSED GROUND _ - RETAINING WALL 'a,,~~~ttHAtt~~,~
5. SITE DRAINS TO THE SWIFT CREEK WATERSHED. ~ . GRAPHIC SCALE PRELIMINARY - DO NOT USE
TFiyp RETAINING WALL 6. AS DESIGNED, THIS PROJECT WILL MEET ALL THE REQUIREMENTS RELATIVE TO BEST f ORq ~ FOR CONSTRUCTION 50 0 25 50 100 200
POND SEDIMENT BAST XIS RY MANAGEMENT PRACTICES AND ENGINEERING STORMWATER CONTROL STRUCTURES AS ~ ~IN/1 GR •I~ Project No. C7031
f111T1 IAICn IAI TLJC Tf1UlAl ~1C f+ADV I AAIr1 1'1C\21 r1D1/GAIT (1DI'11AIAAil~C ^~u t;A..- gOllll~~' _
vv ILInLV In III I- IVTV 1\ VI %!r"%I LnIIV llL YLLV~ IVILlr I We%UIIrnIV VL. 'IV(/.,%~j I I Drawn By IAM
w 30" PIPE 07-SP-112 ( IN FEET) Checked By RAH
LEVEL SPREDER APPROVED 1 inch = 50 ft»
PIPE LEVEL SP TOWN OF CARY Issue Date: 10.11.07
RISER SECTION A-A
Approved by Date GRADING & STORM DRAINAGE Planning Date C500
Engineering Date PLAN - NORTH
SHEET 9 OF 81
Q0071C7031- Old Apex Road Aoartments\DWGS1C7031-arad,dwa. 61212008 7:0931 AM

' p0000 ~
O~d'O~~ ~
z
X0000
U
F' ~N~ <L 000
GRADING NOTES ~ ;
1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS AND - _ _ N
STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG THE LIMITS OF DISTURBANCE, SO AS TO CUT RATHER THAN TEAR, ROOTS. FILL WITHIN STREETSCAPE BUFFER - 0 0 ~ ~ ~
NECESSARY FOR THE REQUIRED
2. THE TREE PROTECTION FENCE SHALL BE MAINTAINED ON THE SITE UNTIL ALL SITE WIDENING OF OLD APEX ROAD
WORK IS .COMPLETED AND THE FINAL SITE INSPEC110N PRIOR TO THE CERTIFICATE OF
OCCUPANCY (CO) IS SCHEDULED THE FENCING SHALL BE REMOVED PRIOR TO FINAL SITE INSPECTION FOR THE CO. KEYSTONE ~ ~ c~ ° ~ a~ ~
~~1.~~ R ING WALL x ~ N ~ ~~~~~'xs Y~" ~ ~ ~ ~ ~ cn
3. RISER STRUCTURES AND BARRELS MUST BE ONSITE PRIOR TO ISSUANCE OF GRADING ~ o~~•->
PERMIT. G g 5~1~ ~
4. ALL STORM DRAIN FRAME GRATES AND HOODS SHALL BE STAMPED WITH 'DRAINS TO ~x;s~'r~ QA~~~~~~, P~~"
, G Q RIVER IN ACCORDANCE WITH TOWN OF CARY STANDARDS. xis~r~c-- ~,P`~
ASPHRV~ . ~ 460--;~-°'~°,,. 4) N ~ ~ ~ N
5. SITE DRAINS TO THE SWIFT CREEK WATERSHED. of ° . ~ v~ Ai1(~
6. AS DESIGNED, THIS PROJECT WILL MEET ALL THE REQUIREMENTS RELATIVE TO BEST ~ ~x;ssj~o'2 _ ~ / ~"l --y"" 100' nY -"T~ ~ O O O O O ~
MANAGEMENT PRACTICES AND ENGINEERING STORMWATER CONTROL STRUCTURES AS I ~ BW 481.0 462 =~-m
OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE. -'r _ _ `-""TW 480.E ~ _ w_--- ~ _ BW 453.03
/ / 7. TO PREVENT PONDING AT BUILDING FOUNDATION OR RETAINING WALL SLOPE GRADE ` ~ ~ . - -
AWAY AT 5% FOR 10' UNLESS NOTED OTHERWISE. FOR AREAS WHERE WALL AND ~ ~ ~ w ~'t, ,~"'",TW 480.7 '~TW 482 ~ ~ 1 i 460 w..a - D ~ 1 ' ~ 453 ~ TW 459.5 U1
BUILDING ARE ADJACENT TO EACH OTHER SLOPE GRADE ALONG SIDEWALK 2% AWAY G~ r~~ ~ 461 ~ ~ / BP,1 480 ~ 1W 480.5 r'"_r_._~~ ~ ~ '~-`~+469.1 ~ ~ \ µ t" ~ ~ x 82 0 2
FROM EACH TO CREATE AN INVERTED CROWN IN SIDEWALK. / pC' 1 , ~ g,.~ 1w ~saa ~ ~ ~ . u
8. ACCESSIBILITY NOTE: MAX 5% RAMP FROM SIDEWALK TO FINISH FLOOR ENTRANCE ~ , ~ ~ 45' 45 +460,",ty---'--- 4 x j ~ _ X101
~ 1 w UNLESS RAMP CALLED FOR. MAX 8.33% GRADE FOR RAMP WITH HANDRAILS ON EITHER ~ ~ i qq i 460 _ - 455.40 ' 455.17 ) ~ k l:
SIDE OF WALKWAY. 3 S~ ~ a' ~1 9 z,:°.~,,. x465.17 1 r -q 1 h I ,~F9 r,. 3 - 455.75~~~ ~-~~1..~ l•:. ' 1.,', 15T FFE
, 459 ~ 456 ~ i ~i ¢ ~ ~
~ ~ x454.22 "455.75 ~ n ~ ~ Ohl , 1 ~ 3RD FFE
`ti` , . ~ w454.05' ~ ~ x454.05 ~ ~1 ~ ~ ~ ~ , . STORIC`~' , 13 B p~ ~ ~
,yam ~ ~ ~ a~6
~ ~ ~0'T. E` Q ~ 455.40 ( 1~1~ ~ } _ ~ d".. . 1 ; ~ 1ST ~ a 466.06 ~ „-r; l ~ -
r / ~ L ~ , , o I I 5 ~ yy ~ . 1 _ gTOR~ES1 ~ ~yy ~ ~ 3RD FFE a 476. ~ ~ ~ j n ' '`452.85 ~ W
~ ~ / D ~3 ~ ~ ~ "~453A0 ~l ~ } ~ ~ J ~ ~ ~ O _ _ _
ss ~ L ~ / , ~ ~ ~ ~ + ~ R O 36 ~ ~ ",a ~ ~ _
~ r Q ~ ~f~ ) ~ ~ 2ND ~ 2 s~ 151 ~ ' 464.96 ~ ~r I "...v 454.43 - 1 N i 2rro ~ . 45.61 ~ ~ „ RMW ~ E ON}R MI
r ~ ~ ~ ~ 3R ~ ~J , ~ ~ I ~0 ~ A r ' " ~ 455.20 ~ e,456.20~~~~1 W ~ RE AN ~ L U Q Z ~ rn
Q - } } I ~ I ~ , : , '454.85 ~ ~ ~ ~ , \ ~ aW ~ Q ~ d)
\ 11 J j~ 1~ ~ 453.1 ~ ~ ~ ti r ~ Q r U Q. t
~ \ 1 ~ ~ ~ ~ ~ ~ 1 A ~J ~ 45375 ~~0 } ~ ~ ~ ;
452.68 'C~ ~ ~ HP ~ ~ ~ ~ ~ 1 y ~ ~ ~ X452.90 m
~ ~~4545 ~ } _ ~ 1..~-`-
~.ss 1 ~ 1 z ;",Ii 453.50 "453 37~i Y s' (
1~ ~ r f .Rs, d t JS 3B I~y~ - _
~ } t ~ ;453.21 "1~ ~ ~ , O v ~ r ~ J
~ ~~i ~ i `'454.00 ~ I ~ l m ~ L/~~ ~E s 453.47 ~ Q B ~ ~ 46t. s P j~ ~ ~~y'S ~ " ~ ~ °452.75 ~ I « " 448.90
0~ T - , w 450
~ ~ / ~ is ~ ~ ~ ~ ~ e1 x M
~ ~ 453 ~ ~ W
'1 / , I . ~ ~ ~ ~~n ~ 453.22 s ~ A : / ~ ~ 452 ~ / F ~ L~ ~ (n
~~~Ay ~ ~ ~ \ 5 / j ~5z 9 ~ ~ ~ ~ 4588 _ 4 OL ,s~ Z ~ z
~ ~t ~ ~ 452.40 ~ ~":y~ 3RC
~ ~-t ~ ~ ~ x , ~ ~ J
A r,-- w. ? v ~ ~C ~ `452.75, ~ ~ 46 ~ ~ ~ EE ~ T 0906)
f f ~ ; ~ ~ AA 452.75 r~^` ~ SHEE ° r x ~ 2 LU G h5 k~6 452.64 ~hry m , ZN~ ~ 1 448.85 11 ~ ~ ~6 ° ~ 4~~ ,~T.S.453.30 ~
~ 1 nv ~
~ W /1 , , /Af ~ ! +453. ~ 1ti~p 4FE m / B.S.452.76 452.25 ~ `
Q ~ f f ~ -f ~
~ l ~ ~ -f/ r~
l ~ ` ' U ~ ~ r ~ c6 ~ GRILL AR ~ r'~ P TTIP ~ ~ LL
~ ~
~ B F~F R ~ ~ 'aw 451.58 ~ 450 ~ O ,TW 451.8 ~ B'4B ~ ~ 44 ~.o BW 443.0 ' ` _ Q
r g.~.. i'.: a
.-f , ~ ~ ~ ~ 449.72 ~ 18~ ~ 448,87 ~ i i
~ ~ ~ - - /
~2~.' ~ P 1 ~ y\ tl ~ J 3~' ~0 E 1 ~ ~ ~haa ~R~~~~U L ~ °
~ , 1 ~ ~ g ~
' ~ _ ~ Rp RIA~ ~ ~ LEVEL READ ~ t~ t~E 1 ' I ~ J N~B~ F j ~ ~ ° ~ a 7 a RP~R~~' / ~ ~ soy _r.
~i~ .Ik`~' b r ~ ~ CJ ~C~ g5 ~ IPA ~ ~ nv 4as.o A~ ~ ~ ~ ~BW 445.5
~ o~ rc~•~ ~ ~ r i~ C 58 C 20A C 1 A 450.00 ~ B A { ,
o~ 1 l ~ ors ,
~ ~ ~oo0 2 U FfiR ~ anon ~ I A 1 ~ , ~ '~R~~ ` ~ _ °
E~AI~IIN~1?A L ~ ~ ~ _ LI~TS OF ISTURBAN ~ '
R ~~C A ~O,N 0 TE x x - x x x ~ ( ~ Project No, C703i 8
19• 20~ Sl t ~ ~ .__.._............„.f„..,_
~ _ ~ ~ C,bN TR CTI N T R 0~ \ ~ ~ ~z
0~ ~ f)/ = ~ _......-fem. ~ RU _ ~ PRU~E/ANO-''CL~N Y 'L._. ~ ~W - ----1 ~
11 "(L • N~' m . ~OOTS AI~O G ~ ~ , ~ f;,: _ ~ ~ _ ~ ~ °D I.1. ~ v v4 v N _I&E~LEN~GTH OF ~ _ ~ ~ wq
1~ ~i - ~ _ _ _ ____.-T-."_----------- _ _ ~ . m
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SEAL s -
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GRAPHIC SCALE '~',,;,~~~HAM,,,~
LEGEND
so 0 25 5a 1ao 2oD PRELIMINARY - DO NOT USE FOR CONSTRUCTION
- 100 YR FLOOD ELEV ELEV o.,,,o,.+ r~n~1
( IN FEET) Drawn By IAM
- 20' STORM WTER CONTROL .R CONTROL 07-SP-112 1 inch = 50 ik
STRUCTURE AND ACCESS E/ D ACCESS EASMENT APPROVED Checked By RAH
- RIPRAP DISSIPATER TER TOWN OF CARY Issue Date: 10.11.07
1w
- RETAINING WALL L Approved by Date GRADING & STORM DRAINAGE
Planning Date C501
Engineering Date PLAN - SOUTH SHEET 10 OF 81
20071C7031- Old Anex Road Aoartments~DWGS\C70319rad.dwo. 611/2008 7:09:48 AM

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' 0000 O
o~d'O~~ ~ • N~~~ ~ O
s r r - ~ / ~N~~tn -0000
~4 " a . I
w_. ~N~ • 000
- / ~
_ 30' EMERGENCY ~
; .I a „s SPILLWAY TOP OF BERM o o ~ ~ ~
EL 440.00 ~ EL 441.00 ~ ~ ~ ~ ~ o
_ ~ j° PERM. POOL l SEE RISER WIDTH = 10FT ~ ~
l i o° EL 434.00 l SEDIMENT SEDIMENT DETAIL -fl ~ ~ ~ ~
/ STICK SUCK SHEET C908 _ _ _ ~ ~ ~ ~ ~ ~ a~ a~ a~ ~
r s ~ ' r. 6' SKIMMER 1 ~ ~ ~ ~ ~ ~
~ ~ ~~2' ~cc~ N
2 w. ~ 1 ~ . ~ ~ ~ - 4 LL LL l.l_
4 , ~ a , I I , ~~~t ~ STORM EVENT TEMP SURFACE ~ 2 'S• , 'S~ 31 -4 2' '1 75' - 36" RCP ~ ~ ~ o ~
1 ~ i I ~ ~ ~ ELEVATION ~ ~ 0.5 5'
- f,-- 1 YR 437.31 SEDIME 0.70% ~ ~ SEDIMENT DRAWDOWN ~ ~ ~ ~ O ~
! - 438.55 / FOREBAY STORA _ ~ f,,; - STORAGE 2~~ CONCRETE ANTI-SEEP r N ~ ~ ~ ~
BOTTOM EL=430.00 POND RISER COLLAR (CAST IN PLACE O O O O O ~ SEE SHEET C907 WITH #4 REBAR EA. WAY)
POND POND A
~ p
/
ER / / NOTES: ~ ; ~ 1. DURING CONSTRUCTION, USE SKIMMER ATTACHED TO THE 6 DIP DRAWDOWN PIPE FOR DR PIPE FOR DRAINAGE.
" ~ ~ 2. CONTRACTOR SHALL NOT CONSTRUCT FOREBAY~ UNITL SITE' IS STABILIZED AND SEDIMENT I VD SEDIMENT BASIN IS CONVERTED TO WET POND.
4 3. PLACE A SEDIMENT STICK IN SLOPE OF BASIN TO PROVIDE 2 FEET OF SEDIMENT STORAGE ~ MENT STORAGE '
y" y y N 4. AT CONCLUSION OF PROJECT, CORE DRILL A 4 DIA. DIP PIPE IN THE RISER SO THAT THE ~ INSTALLED ON DRAWDOWN PIPE. SO THAT THE INVERT IS AT THE PERMANENT POOL ELEVATION AND REMOVE SKIMMER
s rt "y ~ i " ~I
~ " ~ / ~ MAINTENANCE:
® % r~ 1. INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. REM SEDIMENT H OV ~ ~ ; AS ACCUMULATED TO A DEPTH OF 2 FEET: PLACE THE. SEDIMENT THAT IS REM I RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE HAT IS REMOVED IN A DESIGNATED DISPOSAL AREA.
a. ff / ~ - " ~ 2. CLEAN PONDS TO DESIGN DIMENSIONS AS DETAILED BELOW AT A MINIMUM AS NECESSARY ~S NECESSARY.
t m
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ti POND CROSS SECTION ~ SECTIONS ~ > M ~ o
'~v d . SSI OR / N.T.S. J ~ ~ O M ~ ~ ~ O ~ ~
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~ Existin Site From Nitro en Loadin Calculatio in Calculation Worksheets I ~ ~ z ~
Total Site Area i 13.16;ac 13.16;ac ~ ~ O ~ ~
Impervious Area 0.26iac
Mana" ed 0 en Are_ a ! 10.93iac ___,..p 10.93fac ~ ~ Q V ,
Undisturbed Open Area ~ 1.97Iac 1.971ac ~ ~ ~
j 1 .w U ~
LEVEL SPREADER CALCULATIONS Total Nitrogen Loading I 19.8111b/yr Total Ex Nitro en Ex ort 1.51 Ib/ac, 19.81~Ib/yr ~ 1.51 Ib/ac/ r ~ ~ ~
13LF PER 1CFS OF DRAWDOWN (GRASS AREA BUFFER (5 OF 50) ,
65LF PER 1CFS OF DRAWDOWN WOODED AREA BUFFER 45' OF 50' e ( ( ) GRAPHIC SCALE m _
DRAWDOWN RATE = 0.60 CFS _ m.. ~ W.~ _ _ Odin Calculation Worksheet
= 20 0 ,o ~ ~ Pro osed Site From Nitro en Loadin Calculat (5/50) X (13FT) X 0.60CFS + (45/50) X (65FT) X 0.60CFS .35.88 LF (REQUIRED) Total Site Area 13.15,ac 13.15 ~ a c _ e. ~.m__.....~ ,
PROVIDED = 36 LF) Impervious Area ~ _ 6.56)ac 6.56iac w
Managed Open Area 3 83iac 3.83' a c 1
( IN FEET) Undisturbed Open Area F 2.761ac € ~.f 2.76 ac 3
i 1 inch = 20 ft. ' ......4.......... ,,,.h,,,,,,,,,,,,,,,,,,,,,,
Sub Total Nitro en Loadin i 145.32;Ib/ r ~~~Y_"__ 14 3 ~ _ ~ _ _
Sub Total Nitro en Ex ort I 11.05i1b/ac, 11.05~Ib/ac/ r 1 Pro~e~t No.c~o3i ~~A.~....~.. m~,.
{ Removal b BMP
~~m..~ ~ " «m,... 1 Wet Pond A ~ ~ le ~ n~.. ~~.._~w~ ~ • ~ a 0 .r
'r~-...,.,. Draina a area to Pond A & B ' 9 ~ ,ti a ~ m q
- ~ . Effective removal rate 10.390 ~ o d ~ 9E i N nON, N ~ aamE ~ ~
_ _ W Uro~A s` • m
t y~ _ _ .~.,...a ~ v
I
RIPRAP DI IPATER LAT SS CALCU IONS SEDIMENT BASIN CALCULATIONS ' ~vv~
Pro osed Nitro en Ex ort with Treatment ,~,__.w_~.___. ~a- _ Tofal ~ TN Ex ort* ~ Trea ~atment i ~
! ~ Summa of im ortant elevations ~ - a .~.~.,_..,._.~.~._!__~~ne.Wne~_e_.___.~..~ rY p ~ ~port* ~ Treatment TN Export ~ . E~
Outlet ~i~e diameterB 30 in. z Leith = 1.5.0 ft. ~ ~ I ~ Area An' ~ ~.....m t , ~ e . ~ _ ...............rn,_~_ _ ~ _ _ _ _ ac ! (Ibs/yr) Ib~ Amount ~ Reduced V I e~_:r
Outlet_flowrate 38.2 c°1"s r Width = 7.5 d. /yr) Ibs/ r Ibs/ r °p~°; ~a°~ ~~..m~,.....~..~ ..M~m m~mm~.~.~
Outlet velocity; 7.81iisec Stone diameter= bin, I TO Wet Pond A 10.390 143.665 ~35 ~_m._".. d_ Sediment basin inert = 434.00 feet .668 35.917 107.751 25°l0 =vEo vm~
' Material= Class.l3 Thickness =i 22 in. Riser crest elevation = 437 0 f ` ~ 0 eet - Remainin Site 2.760 1.656 0. E oa.>~~ 656 0.000 1.656 ~ em°`
....~.....,.,.,.~»,.».x,~..,«M..:.:... i tin,...,.. ....3 Riser diameter= 24 inches 1 Zone Material Diameter Thickness Len th Width Total Area = 13.150 109.407 i a _ .M.. _...m
Barrel diameter = 12 inches 1 Class A 3 9 4xD o 3xD o * minus calculated "double treated" area from Bio Re . m~~.-..~~a~~ •ea from Bio Retention Ponds A & B
Emergency spillway crest elevation = 439,00 feef r ~ . , 2 las B _ C s 6 22 6 x D o 13 x D o . .,m.....~~~.. - - ~ - Emergency spillway length (weirl = 30 feet I Total Nitro = 1 .4 7 Ibs r I
.__..~m_ gen Load ~ __09 3 Class I 13 22 8xD o 3xD o i Max. 10 year WSEL across spillway = 439.50 feet .09.407Ibs/yr
4 Class I 13 22 8xD o 3xD o ITotal Site Area = 13.150'ac • Top of berm elevation (settled) = 440.00 feet 13.150 ac
5 Class II 23 27 IOxD o 3xD o _ ' Total Prop Nitrogen Export - 8,32 Ibs/ai - ~ Freeboard in 10 year storm - 0.50 feet j 1 8 32~ Ibs/aC/yr ~ ``~~,,uCAR i~ib w_m
6 Class II 23 i 27 10 xD(o~ 3 xD o ~ ~ , ~~.~..~M .
7 S ecialstud re wired _ ~ _ ~ Notes : , , Calculations based on NYDOT method - Pa es 8.06.05 throw h 8.06.06 in NC Erosion Control Manual ° -"-mm-~"°-° ~ ,
~ =6u~rdownPaymentCalculation
1) Anti-Flotation block must be sized outside this worksheet. I ~ Nitrogen Limit = 3.6 Ibs/ac/ _ ~ SEAL 3.6 Ibs/ac/yr i ~ . 033317
2) Design trash rack, or anti-wrfex device !trash rack outside this ~ Total Parcel Area = 13.16 ac""_ " n a 13.16 a c 9's•. FN E~ •.~,~0
worksheet. ._.._",..~...1 _.m~. ' Total Nitrogen Export 8.32 Ibs/ac/ 8.32 Ibs/ac/yr •..••GIN N~.?• ~
3 Desi n velocit dissi ator for barrel for desi n flow throw h ~ 5_.. y p 9__~ 5 ~ i _ __..r = Pia anent. _ _ $850.50 ac/Ibs principal spillway .850 50 ac/Ibs ~ HAM µw.... _ ~ ~ ~~~+nnnu~~~~
. ~.~_~.~~...~.._...a,., ' ~ 1 . _ _-.m 4) Fence and warning signs to be erected whene~r necessary. _
~ :Payment - $52,828.:13 .~.m.M. 5) Constructed height of berm should be 10% greater than design 328.13 _ ~ E _ _ ~ ~ w ~ ~ PRELIMINARY - DO NOT USE
m_. ~ . height to allow for settlement of berm. Design height is minimum. FOR CONSTRUCTION
- - THIS NITROGEN BUY DOWN IS FOR THE 6) Basin sideslopes should not be steeper than 2.5:1. _ _ ; fIOFS NOT INCIIIDF THE COMMERCIAL F ~ IS FOR THE MULTIFAMILY PARCEL ONLY AND
OMMFRCIAL PARCEL TO THE SOUTH. ~ Project No. C7031
Drawn By IAM
07-SP-112 Checked By RAH
APPROVED
TOWN OF CARY Issue Date; 10.11.07
Approved by Date STORMWATER MANAGEMENT Planning Date C702
Engineering Date PLAN - NORTH
SHEET 190F 81
)A20071C7031-Old Aoex Road Aoartments\DWG$1C7031-orad.cwo, 61212009 7:10:01 AM

r\~~~ ~
00000 ~
p~d'OU7~ ~ N~~~ ~ 0
e ~ ~ ~ ~ ~ E ~ t ~Nd'u7~ 0000
~ ~ ~ /
,,r ~NM 000
~ ,r° 1
20' EMERGENCY ~
E ~ ~ / ~ s SPILLWAY ~ TOP OF BERM ~ ~ o ~ ~
~ ~ ~ ~ ~ EL 441.00 EL 442.00 + + + L o WIDTH = 10FT ~ ~
/ PERM. POOL
\ ~ / `t ~ EL 438.00 - _ , ° c SEDIMENT SEDIMENT SEE RISER ~ ~ ~ ~ ~
~ r ST1CK .STICK DETAIL _ _ _ ~ ~ ~ ~ ~ ~ ~a~a~~
6' SKIMMER ~ 1, 3 ~ ~ ~ ~ o
/ _ " / ~ 2' _ ~ ~~2 ~cc~ N
/ s, ~ d LL LL L.L V 1
f STORM EVENT TEMP SURFACE 3. 2 'S• `r.. / / / • ~ 'S ~ 1 -4 2' '1 45' - 24" RCP ~ ~ ~ ~ ~
/ 0.5 ' ~ °-a r° ELEVATION ~ /fir'' 0.5' _
/ 1-YR 440.42 \ ~ ~ SEDIN \ 0.4% ~ SEDIMENT DRAWDOWN ~ ~ ~ ~ O ~
~ / /r - 440.87 FOREBAY STOF STORAGE 2~1 CONCRETE ANTI-SEEP ~ N ~ ~ ~ ~
f / ~ / / BOTTOM EL=433.00 POND RISER COLLAR (CAST IN PLACE O O O O O ~ SEE SHEET C907 WITH #4 REBAR EA. WAY)
ti~ ~ ~
~ ~ / ~ f / PONC \ f POND A

/ ~ ~ NOTES:
r,! . ~ J ' 1. DURING CONSTRUCTION USE SKIMMER ATTACHED TO THE 6" DIP DRAWDOWN PIPE FOR D \ w.., ~,,b lr JN PIPE FOR DRAINAGE.
~ :~y,./' 2. CONTRACTOR SHALL NOT CONSTRUCT FOREBAY UNITL SITE IS STABILIZED AND SEDIMENT AND SEDIMENT BASIN IS CONVERTED TO WET POND.
' ~ ~ T STORM ~ 3. PLACE A SEDIMENT ST1CK IN SLOPE OF BASIN TO PROVIDE 2 FEET OF SEDIMEN )IMENT STORAGE
~ / ~ 4. AT CONCLUSION OF PROJECT CORE DRILL A 4" DIA. DIP PIPE IN THE RISER SO THAT TI INSTALLED ON DRAWDOWN PIPE. .R SO THAT THE INVERT IS AT THE PERMANENT POOL ELEVATION AND .REMOVE SKIMMER.
~ ~ / ~ ~ /
r'f MAINTENANCE:
, r /'J 1. INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. RE ~ f SEDIMENT HAS ACCUMULATED TO A DEPTH OF 2 FEET. PLACE THE SEDIMENT THAT IS REMO ' RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE THAT IS REMOVED IN A DESIGNATED DISPOSAL AREA.
2. CLEAN PONDS TO DESIGN DIMENSIONS DETAILED BELOW AT A MINIMUM AS NECESSARY. NECESSARY.
.s ` ~
~ / ' ~ ;
~ ~ POND CROSS SECTIO •S SECTIONS ~
~ / ~ r' ~ ~ / \ N.T.S. ~o~°~ r~~
°^w- ~ : / / \ y ~ ' Q W N ~
/ L OQZrnrn ~
\ ~ r'
/ \ ,r'r ~ i 3 adQ~~ O Q~vaii
~ 1
~
~ ~
- ~ .
- - ' J
~ ~ ~ Q
~ /
z
FUTURE COMMERCIAL PARCEL m
\ ` - - ADE`R
W Z~ ~
- ~ \ ~ .m ~ ~ z a Q . ~ ~
0
~ , - Exlstln Site From Nitro E From Nitro en Loadin Calculation Worksheet i ~ a
~ \ ~ I / j - - ~ Total Site Area 3.13 ac ~ ~ ~ I ~
~ ~1 I Im ervious Area a 0.00 ac ~ ~
1~ . ~ 'r M n ed 0 en Area Area 0.00 ac ~ ~ ~ U) w~ 0
~ 100 YR ~ undisturbed 0 en Area . ~ I ~en Area 3.13 ac _
\ _ ~ FLOOD ~ ~ ~ _ ~ I ~ ( ~ Q
CI/C~inTl(l~l / / 1 _ ~ Total Nitrogen Loading • r•` , \ ~ 1 Total Ex Nitro en Ex ort Loading 1.88i1b/yr ~ ~ O ~ U en Ex ort 0.60 Ib/ac/ r
~ U ~ o
Pro osed Site From Nitro From Nitro en Loadin Calculation Worksheet ~ ~ U >Z
LEVEL SPREADER CALCULATIONS Total Site Area.. I 3.13 ac .w.... ~ >
> Im ervious Area ; 13LF PER 1CFS OF DRAWDOWN (GRASS AREA BUFFER (20 OF 50) ---~Q a 0.00 ac ~ j Q
65LF PER 1CFS OF DRAWDOWN (WOODED AREA BUFFER (30' OF 50') Mana eg d Open Area Area 2.13ac I F- ~ ...m.......
DRAWDOWN RATE = 0.11 CFS Undisturbed Open Area yen Area 1.OO~ac . m ..m m. ~ -
X 13FT X 0.11CFS + X 65FT X 0.11CFS = 4.33LF REQUIRED ..~:.w.~. ..,-.w~~ _.~.w ~ w
_ GRAPHIC SCALE sub Total Nitro en Loadin PROVIDED - 13 LF) ..~......_m__M..... _9 gen Loading 3.16~Ib/yr
zo o ~o zo ~o Sub Total Nitro en Ex ort ~ en Ex ort ( 1.Oi l lb/ac/ r
Removal by BMP MP Wet Pond A

Drainage area to Pond A & B ~~.w~......~._~.~..~. _r.W....,.,..,,~.,.........__ ...m..._..____-...< :o Pond A & B 2.130' I
1 inch = 20 ft. Effective removal rate _~_.....w ~..,.....M~_~. ~..~_..M._. ~ gal rate 25°/°€ ~..m
j E Project No; C7031 a
i via a~;~ , _ ~ a ~ v
3 .........w... 1 d G a"=a
~.........1.«
Pro osed Nitro en Ex ort 'o en Ex ort with Treatment 1 J E ~ "font' ~ Y~
Total Total TN Export* Treatment TN Export W Z~OD; . m
Area Area Amount Reduced ,a=Mm~ 9&~
~C ac Ibs/ r ~ Ibs/ r j Ibs/ r~ LL~ W m 3 v~ o~ .~..~mrn3 ;~s"A
To Wet Pond A 2.130 2.30 2.556 0.639 1.917 2,~,`Y~ a~~~u.3 ~ a~~_ ~ e. q~v~ 1 a°AE
RIPRAP DISSIPATER CALCULATIONS SEDIMENT BASIN CALCULATIONS Remainin Site ~ 1.000 ~iooo 0.600 ~ o.ooo a6oa ~ ~<<<m
Total Areal 3.130 ~ ~ E 3 m ~ a i 3.130 2.517_ ~m
i* minus calculated "double trE , .......:.....w..,..,N....,.:..,:....,»...~,q,..«,~..~.........,.......,....F „ mom., ~ted "double treated" area from Bio Retention Ponds A & 6 ~ ~ e
Summary of important elevations i _ a ~ . i ems'" ""_____E~........... .................m...... ~ ~ °
Outlet i e diameter 15 in, Len th = S.t} ft, s ..~~.__...,..~,__.,,p,p...~~.~_ g 3 Total Nitro.. gen..L°ad~~~~_._~ ~vea~ Load = 2 517 Ibs r I i E of m°c
Outlet flowrate 5.5 c:k`s ~ Width = 3,8 f. ~ _ Total Site Area = I 3.130 ac ~ ~ ~ra"" 03,E
Outletvelocit ~.~ftlscc Stone diameter=i Sin. ~ Sediment basin invert= 438.OOfeet . _u...__ Y. Total Prop Nitrogen Export: rogen Export = 0.80 Ibs/ac/yr ©~~~3
Material=~ ('lass /i Thickness = i) in. Riser crest elevation = 440.00 feet ~ I _e._~ . ~ ~ _ 1 ~ ~ ~ e
i j Riser diameter= 36 inches `~~~'""""°i Barrel diameter= 12 inches ? Zone Material Diameter Thickness Len th Width 3
Emergency spillway aesf elevation 441.00 feet E ~ 1 Class A 3 9 4xD o 3 xD o ~ j Bu down Pa ment Calculal ~~~e P~ ment Calculation i
} Emergency spillway length (weir) = 25 feet ~ ,.,,,,,X........,._,,,,,,,,,,,,,,.,~..~,_. ~ 2 C]assB 6 22 6xD(o) 3xD(o) _ Nitro en Limit t ~ ~ Max 10 year WSELacross spilltivay - 441.50 feet _ 9 Nitrogen Limit 3.6 Ibs/ac/yr
3 .Class I k3 22 8 xD o 3 xD o Top of berm elevation {settled) = 442.00 feet ~ Total Parcel Area al Parcel Area - 3.13 ac t~ARo~~,~~~
4 Class I 13 22 8 xD o 3 xD o _~....1. Freeboard in 10 year storm = 0.50 feet Total Nitrogen Export itrogen Export =i 0.80 Ibs/ac/yr ~ ~ ~
5 Class II 23 27 kOxD(o) 3 xD(o) ; „aymen Payment ~ $850..x50 ac/Ibs ' ~ ' ~~.•.•O~ESS/pN.•,'L
6 Class II 23 27 10 xD o 3 xD(o) ~ ~ Notes w . ~ _ ~ SEAL =
7 Special study required s _ Pa ment Y Calculations based on NYDOT method -Pages 8,06.05 throu h 8.06.06 in NC Erosion Control Manual i 1) Anti-Flotation block must be sized outside this worksheet. Payment = $0.00 . ~m~~. ~0 033317 2
__m. _ ~ E 2) Design trash rack, oranti-vortex device 1 trash rack outside this
w ~ v worksheet. THIS PROJECT 'ROJECT DOES NOT INCLUDE THE 'BUYDOWN' OF =,'9,y'•.FNGINE~~••'~'~~.'
3) Design velocity dissipator for barrel for design flow through NITROGEN FOR THE F EN FOR THE FUTURE COMMERCIAL PARCEL. SEE -,'%~q••••HAMO~``~~ C401 FOR IMPERVIOUS LIMITATIONS OF THIS PROJECT ''~~nm~nt~'``~
rinci al s illwa . SHEET C401 FOR IMP P p p Y
4) Fence and warning signs to be erected whenever necessary. 5) Constructed height of berm should be 10% greater than design PRELIMINARY - DO NOT USE
height to allow for settlement of berm. Design height is minimum. FOR CONSTRUCTION
6) Basin sideslopes should not be steeper than 2.5:1. Project No. C7031
Drawn By IAM
07-SP-112 Checked By RAH
APPROVED Issue Date: 10.11.07
TOWN OF CARY
Approved by Date STORMWATER MANAGEMENT
Planning Date C703
Engineering Date PLAN - SOUTH
SHEET 20 OF 81
0:12007\C7031- Old Aoex Road Aoaftments\DWGS\C7031-ordd.cwo. 612/2009 7:10:11 AM -

~ 00 00 DD CD
p0000 ~
, , NCDOT STANDARD 2' x 2' GRATE 4" 8" 35" MINIMUM 8" 4" INTERMEDIATE TYPE (4X4 ~ II
SHALLOW TYPE (SEE NOTE 5 FOR ORIENTATION OF GRATE) (5 FEET TO 20 FEET IN DEPTH SHALLOW TYPE INTERMEDIATE TYPE (4'X4' DEEP TYPE ~5'X5'~ ~ ~ ~ ~ ~ °
(5 FEET OR LESS IN DEPTH) ) (OVER 20 FEET IN DEPTH) (5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH) r- N ~ ~ ~ x-0000
MORTAR BED - -
Q ~ - - REINFORCED STANDARD STEPS " REINFORCED STANDARD STEPS 36" REINFORCED r- N ~ IFORCED 16" ON CENTER CONCRETE O O O
~ CONCRETE SLAB 16" ON CENTER 36 CONCRETE SLAB w STANDARD CRETE SLAB 36" REINFORCED SLAB CONCRETE SLAB j
CORBEL BRICK ~ ~ m 36" STANDARD STEPS STEPS 36"-~1 ~ "
1" PER COURSE ~ 16" ON CENTER 48" C) 16" O.C. z 8" STANDARD STEPS ~ ' 48" 6" II II II ~ ~ ERNATE LAYING ` -N
FOR 6 COURSE U 8" g" g ALTERNATE LAYING DIRECTION EVERY ALTERNATE LAYING 6" o THIRD COURSE :CTION EVERY ~ 16° ON CENTER STANDARD ~ ' MIN. 5:1 MAX. ~ -N L_ D COURSE 6° ,•O. S6EPOSC a 6' ~ (n -Q ~
6" DIRECTION EVERY ALTERNATE LAYING I 12" Y= DIRECTION EVERY r L ;..v, L ' THIRD COURSE 6" ..ti;s
THIRD COURSE j ~ ; ~t>„
MIN. 6" WASHED .a ....d' N N N ~
~ ~ STONE BEDDING ~ ~ ~ ~ U7 MIN. 6" WASHED MIN. 6" WASHED
~ ~ ~ FRAME, GRATE & HOOD _ ~ ~ PER D.O.T. STD. 840.03C FRAME, GRATE & HOOD STONE BEDDING STONE BEDDING ~ ~ ~ II ~ PER D,O.T, STD. 640.03C FRAME, GRATE & HOOD
5:1 MAX. ~ REINFORCED FRAME, GRATE & HOOD m FRAME, GRATE & HOOD CONCRETE PER D.O.T. STD. 840.03C FRAME, GRATE & HOOD PER D.O.T. STD. 840.03C ~ II II >
Q ~ ~ '•'n PER D.O.T. STD. 840.03C SLAB o' REINFORCED PER D.O.T. STD. 840.03C I ~ a- ~ ~ REINFORCED L
Q I I a REINFORCED 12" ° > t"~ MAX. 26" o " - CONCRETE SLAB = I 0 26" SOABRETE CONCRETE SLAB 12" 26" ~ ~ N II ~ MAZ. c 3
If 26 FROM 5' 0" . ; a.. ~ ' a • ° o 8" I N ~ 6" NOT TO e In (n (n LL_ ° ~ MIN. EXCEED 5'-0" 26" >
PIPE 26" To 20'-0" io ~ m 48" Z 8" 60" > tr ~e• FROM 5'-0" Z .s OVER r- N ~ d- ~ ~ w 4 6.. TO 20'-0" ~ 60"
4° 8" NOT TO 6" ~ o EXCEED 5'-0" 0 12" ~N W 20'-0" 0000 O ~ p 6" 's. 6"
t f t~N ~Nm .0' MIN. ° MIN.
6" ~ ~ z r^ir MIN. 6" WASHED 't ^°-oi^",''>;:d;+'~
.bah, :t STONE BEDDING ~ a...
NO NOTES:
coNCRETE s° 3000 P.S.I. CONCRETE SLAB DETAIL 1. ~ 3000 P.s,l. PLAN VIEW ~ 1. CONCRETE SHALL BE 4000 P.S.I. MINIMUM FOR ALL MIN. 6" WASHED MIN, 6" WASHED PRECAST CONCRETE CATCH BASINS. STONE BEDDING STONE BEDDING
SECTION 26" SLAB DETAIL 2. f 2 PNSTALLED~O DEPTHSTCERTIFIED AS ACOCEPTABLE SLAB DETAIL SLAB DETAIL
NOTES: 26" ~I BY THE MANUFACTURER. 26"
r SLAB THICKNESS AND 1. EITHER SOLID BRICK, SOLID BLOCK, OR PRECAST CONCRETE MAY BE USED. B4" 36" 8" REINFORCEMENT FOR r 3' " 3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW -I- TYPE CATCH BASINS. r SLAB THICKNESS AND
2. FOR 24 INCH R.C.P, AND LARGER USE PIPE DIAMETER PLUS 12 INCHES FOR MINIMUM INSIDE DIMENSION. L SOIL AND TRAFFIC 36" 8" SLAB THICKNESS AND NESS AND I T- 36" ~ 6" SLAB THICKNESS AND REINFORCEMENT FOR
3. GRATED INLETS SHALL NOT BE USED WITHIN TRAVEL AREAS. LOADING BY AN 76" L REINFORCEMENT FOR 4. STANDARD STEPS REQUIRED ®16 INCHES O.C. WHERE DEPTH EXCEEDS 3 FEET. ENGINEER SOIL AND TRAFFIC RAFFIC R 60" 36 6" REINFORCEMENT FOR 72 SOIL AND TRAFFIC
5. WHERE STEPS ARE REQUIRED, USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND GRATE ~ NOTE: I'-64"~{ LOADING BY AN ' AN SOIL AND TRAFFIC 26" LOADING BY AN LOADING BY AN ENGINEER
POSITIONED OVER STEPS. ENGINEER g~ 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WALLS. ~ OVER 8' IN DEPTH, 12" WALL THICKNESS TO 6' FROM I--76"--I 87 ~ ~-60"~ ENGINEER ~72"~
TOP OF WALL AND 8 BOTTOM SLAB SHALL BE USED.
DETAIL No. DETAIL No. .TAIL No. DETAIL No.
STANDARD YARD INLET WITH GRATE AND FRAME 08000.02 STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03 1000.03 STANDARD PRECAST CONCRETE CATCH BASIN 08000.03
EFFECTIVE: 07/01/04 SHEET 1 OF 1 EFFECTIVE: 07/Ol/04 SHEET 1 OF 2 EFI EET 1 OF 2 EFFECTIVE. ~']IOUO4 SHEET 2 OF 2 U~ M O O
1/8" RADIUS 1~4" R J 0 ~ ~ ~ T ~
3/4" R GRASS MEDIAN OR CONCRETE ISLAND 1/8" R Q w N LEI) ~
f STANDARD TYPE DEEP TYPE W ° L_ OQZ~~ v ~
SEE NCDOT STD, 840.03 m I ~ UP TO 20 FEET IN DEPTH OVER 20 FEET IN DEPTH
FRAME, GRATE AND HOOD a ~ ~ a 3 a~Q°'°' 0 a~~a~
B EXPANSION JOINT ~ 9" 9" STANDARD MANHOLE RING
A EXPANSION JOINT 1'-6° STANDARD MANHOLE RING AND COVER
2'-6" „ „ AND COVER SECTION A-A
STANDARD TOP DESIGNED FOR iD FOR )ING
~ 1/8" RADIUS 13/4" R ~ ' TOP DESIGNED FOR HS-20 LOADING A B STANDARD HS-20 LOADING STEPS 16 MAY BE FLAT OR T OR
3/4" R 1/8" R STEPS 16" ON CENTER 60" I.D. 1'-6" 10'-0" 3'-1Y' 10'-0" = f MAY BE FLAT OR ECCENTRIC CONE ° ON CENTER 48' I.D. ECCENTRIC CONE MINIMUM ;ONE J
I MIN. OVER 20'-0" 'ti n~ . r . °
PLAN VIEW uP To 20'-0"
5:1 MAX. PLASTIC CEMENT " 0 " VAR. 9" TO 2'-0" 6" :MENT ~ Z
„ ~ " PUTTY OR BUTYL 10-0 3'-1Yp" 10-0 5" VAR. 1'-8" TO 2'-8" 5" PLASTIC CEMENT RUBBER JOINTS BUTYL ~ ~ J m TINTS
PUTTY OR BUTYL 'r~=~~;~:_: - BBER JOINTS 6~~
1r' SECTION B-B ;A:"F., 6»
W z ~ z
EXPANSION JOINT I I I I DEPRESSED GUTTER LINE BRICK AND MINIMUM 6" THICK O ~ J
~ ~ ~ EXPANSION JOINT BRICK AND MINIMUM 6" THICK MORTAR INVERT WASHED STONE BEDDING SEE NCDOT STANDARD MORTAR INVERT WASHED STONE BEDDING ~G U ~
N0. 840.01 OR 840.02 ~P~ U _ W
ELEVATION ~ ~
RP55 Ro FLAT TOP DETAIL c ~ ~
2'-s" o ° FLAT TOP DETAIL
6 2'-0 0 gn Q~,R ~1 LL G ~ ~
1/2" RADIUS O~GR ~OPRS~tJ , qP ~Pe STANDARD STANDARD C S~P~OP ~o QTR STEPS STEPS _oz~ U "
3" RADIUS 1 8" RADIUS 0~ Pic 5~~ l
` / Aga 2 0 ~ti 9P ° 5~~ ~NO~ ~~1 ~0~ 12" I 58" 12" i ~o
c ~ n ~ FOR ~ aZ
0 ~P PQR U ~
1'-6" CURB AND GUTTER ~ a> » RED 0
SECTION C-C ~o~o g 87
STANDARD MEDIAN CURB FOR CATCH BASIN DETAIL No. DETAIL No. TAIL No.
08000.04 STANDARD PRECAST CONCRETE MANHOLE JiJNCTION BOX 08000.05 (FOR USE WITH 1-6 CURB & GUTTER) 000.05
EFFECTIVE: 09/08/05 SHEET 1 OF 1 EFFECTIVE: 07/01/04 sHEET I of I :ET 1 OF 1
~ SEE DETAIL OF APRON 3`-0~, Z 0 ~ BUPPORT NOTCH SEE
~ -i STD. 840.17 SHEET 1 13'• B~'4" ~ N4 BAA OF Q H . Z TOP ELEVATION 71'-B" Q DHc°z ~ 7'•s" DOWEL-B1 z~=ci
m Z ~ _ ~ MEDIAN DITCH GRADE FOR 15" THAU 36" INLET LL J d H 2
rH ~ D OO~_ 67020n1 ~ ¢Z Project No.C7031 0 =2~Cm0 w N 1. 0.. QUF~C=7 F a=.
w o a f0 W `a zi..iOr~ N ~ I ~ NI- OW 1~ a a
~ ~ ~ w (D~~D 4" ~ ~ 00~¢ ~ p 1 F`t ~~II~~`` #4 BAR Z > ~ 01 5 ~ = a
H , ~ OPENING ~ 3,-B„ \ I F- n•~ W O C Yr ~ I N Z ~ F [N WALL FDA 1 ~ PERMISSIBLE CONSTRUCTION JOINT d p J ~p ~
HIGH WATER EVENT OVERFLOW WEIR ~ CUT THRU STORM BOX N TROUGH DOWEL°C° PART SECTION U-U ~ o J N ~ '
~ STANDARD MANHOLE RING AND COVER It PART SECTION V-V DaWEL B~,B~ OR B3 DOWEL-B2 ^ ^ aaN~ [u Utow m Q ~°v FOR 42" INLET I- 0 Z 0 0 ; ~~SgA
r ~ V SINGLE FAAJNE & GRATE Q } ~ Z M 1rOj ~ o `F Z 1' 7" 1'-8' LL W ~ ~ ~ ~~z e>
W N~ QJ 01 m ~ ~'m~~
~ ~ INV ELEV. TROUGH + 0.5' MATCH EXISTING GRADE ~ m DOUBLE FRAME & GRATES r ~ VI G H LL ~ I m°
i , ~ ~ TROUGH + 3.5' f.,> m Z ~L~4 BAA ~ F W ~ a' O 'n ~ °'L'= r 1'-7" o 0 0 0 0000 0 1~•7~~ W F ~°q -
y 3 ~ 1,•3~ M I o00 000 0000 00 u ~OWEL•83 c~ W E~" m N o 00 0 00 00 00 0o Z J w
. F,,` , » ro u x ~ I o00 000 0000 0o N z~ -"=rw 3 H ~ Av=;Y . H 9 ~ -
48" ~ 24 _ = W ~ ADDITIONAL 1NLET5 2'•0" 4' 0" 6'-0" B'-0" 10'-0" 12'-0" C ° @ Xv 3 Z 0.:
' TROUGH + 3.0' " . 30 RCP C7 QUANTITY TO BE ADDED FOR EACH 2' INCREMENT INLET OPENING ~ I"I p- a "Y o; C 1'-7" CONCRETE CU. YDS. D.191 0417 0.885 0.897 1.14 1 .380 0 ~ r E me E o D D DOWEL-C CONCRETE APRON CU. YDS. 0.074 0.148 0,222 0.296 0.370 0.444 [Y a,"
TROUGH AT EL. 431.8D POND A `P~ AJ O ~ I_ V CONCflETE APRON 0 D ~ ~ ~ p MIN. DIMENSIONS AND QUANTITIES FOA CONCRETE INLET(BASED ON MIN. HEIOHT, H) Q Z 2 S ~ "a g
433.00 POND B i-=~° 48" ,e~--- -=>'i 3 N N D DIMENSIONS OF BOX AND PIPE REINFORCING STEEL N0. 4 BARS CU YOS CONC. IN BOX DEDOCORIONS y H ~ g°°~ ~ Z ~ PIPE SPAN WIDTH SPAN WIDTH HEIGHT 8AR8 E BRAS F BRAS G BARS H TOTAL BDTTOM H H PEA APRON TOTAL DNE PIPE x ~ N
iH~:;~', ~ ;=~-'r4=~~~i TROUGH -431.5 POND A ~ / if%=~:: ~ _;~i-~- =432.7 POND B ~ » m r Z D J K L M H N0. LENGTH N0. LENGTH ND, LENGTH N0. LENGTH LBS. BLAB Tp7pL FT HT C.S. p,C. N W r
ROUNDED UP AT TROUGH + 0.5' ~ ' ~ ° ~ n INV ELEV. TROUGH +4 m ~ 12" 3'•B" 2'•0" 3'-8" 2'-0" 3'•9" - - - - - - - - - 0.382 0.926 0.247 0.395 LBB3 0.015 0.024 J ?I 15" 3'-B" 2'•0" 3'•8" 2'•0" 4'•0" - - - - - - - - - 0.362 0,988 0.247 0.395 1.745 0.023 0.038 (g
MATCH EXISTING GRADE v PROVIDE 12" SUMP Y I I CONCRETE LEVEL SPREADER BEYOND O 18" 2'•0" 4'-3" - - - - - - - - - 0.982 1.050 0.247 1.807 0.033 0.049 W F ~ S 24" 12'•10" 4'•9" 8 1'•5" 6 4'-8" - - - - 27 0444 1.382 0.278 2.201 0.059 0085 W
BELOW OPENINGS L J ( ) TROUGH - 1.0' 24" X 24" OPENING (EACH SIDE) m 30" 3'-6" 3'-5" 5'-3" 8 2'•D" 7 4'•9" - - - - 83 0.502 1844 0.268 2.541 0.092 0127 ~
GROUT TO PROVIDE SMOOTH 36" 4'-0" 4'-0" 5'-9" B 2`•5" B 4'•11° 4 0'-9" 2 4'-11" 47 0.56D 1.931 0.321 2920 0,132 0.178 Z 11111111111! rD' 42" 4'•10" 4`•10" 6'-3" 10 3'•1" 9 5'•7" 1'-5" 3 5'-7" 67 0.104 2.500 0.370 3.877 0.180 0.243 Q \\11 !I!~
PLAN VIEW SECTION A-A' TRANSITION TO LEVEL SPREADER 4B" 5'-4" 5'-4" 6'•9" 11 9'•7" 10 6'•1" 1'•11" 4 6'-1" 87 0.823 3.013 0.407 4.315 0.235 D.317 CARS 54" 8'-0" 6'•0" T-3" 12 4'-1" 11 8'-7" 2'-5" 5 6' 7" 107 0.951 3.588 0444 6.072 0.297 0,401 ~p~up~~~
DIP LOW FLOW DIVERTER PIPE DIP lOW FLOW DIVERTER PIPE 80" 6'•8" B'-8" T•9" 13 4'-9° 12 T•3" 3'•1" 6 T 3" 135 1.19 4598 0484 6.170 0.367 0.495 ~ ~O j•O~(T `~S~Q~~ti i SHEET 2 pF 2 gg~~ T•2" T•2" B'-9" 74 5'-4" 14 T•10" 3'-7" 7 7,-10" 168 1.31 5061 0.537 6.901 SHEET 2 OF 2 : ~ ,9 i
FOR 1" STORM FOR 1" STORM (POND A = 2") (POND B = 3/4") ,1 I 0.444 0.599 p A 840.17 72" 3'•8" 2'-0" T-B" T-8" 8'-9" 15 5'-11" 15 8'•5" 4 4'-9" 8 B'-5" 199 1.500 5.860 0.580 0395 7888 0.526 OJ18 °°0.17 ~ ~ SEAL ~
HIGH WATER EVENT OVERFLOW WEIR - . ~ 033317 _
CUT THRU STORM BOX
NOTES: ROUNDED LIP AT 6" TYP. TROUGH +0.5' q HH AAMMg
1. USE CONCRETE MIN. 28-DAY STRENGTH EQUAL TO 3000 PSI FOR LEVEL SPREADER. ~ F x.`,. ''~!!/III11111 '111\
2. CONSTRUCT LIP AT +0.5' HIGHER THAN TROUGH. i PRELIMINARY - DO NOT USE
TROUGH AT EL 431.2 -POND A 3. CONSTRUCT LEVEL SPREADER ON UNDISTURBED SOILS. RECEIVING AREA BELOW LEVEL TROUGH AT EL 432.5 -POND B FOR CONSTRUCTION
SPREADER SHALL BE AT EXISTING GRADE AND UNDISTURBED BY EARTHWORK OR EQUIPMENT. " H 8 TYP. Project No. C7031
4. AREA UPHILL OF LEVEL SPREADER SHALL BE SEEDED AND STABILIZED IMMEDIATELY Drawn By IAM
FOLLOWING LEVEL SPREADER CONSTRUCTION. SECTION B-B' 07-SP-112 Checked By RAH
APPROVED
CONCRETE LEVEL SPREADER AND JB 16 DETAIL TOWN OF CARY Issue Date: 10.11,07
NOT TO SC Approved by Date Planning Date STORM STRUCTURE DETAILS 0903
Enqineerinq Date
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