20020668 Ver 1_Site Plan_20020430

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PR07ECT N0, wnP-0~ 030....
FILENAME; postdev.dwg;'`
~ DBSiGNEO BY:
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SCALE: 1" 100'
E PRINT DAT DATE
: 01-31-02
P JUN 14 2002 SHEET NO.
0 The Jahn R. McAdams Co., Inc. Sw-l
JIMCADAMS

"~t~a ~
FES 1 DI 4 CB 9A DI 11 A CB 14 DI 17 DI 22
INV, OUT = 270.00 T/G = 283.50 T/C = 302,80 T/C = 301.50 T/C = 292.32 T/G = 298.10 T/G = 303.80 INV. OUT = 279.92 INV. IN = 269.95 INV. IN = 292.06 INV, IN = 284,00 (CB 14A) INV. IN = 291,10 INV. OUT = 299,24 ti \ y i ' ~ ~ ^ \
CB 5A INV. OUT = 289.85 INV. OUT = 291.96 INV. IN = 284.00 (CB 15) INV, OUT = 291,00
T/C = 291.00 CB 6 INV, IN = 284,00 (CB 16) pi 18 INV, IN = 276,9D {CB 5) T/C = 294,22 DI 98 CB 116 INV, OUT - 280.60 , ~
INV. IN = 280.10 CB 6 INV. IN = 286.10 T/G = 293,50 T/C = 303,15 T/G = 298.10 ~ - ~ ~
( ) - INV. IN = 288.84 INV, IN = 292.35 INV, IN - 291,96 INV. OUT = 276.80 INV. OUT - 286,00 CB 14A INV. OUT = 288,74 INV. OUT = 292.25 T/C = 292.67 INV, OUT = 291,86 y. ~ ,
CB 5 CB 7 1 INV, OUT = 286.99 C8 19
T/C = 288.22 TIC = 297.20 DI 9C CB 2 ~ i ~ ~ N
INV. IN = 277.68 INV. IN = 287.63 (CB 8) T/G = 299.75 T/C - 303,75 CB 15 T/C = 297.42 INV. OUT = 277,58 INV. IN = 266.98 (CB 9) INV, OUT = 292.24 INV. OUT = 295.00 T/C = 298,42 INV, IN = 292.87 \ ~ ~ O ~ r.. ` ' ~ ~ O O
INV. OUT = 286.88 INV. IN = 293.10 INV. OUT = 292.77 / ~ r-~~ A W ~ (
CB 2 CB 10 CB 30 INV. OUT = 293.OD ~ ~ ~ / ~ v . ~ ~ ~ ^ 0.i "O
T C = 288.12 T/C = 304.70 T/C = 298.50 CB 20 / CB 8 NV IN = 1.10 DI 12 INV. IN = 293.36 CB 15A T/C = 300.D0 INV. IN = 278.27 I 29 ( ) • A ~ ~ 11 1 ~
INV. OUT = 278.17 T/C = 294.92 INV, IN = 291.10 (CB 11) INV. OUT = 293.26 T/C = 299,70 INV. IN = 294.32 ~
INV. OUT = 290,50 INV, OUT = 291.00 INV. OUT = 295.00 INV. OUT = 294.22 _ _ _ CB 31 C8 3 - ~ ~ f" _ 1
_ T C = 298.10 CB 16 CB 21 T/C - 283.50 CB 9 / _ ~ ~ ~ ~ ' W ~N
INV. IN = 279.58 T C = 300.30 CB 11 INV. OUT = 293.63 T C = 295,92 T/C = 301.62 / / T/C = 301.60 INV, IN = 289,60 INV. IN = 296.82 / ~ ..,X`..~ ~ ~ ~ 1 ~ ' ~ ` ~ a ~ ~
INV. OUT = 279.48 INV. IN = 288.42 (2) _ / - ~ _ _ INV. OUT = 288,32 INV. IN = 291.78 FES 13 INV, OUT = 289.50 INV. OUT - 296.72 r - _ ' ~ ~ ~ U~ O
,mil / , INV, OUT = 291.68 _ r - INV. OUT - 270.00
~ + ,
_ i _ _ ~ i r I+ w_ ~ ~ _
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N ~ ! ~ - x ~N ~ ~ ~ i ~ 8 LF 15 RC ~8 LF - 15" RCP ~ - - - - ~ ~ ~ ' O
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_ ~ V 00 ~ ~ - i - " 3 ~ w 22630
_ - _ _ - - r 2 _ _ . - r- - ' 2aa.42 9 _ - ~ ~ FN Q-
- 1 i1 ,9 , 2 ----p-__ _ _ ~ i - ' 2 ~a~.92__' .:293:9 ~ ~ LINE , ~._.~._.283~ao.:~., 1 ~ . _ ~ ~ , Pao` ti
I r 7, ~ I ~ OND #1 I 6' WOOD CHIP PATH - ~ 76,0 ' ~ ~ I. ~ N ~ ~ T. a / . 2' 285.1a ~ •
I r_ ~ - - ~ ~ , ~Z~ B,b 1 I 276-- _ - - 2 p~- 287.92 34 LF - 15" RCP ®1.00%' ~I ' 3~ 2 284.60__283• g 4 I
- _ , 1 / .10 - DOT CLA 2~ ~ AP c~ ~ RETAINIFfG WALL FTxp. ~ ~
- - ~ r ~ Y f ~ I I _ - - ~ 4 12'Wz27" 1 i ' ~ 2 .40 - - _ _ ~ I , p X28 r ~ ~ i~ ~ o 2 .d0 ~ (DESIGN BY THERS} ~
I I I ` ® f 28 288.00 - ~ 0 f 287.5 _ QI i i '9 0
S - - I L-'_-'--~ ~ ~v ' 111 ~ ~ r ~ 1 r r ~ _ TW: 91. o o
I I _ a! - 1 r ,1~ 1 ~ 290. ' TW: 291.70 BW: 86 0 , , ~ 190. I o M
29, ~ ~ a a ~ I, 2 I GENERAL NOTES: o o ~
B,h'(;_ 289.00 _ - 7 - ~ - - _ _ - - ~ - ~ ~ ti 1 i ~ ~ r _ 11 el'`' i ~ 90.40 2 2. I r~ - a I » » ~ 90.40 ~ ~ I 1. CONTRACTOR SHALL NOTIFY NORTH CAROLINA ONE CALL (1-B00-632-4949) AT LEAST 48 HOURS PRIOR TO BEGINNING w w z
89.90 _ ~ ~ 13 ~~,ti,°,, . / ~ I _ i, 89.90 1 __.J CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT ~ ~ ¦ p ~
-292.67 _I- - 3x ~ v 11~ - I - 92. _ rt~~' 96 i.'~ ~ T F N RTH AR I a 2~ ~ PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDEN 0 0 C OL NA ONE CALL . ~ ° a J. I 9 ~ ~
2 ~ ~ 1~ R P ®7 t~ 5A I ~ I I N TIN TH G NERAL CONTRACTOR SHA H U AN A N APR N TR CT10N w W a ` , 9 s i' . i r , _ _ _ _ _ _ _ _ _ _ 2. PRIOR TO BEG NN NG CO STRUC 0 , E E LL SC ED LE D TTE D ECO S U ~ 3 °
1 41 ~ ~ / 292.71 - - - ~ ~ 1~, , / ~ 2sz.i ,as I ~ CONFERENCE WITH THE DURHAM COUNTY SEDIMENTATION AND EROSION CONTROL OFFICE [phone], AND A ~ ° ° s
1 -~4A- - ~ ~ ~ ~ , / efg7,: _ . 254 LF - 15"-RCP ®1.189; 295.0 29#.~?0 ~ r TW: 291.50 1 - _ - C6~1.4 1 ~ 45 ~e"~,~., ~ , i ~ 1 i' REPRESENTATIVE OF THE OWNER. Z ~ ~ a
, a , BW: 286.00 1 I -293.42 - 29,3.7.E _ _ °k 1 1 \ _,i 292,92 ~ 292.1 ~ ~ ~ _ ~~1 / _ ~ 29~. 0 , ' FF~`' - ~ i 3. CONSTRUCTION MAINTENANCE AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF THE U~ " " W i.0 :296;10 3.20 1 ~ W W o
294.70- ~ - v - , , r w~>-~-~y- 294:2 0 ® NCD`QT CLASS, B RIP RA(~~I i - -8 296,20 ,.-_.__.___...w.,~ d ~ 9 .6 p ~ Wy 92,10 29 v 19 GENERAL CONTRACTOR. ,7 a a a
/ r - - - - _ - _ . _ ~ ±y.Q.. _ ~ ~ ~ ~ ~ ~ 1 ~ .W ~ CK 1 ~ -r ~ 29G21~ - .D ww......~._ 9 .7 _w... .~-r___,~:.,,_.._.~.. ,.6 L x22 1~ ~ 3.1 9 .6 ~ I~ ~ _ W 3.1 zs3.as / i i I - 4. EXISTING UTILITIES AND STRUCTURES SHOWN, 80TH UNDERGROUND AND ABOVE GROUND, ARE BASED ON A FIELD SURVEY ~
I - _ - -2 :00-~ - ~ ~ ~ ~ 1 ~L~..._ / 293.86 r 293.75 - - - _ 295.70 - .50 - _ - a 1 fly 1 28710 , / + 292.50 292.50 I AND THE BEST AVILABLE RECORD DRAWINGS. THE CONTRACTOR SHALL VERIFY FIELD CONDITIONS PRIOR TO BEGINNING ' T : 2 9••t
29s•so 2ss.5o 9 i RELATED CONSTRUC110N, ANY DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S REPRESENTATIVE IMMEDIATELY. _ _ _ ~ ~i U~
r ~ - 296.70 - 296.70 I _ ~ TW 9 ' 5~ - ~ ~ ~ ~ - - - - ~ ~ { 1 ' - - ~ ~ \ .-!.l' r 294.10, 296-20" _ \ .7 r / ~ ~t9a.~o, ~ STORM DRAINAGE NOTES: M
_ _.Z6Z 296.20- 9i6 20 ~ cn 9a.7 LBW; ~2 6 ~7 I I~ , 1 ' i:' / 4, 0 ~ ,'I 0 ~ 295.9 ~ \ gas: 0 1 II ' r r 287.30 ~ 91.1 ~ 2 i 94,66 FFE , I - 1 A T M DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED CONCRETE RCP IN TRAFFIC AREAS AND ADS N12 Z o 24.0 , LLSOR ( ) 2 3. 0~~ ' 94.16 291.20 i ~ - OR EQUIVALENT IN NON 1RAFFlC ARES. ~ ~
- ~~I CB 16 29 .42 I ~ ~ ~ ~ ~ ~ )G' vv ~„ly r r c- 2 3. 0~ i ~ 9 M"'I A ~
- 9e. 297.00 - $ i ICI ` ~;;•1 , / o ~ / - p _ 5:40, 1 y ! r / , 296.0 29s.so M - _ I , I,', ~ ~ 295..0 s s r • 4.90 ~ ~ i ~ ° ~ v, r ® 296.4 4.4 I ~ , 2. ALL STORM DRAINAGE SHALL BE IN ACCORDANCE WITH THE CITY OF DURHAM REFERENCE GUIDE FOR DEVELOPMENT. E"'1 I' 296.4 96.a6 g ~ ~ ~
296.10 ti 1 1 i , F~ , , \ i N ~ nt'~~ + m 4s .q l~+ ~ Qom,. ~ ~ z 1 3. ALL CONCRETE SHALL MEET 3600 PSI COMPRESSIVE STRENGTH. ~ a
296. _ _~9 i ' - ~ i i ti, +r ,S l r U 296.17 1 ~ FFE , t , •,v`~l~ ~ t ~ 1 i ~ I HI Qi wl ln, ~ 9.. K N WITH WA ~ O o~
' - i 29.30 ~ ~ I .97.42 + I i ~ h ti / V ~ • 5.80 r ~ I ~ ~ r~, ~ti~ ~ ~~1;.~ , 297.82 / 9 . ' 3 , I I _ 4, ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUC EVE INSIDE LL O' ~ ~ o~
TW: 301;0 ~ _ 9t ~ r r t ~ .16 ~ / I 9 . 1 1 ~ ~ Cat U cj _ I ~ 5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH CONFORMS TO AASHTO SPECIFICATION M-198 ~ A ~
TW: 297.00 i ~ ~ 1 ~ 1 BW: 298.0 6 , ~ - ~ ~ + 7 2a / / a8 w ~ . L J' ' ~ 1 ` FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE NOTED. W 1 ~ Q; ~~xM • ~ 2 6.50 296,63 98. F I ~ ~ ` ~ a C7
BW: 295.00 I ~ ~ ~ ~ TW. 29 . 7.7 .\~,r•:\ / 6 I 8. 8 i I k1't E ~ q\\~\~.Jy~~\~.• / ~ ~ 29613-'--`- 4.9 ~ ~ ~ 6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED UP AND SMOOTHED TO AN W ~ O
/ 1 29 ,Or~ FFE ~ I 1 27.6 ~ • Z \~r FFE ti n / I 1 I 29 .6 ! ~qp I + I I ti~:'•~ l1i / ~ ~ ~ 97. I ~b 299.25 fZO~ ~ o: _..,.30 96.95 ~ ~ 1 1 , ~,...,:.1(7•ti. 0 B 7 ' 97• I ~ ~ TAN AR SING MORTAR MIXED TO MANUFACTURER'S SPEgFICATIONS. ~ ~ i ~ i ~ ACCEPTABLE S D D U z o
7 8.00 , , ~ ~ , , . • 288,00 299.45 1 / 2 7.50, 2 8.95 7 1 1 .v11 •;,.,Jti r r 2 7.1 I ' d4 -15 RCP®2.02 C i ~ I ` A A Fl HA B N N-PLA TIC IN NAIIJRE FREE FROM ROOTS VEGETAl1VE MATTER WASTE CONSTRUCTION ~ O ~,a ~ ~ i 9 ~ 7. LL B CK LL S LL E 0 S ~ ~
~ 6 ~~1 297.40 / - 1- I + ~ C $8;`3 . ~ 1 ~ r + 2 7~4 1 ' ~ I I 8.6 ~ 6 D 8,72 296.70 ! I 86.90 + B ~ ~ r I ~ 2 6 90 2 7 4 296.85 I I MATERIAL OR OTHER OBJECTIONABLE MATERIAL SAID MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECWANICAL W
297.20 1 296 I 6 LF - 15 RCP X g, D ~ ~ ~\,2; ~ TW: 289.0 2e7.3o i zszlo 97 7 ~ 29a.1o I ' 2 6 90 296.35 95.10 i ~ MEANS AND SHALL HAVE NO TENDANCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ~ ~ r. 297.50 294.60 j I ` ROLLING. ~ ?a
~ 297.0 , 29 9 .901 ~ 1 ea.9o 1 a r ~w~ BW:' 267,0 TW: 9 1- 1 1, ~ ~ 1 _ -DI 1 99.35 9~8 2, i I 1 ~ i 2a9.3o r s9.1o BW: x 9. 2 t I ~ 29 .80 9 1 _ _~9.7.D 295.30 i Q.~ ~ ~ 9. 2 ' 298.42 294.801. ~ I ~ ~ ~
/ 1 / / ~~~0 0 I . 0 77Q1 I I ~ ~ ~ i r i / 6 C~ t9 RC 2 , ~ , ~i + I i i r i ' I,~ 19 ~ ~ 8. MATERIALS DEEMED BY THE OWNER S REPRESENTAIVE AS UNSUITABLE FOR BACKFILL PURPOSES SHALL 8E REMOVED AND ~ x ~ 297'92 ~ ,~I I I REPLACED WITH SUITABLE MATERIAL. W U
/ ~ 297.42 ~ ~ ~ I ~ 8 6 1 F I FFE ~ FFE i ' + 1 ~ ~ ~ z 29 5Q-. i , ' 1 i
~ 296.92 1 ~ 2so 302. CB 15 , , FE ~ 2 9.64' - - - 2 : 0 L FFE ' ; ~ / / / r .95 0' .4 ~ 2s~9.4 $ I 94 0 i 2 ! ~ i ~ / 298 2 99.82 , ~ ~ 1 1 ` ~ 9, BACKFILUNG OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PIPE IS LAID. THE FILL AROUND THE PIPE ~ i 29.00 ~ I ~ O
i 16 , 3 5 + i I~ ~ a9.ls i RETAINING WALL (TYP,) ~ i o ~ ' ! i ~ SHALL BE PLACED IN LAYERS NOT TO EXCEED EIGHT (8) INCHES. EACH LAYER SHALL BE THOROUGHLY COMPACIED TO 95~ ` , i r 298.00 t TAN A P T T T TH T I T IN H HA L BE I> OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE S D RD ROC OR ES . E OP E GH 8 C ES S L
/ ~ 298 4 r pc~ 30 . I 11 ~ I '`(~BB616N-~81b 9~IEWS}.=~a 2a . s \ 299.aa + i 98.8 I 297 90 ~ ~ , 9 i ~ ~ 9 .3 i / / i i i ~ 1 ~ 10 8 r 98.8 , i ~ ( ) >9 •3 ~ , 297.50 .7 i COMPACTED TO 100 PERCENT STANDARD PROCTOR.
/ , / / ' ~ I , ~ ~ ' 9.20 ~ r / '98.65 _ _ TW--301.8D ~ ~ 1 i i I ~ , 11 i a 1 9.20 ' 29.25 i i ~ i
/ r ~ 98,15 1 i o I i I I 1 1 U 1 9 .70 BW: 30 .10 ~ , ~ I I , ~ ~ a 1 ~ r 9 .70 ~ 298.35 ~ i 10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN ~ 9. i 1 PLACED.
I ! i, i i i ~ r ~ VOLLE BALL i i ~ 1 I I
, r ~ , I / 6 , , FFE- 299.90 ~ a I r ~ ~ I ~ I ~ ~ r ~ ~ A AN X P IN ANY DIRECTION. ~ i ~ ~ i ~ 11. HANDICAP PARKING ARE S C NOT E CEED 2~ SLO E ~ ~ i I ~ ~
302.10 / CB 201 301.6 303.25 pw 299.40 ~ ~ I ~ r J ! i ! , ~ ~ STORM SERVICE DRAINS: i ~ I ~ ;
6 a 1 ~ ~ 2 9,~ ~ ~9s.lo ~ I TW; 9&82- ~ ~ I ~ / 1 r I i i 2 ~ ,0 i ~ ~i TW: 8!50 i 298.90 `I i Byy~.289.10 k~j,'~Q .32 ~ 32~ ~ i i i i ~i ~ "
' r 1 03.40 ~ ~ I I .90 289. 299 29 .8 i ' I ~ ~ 15• o2so oz' i 302.90 i ~ t I BWa 8 i . 1, STORM SERVICE INLETS SHALL BE 12 PLASTIC INLINE DRAIN INLETS BY ADS OE EQUAL, O g ~ ~ I i ~
r I ~ 00 3 10 i / ~ 1 ~ 302.2 CR ® 30 00 ~ i 0 i 1299L00 ~ TW. 299.0 , rv DI 98 _ C ~ 2 9,60 3 10 ~ B•B,(~• _ ~ 1 I ` 2. STORM SERVICE LINES SHALL Bf 10" DOUBLE WALL HDPE PIPE BY ADS N-12 OR EQUAL INSTALL TO A MINIMUM SLOPE 2 9,60 i ~ ~ 1 1 ~ " ( ) „
' , I I I ~ 1 0 i + ~29 .50_ ._',294.1 i _ ~ , 6 301.7 ~ 1 ~ 3 3.~0 I , i r I I ~ I , 1302.80 , 3 3.10 ~ 303.10 i I i i rn I i- i N . ~ _ ~ _ i ~ ' ~ 1 ~ OF 1.00 WITH AT LEAST 18 COVER. WHERE DRAIN LINE EXTENDS UNDER TRAFFIC AREAS INSTALL WITH 24 COVER AND I
/ ~ ~ . 302.6 , ~ i i ~ i / r ~ ~ 1 x302.3 ' 21 302.80 i i i~ l i r 4 L - 15 1 ~ i i i ~ i I BED PIPE TO 6" ABOVE CROWN WITH 1y57 OR X67 STONE PER AASHTO. ~ i i 7, I I
~ r 1 1 i r 302.30 3 0.42 I ' I ' r / r 1 i , ~ ~ / '1 i r i , i i ~i ` 3. YARD INLETS IN POOL AREA WILL CONNECTED BY CONTRACTOR TO DRAIN TO DROP INLET DI 9C. Zi ~ i , I 1 I
I r I r i N i 2 9.9 i........_I,., c3IDO.8o , / , ~ ~.--70 LF - ~5~ RCP ~ i 1 / I I 1 r , 303 20 , 303.20 03.80 i i 3 0~ ~ b ~ _ ~ 30 .42 i 30.42 i i 1 1 W
/ I I ! , _ X17 r ~i 302.70 ~ 0 i i i ' ~ 2.3 9 . 2 I A _ Q__ _ 303.30 2 9 5 ii ~ 300. 2 302,50 ~ / / / - - _ 01,5 ~ i i 299.70 i ~ z3o 1 i r ~ 9. 2 i I I ii 11 i 1 i ~ i i ~ 302.5 301.75 1 I i 1
303.25 / 1 1 -I-~i-- , i ~ ~ 300.2 i I 302.00! 02.75 ~ % ~ / ~ I , f 1 ~ ii ~ 0 , I ~ / / 303.7 a3.r~o i ~ ' ' i 302.0 i ~ i ~ p • 301.5 ii ~
! 6 I I '304, 0 r o+ _ N i i i' ' 1 ~ - 1 01 8 / I ~ ~ 1 ~ ~ ~ , ~ 301.40 I i -1- ~ Q 01 8 ~ 302.0 0 .90 1 1 i ~ 1
, I 30.0 / ~ 304.50 304.60 302.101 w i CB A i , i / I I ,I , 304, 00 304.10 - - ' ~ 302.P0 ~ I~ ~ ~ ,i V ~ i 1 i + ~
' i Y I / I ~ i I ~ 30114 3 302,64 ~ 01.90 ~ ~ ; r ~ , GRADING IvEGEND
/ ~ ~ ~ 302. I i I - 64 / .4 ~o i 301 24 i I I i ~ ~ I ~ ~ I 0. ~ 1.39 ~ ~ ~1 i 1 k / a1,4o ~ , ~ ~ A
I I ~ + a~i oa.3o ~ ass 3 ~ 1 , 300...4 FFE ~ ~ . / I I « , ~ a.3 i i Ot; 301.50 FF
/ I I r ~ ~ 1 1 1 i I i 1. E 1 / 0 .10 ~ 0 .10 301 ~ 301,20 1 A N S TI N _ ,301.10 i - ~ ~ , ~ ® FL RED E D EC 0 STORM DRAINAGE ,i Z.6U-- ~ - i 300J0 1 p i ~'I - - A
o i g, I ~1 i O 1 ~ ; i - ~ ' 302.10 ~ ' i I , i / i 1 A I ~ ~ P OL A EA -'TW:-3 3. 3 302.10 ~ ii 1. 0 ~ STORM SERV1CE LINE »
~ ~ I I ~ , , ~ 1 301!74 ~ Q.90~' i 3oo.ao 3oa.ao a2.3a BW: 1. I I ; ~ PLi~4Y COURT ~ II 30124 i I ~ , I 3 1.20 ~ ~ ~ 300.80 P i I ~ CATCH BASIN t. r ~ 1 I~ ~ I~ Wa
ci I I ~ / / ~ T :302.40 \ 302.80 ,302.80 3 0. 304.30 304.34 o 30 .0 - I ~ ~ + / i BW: 01.90 0 30 .5 - ~ 3oa.so / 3 0.40 - 303.00 301.50 I -RD-RD-RD- ROOF DRAIN, 8" ADS i 302.50 , 301.00 ~ p ~ ~ DROP INLET NON-PERFORATED TUBING OR ~
. - I a , , _ ~ ~ / r \ - ~ - r ~ - I I I I ~ ~ i i , v ~ _ _ ~ ~ ~ . - - _ ~ X303.50 ~ r I p I EQUAL 1.07 MIN. SLOPE 3' MIN. r 1 +3oz.~o ,~i ~ ~ ~ ¦ STORM SERVICE INLET COVER PVC SCHEDULE 40 IN
~ I I FFE / , ' I ' ~ FFE ~ FFE ---30 8 + 30Y. 0 I:' 0~. 0 3oz ~ 302. a 1' i r ~ TRAFFIC AREAS
o I I 305.00. Ii , 303,50 305.00 .303, 0 - - N i i ~ ~ ~ v• 304.1 ' ~ ~ ~O2as U ~ 02.25 ~ I I ~ 3 2.00 i
m I I ~ j i l i ri 303.0 30 .5 I, i I ~ STORM SERVICE ROOF-DRAIN Q .05 I i I o° i~ I - TREE PROTECTION
I ~ ~ 304;84 + 1 I ~ i ____-_-.~___u ~DI22 304.3a / / ~ I ~ 4 I ~ / 4 ~ I 1 ~ T i ~ i ~ ~ ~ I ~ ; lD LD LIMITS OF DISTURBANCE ~ i 0 STORM MANHOLE
- ice/ f , \ / Qi i I ~p l ~ 04.00 ~ 3D~4'.0 ~ 1 ~ ~ 1 ' ~i I ~ I ~ 1 ~
o / ~ / / / , 303; 0 J , i i , WOODED AREA ' I i ~ ~ i ~ DRAINAGE FLOW ARROW ''hh
~ ~ 1/ / ~ o2.ls 1 30 .00 - - ~ ° 1 to - --'-w------r--- _ _ i ~ TW: ~ 307.Ob I + - - - _ ~ o ` 1 I ~ i ' V ~ ~ ' ` ~ 250 10 CUN~IUUK
~ ~ ~ - BW: i 306.0 ~ ~ ~ ~ ~ I , ~ j I 0 . 0 I ~ I ti LINE BREAK SYMBOL 252
~ ~ ~ r I r ~ ~ 0 00+ 302:80 ~ 392.80 ~ .3 ~ D 0 / TW: 309. - ; I r i 3oa.3 - ~ 4' ~5 , I i 303.80 - 0~ .5 FFE r i i 2 CONTOUR " i~ ~ ~ I ~
_ BW: 308.00 i DI 12 , ' , ~ 303.30 C C 1 302,70 r ~ i, 't 250,50 -------25______-- EXISTING 10' CONTOUR ' I I ~ ' 250,00 TOP & BOTTOM CURB ELEVATIONS
o, RETAINING WALL (TYP.) r I r I ~ 3 2. 0' I 0' ~ 302. ` ' ~ ~i r ' __252------- 3 236 I i EXISTING 2' CONTOUR
~ ; / (DESIGN BY OTHERS) 1 I I 6 ; - T °L, ~ 3 . 0 1 0 ~ i ' I ~ TW~223.00-TOP OF WALL ELEVATION PROJECT ND. _ t - t CP 2.0o I n r ~ . _ _ - . WDP 01030
I m ` - ~ 11 LF 111 » R ~ D ~ ~ G NOTES: _ I~ G I i ~ 306 2~ 0 1® 1 » p 299. 0`~ ~ ~ ' BW~213.00 -BOTTOM OF WALL ELEVATION EASEMENT LINE I R I ~ ~ NOTE: BOTTOM OF WALL IS GROUND WDP0103O-G2
° ~ i 06.10 305 7 ~ - - v 1 6 ' r' ~ 6 116 r r I i ~ ~ ELEVATION NOT WALL FOUNDATION)
0 1. A DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE ~ ~ I ~ I 1 LL ~ - I i+ 05.60 vv 1 r, o FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 1 I i 1 4.90 I y 303.0 r' ~ 299.1 ~ X298.5 i DESIGNED sr: MA~WTO~ELH 3~d.90 302 0 , .any ~ 298,0 ~ on~T ~~~~m~~~ nxaxta ex: ni o
o CONTRACTOR SHALL NUIIFY IFIL OWNLK IF ANY UI5CKtl'ANCILb LAI51 iP ~1P' vvt.~v i F NECESSARY PAN 3T1,50 JVL.4.V TV.VV orvi [~r.vnnviv
R ~p 0 WITH ' P IMT PROCEEDING TH CONSTRUCTION OR L OR FFE 1306.00 I ~GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO THE CARWASH 305.50 b' 207.00 1 x { SCALE: a i 1 = 40
m I 3A9. o CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES i 206.0 3~4 i r r i i Y2 LF 15 CP / HATE: 03-15-2002
2 : "R T NI WALL (TYP,) 0 o SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOT1fICAT10N HAS NOT 30 I a I D I BY OTHERS) CLUBHOUSE BEEN GIVEN. I I 0/)123% PRINT DATE GRAPHIC SCALE
2.30 I C / 298.10 SHEET NO. / 40 0 20 40 80 8 r 297.6 N i ~V r 0-4A
2. FENCES PROPOSED ATOP ALL RETAINING WALLS GREATER THAN 4'. 0 3 MAT JUN 14 2002
/ CH LIN E D 3. SITE NOT WITHIN FEMA FLOODWAY BOUNDAY AS DEPICTED ON MAP
NO. 37063COl53G. (SEE SHEET C McAdams Co„ Inc. 1 inch = 40 ft, The John R.M 01MCADAMS
4B X FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

GRADING LEGEND
FES 23 CB 33 DI 40 INV. OUT = 290.00 T/C = 300.92 T/G = 304.00
INV. IN = 294.36 (CB 34) INV. IN = 301,80 (EXIST. 12")
CB 24 INV. IN = 294.61 (CB 37) INV, IN = 300.60 (FES 40A) T/C = 298.17 INV. OUT = 293.86 INV, OUT = 300.50 Q FLARED END SECTION STORM DRAINAGE ~,~I
INV. IN = 290.90 ``4 - • • • • - STORM SERVICE LINE A
INV. OUT = 290.40 CB 34 FES 40A ~ CATCH BASIN
T/C = 301,62 INV. IN = 303.00 CB 25 INV. IN = 295.15 - - ROOF DRAIN, 8" ADS ~j RD RD-RD- ~ DROP INLET NON-PERFORATED TUBING OR
T/C = 299.92 INV, OUT = 294,90 EQUAL 1.0% MIN. SLOPE 3' MIN. •
INV. IN = 295.60 INV. OUT = 295.10 CB 36 ¦ STORM SERVICE INLET COVER PVC SCHEDULE 40 IN ~ ~ ~
TRAFFIC AREAS • ~ O O UO
CB 25A T/C = 303.07 INV. OUT = 298.65 ~ STORM SERVICE ROOF-DRAIN d+ -TP-1P-1P- TREE PROTECTION H W z I
T/C = 301.40 INV. IN = 296.60 DI 37 D O
INV. OUT = 296,50 T/G = 301.80 O STORM MANHOLE LD LD LIMITS OF DISTURBANCE ~ a O ~ ~
CB 26 INV, OUT = 298.00 WOODED AREA ~ ~
T/C = 305,50 FES 32A DRAINAGE FLOW ARROW ~ 0.~ 250 o a
INV. IN = 300.25 INV. OUT = 292.00 INV. OUT = 300.00 10' CONTOUR W ~ N ti LINE BREAK SYMBOL 252 ~ z G7
2' CONTO R U
CB 27 CB 38 (DOUBLE BOX) 250.50 T _______250_______ EXISTING 10' CONTOUR rr O O OP & BOTTOM CURB ELEVATIONS W
T = 305.42 T/C = 300.28 /C INV. IN - 295.60 INV. IN = 301.10 INV, OUT = 295.50 250.00 G, ~ O ~ ___-___,252-- _ EXISTING 2' CONTOUR ~ F'
INV. OUT = 301.00 0 TW=223.00-TOP OF WALL ELEVATION r ~ I
DI 28 CB 38A EASEMENT LINE E"I a' x BW=213.00-BOTTOM OF WALL ELEVATION - - - - - W U>C O
T G = 308.75 T/C = 301.85 / INV. IN = 294.28 (NOTE: BOTTOM OF WALL IS GROUND G ~ W Ix O ~ ELEVATION NOT WALL FOUNDATION) Z ~
INV, OUT = 304,00 INV. OUT = 294.18 C7 ~ • to
FES 32 CB 39 Z W~ ~ + 0.00 SPOT ELEVATION W ~ C4 „
INV, OUT = 292.40 T/C = 302.90
- MA ~r INV IN - TC 299.00 HLI NE ,uuuuu
- INV. OUT = 298.50 -~-r--,----.----.-- SEE - SHEE DI 29 (COMPACTOR DRAIN TO SS) ~a ~0(
- T C I ~ - 4A , ~ ~ u ~ - T/G = 300.40 0~ 'L
. 310.70, i r 308,30 / 8 ~ - ~ 310.20 I 307.80 308.60 - ~ ~ ~ , / ~ INV. OUT = 296.00 ~ ~ OF 1, 9 S ~ :.:r.
~ , 310.22 308.10 ~ 310. - I ~ I i ~ I ~ ~ , ~ 226
' r p I 099 r''' ' 309.5 ~ ~ sr 310,26 I i ~ ~ 30 . I ' V 1 3 31 i ` ~ I 1 311.00 0.9 309. ~ ~ 3 4 2
- ~ 50 310.48 ~ ~ ~ , I ~ 0 .42 ~ - r C 2 w i ~ I r ~ ' l' V i I I ~ ~ i NGINE~ UY I R i I r
6 307.92 > _ _ - _ 311.10 I ~ ~ , 310.55
310,60 I I ~ ~ 09:`50 ~ 310.05 r ~ I I i I i ~ 1 / nnm I ! I ~ I r '
~ i ~ r~ 9.00 310.7 ~ 1 308.50 ~ i 31 r 308.20 308.00 ~ ~ rt ti ~ t7 , w 310.80 0 20 +309.80 + ` ~ 381$ 3gr8.35 ~ I • I I f I I fl r 1 1 7 F- ,1BVC I= I i ~ i / N
} \ i ' ~ ~ ~ ~ I i j - 1 ~ I 310.30 / 308.28 _ ~ X309.70 ~ ~ r .4 I I ~ ~ i r r 4.42 I r ~ i i ' ' °
' ~ ~ ~ n ,r 311.80 I I ' , - _ - _ r r I ' ~ ~ ~ 1.30 I ~ 9 o r I r I i i 0 i~ i w i rr ; ~ ' ° C 26i I ~I I o°m~ j / i $
~ 3 .9 ~ ~ ,~y~~~~ r`' I I , ~ J ~ r i 3'.9 / ~ I I ~ ~ N N I / r 3 .4 ~ ~ ~ I~ I -yip j I c ' ~ o o ~
' ~ \ ' Cj~4~',~'`~ I I ~ I I ~ 309.02 r 3 .4 r i ~ + ~ ~ _ i I 1312, 6 ~ 31A,85 309190 308.5 + ~ ~ ~ I i 1 ~ ~ ~ I I ~ 312.36 ~ I ~ I ~ i ~ I ~ I a~ i 1 I , o i ;l i i ' I ~//I~ ~ ~ I i r r , ~ o M~
I I ~ , ~ ~ I I ,310,35 309.40 , , t ~ I r I i i ~~r 3 2 i ~ I~ ~ 1 1 ~ r t o o a
~Q \ / I \ / 3 37 ~ r I EO I r r r l I i r r ~ ~ ~ j r~ I I i~ I j 1 I r / z i a
~ ~i 313.45 I I ~ , ~-r ~ ~ , r I I I-~I ~ r r I r 1 ~ l ~ ~ i / i r I If I I r ~ r r i r Y
1 , ~ c,G i 31,2.96 I I 311.30 311:10 3 9.1 DI • , r , I ' i I it ~ t i i i i r a I ~ i ~ r i U U a
~ I' Ca ~ _ ~ i ~ I ~ I ~ 308, 68 ~ ; 5, 5 t' I r r ~ C'' r f I 309 0 r - ~ , r ' ~ ~ ~ I 309.30 ~ ~ r 305.0 , I ~ rn I ~ I j l Z~I / r l ~ r rr ~ ~ a I I G7 I i t ~ r r z z
~ ~ ~ ~ i~ l I .I ~ w ~V ~ 1 309,4 ~ 1r r O ~ _ yP 1 - 308. ~ r r , rr ~ ll ~ j l I ~ i r ! i ' ~ ~ r ~ ~ r II I ~ I r r r v v ~
r 1 li I I ~ i ' ~ d{ ~ z r ~l i dl ~ I I I 1 r Z a ~ ~ I / r I ~ ~ 30 LF, - 15 ,RCP O ~ ~ o
~ 1 1 I I 1 r ~ d7 l i I 1 1 ~
r v Ct~ ~ `I I I I 1 ~ ~ r I IA V ~ 1 / , t ! ~ ~ I I I ~ 311.68 r iP ~-...r-1P-,~. ~ ~ I ' r 1~ l I i r / / l w w o ~ I ~ ~l / i F,i ~ ~ ~ r ~ a a a
~ . , ~ I I w: 310.90 *3,.,s ~ r- ~ z / A 3.3 / r W / I / ~ ~ ~ I ~ I ~ r ~ ~ 1 i / ~
I ~ ~ ~ i 1 ' Sc' ~ r I i I ~ i ~ FFE TW: 3 8.90 r I ~ S r I ~ I 1 ~ FF'E r I ~ ~ / ~ / I I I $ I/ / / r /
Ir I I I 312.00 BW: 6.90 r ~ ~ ~ ~ ~ I I I, 310,00 , I , _ /l ® ~ i I rr I ! ~ l rl N / I r I ~ 'I l 1
~ 1 ~ I I` ~ 1', r I ~ t` / ~ I / I ~ / / I r' ,
~ I ~ I ~ i ! k 3n.3o 11.30 TW: 3 a 90 - r ~ ; % ~ ~ ' ~ ~ r I, I C, ~ 4~ CB I , / i r ~ M ' FFE Ir ~ I~ i " i O
I r ~ ~ I ~ I .0 3o9,3a BW: 08.90 309.30 30~~30 W r I ~ ~ .30 T 3,1 I ~ , I ; I 4 309.70 , ~ TW: 30 :90 C„ ~ ~ i , ~ ~ T 3.1 r 304A4 ~ . , 40 LF - 15 RCP ~ a O
I , ~ 1 . I ~ 309..-20 R T I N 307.3° 90230 , B 0 .1 ~ r I I I FFE G WA L (TYP , q BW: 3,06.90 ~ r B 0 .1 r I I ; ' ~ 2.35% I` A ~ / ~ I ~ ~ ~ ~ ~ / I I W: 3 ~ , ~ W ~
r I i I ~08.~9~~' ~ ~ (E I BY 0 HERS) ~ ~ r ~ i 309.40 310.00 I I ,I w: 1. ~ FES a1, - U~ x z
r _ I i , ~ r _ I I ~ ~ . ' ~ 308.90 308, 00 ~ r I ' I - ~ / I ~ ~ INV. OUT - 284.00 a ~ I ~ O OO
1 ~ 1 I 3~. 0 - ~ ~ ~ ~ C625 ~ ; I, I ,~3 7. 0 + .as 309.66 ~ CB 25A i 30200 , I 43/ C Z I , , O' ~ w ~ ~ , , I I / ~ I NCDOT CLASS 6 RIP RAP C3~ ~ ~ d
~ , I I , 1 . I - - _ ~ . ~ ~ ~ i I ~ 308.67 ~ ~ ~ I 1 ~ I I r r 110'Lxl l'Wx22"THICK n U A~ U I I ~ I ) ~ ~ ~ Q, dwx~
t I ~ ~ i r r" ~ r ' I I .17 _ ' ~ i ~ ~ I ~ I I i~ I i A W~ F c+7
3 r I y., ~ e x ] ~
I l I I i , ~ , ~ , / ~ ~ I li ~ Ir ~ I T- ' ~ I iI I ; 45 LF - ~ 5" RCP ~ W ~ O d' ~ a I ~ I ~ ~ ~ Gi ~
1 r ~ ~ _ I 17 7.30 ~i ~ I I ~ ~ ~I. I I r/ , ~ ~ 8.33% e O " ~ ~ ~4 / I i 8"~ ~ O W~
~ , ~ ~ 1 1 I q 0 .B.O. ~ ~ I - I - ' / / i ~ I : 1 I LF - 15 RCP w W ~ F
r I I 0.72 ~ 5.5 ~ , 4 I - I I, 0 3.67X E, i / ~ I ~ O 1 a , , it I i ( O r.7
,i 1 05.0 ~ . r f ~ ; 1 ~ .92 07. 307.40 ~"30 . - - ~ ~ ~ , / / I I ~ ~ ~ Q+' ~ r i I i .1 ~
j r r ,11 ~I,N I 306,90 ~ i i ~ / i I ~ I i NCDOT CLASS B RIP RAP W
j - r 1 TI • i ~ I r r J 1 ~I I a ~ ~ r ~ U J , I r j , 18 Lx20 Wx22 THICK ~ ~I I r
i 1' ~ , ~ I'TI I ~ ~ ~ ~ & I I 1 I ~ ~ ~ I i r ~._______~~..,-..~M,... X71 ~ I ~ 1 00.94 1; , 300.42 ~ 29992 ~ I I ' ~ O
f - ~ I m l r _ ~ I I ~ I GENERAL NOTES: DI WEIR BOX ~ I i ~ T ~ 1. CONTRA T A _ i~ ) I / C OR SH LL NOTIFY NORTH CAROLINA ONE CALL (1-800-632 4949) AT LEAST 48
rr r~ ~ ~I I ~ .i ~ e? ~ 00.44 ~ ~ ; ~ _ ~ I, ~ ~ T/G = 292.Ob I ~~,I HOURS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
r~ r ~ C 1 D 1 r 304.58 a~ 0 .5 ~ 3 .i~ , ~ 1r j ~ A 1 ' 04.08 30 .0 ~ ~ ~ ,INV. IN = 2~ i I - ~ CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES ' ' INV, OUT ~ 7 Od ~ p FEg ~ ` INDEPENDENT OF "NORTH CAROLINA ONE CALL",
~ ~ i I I 08 INV. OUT =286.00
I 1 - ~ I , ~ / / V / I I ~ 2. PRIOR TO BEGINNING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL SCHEDULE AND ATTEN A D
~ I ! I I , \ ~ I I / - PRECONSTRUC110N CONFERENCE WITH THE DURHAM COUNTY SEDIMENTAIT N AN I I, 0 D EROSION CONTROL
! Z I ~ - / i ~ / , ear r , . , r i ~ I- ~ 1. ~ i 0 , Pt . o4.I OFFICE [phone], AND A REPRESENTATIVE OF THE OWNER. ~I ~ g
Z 1 z , >A ' ; i ~ i. ~ I ~ I -7 F - P , L 1 R ~ l M 3. CONSTRUCTION, MAINTENANCE AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE THE - ~-~%I ~ I RESPONSIBILITY OF THE GENERAL CONTRACTOR.
i 5 C , i - I I _ r 30 :20.... w 301-4 , ' ~ , r r ~ I III ~ ~ ~ I ~ I ~ " I _ ----'~-~Y.~2 - ~ ~;'y V i~ i , I I o O~/~ I I N° ~ Vi
/ I 1 ~ ' ~ ~ ~ E ! I m I 302.40 _r _ 3 .22 c r'----- _ ~ .~f , h - I I .moo 4 X W - / _ ~ . E IS11NG UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE GROUND, ARE I I I, N BASED ON A FIELD SURVEY AND THE BEST AVILABLE RECORD DRAIMNGS. THE CONTRACTOR SHALL
r i I i i C) I i 301.90 , 2 ~ ~ r 29 .40 "1 ~ , Iii ~ 1 r I ~ I ~ ~ , 297.90 ~ ~ ' I I ~ WJ I I ~ ~ VERIFY FELD CONDITIONS PRIOR TO BEgNNING RELATED CONSTRUCTION. ANY DISCREPANCIES SWALL
; I` ~ I --~r----~ I'~ i ~ I CB 36 I 1.72 i i ,~C 24 ~ ~i I ,-'f Pc a 62.6 - \`~Q BE REPORTED TO THE OWNER'S REPRESENTATIVE IMMEDIATELY. ~ ~ I
~ r II I ! "0 - - n I ~ 302.5 , 3 1. r r ~ i ti I 22 '1 r I t ~ T. I 00.62 r I r I r I i~ ~ , ,I I i 12 r r - I ~ a 1~ STORM DRAT
r - ~ ~ , i i i ~ ~ l_--+-- ' ' r 55 ~ ~ 1 1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLA III I SS RE NFORCED CONCRETE (RCP) IN W ,Y ~ 1 TRAFFIC AREAS OR ADS N12 OR EQUIVALENT IN NON TRAFFIC AREAS. FBI
i1 i I I, ~ ~ 11 i I ~ TW: 30.0 ~ 3 1.6 I I 1 .,6 I i I ~ -'_J C~ ~ I i i BW: 30.0 30 . 3 1.1 i I I ,r " I i ; ` r ~........._._.~_...,,_..._w._... ~ ~ 1 305.30 ~ 301.9 TW: 301. ~ r 9 30 I p ~ 1
11 I r i1 11 r~+ I i BW: 299... , I - ®-1,0 I ~ - - 9 _ _ 30 0-RING CP _ _ ~ ~ l ®1.039; - - ~ ~ 2. ALL STORM DRAINAGE SHALL BE IN ACCORDANCE WITH THE CITY OF DURHAM REFERENCE GUIDE
r t ii i' i ~ r- i I ,r 303.30 B 3 ~ ' I 3 ~ ~ I ~ L ~ i r I 1 , I 301. 9.30 , ' ~ ~ ~ FOR DEVELOPMENT. Q
I I I III ~J '`:1 i~ I; I ~ l FFE r 1 1 II ~ I I i r; ~ 1 , 306.00 ' 304.00 r r , N I I '.1 ~ I 3. ALL CONCRETE SHALL MEET 3600 PSI COMPRESSIVE STRENGTH.
I , ~ r FFE i F I I FE ~ 1 ,I ~ ~ -~t ~ I . I - 1 51 , - 18 RI ; P 302.00
I ~ 1 I I ' 1 r r _ 300.0 r ~ T A I I , ~ ~ _ I, I I 6X p I CDO SS 8 I ' 1 r ~ ' ~ - ~ `1 I I ' 5'Lx9' 22" C{ ICDOT ASS B RIP R P ~ I ~ LL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL, A +T i
~ I E ~ . ~ ~ ' , i, I ~ , - , Lx9 22 CK I " 1, ~ 5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEA I _ , ~ LER, WH CH CONFORMS TO AASHTO
c ~ ~ ~ iT-'_------~ i , , o l~ ~ I % I - I DI 37 ~ I - ~ r ' ~ I 1 ~ 300.92 ~ 301:20 _ ~ _ I ~ gl ~ SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE NOTED.
~ r , II I I >p ~ ~ B 33 0 , -:BW: 299.20 ~ - DETEN ~ , ~ ~ ~ I, I ~ ~ ~ I 3 0 42 ~ NW - ---1 ~ ~ ~ Q T)ETEN PO ~ I i c~ G 6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED UP AND
1 I I 1P _ - I I TW: 305.20 ~ i 24 0- ; a r i I I i I BW; 70 LF - 15" 0-RING .87 - NWSE = 295 II. ~ , / ti ~ I SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR MIXED TO MANUFACTURER'S Qr ~ ~ P IFI All I i9 I SEC C ONS.
! I 1 I 303.29 ~ , o ~ ~ i I I rAPPROXMATE LOCAITION OF li 1 04,84% Ij ~ - - _ , ti , ~ ~ ~
I ~ ,'A ROW OF MATURED ! ii I 22 L~ - 18 RCP i I ~ ~ I 7. ALL BACKFlIL SHALL BE NON-PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATIVE MAITER, - I 1
~ ~ r 11~ ' ~ I! ®~6:8 o I~ I I LEYLAND CYPRESS TREES I ?X__-~` i o i I ~ ~ I ~ I~ ~ - b ~ ~ 1 WASTE CONSTRUCTION MATERIAL OR OTHER OBJEC110NABLE MATERIAL SAID MATERIAL SHALL BE _ - ~ ~ ( `N 1 CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDANCY TO FLOW
N I lr I I i ~ ' I - I 1- I , 16 LF - 18" RCP j i _ ~ ~ ~ ~ ' v I € ' 1 , 1 ~ f °I i ~ ` NCDOT CLASS B RI~JiAP--_- I 19 ; OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING. I I
m I ~ ®5.00x, ~l 2 _ ,16, ,w x ~ ~ c? _ 5 FRO - ~ 1x9 x • r ,w 1~ -r'- NT YARD g - _ ~ - I I ` °'I" B. MATERIALS DEEMED BY 1HE OWNER'S REPRESENTAIVE AS UNSUITABLE FOR BACKFlLL PURPOSES
\ ~ `~I i ; y , ~ SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL
~ t ~ ~iE-AI~I~~ .70 ~ ~ f I I I 1 9. BACKFlLLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AF1ER PIPE IS LAID. 1HE FILL I 1 ~ ~ AROUND THE PIP HA P I ~ E S LL BE LACED N LAYERS NOT TO EXCEED EIGHT (8) INCHES. EACH LAYER
I 1 $ ~ SWAU_ BE THOROUGHLY COMPACTED TO 95X OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH TH
0~ CB I I + , ~ E I I ~ STANDARD PROCTOR TEST. 1HE TOP EIGHT (8)INCHES SHALL BE COMPACTED TO 100 PERCENT _ I I 9 ~ ~ STANDARD PROCTOR. ~ _ I i
~o- _ ; ' rv - ~ ~ - ~ - - - Y4 RCP , ----r--,~.-~.__ _ m~ _ _ _ - - - 1~61G-. r r~ 1 , ~ ~
m 13+00 ~o_..,-.m- G~ 38 - 0 LF - 24" 0-RING ~6 r /i " II \ 10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED TRENCHES _ ~ / AFTER PIPE HAS BEEN PLACED.
D ti 4Yr - -+-..y.,w 1~co c,~ ®3,63 - _ ~ ,
I I 1 11, HANDICAP PARKING AREAS CANNOT EXCEED % P IN pEO~E~r xo. _ 1, 2. SLOE ANY DIRECTION. WDP-01030
1 U~tr ~ • ~ \ ~ m ~ ; 122 LF "~`.24~ w O~RII~1G_RC ~ - \ ~ _ STORM SERVICE DRAINS: FII~xn;~: WDP01030-G3
0 1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE _ - " """`-~-=--~---..r ®1.00 ~ - 1~+~a w _ _ rl • .w " DESIGNED HY:MA WT E H
o FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. ~ _ -`i"~`--=-~- _ - ~fi.w,,, _ ~ ~=-~=°tp°.~;,_ o CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST rr m _ 17~ ~ ~ ~ 1. STORM SERVICE INLETS SHALL BE 12 PLASTIC INUNE DRAIN INLETS BY ADS OE EQUAL ~ O~ L r
ULr' i ~ 2. STORM SERVICE LINES SHALL BE 10" DOUBLE WALL HDPE PIPE BY ADS (N-12) OR EQUAL.
° GRADE CHANGES, NO EXTRA COMPENSATION SHALL BE PAID TO THE o F ANY WORK CONTRACTOR DONE DUE TO DIMENSIONS OR GRADES OLD-D INSTALL TO MINIMUM SLOPE OF 1.00% WITH AT LEAST 18 COVER. WHERE DRAIN EXTENDS UNDER SCALE: 1"=4d
o SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT i - - 30 TRAFFIC AREAS INSTALL WITH 24 COVER AND BED PIPE TO 6 ABOVE CROWN WITH #57 OR x!67 STONE PER AASHTO. GRAPHIC SCALE DATE:
o BEEN GIVEN. FJ - LD °'---w - - - r A T% ~ 03-15-2002
0 2. FENCES PROPOSED ATOP ALL RETAINING WALLS GREATER THAN 4. (SEE SHEET _I - w-- SHEET NO. 7,0 40 0 20 40 80
3, SITE NOT WITHIN FEMA FLOODWAY BOUNDARY AS DEPICTED ON MAP - >
_ va C 1 NO. 37063C0153G. 1 inch = 40 ft.
JiMcADAMS l` FINAL U6AN.AI, - NOT RELEASED FOR CONSTRUCTION

OUTLET STRUCTURE
PERMANENT SEEDING SCHEDULE TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION SEE DETAIL 10' (MIN.)
SEEDING GATE S,~EDING MIXTURE APPLICATION RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE t.} CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV. =280.50 12'W AQUATIC SHELF ~ 6;1 SLOPE
CONDITIONS, IF AVAILABLE. HANDWHEEL ELEV. 276,00 TO 274.00
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN i -MAY 1 RYE (GRAIN) 120 LBS/AC p,} RIP THE ENTIRE AREA TO 6 INCHES DEPTH. FEB. -APR 15 (POSSIBLE) KOBE LESPEDEZA 50 LBS/AC ELEV. = 279.10
3.} REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
AIL AMENDMENTS MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC REASONABLY SMOOTH AND UNIFORM. BERM NCDOT STD. 838.01
APPLY UME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE AUG 15 -DEC JO RYE (GRAIN) 120 LBS/AC 4.} APPLY AGRICULTURAL UME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. WiTH SOIL (SEE BELOW). TOP OF RISER ELEV. = 277.30 ,5,~ SECTION ENDWALL (SEE DETAIL} •
MU H SOIL AMENDMENTS 5.} CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS ~ u7 NON-WOVEN GEOTEXTILE FABRIC ~ o
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING W1TH ASPHALT, NETTING, OR FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND PREPARED 4 TO 6 INCHES DEEP. NORMAL POOL ELEV. = 276.00 D A MULCH ANCHORING TOOL A DISK WiTH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE AND 750 L8/AC 10-10-10 FERTILIZER (FROM AUC 15 -DEC _ ~ SHALL BE PLACED AROUND EACH ' O O
AS A MULCH ANCHORING TOOL. 30, INCREASE 10-iD-10 FERTILIZER TO 1000 LB/AC). 6.} SEED ON A FRESHLY PREPARED SEEDBED AND COVER UPPER INV. PVC SIPHON - JOINT OF RCP BARREL IN 2' WIDE BARREL U d~ ~1 TRIPS CENTERED ON JOINT. INV. OUT = 269.50 F"'~ W Z I
1~INTENANCE MULCH 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. a O 1 6 ^ Ix ~ O
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WiNTER OF THE APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, FOLLOWNG YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW p R T . A ISK N1TH BLADES SET NEARLY STRAIGHT CAN BE INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS IMTHIN 1 LF - 2" DIA. INVERTED PVC /C 1 ~ ~ ~
REGULARLY TO A HEIGHT OF 2-4 INCHES. OR A MULCH AJCHO ING OOL D THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60°: DAMAGED, USED AS A MULCH ANCHORING TOOL. REESTABLISH FOLLOWING ORIGINAL UME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY SIPHON (SCH. 40 ASTM D1785) 35 BARREL NCDOT CLASS "B" RIP-RAP ~ ~ ~ ~ 0..
INV. IN = 270.00 12'Lxi4'Wx22"THICK ~ x w
NUR PLANTS MAINTENANCE WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. BETWEEN MAY i AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS Ofl 10 LB/ACRE GERMAN JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, g,} CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION WATER TIGHT GASKET SEAL-~ W ~N ASKET SEAL ~ ^ z
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED. OTHER DAMAGE. POND INV. ELEV. = 210.00 63 LF - 18" 0-RING RCP ®0.79q (CL. Ilt RCP) W ~
AUG 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS z z o 000000 a~ ~ boo
WITH 50 LB/AC aF NITROGEN IN MARCH. IF IT IS NECESSARY TO DRAIN TRASH GUARD (SEE DETAIL) EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 ~ a xo 0 1 1 )0 0 0 4 0 0 o f (~d~ ~
LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. 'See seasonal application schedule fA I
~1 x x N~ W U~ O W M
e~ 5 LF - 8" DIA, DIP DIA. DIP ~~rATERTIGIfT SEAL TO BE PROVIDED ANTI-SEEP COLLAR (X2) SEEP COLLARS Z W
as A~~A~ ~~i~ 8' DW. PLUG VALVE AT RISER BARREL INTERFACE TO BE SPACED AT 21' O.C. (SEE DETAIL). Ch UI ~ ~
rZ 1i !pE AS INDICATED DN GLANS oo°a~i (SEE OUTLET STRUCTURE t1 1ID 9' ~ViI , COLLARS SHALL BE PLACED A MINIMUM Z W OF 2 FEET FROM PIPE JOINTS. W ~ a' ~
~°a~r~i TD FACE DF VALL waa~,u MATERIAL SPECIFlCATIONS) I ZD r~ ~V~O,. 5'
C ?~p~a S V)~~pa _ CIA„ i ~L~~~ CONCRETE ANTI FLOTATION BLOCK KEY TRENCH (SEE BERM MIN. `~uunuq~ LOCK SOIL AND COMPACTION CAR ,4~~,
E"'a z°.~ (SEE OUTLET STRUCTURE DETAIL) 'AIL SPECIFICATIuNS) 't~
D~ s'~ PIPHC' a-PARS .3' DIA. REBAR RING Vi0 ~ WQ ) 0~ SS N ~ OFD 9
Z 4.1' DIA. REBAR RING Q SEAL
PLAN § Ir 0 234 5
a fOOTIHC J N. T• S. '
D (]f CONSf. A1N1 1S USED) DOWEL N Z d~ i ~ b END ELEVATION BAR-'X' o Z~ z POND OUTLET STRUCTURE NOTES: c 0'
r 1i fn W Y aye o
= d ~ v, °z > " 1. 18" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETING THE A ~ rT = DOMELS IN ENDYALL VITH R[WFatCCO CONCRETE PIPE o ~ b 6.3 LF 2"x2"x1 /4" ANGLE 2 JOINTS SHALL BE CONFINED "O" RING RUBBER GASKET JOINT MEETII P MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE ~ .ET JOINT MEETING ASTM C-443 LATEST AND JOINT OF
C ~ ~ ~ O~ PIPE SaOLE PIPE DOUBLE P42E +e• a V ~ ASTM C-361 LATEST. ~ I j Z D I I I i t I I I mn 1s• fe• z+' 3a 3b' +r +e• 1s• 1s z 3a x ~ 1 2.37' MIN. PROJECTION
d z III I I III OARS ,%..,1• r¦ r= r. r. A ~ w 1' £ D _ _ c Orr. z z 3 3 + + s z 2 3 3 + + s a J o_ a ELEV. = 277.30 2. THE MANHOLE OUTLET RISER SHALL BE 4' I.D., MEETING ASTM 1
,O N RTY. - - - - - z - ¢ 1 l 2 2 2 2 2 3 2 F+ MEETING ASTM C-478R AASHTO M-199 MONOLITHIC NOTES: 6 143 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL 1, CONCRETE FOR COLLARS SHALL BE 3000 PSI MIN, 28 DAY W
m Ur a DpyEl G RTY~ e 2 3 3 + + 3 2 2 3 3 + + s ~ 3a a (TOP OF RISER) 1' BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RUBBER GA F''I ty L TOTAL LBS, 9 9 N I+ 19 ~ 6s U 12 19 19 23 n sz a Z w ~ BE SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION. C( >EPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN ( ) N s STRENGTH ° z
~ n ~ D ruTHK corurRUCrIw .nwr N W ~ v #4 REBAR ARD coRCRErE auAHrlrlES OF THE MANHOLE SECTION ANCHORING SYSTEM. o C 0 ~ r ~ Z DDICNSUSIND CDICRETE PIPE = W ~ TYP. 4 REBAR I o 0
~ ~ ~ ELEVATION caN~+ a1REHS1oHS s1HD1.E P1YL DEU~.e PIFE f- q ~ # 3. OUTLET STRUCTURES SHALL. BE PROVIDED WITH STEPS 1'-2" ON 2• COLLARS SHALL BE CONNECTED TO 18" 0-RING RCP WITH A ~ ~ ~ STEPS 1'-2" ON CENTER. STEPS SHALL BE IN WATER TIGHT JOINT. ° a
~ ITt ~ ~ D N B G T S L YDT M L rm ~ ~ , < - ACCORDANCE WITH NCDOT STD. 840.66. ~ ~ a 3. COLLARS SHALL BE SPACED ALONG BARREL AT 21' O.C. - - v? w ~ ~
G A Z A 1s• 3'-3' r-a' r-9' eur Iuz r-b' aT r-r v-e' 4o w U Z Ci lB' 3'-T' '-l0' 3'-r tUr f0' b'-+' LO 2'-T -U' 43 Z Q.73' ~ r zv +'-z• r-r +'-o' 3• 1v e'-a 4s 3'-s• r-s' z.o ? Q YP 4. CONCRETE ANTI-FLOTAl10N BLOCK SHALL BE INTEGRALLY ATTACI 18" DIA. ~ ~ ~ ~ EGRALLY ATTACHED TO RISER BASE TO PREVENT ~ 18" DIA. a ~ ; ~
~ 30• s-a r-b• va• cur oTZ q-r z3 +'-r r-s• 3d v RISER/BLOCK SEPERATION, OR PRECAST AS THE EXTENDED BASE 0 FABRICATION. _ 0-RING RCP ~ N ~ TENDED BASE OF THE MANHOLE DURING 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2 co 0 RING RCP ~ o o a
3s• s'-r z'-e' s'-s• 1rr zvr 1'-D' a+ s'-o' b'-a +.s IF THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPERATE FROM 4r b'-r 3'-1• b'-+' sur ovr -e' +.s '-fo• 8'-b• bA CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI-FL SEPERATE FROM THE MANHOLE ASSEMBLY THE ~ FROM PIPE JOINTS• a W M ~ VG THE ANTI-FLOTATION BLOCK TO THE MANHOLE RISER ~
+D' b'-9' 3'-5' T-Q' S1f IVr 4'-+' b.D b'-B' S'-6' &D T ff ¦SEC SFiCET 3 T ~ ASSEMBLY. - - o v ~ ~ ° ~ s ~
838,01 838,01 ELEVATION VIEW • ~ N _ z o ~ ° ~ O ~ u w~ v
OUTLET STRUCTURE MATERIAL SPECIFICATION „IFICATIONS: ~ ~ Z ~ ~ ° ~ o: ~ ~ W W W
1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) l ,7 a a o a o PSI (28 DAY) UNLESS OTHERWISE NOTED. W
NCDOT STD. 838.01 2. GEOTEXTiLE FABRIC FOR THE 18 INCH OUTLET BARREL JOINTS Sh ~RREL JOINTS SHALL BE AMOCO STYtE 4553 W
HEADWALL POLYPROPYLENE NON-WOVEN NEDLE PUNCHED OR APPROVED EQUA APPROVED EQUAL (NON-WOVEN FABRIC)
NCDOT CLASS "B" RIP-RAP 6.3 LF 2"x2"x1/4" ANGLE 4' DIAMETER CONCRETE ANTI-SEEP COLLAR :IFICATIONS: N.T.. ~
18" 0-RING RCP 12'Lx14'Wx22"THICK MANHOLE RISER BERM SOIL AND COMPACTION SPECIFICATIONS 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEAI S M
A A LEAST 98~ STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMI .EAN,IMPERMEABLE MATERIAL AND COMPACTED TO AT Z ISITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED AREA OF WETLANDS NOTE: N 9 ~
MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. ~ 'ONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT 0"-9" = 4,674 S.F. - ~ A
SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. ON-SITE GEOTE( SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEOIECHN ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE "-1 " = 4674 S.F. OWNER IS RESPONSIBLE FOR OBTAINING OFF SITE E"'~ ~ SO SPECIFY THE 9 8 ~ CONSTRUCTION EASEMENT. d THE GEOTECHNICAL ENGINEER SHALL AL VARIABLE = 4,006 S.F. ~ W Z
METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDITIONAL U' F ADDITIONAL USES PLANNED UPON THE BERM SECTION TOTAL = 13,354 S.F. ~ a
~ BUILDINGS, ETC. THE GEOTECHNICAL ENGINEER SHALL SPECIFY S( ( BALL SPECIFY SOILS SUITABLE FOR THAT ADWDONAL USE. O O ~
10' (TYP.) R 2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST S ~'~'9----- m' a ~ PACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE ~ - C?~ Ul ~ d M ~ I'~ " C~2 U I
FEET PER VERTICAL FOOT OF FILL. ~ , ~ A ~
4.5' WIDE 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS. TRENCH - i - - ~ ~ Q; d W x c'~ AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET - - i ~ W ~ F e~
X14 REBAR WELDED BELOW EXISTING GRADE. SOILS AND COMPACTION FOR KEY TRENCH DR KEY TRENCH SHALL MEET ALL REQUIREMENT OF ~1 ' NCDOTS.4ASS "B" RIP RAP - W ] a ~O^
NCDOT STD. 838.01 12' (TYP.) (SEE NOTES) ABOVE. 12Gc~14•Wx22"THK. , - " ~ a Z p ~ ~
HEADWALL 4. NO TREES OF ANY TYPE I,'.AY BE LOCATED ON THE BERM SECTI~ AN i 63 LF l8_ 0-RING RCP O fHE BERM SECTION.
5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EAC1 1 8 LIFT. EACH LIFT SHALL BE CONTINUOUS FOR THE ~ ~ _ F
ENTIRE LENGTH OF EMBANKMENT, BEFORE PLACEMENT OF FIIL FOI ENT OF FILL FOR BERM SECTION, ALL UNSUITABLE ~ p 0 HE1iDIMALt ~ I} t o
MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREP, 18" 0-RING .1' DIA. REBAR RING 'ROPERLY PREPARED FOR FILL PLACEMENT. NCDOT STD. 838.01--_, ~ ~ ~ a ~ ~
RCP ' .3' DIA, REBAR RING INV. = 269.50 ~ - J'- „ _ 48 ~ RISER ~ ~ x - - ~ CREST EL,= 27-7:30------ - - - W U
_ I I I I 22• LAYER of STATEMENT OF RESPONSIBILITY: _ z 1 ,wi ~ A An 2 DE QU C ro INV. 270.00 (SEE DETAIL) ~
~I CLASS 'B' RIP-RAP 3.15' ALL RE UIR ~ ~ Q ED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SI :II~T~III-1111 I I _ "FILTER BLANKET PARK APARTMENTS, PER THE EXECUTED OPERATION AND MAINTENAI THIS FACILITY SHALL BE THE RESPONSIBILITY OF WATKINS -SHELF 0 6:1 (TYP.) ~ ' ~ ~ O AND MAINTENANCE AGREEMENT FOR THIS FACILITY. ~ i ' °
~ I ~I I ~I I ~I I ~I I I„ r ~ ~ _ _ _ STORMWATER WETLAND ~1 ~
PLAN VIEW NOTES N ~ NWSE = 276.0 ~ $ " ~ ~ OP OF~BERM =2,80.50 I(19'' WIDE MIN.)
SECTION A-A ALL STEPS SFIALL PROTRUDE 4' FROM D+SI~ FACE ~ STRUCTURE VALL. STEPS DIFFERING W DIMENSIONS, CDFIGLQAT[QV [Yt MATERIALS FROM THOSE SHOVN NAY ALSO BE L ATE: FILTER BLANKET NOTES: THE EHGIIEER VITH DETAILS of THE PR[pOSED STEPS AND HAS RECEIVED VRITTEN A?PRDVAL FRO SHDVN NAY ALSO BE USED PRDVIDED THE CENTRACTDR HAS FURNISHED a~3 ~ ~ . • RITTEN APPRDVAL FRDM THE ENGINEER FDR THE USE DF SUCH STEPS. ~tY2~j 1 ~ ~ I
~J017Z 11 ~ I I, o~oyi PROPERTY LINE _ ~t I
A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE 1. ALL REBAR TO BE ~4 REBAR. BETWEEN THE RIPRAP AND SOIL FOUNDATION. r WU¢a~ ~ N ~ ~
THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO BE GALVANIZED IMTH A BITUMINOUS COATING. ~ =~z~ ~ ; 275.25 i ~ ~0't~~6: ~ ~ + - ~
MINIMUM 4" THICK LAYER OF STONE (NCDOT n sre X57) UNDERLAIN WITH MIRAFI FILTER WEAVE 3. 111E HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH 3,' ~ ?O~ ~ } \ i l L ~
700 OR APPROVED EQUIVALENT RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH PLAN ~ TT w ~ 275.25 ~ N I ' + +
ANGLES SITTING DIRECTLY ON TOP OF THE RISER. PAN SIDE ~ ' ELEVATION a SIDE _ _ ~ 4 274. - ,~i7 .~OJ a ELEVATION (n ~ i ~ ~ I t / ~
L ~ w - ~ ~ ~ 4.50+ Z~
CAST IRON F- - - ± ~ ~ " ~ I H~ ~ v, 275. I ~ z i A /
CAST IRON ELE OUTLET BARREL VELOCITY DISSIPATOR TRASH RACK DETAIL ELEVATION ELEVAT]ON ~ i i 275.25 3 W I / p ~ ~ _ `SSE GRADING PLAN FOR ~ `~50~ i i + ~ Z Q
N.T.S. N.T.S. v1s• a ~ DIMENSIONS-OF VELOCITY ~ + ro ~ •
a ~ DISSIPATORS _..,_i~ 275 , r-I ~ ~ ~ }Y I I - ~ ~
ow ~ v #4 REBAR TRASH RACK (ABOVE) re e~ oR a ~ ~ - ` + I ' + 0~7+~ r' ~ Guv-n. ~ - ~ - 1 . ~ ~ I i z ~Z4 274.5 ,
v LI HANDWHEEL ELEV. = 279.10 ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY A f~ al S ~ i r j
SP CED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO PLAN T i \ ~ I 0 tia ~ ~ ~ ~ I, 1
TRASH RACK MANHOLE RISER BY 2-3"x1/4" CONCRETE ANCHOR BOLTS EACH CLAMP TO ur ~ a, VATIN I SIDE ~ z ~ l\ i I i ~ 1 i VAT N , PLAN z ¢ 2 5. 5 t ,
(SEE DETAIL) BE COATED W/ A BITUMINOUS COATING. ~ • ' ~ EowDSITE 1-2" DIA. INVERTED PVC SIPHON LJ ~ / ~ REINFDRCING STEEL A ~ ~ ~ I,~
(SCH. 40 ASTM D1785) 1M' 1 ~pT6 ~ I 'F I I I,
TRASH RACK SECTION A-A ELEVATION Iz~ NdT TG eE usco m 5,2~+ ~ 275 1 i ~ 5 5 ~ SANITARY SEVER MAN410LES, ~ ~ 1 ' I ~ ~ ! r I I;
(SEE DETAIL) e ELEV. = 277.30 r 840,66 _ ~ ~ ~ 25 + ~ I ~ ; w ~ ~ ~ i I ~ ~ ~ ~ I A
~ (TOP OF RISER) t 5" (TYP.)
~ 5 LF - 8" DIA. DIP ~ ~ ~ 1 I~ 1 ~ / ~ ~ ~ ~ ~ I ( ~ i~ I{
CONCRE - K ~ 1 1 -___w 1 I, CONCRETE ANTI FLOTATION BLOC ' ) 1 1""~""~ _ ._i__..
5" (TYP.) (SEE CF CU (SEE CROSS-SECTION) ~ " - ~ ~ ) ~ _ I ~ ~ i
°0 4' TAM T
NWSE = 276.00 MANHOLE RISER 8" DIA. PLUG VALVE SEE 3 1.5F ° - - - PRE-CAST SECTIONS ( 1.58' MIN. i~ 1R~" ' - r- f ~ ~ ~ I 1
N ( ) OUTLET STRUCTURE MATERIAL 5" TYP. 2 ( ) f 1 ~ 1 SPECIFICATIONS) 4'. IAM T R I - ~ I ~ I I~~ 11 i i t I ~ ~ ~ 1
J ~ - ~ ~ I - I I ~ ~ 1 ~ FFE_ FF i I I ~ ~ ( ~
r7 1 MANHOLE RISER ~g~ ~p ~ (PRE-CAST SECTIONS) "t . 297.60. X87. 0 ~ I~ ~ i ~ - 'F ~ ~,x I , 1 , _ ~ ,I ~ ,
m BARREL INV. IN = 270.00 ~ p~ 5~ 5~ r I I -FFE 2 ~ I I V i ~ FFE:.' 1
~ ~,P OP ~ o r• Q~~ ~ I I I ~ I I I 28.00 , i ~ r I ~ . ~I , 298.0
1 l i ~ ti ~ 1
L f- ~ i~ 01 i
18" 8" DIA. DIP ~ ~ ' .I'' ; l I I I I / ~ ~ ~ I i i i 1 ~ ~ ~
_ 18" DIA. 0-RING RC i 1 r I i ~ ~ ~ 1 ~ t ' I ~ F i~ ~ ~ S ti I ~ r" ~ ~ '
0 a DIP INV. _ 18" DIA. ~ 1 I 1 ~ ~ ~ , ~ I rRO~rcT No. WDP-01030 v ~ I. I ti ~ ~ , i ~ I 1 ~ L.I.
~ ELEV. = 270.00 0-RING RCP 4"x4" 6/6 WELDED WIRE l ' f ~ ~ o ~~Nn~: WDP01030-PD1 ~ ,
o FABRIC (EACH SIDE & 6" DcslcN>,D sY: JES/BRF
o a a ~ TOP) DRARN DY. nl P
0 5 LF - 8" DIA DIP ~ a ~ ~ N d6 REBAR PERIMETER
u u uir a FRAME (2'x u uir
0 2'x2') m o q q Q a ~ SCALE: 1'1= 40'
0 8 q N 3000 PSI CONCRETE ro DATE: 03-15-2002
o CIRCULAR CONCRETE CIRCULAR CONCRETE a . SHEET NO. - STORMWATER WETLAND GRADING PLAN 3' C-18
ANTI-FLOTATION BLOCK SIDE VIEW ANTI-FLOTATION BLOCK e~
° "FRONT VIEW"
STORMWATER WETLAND 1 OUTLET STRUCTURE DETAIL STORMWATER WETLAND 1 OUTLET STRUCTURE DETAIL 8" DRAIN TRASH GUARD DE1 ' GUARD DETAIL 1"=40 McADAMS
i N. T. S. N. T. S. N. T. S. M FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
X

OUTLET STRUCTURE DROP INLET rr~~ SEE DETAIL V 1
PERMANENT SEEDING SCHEDU E TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION 10' (MIN,) PROPOSED FIVE OAKS DRIVE EXTENSION
ALL SOILS INSIDE THE BERM AREA (ON THE
AT S IN I T R APPYI ATI N RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE t.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV. = 297.80 SEEDING D CONDI110NS, IF AVAILABLE. 1 LF - 2" DIA. INVERTED PVC 'VC ~ BERM SIDE OF THE 3:1 EXTENSION LINE) WILL
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN 1 -MAY 1 RYE (GR..41N) 120 LBS/AC 2,) RiP THE ENTIRE AREA i0 6 INCHES UEHTH• SIPHON (SCH. 40 ASTM D1785) X85) BE CONSTRUCTED TO THE SAME SPECIFICATIONS A
FEB. -APR 15 {POSSIBLE) KOBE LESPEDEZA 50 LBS/AC 3,) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE WETLANDS AREA INVERT AS THE POND BERM SECTION.
SOIL AMENDMENTS MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC REASONABLY SMOOTH AND UNIFORM. P R R Y AND MIX VARIES (SEE GRADING) 5' 5~ BERM \ EXTENSION OF 3:1 DOWNSTREAM U
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 l8/ACRE AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SU E PHOSPHATE UNIFO ML IN GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. WITH SOIL (SEE BELOW). TOP OF RISER ELEV. = 295.60 11N. SECTION \ BERM SLOPE INTO PROPOSED • ROADWAY EMBANKMENT ~ ~ ~
M~1~CH SOIL AMENDMENTS 5.) CONTINUE TILLAGE UNi1L AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS (TOP OF FOREBAY BERM) NON-WOVEN GEOTEXTILE FABRIC \ fx p
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING N1TH ASPHALT, NETTING, OR FOLLOW RECOMMENDA110NS DF SOIL TESTS OR APPLY 2,D00 LB/AC GROUND PREPARED 4 TO 6 INCHES DEEP. NORMAL POOL/FOREBAY WEIR ELEV. = 295,00 _ _ _ _ _ SHALL BE PLACED AROUND EACH BARREL O O
A MULCH ANCHORING TOOL. A DISK VATH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUC 15 -DEC (UPPER INV. PVC SIPHON) AS A MULCN ANCHORING TOOL. 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER <J JOINT OF RCP BARREL IN 2' W10E INV. ~ ~ = 288.00 BARREL (FES) ~ ~ ~ STRIPS CENTERED ON JOINT. \ INV. OUT = 286.00 W Z I
MAINTENANCE MU H 7,) MULCH IMMEDIATELY AFTER SEEDING ANO ANCHOR MULCH. V~' S \ ^ ~ "O 1 BARREL ~ x
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILZE IN LATE WINTER OF THE APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, ry 1 - ~ INV. IN - `Pf~7.00 UJ d ~
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINCS WITHIN REGULARLY TD A HEIGHT OF 2-4 INCHES. USED AS A MULCH ANCHORING TOOL. THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD 8E OVER 609E DAMAGED, REESTABLISH FOLLOWING OPoCINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY FOREBAY/POND AREA FOREBAY POND BERM \ ~ a
WITH SEEDING EQUIPMENT OR CULIIPACK AFTER SEEDING. ~ / ~/POND BERM \ ~ G, 0 W ~N
NURSE PLANTS MAINTENANCE .U, JAN 1 -AUG 15: REFERTIUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION ~ z ~ - .III RCP 119 LF - 36" RCP ®0.84
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE'SUDANGRASS OR 10 LB/ACRE GERMAN REFERTIUZE, ANO MULCH IMMEDIATELY FOLLOW1NG EROSION OR 9.) AFTER PERMANENT COVER IS ESTABLISHED. MILLET. BEFORE MAY 1, OR AFTER AUG, 15, ADD 40 LB/ACRE RYE (GRAIN). OTHER DAMAGE. POND INV. 47 LF - 24 0 RING RCP ®4.26% (CL ) r , O a a o o a o 0 o i L.T I p p
ELEV. = 290.00 AUG 15 -DEC 30:REPAIR AND REFERIILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS CONCRETE PAD FOR
WITH 50 lB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO p~ o o ~ a x o n )o 0 0 0 0 D o i O \ E ,~.a 1 1 DROP INLET TO BE CONSTRUCTED UPON A U1 I
EXTEND 1EMPORARY COVER BEYOND JUNE 15, OVERSEER WITH 50 8" DIP (SEE DETAIL) LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. * See seasonal application schedule 1 1 NON-YEILDING FOUNDATION, TO PREVENT ~1 ~ ~ x ~ O
112 LF - 8" DIA, DIP BARREL STRESS ON THE OUTLET PIPE AND W U O M INV. IN = 290.00 SUBSEQUENT PIPE JOINT SERARATION. W 0" LG
NCDOT CLASS "B" RIP-RA Z ~ ^ ~ W O
Z WATER TIGHT GASKET SEAL 1SKET SEAL 18'Lx11'Wx22"THICK ~ p ..i WATERTIGHT SEAL TO BE PROVIDED ANTI-SEEP COLLAR (X2) SEEP COLLARS Z W ' O
NOTES ~ N ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL AT RISER/BARREL INTERFACE W ~ a TO BE SPACED AT 22 -0 O.C. (SEE
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION DR MATERIALS FROM THOSE SHOWN NAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS, Z~=u 5~ DETAIL). COLLARS SHALL BE PLACED A KEY TRENCH (SEE BERM MIN. MINIMUM OF 2 FEET FROM PIPE JOINTS. ~~~~''~~~~~~"''4,
V_J~~Z I. in °O~Z= , CONCRETE ANTI-FLOTATION BLOCK SOIL AND COMPACTION CqR~ BLOCK SPECIFICATIONS 80TH COLLARS TO PLACED ON THE 24"
:TAIL) ) 0-RING RCP BARREL. pR' ti
~ ~ ''"~o~ .3' DIA. REBAR RING (SEE OUTLET STRUCTURE DETAIL) ~ ?=~Zw ~ OFE /p y ~
~ a New°~ 4.1' DIA. REBAR RING 4 SEAL
s~tr ^ ' °z°.~ -i = 2349 N.T.S.
I wa ~ PLAN N
PLAN ~ SIDE ELEVATION r~ ~ ELEVATION ~ 0. '
_ ~ POND OUTLET STRUCTURE NOTES:
j- CAST IRON ~ „ ~ I+- I~~ ~ ~ v~ 6.3 LF 2x2 x1/4 ANGLE 2' 1, 24" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETING Th RCP MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE
~ 1,_°, CAST IRON ELEVATION ~ JOINTS SHALL BE CONFINED 0 RING RUBBER GASKET JOINT MEE ,SKET JOINT MEETING ASTM C-443 LATEST AND JOINT OF 2.50' MIN. PROJECTION
ELEVATION ¢ ~ ASTM C-361 LATEST, ~ ~ 1 a N- ELEV. = 295.60 2. THE MANHOLE OUTLET RISER SHALL BE 4' I.D., MEETING ASTM _ NO ES 6~~
~ ~ (TOP OF RISER) 1' BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RUBBER - 199 MONOLITHIC MEETING ASTM C 478R AASHTO M -443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY o
r6 BAR DR BE SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION. 1 w' ~ ~e BAR ~ ~ a y ~ GALV D. z 4 REBAR ' SEPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN STRENGTH +
P P ¢ ~ N OF THE MANHOLE SECTION ANCHORING SYSTEM. 0 2• COLLARS SHALL BE CONNECTED TO 24" RCP IMTH A WATER
sip ~ E ti (TYP.) 4 REBAR r' W # 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" fNT. o a i STEPS 1'-2" ON CENTER. STEPS SHALL BE IN TIGHT JO , ~ ~
" z ~ A W TH T STD, 840.66, T ~ a ACCORD NCE I NCDO 3. - „ - - in w a COLLARS SHALL BE SPACED ALONG BARREL AT 22 0 O.C. ~ H
PLAN SIDE ~ Z ~ ° 11r SIDE ~ 0.73 24" DIA. NTEGRALLY ATTACHED TO RISER BASE TO PREVENT ~ 24" DIA. 0-RING RCP ~ ; a
yr ~ ~ ~ VAT N PLAN ELEVATION z a YP 4. CONCRETE ANTI-FLOTATION BLOCK SHALL BE INTEGRALLY ATT, caNwoslTE w ~ RISER BLOCK SEPARATION, OR PRECAST AS THE EXTENDED BASE in REINFORCING STEEL Q / EXTENDED BASE OF THE MANHOLE DURING FABRICATION. 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' t; 0-RING RCP II F o 0
_ IF THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPERATE FRI li+' ATE, CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI- .T SEPERATE FROM THE MANHOLE ASSEMBLY THE FR PIPE JOINTS. p w n OM CK TO THE MANHOLE RISER - - o ~ ~ ~ (RING THE ANTI-FLOTATION BLO Uj s o
z ~ o
VATION SECTION A-A Iz' S~ANUTAORr SEVER MANHOLES, sNeeT 1 OF1 ASSEMBLY. ELE ELEVATI N 840,66 ELEVATION VIEW OUTLET STRUCTURE MATERIAL SPECIFICATI01 ` O ~ ~ z . H U Z W ECIFICATIONS.
~ a a ~ TED. ~ W W ~ 00 PSI (28 DAY) UNLESS OTHERWISE NO a a U
NCDOT CLASS "B" RIP-RA.P 1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY W
18'Lx11~Wx22" THICK 2. GEOTEXTILE FABRIC FOR THE 24 INCH OUTLET BARREL JOINTS BARREL JOINTS SHALL BE AMOCO STYLE 4553 a
POLYPROPYLENE NON-WOVEN NEDLE PUNCHED OR APPROVED EOI 2 APPROVED EQUAL (NON-WOVEN FABRIC)
A 9' WIDE A 6.3 LF 2"x2"xt/4" ANGLE 4' DIAMETER BERM SOIL AND COMPACTION SPECIFICATION MANHOLE RISER CONCRETE ANTI-SEEP COLLAR :CIFICATIONS: U~
L ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMI A LE MATERIAL AND COMPACTED TO AT N.T.S. ~ M CLEAN, IMPERME B
LEAST 98% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPl )ENSITY AT OPTIMUM MOISTURE CONTENT. NO BLASTED ~
MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION " SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. ON-SITE GEO' 'CONSTRUCTION. S01LS SHALL NOT EXHIBIT SIGNIFICANT ~ G~ O ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE E'~ A ~
36 DIA, SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEOTEC RCP N. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE ~ W z
METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDITIONAL SECTION (BUILDINGS, ETC.), T'HE GEOTECHNICAL ENGINEER SHALL IF ADDITIONAL USES ARE PLANNED UPON THE BERM NGINEER SHALL SPECIFY SOILS SUITABLE FOR THAT / I ~ i 1 i O O ~
ADDITIONAL USE. I ~ ~ 48" DIA, RISER ~ ~ ~ ~ 1 ~ m' a m
10' (TYP,) CREST EL = 295,60 ~ r ' i ` ' , ' ~ O ~ M DMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE _ ' ' f r ~ ~ ~ U ~ U I
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TESI FEET PER VERTICAL FOOT OF FILL. INV. - 290A0 (SEE DETAIL ~ ~ % j ~ i A W ~ ,I. ~ ~ j + Q, d E x c7
36" FES 18' 4 REBAR WELDED 3. A KEY TRENCH IS TO BE °ROVIDED IN ALL FILL AREAS. TREN W F c7
~ BELOW EXISTING GRADE, SOILS AND COMPACTION FOR KEY TREN LL AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET ~ , 47 4 0-RING RCP ~ O FOR KEY TRENCH SHALL MEET ALL REQUIREMENTS OF ~1 , , / 4.267G ~ I 7 a z p
(TYP.) (SEE NOTES) ABOVE. ~ o ~ , i ~ ~ d, O
PLAN 4. NO TREES OF ANY TYPE IiAY BE LOCATED ON THE BERM SEI / i ~ ~ i / ~ W V THE BERM SECTION. , , 1 ~ ~ W H
~ , ~ ~ i I
„ 5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EI 36 DIA. ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL IUM 8" LIFT. EACH LIFT SHALL BE CONTINUOUS FOR THE ,'o / i I ~ O 0 F F R BERM SECTION ALL UNSUITABLE ~ ~ i / ~ i ~ O ~ .EMENT OF ILL 0 ~ ~ , + / , G~ ~
RCP MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PRI E PROPERLY PREPARED FOR FILL PLACEMENT. ~ ~ ~ ~ /294.54,x' ~ ~ x
_ .1' DIA. REBAR RING - - - - - ~ ~ ~ ~ i 22" LAYER OF .3' DIA, REBAR RING 6. ALL SOILS WITHIN THE BERM SECTION ENVELOPE AS DENOTEI , ~ ~ ~ ~ / ~ W ~
I=1I I=III=~ II-III-III I ( - - - - - ~ ~ ~=I ~ ~=I ~ ~=I ~ I= CLASS 'B' RIP-RAP AS BEING WITHIN THE 3;1 EXTENDED DOWN STREAM SLOPE LINE' APE (AS DENOTED IN THE PERMANENT DAM CROSS SECTION _ ~"`W"~"~ , ~ / ~ I 8 z + ~ THE SAME MATERIAL AND ~ ~ r--~'~ .f'~ ~ ~ .AM SLOPE LINE) SHALL BE OF ~ _ / p
.II I-1 I I=1 I I=T[=1 I f=1 3.15' I III-I ~ ICI ~ I~ ~ I ~ ~ ,I ~ I I ~ _ _ _ = 4" FILTER BLANKET COMPACTED, PLACED, AND TESTED IN THE SAME MANNER AS Th MANNER AS THE SOILS WITHIN THE MAIN EXPOSED BERM ~ ~ ~ ~S 1 I ~ ,
_I 11=111=1(1=1 I I=1 I I I ~ S C TH NO EXC PTI .J. • T-r-~ m-~,- ~ P I I I T' I LF~- 8 DIP , -f
PLAN VIEW S A M NT OF E ONS B L Y, ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY E THIS FACILITY SHALL BE THE RESPONSIBILITY OF WATKINS , ~ ~ , ~ ~ , ro '3
SECTION A-A FILTER BLANKET NOTES: PARK APARTMENTS, PER THE EXECUTED OPERATION AND MAINTEI ~ ~ ~ / r + ~ ON AND MAINTENANCE AGREEMENT FOR THIS FACILITY. / ~ J - Pc
I i ~ 'S d1
NOTE: (SEE NOTE) 1. ALL REBAR TO BE #4 REBAR. + ~ ! ~ g5.6b` +294.50 ~ ~ a. i ` N 1
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING. • i ~ i - ' 1 \ -WETLAND AR ~ _
MINIMUM 4" THICK LAYER OF STONE(NCDOT #57) UNDERLAIN ~ ~ r _ sc _ i ' + + i ~ ~ ~ +
WITH MIRAFI FILTER WEAVE 700 OR APPROVED EQUIVALENT 3. THE HOT-DIPPED, GALVANIZED 2"x2"xt/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH 2 r 293.5 294.50 293. ~ FFE r ~ \ ~ a
ANGLES SITTING DIRECTLY ON TOP OF THE RISER. 302.00 r FFE ~ ~ _ + t 00.00 ; 2 .6 - ~ + ~ ~ I 3 ~ '284.50 ~ 294. o
! ~ 29 - ~ Q V1
~ t ~ ~ - + ~ o + ~ ` 294.50 m $ N ~ 93.5 ~
OUTLET BARREL VELOCITY DISSIPATOR TRASH RACK DETAIL - ~ + ro +294.50 ~ - ~ N T Z ~ - - ~+l ~ -
N.T.S. N.T.S. ` / , . s-"1 ~ N . - 2'2:00--
~ ~ - ~ ~ pwl
#4 REBAR TRASH RACK (ABOVE) / 1 ~ \ i,
+2s5s , ,2 5.s ~ STORMWATER POND/WETLA ~ _ I ~ \ -
HANOWHEEL ELEV. = 297.50 ~.-ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO \ NWSE = 295.00 X29560,795.00 ~ •00 ~ + I ~
TRASH RACK MANHOLE RISER BY 2-3"x1/4" CONCRETE ANCHOR BOLTS EACH CLAMP TO I ~ d~ POND/fOREBAY I ~~i
(SEE DETAIL) BE COATED W/ A BITUMINOUS COALING. t, ~
1 LF - 2" DIA. INVERTED PVC .
SIPHON (SCH. 40 ASTM D1785) TRASH RACK ~V ~ \ / i ~ \ _ /
(SEE DETAIL) ELEV. = 295.60 TYP, \ " J \ H
~ (TOP OF RISER) 5 ( ) w 34,L~F'" 15 R - ~ ~ ( ) ~ - - v ~ 2.94 Ga <Yi
L U 112 LF - 8 DIA. DIP I INV. = 291.00 ~a
~ CON( CONCRETE ANTI-FLOTATION BLOCK ~
5" (TYP.) (SEE DASHED UN = ~ (SEE CROSS-SECTION) ELEV. 295.00 r~ i ~
cv ° 4' IA 0 ~ 1.33' (MIN,) f „M ~ 1
MANHOLE RISER 3 1 NWSE = 295.00 8" DIA. PLUG VALVE (SEE ,
° - - - (PRE-CAST SECTIONS) m OUTLET STRUCTURE MATERIAL 5" (TYP.} 2
~i SPECIFICATIONS ~ 1 } 4' IMTR ~ J ~ `
m ~ 1 MANHOLE RISER ~~5 ,~~0 N (PRE-CAST SECTIONS) 5~,0
BARREL INV. IN = 290.00 ~0~~
P~ P ~ ~~G .
~ o a Q~
AREA OF WETLANDS
24" DIA. 109 0"-9" = 4,043 S.F,
~ 0-RING RCP 8" DIA. DIP 9"-18" = 4,043 S.F. VARIABLE = 3,465 S.F. rso~ECr ND. WDP-01030
N - iv TOTAL = 11,551 S,F.
a DIP INV, 24" DIA. o _ - 0-RING RCP 4"x4" 6/6 WELDED WIRE RE ~~EN"uE: WDP01030-PD2
m ELEV. - 290.00 FABRIC (EACH SIDE & 6" DESIGNED DY: DES
Q , ° - TOP) a „n ~ r Q" nin n ~ Q n a d`v k6 REBAR PERIMETER o„ DRA1fN BY: DL.P
e^ nin
u L 1 IL Lf - V VN5 vrr O UIrl Q FRAME (2'x2'x2') SCALE: 1 10=409
0 v
r 0 7.5' N 3000 PSI CONCRETE 00 DATE: 03-15-2002
o CIRCULAR CONCRETE CIRCULAR CONCRETE Q SHEET NO.
i ANTI-FLOTATION BLOCK SIDE VIEW ANTI-FLOTATION BLOCK
o "FRONT VIEW" ' - STORMWATER PONDZWETLAND #2 GRADING PLAN C w 3 i 1"=40'
POND OUTLET STRUCTURE DETAIL POND OUTLET STRUCTURE DETAIL 8" DRAIN TRASH GUARD C I GUARD DETAIL JiMcADAMS
J N. T. S. N. T. S. N.T.S. i.S, F1NM, DRAWING - NOT RELEASED FOR CONSTRUCTION
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SCIENTIFIC NAME CAL. HT. SPD. CON. NOTE KEY QTY. COMMON NAME Ib0 pV ~ 44 i ~ I Ibo pV ~
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4 Acores calamus Qts 2' oc AC 40 I i ~ ~ I ~ ~ ~ ~ - z , ~ i
Sweetflag Ili ~ - I
Andropogon glomeratus Qts 3' oc ' BB 191 Bush Beard ass ~
Y gT ~ ~ / ~ _ ~ - ,
~I Canna Lily Qts 2' oc CL 36 _ - ~ oar ~ I ~ 0 5 ~ ~ ~ ~ i ,
Hemerocalis sp. #1 Qts 2' oc - - 20 G L ~ ~ ~
HS #1 46 Carefree Peach - ~ S ~ r- 1 r~ ~ I I ~I i ~ • ~ • ~ ~ I ~ ~ F- , I ~ ~ ~ ~
~ Hemerocalis sp. #2 Qts 2' oc - , ~ _ 1 ~ f`) ~ ~ i ~
HS 160 5 ~ Atlanta Debutant ~ i,~ f 5 rP i 1 I ~ 1 , i ~-1 I - ~ ~D ~ ~
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81 Hemerocalis sp, #3 Qts 2'. oc HS#~ j Angel Submlime ~ • • A
]ris pseudacorus Qts 5' oc ~'l? I'~~ ~ ~ x' • ~ -
IP 111 ~ ~ • _ _ - Yellow-flag Iris - - ~ ~ ~ - • ' I ~ ~ AR iii
i , i > I ~ ~ ~ m ~ F~. , ~ ~ I ~~1'ti ~ , 0. d ,2 .
IV 185 Iris virginica Qts 3 oc ~ ~ ~ • ~ ~ ~ LI5 3 i i ~ . Southern Blue•flag Iris g ~ ~ ~ E , , o I i~ I I I ~ • y r
M ica cerifera oa 5' oc ~ ~ ~ ~ ~ ~ 'PL, 3 ~~ep I ~ I -
yi• 30 36 7 I 17 MC ~j m le ~ ~ ~ ~ wax yr< ~ °,~L ~ - o I~~ _ , ~ II ~
~a5 PA Panicum vigatum 2" of 4' oc ~ ~ 1... , ~ I i ~ - ~ ° - ~ i'9 q~E AS~;, ~ O ~
PV 1016 p ~ Ito 5~ ~ 1 ti i F ~ t-, I ~ i S~ ~ ~ , - . ~ , I ~ i ; ~i W. ~ NORTH
Switch Grass ' ; , . ~ ~ ~ • , ' j ~ i ~ _ .~2~~f~ 24 S~' ~ _ • ~.i' ~ , 1. PK; CHID OVAD 83)
is 3 oc ~i3 N5 L II \ ~b ~~p~ o• Q ~ pA 440 Peltandra v~ram~ca ~ r , ~ ~.I ~ / 1~ ~
Arrow Arum I I l . . ~ \ I ~ a..... i ~
data ~ - - ~ ~ ~ " PC 3S8 Ponteder~a cor Qts 4 oc ~ \t • - _ , .r-= i i, ~ i Scale. I 20
j ' ~ _ - ' . ~ - P~ckerelweed ~ _ ~ ~ • • \ _ _ ~ _ - r _ 2(~ - pc, ; 1 i
Rosa alustris ~ " ~ „ ^ Q ; ~ ' - : - - ~ p _4 _4 ~ ~al 5 oc ~ ~ , ` rte.. ~ ~~I" I ~ ~ - - ~ ~ 15 pc, i i Date: 7 ~I ~ . I S PV
S« amp Rose \ ~ ~ ~ ~ _ , ~ - - ~ _
_ ~ _ „ ~ , Sa;~ttaria sp. - its ~ oc - SS 6~; ~ - ~ - ~ ~ F} 041- ' I~ ~N ~ rotect No..
1 ~:,c , ~ - - - - Arrowhead l- _ _ ~ - - _ r~ A - - . _ - - o i j j - ~ ~ ; ~ r . ; Revisions:
A ~ - ,,,j i ~ ~ V - ~ ~ ~ ~ ~ ~ _ _ ~ ~ _ _ ~ I ,i i
SC 305 Saururus cernuus Qts 3 oc ~ - - _ _ - ~1 ° ' L__-~- - - - _ _ - - Lizard•tad c ~ ~ _ ~ - - . I i , . c ~
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GENERAL NOTES; ~b I tv ty
1. Contractor is responsible for verifying all quantities. Height and width sizes shall be met regardless of container or I Gl- ~
condition shown. 2. All plants shall meet or exceed the minimum standards set by the U.S.D.A. Standard For Nursery Stock sponsored by the
American Association of Nurserymen, Inc., Washington, D.C. E3MP POND 2
3. Contractor to review plant selection with Landscape Architect prior to installation and during proposal preparation for
quality control and value engineering. Sheet of
4. Landscape Contractor shall verify utility and storm drainage locations in the field, prior to beginning construction.
r c SKPROJ Od?-pal\dwc\RMP PI_ANTING.dwo 06/07/2002 01:25:48 PSI EDT

OUTLET STRUCTURE ,
PERMANENT SEEDING SCHEDULE TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION SEE DETAIL 10' (MIN.)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV. =280.50 CONDITIONS, IF AVAILABLE. 12'W AQUATIC SHELF ~ 6:1 SLOPE
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN 1 - MAY t RYE (GRAIN) 120 LBS/AC HANOwHEEL ELEV. 276.00 TO 274.00 ELEC. = 279.10
FEB. -APR 15 (POSSIBLE) KOBE LESPEDEZA 50 LBS AC 2,) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. / 3, REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEANNG SURFACE
MAY 1 -AUG 15 GERMAN MILLET 40 LBS AC ) REASONABLY SMOOTH AND UNIFORM. SOIL AMENDMENTS /
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 4.) APPLY AGRICULTURAL LIME, FERIIUZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX GROUND AGRICULTURAL LIMESTONE ANO 1000 LB/ACRE 10-10-10 FERTILIZER. WITH SOIL (SEE BELOW'). TOP OF RISER ELEV. = 277.10 BERM NCDOT STD. 838.01 ~ SECTION ENDWALL (SEE DETAIL)
M L H SOIL AMENDMENTS 5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED FIRM REASONABLY UNIFORM SEEDBED IS
APPLY 4000 LB AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR ) PREPARED 4 TO 6 INCHES DEEP. ' / FOLLOW RECDMMENDAlIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND NORMAL POOL ELEV. = 276.00 ~ NON-WOVEN GEOTEXTILE FABRIC V ~ N ~ ~ • G; O SHALL BE PLACED AROUND EACH O
A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE AND 750 LB/AC t0-10-10 FERTILIZER (FROM AUG 15 -DEC _ AS A MULCH ANCHORING TOOL. 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER UPPER INV. PVC SIPHON - JOINT OF RCP BARREL IN 2' WIDE BARREL ~ U dl
MAINTENANCE MULCH 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~1 TRIPS CENTERED ON JOINT. INV. OUT = 269.50 W z I 1 6 ^ ~ ~
INSPECT AND REPAIR MULCH FREQUENTLY. REFERIILIZE IN LATE WINTER OF THE gppLY 4000 LB/AC STRAW. ANCHOR STRA'N BY TACKING WITH ASPHALT, NETTING, x ~o
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE 8.) INSfjECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINCS WITHIN 1 LF - 2" DIA, INVERTED PVC REGULARLY TO A HEIGHT OF 2-4 INCHES. USED AS A MULCH ANCHORING TOOL. THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 603: DAMAGED, SIPHON SCH, 40 ASTM D1785 JERTED PVC -~I 1 ~ a t`
REESTABLISH FOLLOWING ORIGINAL UME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY ( ) ' WITH SEEDING EQUIPMENT OR CULIIPACK AFTER SEEPING. 4STM D1785 ~ BARREL N T A -R ~ ~ ~ - CDO CL SS B RIP AP \ Gw INV. IN - 270,00 12'Lx14'Wx22"THICK ~N p.
NURSE PLANTS MAINTENANCE BETWEEN MAY 1 AND AUG. 15, ADD 15 L8/ACRE SUDANGRASS OR 10 LB/ACRE GERMAN JAN 1 -AUG 15: REFERTILIZE IF GROW`'H IS NOT FULLY ADEQUATE. RESEED, g,) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT ANO FERTILIZAl10N WATER TIGHT GASKET ~ O W Irl W ~N
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERTILIZE, ANO MULCii IMMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED. P - orHER DaL1acE. OND INV. ELEV. - 270.00 ~ TIGHT GASKET SEAL - F~ Z ~ 63 lF 18" 0-RING RCP ®0.79q (CL. III RCP)
z z o 00oooooa~ ~ ~
AUG 15 -DEC 3D:REPAIR AND REFERDLIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AG Of NITROGEN IN MARCH. IF IT IS NECESSARY TO DRAIN TRASH GUARD (SEE DETAIL) P I ~ BOO E DETAIL) ) o o~ ~ C4 Gi O O
EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 ' LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. + See seasonal applicotion schedule 1 1 ~o 0 0 0 0 0 0~ Q\ Fd~~
1 ~ r ~ ~ .I.I 1I ~ x W U ~ c0
rr
~ 5 LF - 8" DIA• I a i LF - 8" DIA. DIP WATERTIGHT SEAL TO BE PROVIDED ANTI-SEEP COLLAR (X2) SEEP COLLARS , w Z W
Boa a~3 Da'rAN ea=u 8" DIA. PLUG VALVE 1-~ LOPE AS INDICATED ON PLAN$ i~J~q I A TO BE SPACED AT 21' O.C. (SEE DETAIL). _t i C7 U2 ~ ~qL,~ AT RISER/BARREL NTERF CE , ~ Z W O COLLARS SHALL BE PLACED A MINIMUM W ~ a 0~
~z~=D ~ oaa~'z (SEE OUTLET STRUCTURE c~oD~r~i ~ ~¢z=2 MATERIAL SPECIFICATIONS) STRUCNRE OF 2 FEET FROM PIPE JOINTS. ,f. , T )IPICATIONS , ~
2~ZD i0 FACE OF VALL _r~ i-Uat`l7 D.. Z~~Oa S '?~~ZJ KEY TRENCH SEE BERM 5 : ' ( MIN. ,~„Ent~uq
~iAZ ! ~ "oo°~ CONCRETE ANTI-FLOTATION BLOCK )TATION BLOCK SOIL AND COMPACTION , ~ , f' CAR h,+~
j~D _ vt°PE s Zrj 6.3' DIA. REBAR RING (SEE OUTLET STRUCTURE DETAIL) TORE DETAIL SPECIFICATIONS) ~ ~ ~ ~ a(~
No 1 1 ~ WQ 4.1' DIA. REBAR RING 1,n~ ta: pF Otiy; F:-: Q-
a, PLAN e _ Ir ~ ~ a ~ ~ SEAL
n FDmtNG w 23495 N.T.S.
D ? aF EDNST IGINr a uscm DOWEL J ~ Z F 1N
cn d n z c N D END ELEVATION BAR-'X' ~a Z~ 3 POND OUTLET STRUCTURE NOTES: OTES: ~ ~ ~~'o'
A ? ~ = DDY r ~ ~ rn 1. 18" RCP OUTLET BARREL SHALL BE CLASS III RCP MEE ~ CLS M ENDYALL YI H RCDPCRCCD CCWCRETE PPE J 6.3 LF 2x2 x1 /4 ANGLE 2' 1SS III RCP MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE ,
C 7J ~ (7 PIPE SINGLE PIPE DOUBLE PPE ~ v °m JOINTS SHALL BE CONFINED "O" RING RUBBER GASKET JO BER GASKET JOINT MEETING ASTM C-443 LATEST AND JOINT OF ~ ~
'rA r Z a I ( I I I I I I Dta Is to z+' 3d 36• +r +e• Is' IB' z+• 3a 36' +r +e' E,: ~ ASTM C-361 LATEST. ' ~ d Z I I I I I I I I BPRS 'X' 'M' 'K' 'X' 'M' ri 'M' ri 'k' 'K' 'X' 'K' Yw 'X' Yw C7 J w 1' ~ .o ~ n c orr. z z 3 s + + s z z 3 3 + + s c., J a a ELEV. = 277.10 2. THE MANHOLE OUTLET RISER SHALL BE 4' LD., MEETIP 2.37' MIN. PROJECTION
v w D A N orr, z_ z l t z z z z e 3 e a Q a a TOP OF RISER 4' LD., MEETING ASTM C-478R AASHTO M-199 MONOLITHIC NOTES: 6„
rt ~ t- e L DOYEL G err. z 2 3 3 , + s z z 3 3 , , s F, 3 ( ) 1' BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RL i ~ r A mraL Lss. s s u 1+ Is 95 65 iz Iz IB Is z3 TT sB z w ~ BE SECURELY ANCHORED TOGE~MER TO PREVENT SEPAR~ ASTM C-443 RUBBER GASKET JOINTS, MANHOLE JOINTS SHALL 1, CONCRETE FOR COLLARS SHALL BE 3000 PSI MIN. 28 DAY REVENT SEPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN ( ) N
PTI@NL C@1STRUCi1W ,HINT J a ~ c ~ DIMENSIONS AND CONCRETE WNITITIES v w as ~!4 REBAR OF THE MANHOLE SECTION ANCHORING SYSTEM. STRENGTH ~ ~ ° STEM. ~
~ ~ ~ Z ELEVATION USING cDMCRETE PIPE = w ? ~ (TYP.) 4 R AR V1 < ~ CONIOV DIMENSIONS SINGLE PPE DwBLE PsPE ~ 1- A ~ ~ EB 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS o 2• COLLARS SHALL BE CONNECTED TO 18" 0-RING RCP WITH A ~
m~~~ D H e G r s L YDI N L YDS a ACCORDANCE WITH NCDOT STD. 840.66. ED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN • , o" WATER TIGHT JOINT.
~ ~~Z A Is' 3'-3' P-B' r-9' 2Vr 1V7 s'-fi' 0.T 2'-3' T'-B' LD W C.1 Z ~ c ~ El l8' 3'-T' '-10' ?'-r CY7 IP fi'-+' 40 2'-T' ql' 43 Z D.73' 3. COLLARS SHALL BE SPACED ALONG BARREL AT 21 O.C. - - W
~ 2+' +'-r z'-r +'-a 3' IP e'-o' L5 3'-s• r-s' zn ?Q YP 4. CONCRETE ANTI-FLOTATION BLOCK SHALL BE INTEGRAL 30• s'-o' r-r r-7• iur sly q-r z.3 +'-r r-s• 3a L) a RISER/BLOCK SEPERATION, OR PRECAST AS THE EXTENDEI LL BE INTEGRALLY ATTACHED TO RISER BASE TO PREVENT 18" DIA. ~ ~ n 18" DIA. 0-RING RCP N o S THE EXTENDED BASE OF THE MANHOLE DURING FABRICATION. 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' ~ 0-RING RCP II ~
3v s-e• z'-e' s'-fi' u'r Eur r-a a+ r-o• e-P +s IF THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPER~ 4r fi'-r r-r s'-v sur sur z'-e• +s 'ao' e'-e' fiA IS CAST SEPERATE FROM THE MANHOLE ASSEMBLY THE FROM PIPE JOINI`S. z
+e' b-9' 3'-s r-r syr iur v-+' I:o fi'-r r-r ao CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE ET [F wSEE SHEET 3 CET EIF ASSEMBLY. ANCHORING THE ANTI-FLOTATION BLOCK TO THE MANHOLE RISER o W _ U
838,01 838,01 ELEVATION VIEW . z
OUTLET T T AT IA S RUC URE M ER L SPECIFIC o ~ .L SPECIFICATIONS:
1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI('. ` ~ ~ dUM 3000 PSI 28 DAY UNLESS OTHERWISE NOTED. W ( ) P a
W
NCDOT STD, 838.01 2. GEOTEXTILE FABRIC FOR THE 18 INCH OUTLET BARREL HEADWALL POLYPROPYLENE NON-WOVEN NEDLE PUNCHED OR APPR01 )UTLET BARREL JOINTS SHALL BE AMOCO STYLE 4553 a :HED OR APPROVED EQUAL (NON-WOVEN FABRIC)
NCDOT CLASS "B" RIP-RAP 6.3 LF 2"x2"x1/4" ANGLE 4' DIAMETER CONCRETE ANTI-SEEP COLLAR
18" 0-RING RCP ~ 12'Lx14'Wx22"THICK MANHOLE RISER BERM SOIL AND COMPACTION SPECIFIC J SPECIFICATIONS: ~ N.T.S.
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, I 4LL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT Z, C
A A LEAST 98~ STANDARD PROCTOR MAXIMUM DRY DENSITY, - MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTR DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED NOTES: ~ ~ VKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT ~ ~
SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. ON-SI1 ~ISTICS. ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE 1. OWNER IS RESPONSIBLE FOR OBTAINING OFF-SITE E'" A
SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE , METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDI SECTION. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE CONSTRUCTION EASEMENT. ~ W d
BUILDINGS ET . TH ( C E GEOTE!~HNICAL ENGINEER SHALL S F FILL. IF ADDITIONAL USES PLANNED UPON THE BERM SECTION ~ I U~ ~ Z GINEER SHALL SPECIFY SOILS SUITABLE FOR THAT ADDITIONAL USE. 2. STORMWATER WETLAND PLANTING DESIGN TO BE I ~ ?7 ~7
10' (TYP.) ' COMPLETED BY OTHERS. r~ ~ © ~
2. IN ALL FILL AREAS OF THF. t1::RM, A SOILS COMPACTIC FEET PER VERTICAL FOOT OF r I'LL. OILS COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE _ ~ ~9 - ~ ~ ~ ~ C3~ ~ ~ ~ ~U I
- I 'J a ~
4.5' WIDE ~ ~ - 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREA y4 REBAR WELDED ~ BELOW EXISTING GRADE. SOILS AND COMPACTION FOR KE' ALL FILL AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET ~ ~ W ~ F ~ ACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF ~1 ' NCDOT CLASS "B" RIP RAP - - ~ ~ ~
NCDOT STD. 838.01 12' (TYP.) (SEE NOTES) ABOVE. ' ~ 1 ' 14'W "TH ~ W U1 O d'
HEADWALL 4. NO TREES OF ANY TYPE Mi1Y BE LOCATED ON THE BE 2rx x22 K. ~ G+~ Z O _ O
ITED ON THE BERM SECTION. ~ 63 LF~18"-._0-RING RCP ~ p W 1 ®0.799;----- - ~ ' - W F
5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LI " 1 MAXIMUM 8" LIFT, EACH LIFT SHALL BE CONTINUOUS 'FOR THE r,, E"
ENTIRE LENGTH OF EMBANKMEiT• BEFORE PLACEMENT 0 18" 0-RING MATERIAL SHALL BE REMOVED AND THE SURFACE PROPEf E PLACEMENT OF FILL FOR BERM SECTION, ALL UNSUITABLE ~ ~ HEADWALL ! ~ I ~ ~ >URFACE PROPERLY PREPARED FOR FILL PLACEMENT. NCDOT STD. 83~ 8.01 ~ ! G~ p ~
RCP .1' DIA. REBAR RING _ INV. = 269,50 ~ _ _ _ c~ ~
- - - .3' OIA, REBAR RING I- - ~ - m _ W ~ TY: 12'~WIDE AQUATIC _ _ _ , _ . z
.Ili-1I~II~=III=1 II~III-III-11 22" LAYER OF STATEMENT OF RESPONSIBILITY: III-11=)T-1 ~ =1 ~ ~ CLASS '8' RIP-RAP ~ 3.15' ALL RE UIRED MAINT NAN A I ~ 48"~ R SER ~ IONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF WATKINS SHELF ~ 6:1 TYP.) CREST" EL. = 277.10 ~ ~
III-III-III-II.II Q E CE ND NSPECTIONS OF THIS F~ _II _ _ _ _ FILTER BLANKET PARK APARTMENTS, PER THE EXECUTED OPERATION AND i _ - - = 4 0 PERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. ~ ~ INV, = 270.00 (SEE DETAIL) a
_III III=III I ~ 11=_ , , PLAN VIEW ' NOTES - - - I n N ~
SECTION A-A ALL STEPS SHALL PROTRUDE 4' FROM INS10E FACE DF STRUCTURE 4ALL. ARE vALL. ; - _ ~ OP OF.BERhI =2,80,50 x(19 WIDE MIN,) FRON THOSE SNOVN NAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED ate) ~ ~ .
NOTE: STEPS DIFFERING IN DIMENSIONS, C~IFIGURAT!@J OR MATERIALS FROM THOSE SNOVN H FILTER BLANKET NOTES: THE ENGINEER V1TH,DETA[LS OF THE PROPOSED STEPS AND HAS RECEIVED VRITTEN A i RECEIVED VRITTEN APPROVAL FRON THE ENGINEER FOR THE USE !Y SUCH STEPS. Z~=v
SEE NOTE A FILTER BLANKET IS TO BE INSTALLED 1, ALL REBAR TO BE #4 REBAR. I• o~N=z PROPER`fl' LINE 3o W¢24S N _
BETWEEN THE RIPRAP AND SOIL FOUNDATION. T- THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO 8E GALVANIZED WITH A BITUMINOUS COATING. QV~O.~., V \ ~ I ! a ~=~Z~ ~
MINIMUM 4" THICK LAYER OF STONE (NCDOT ~ srr ~~~04 z 274.50
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SH LL fjE WELDED 70 THE REBAR "TRASH 700 OR APPROVED EQUIVALENT RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE LACED ONTO THE MANHOLE RISER WITH
ANGLES SITTING DIRECTLY ON TOP OF THE RISER. ~N SIDE WA - - - ~ ~ 9 4,50 PLAN ~ ~ ~ ~ I i ~ SIDE ~
ELEVATION ELEVAT]ON r~T +276.00 i
L o a ',276.00 I ~ CAST IRON H ~ ~ - ' % N ~r
OUTLET ARREL VELOCITY DISSIPATOR ~ I--~--I casT IRAN TRASH RACK DETAIL ELEVATION i vT ~ + I 276.0 ~ IRON ELEVATION j W ~ ~ 276,OD ~ I
N.T.S. N.T.S. a ~ --~E GRADING PLAN FOR 274,50 ~ TORMWATER WETLAND 1 r ' Q
vls' ~ ~ DIMENSION -OF VELOCITY ~ + ~ 274.5 i ~ _ # ~ , " Z a ~ ~ ~ ~ NWSE - 276.0 N a v DISSIPATERS ~ r"'I
vi ~ ui' M6 BNi OR Q ~ I i. ~ r Z ~ l ! ! MB BAR q ~ ! I
#4 REBAR TRASH RACK (ABOVE) I,+, ~ G~uwn, z I- ~ I, ~'i ~ ~ 274.50 ! . P Q r ~ ~ ~ ~ ~ I i
HANDW'HEEL ELEV. = 279.10 a ANCHOR TRASH RACK TO MANHOLE WALL WI H FOUR EQUALLY SPACED r` I w LJ ~ I ~ ~ ! ~ I ~ _ 2 ~ - V ~ I '
HOT-DIPPED GALVANIZED STEEL CLAMPS. EA H CLAMP ATTACHED TO T TRASH RACK MANHOLE RISER BY 2-3"x1/4" CONCRETE A CHOR BOLTS EACH CLAMP TO ur PLAN SIDE Q ! ~ ! ~z ~ ~ ti~ ~ nil _ U I•
ve' I'- a ; EVAT N (SEE DETAIL) BE COATED W/ A BITUMINOUS COATING. ~ • ~ cGHPOSIrE PLAN EEL VAT14N ~ Q .50 ~ ~ w~ ~ i
i-2" DIA. INVERTED PVC SIPHON m RE]NFORCDVG STEEL A 1 + \
(SCH• 40 ASTM Di785) ' ~ ur TRASH RACK LEVAT] N SECTION A-a NOTE ~1 ~ ~ 27 ~ I -A 12' NOT TG HE USED IN HEET F 'I' ~ ~ j
o SEE DETAIL ~ !n - ( ) SANITARY SE4ER MANGLES. ~ 275.50 ~ ~ - ~ ~ / I v N 840,66 ~ i ~ ~ I +275,5p I ~
~ ELEV. 277.10 ~ (TOP OF RISER) - ~ , J ) Q
5" a~ a 5 LF - 8" DIA• DIP a ~ ,
0 - ~ I I ~ ~ I ~ _ , ~ 1
5" (TYP.) CONCRETE ANTI-FLOTATION BLOCK
(U I °0 4' OIAM T R ' (SEE CROSS-SECTION) ) I ~ ~ I '
N NWSE = 276.00 MANHOLE RISER 3' ' ~ ~ ~"Jl 1.58' (MIN.) i~ '-L _ _
~ - - - PRE-CAST SECTIONS 8" DIA. PLUG VALVE (SEE n' ( ) OUTLET STRUCTURE MATERIAL 2' II ~ ~ L' I 1 _ - ~
° SPECIFICATIONS 5 (TYP.) R' 1 ) 4, IAMETER J ~ I I '
1 MANHOLE RISER 5~~p ~p FFE FF I I " ~ 1
(PRE-CAST SECTIO S) M G~~ m BARREL INV. IN = 270.00 0~~ 5~ -G -.-~;r_ 297.60. ~ 2$7.0 ~ L_.- I ~
a , ~,P GP i ~ I 28a~:00 2 I
~ o ~ u; Q ! ' ~ I 11 98,0 I ~"i ~ r ~ rV
L LL II I ' - , i i ~ ~ j ! ! ~ j,-
18" f ~ I I , I ! I
8" DIA. DIP v 18" DIA. 0-RING RC ~ I I ~ ~ ~ ~ I I i f
ti - , I 1 I ! I I I 1 l
DIP INV. _ 18" DIA. N ~ ~ I i ~ I I! ~ ~ ,G~ ~ I ' FEOa>ycT No. WbP-01030 f ' , ~ I ~ -i
° ELEV. = 270.00 0-RING RCP 4"x4" 6/6 WELDED WIRE FABRIC (EACH SIDE & R I I ' ~ ~ ~ O~0 FILENAME: ED ~ E I , I ~ ~ ~ ~ , t , WDP01030-PD1 ~IDE & ~ py~
° a a ~ TOPj 6" INT ~t11 ~ DESIGNED DY; PR JES/BRF
a , . 4 4 /
M x Lt - n uix uir- 41 a L_ #6 REBAR PERIMETER $ IETER 8" DIP ( DRAWN BY: 0LP
o a FRAME (2'x2'x2') m MAY 16 2002 SCALE: 1 40'
~ Q Q z 0 8' d d o I~ 3000 PSI CONCRETE 00 r^
N LD CIRCULAR CONCRETE CIRCULAR CONCRETE 4 R. McAdams W., Inc. DATE: _ _ TheJohnR 03 15 2002
ANTI-FLOTATION BLOCK ,SIDE a VIEW ANTI-FLOTATION BLOCK a SHEET NO.
"FRONT VIEW' - 3. STORMWATER WETLAND GRADING PLAN C-18
STORMWATER WETLAND 1 OUTLET STRUCTURE DETAIL STORMWATER WETLAND 1 OUTLET STRUCTURE DETAIL 8" DRAIN TRASH GUAF 1 "=40'
N. T. S. N. T. S. N. T. S. RASH GUARD DETAIL
x El McADAMS N.T.S. FINAL llItAllf\U - NOT Iti'.LI~:aSEll FOR 1,0i\~'lltl'CllO

OUTLET STRUCTURE DROP' INLET I
PERMANENT SEEDING SCHEDULE TEMPORARY SEEDI~dG SCHEDULE SEEDBED PREPARATION SEE DETAIL PROPOSED FIVE OAKS V1 10' (MIN.)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV. = 297.70 f-----1 DRIVE EXTENSION
CONDITIONS, IF AVAILABLE. AUG 25 - OCT, (BEST) TALL fESCUE 200 LBS/AC JAN 1 -MAY 1 RYE (GRAIN} 120 LBS/AC ~ 1 LF - 2" DIA. INVERTED PVC -ALL SOILS INSIDE THE BERM AREA (ON THE ED PVC
2.) RIP THE ENTIRE AREA TO n INCHES DEPTH. SIPHON (SCH. 40 ASTM D1785) FEB. -APR 15 (POSSIBLE) KOBE LESPEDEZA 50 LBS/AC I D1785} 3.~ ~ BERM SIDE OF THE 3.1 EXTENSION LINE) WILL
N NT MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC 3) REASONABLY SOMSOOTHCAND OUNFORMND OTHER OBSTRUCTIONS LEAPING SURFACE WETLANDS AREA INVERT SO L AME DME S BE CONSTRUCTED TO THE SAME SPECIFICATIONS A T AS THE POND BERM SECTION.
APPLY LIME AND FERTIUZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE VARIES (SEE GRADING) 5' 5' BERM \ EXTENSION OF 3:1 DOWNSTREAM
AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILZER. WITH SOIL (SEE BELOW"). TOP OF RISER ELEV. = 295.50 IN. IN. U SECTION BERM SLOPE INTO PROPOSED
MULCH SOIL AMENDMENTS TOP OF FOREBAY BERM 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS ( ) ROADWAY EMBANKMENT ~ NON-WOVEN GEOTEXTILE FABRIC \ ~ ~
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR FOLLOW RECOMMENDATIONS Of SOIL TESTS OR APPLY 2,000 LB/AC GROUND PREPARED 4 TO 6 INCHES DEEP. NORMAL POOL FO A MUICH ANCHORING T001,. A DISK MATH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE UMESTONE AND 750 LB/AC 10-10-10 FERTILZER (FROM AUG 15 -DEC f REBAY WEIR~)nFV = 295 00 _ _ _ _ SHALL BE PLACED AROUND EACH BARREL ~ ~ O
AS A MUICH ANCHORING TOOL. 30, INCREASE 10-10-10 FERTIUZER TO 1000 LB/AC). 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER (UPPER INV. PVC SIPHON) JOINT OF RCP BARREL IN 2' WIDE INV. BUT = 288.00 ARR F O U ~
MAINTENANCE STRIPS CENTERED ON JOINT. \ INV. OUT - 286A0 W z I 1 \ ^ ~ CA
T A PA FR M H 7.} MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. INSPEC ND RE IR MULCH EQUENTLY REFERTILIZE IN LATE WINTER OF THE Apply 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING MATH ASPHALT, NETTING, N~ FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN 1 BARREL a ~
REGULARLY TO A HEIGHT OF 2-4 INCHES. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE THE PLANTING SEASON, IF POSSIBLE. IF STAND SHODU) BE OVER 60x DAMAGED, USED AS A MULCH ANCHORING TOOL. REESTABLISH FOLLOWING ORIGINAL LIME, FERTIIZER AND SEEDING RATES. SEED LIGHTLY FORE AY 'INV• IN = 7.00 ~ ~ t.
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. ~ B /POND AREA FOREBAY/POND BEF NURSE PLANTS MAINTENANCE \ ~ EBAY/POND BERM \ ~ a
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, BETWEEN MAY 1 AND AUG, 15, ADD 15 LB/ACRE SUOANGRASS OR 10 LB/ACRE GERMAN 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTIUZAlION ~ x a W .W.1 N
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERTILIZE, ANO MULCH IMMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED. OTHER DAMAGE. POND INV. 47 LF - 24" 0-RING RCP ®4.26 CL. III. RCP 119 LF - 36" RCP ®0.84 ~ z i.7 ( ) Qy
AUG 15 -DEC 30:REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS ELEV. = 290.00 z z o 00000000 ~ ~
WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO CONCRETE PAD FOR EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 8" DIP (SEE DETAIL) Q ~ ~o ~ o a xoo
LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. 'See seasonal application schedule 1 ~ i ~ ~oooap oo Q \ [-~eNtO DROP INLET TO BE CONSTRUCTED UPON A ~ r•+ I
112 LF - 8" DIA, DIP ~1 1~ NON-YEILDING FOUNDATION, TO PREVENT r l ~ ~ ~ BARREL STRESS ON THE OUTLET PIPE AND ~ U O
INV. IN = 290.00 SUBSEQUENT PIPE JOINT SERARATION. ~ ,~w W ~ O ~
WATER TIGHT GASKET SEAL- NCDOT CLASS "B" RIP-RA ~ ~ ~ W ~ T GASKET SEAL WATERTIGHT SEAL TO 8E PROVIDED 18'Lx11'Wx22"THICK O t/2 O
NOTES~ ON ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE DF STRUCTURE WALL STEPS DIFFERMG IN DIMENSIONS, CONF1r,URATION DR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED La3 AT RISER BARREL INTERFACE ANTI-SEEP COLLAR (X2) ;SEEP COLLARS Z W • O
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FDR THE USE DF SUCH STEPS, M~=v / TO BE SPACED AT 22'-0' O.C. SEE W ~ a " 5 (
N ~JOl7Z i I' ~tYN= , KEY TRENCH (SEE BERM MIN. DETAIL}, COLLARS SHALL BE PLAOED A
m W z = CONCRETE ANTI-FLOTATION BLOCK - ~ " ~ ~~~o~ SEE OUTLET STRUCTURE DETAIL ON BLOCK SOIL AND COMPACTION MINIMUM OF 2 FEET FROM PIPE JOINTS. DETAIL SPECIFICATIONS) BOTH COLLARS TO PLACED ON THE 24" CARP
_ ¢TF w 6.3 DIA. REBAR RING ( ) ~'~~oa ) 0-RING RCP BARREL. ~ ~ F1vSSJp ;
sia~ ~ W oorn~ 4.1' DIA. REBAR RING ;'~~0 ti9; I 4 ~ =
I ~ w a SEAL
PLAN PLAN SIDE ~ ~ SIDE N.T.S. ~ ~ 4 i 23 95
a ELEVATION ELEVATION I~ Fti
L - ° ~ POND OUTLET STRUCT N T LIRE 0 ES I la Ira. ~ CAST IRON F- ~ ~ ES;
m ~ ~ 6.3 LF 2"x2"xi/4" ANGLE 2' 1. 24" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETIN( III RCP MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE ~ , fi?''
~ I DI CAST IRON ELEVATION JOINTS SHALL BE CONFINED "O" RING RU68ER GASKET JOINT ELEVATION - ¢ ~ ASTM C-361 LATEST, ' GASKET JOINT MEETING ASTM C-443 LATEST AND JOINT OF ~ ~
Q ~ ELEV. = 295.50 1 2.50' MIN. PROJECTION
~ Q u (TOP OF RISER) 2. THE MANHOLE OUTLET RISER SHALL BE 4' LD., MEETING ~ NOTES; 6„ I.D., MEETING ASTM C-478R AASHTO M-199 MONOLITHIC
f6 BAR OR a ~ 1~ BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RUBBE a 3r~~ ~ ~ ~ Aa saR Q ~ BE SECURELY ANCHORED T T M C-443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY LENT SEPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN STRENGTH - ~
~a, P GALV D. ¢ 1n #4 REBAR OGE HER TO PREVENT SEPARATI01 sip P YPR P E (TYP) OF THE MANHOLE SECTION ANCHORING SYSTEM. v1. i . I o
- 1'~ N L~1 ;~4 REBAR ® T ~ ~ a 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-; 2• COLLARS SHALL BE CONNECTED TO 24" RCP WITH A WATER N
ACCORDANCE WITH NCDOT STD, 840.66. WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN TIGHT JOINT. o
ve~ SIDE S[DE ~ va~ ~ : E VAT N PLAN ELEVATION z Q 0.73' - 3• COLLARS SHALL BE SPACED ALONG BARREL AT 22'-0° O.C. - - v? W
COMPOSITE w ~ TYP! a 4. CONCRETE ANTI FLOTATION BLOCK SHALL BE INTEGRALLY m REIMFOROING srEEl Q RISER/BLOCK SEPERATION, OR PRECAST AS THE EXTENDED B, 3E INTEGRALLY ATTACHED TO RISER BASE TO PREVENT 24" DIA. ~ ~ 24 DIA, ~ H T i ~ : 0-RING RCP ~ E EX ENDED BASE OF THE MANHOLE DURING FABRICATION. 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' n 0-RING RCP II
vas IF THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPERATE NDTE~ CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE AI CAST SEPERATE FROM THE MANHOLE ASSEMBLY THE FROM PIPE JOINTS, Z
ELEVATION ~ SECTION A-A 12, SANITARY SEWER MANHOLES, SNCE71 OF1 ASSEMBLY. CHORING THE ANTI-FLOTATION BLOCK TO THE MANHOLE RISER . ~ • i~, ~ . _ _ ' ~ ' ~
L VAT N 840,66 ELEVATION VIEW ' ~ U z
OUTLET STRUCTURE MATERIAL SPECIFICAT NCDOT CLASS "B" RIP-RAP 1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 I SPECIFICATIONS: - o ~ H ,V
18'Lxll'Wx22" THICK 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED. ~ W a
2. GEOTEXTILE FABRIC FOR THE 24 INCH OUTLET BARREL JOIP .ET BARREL JOINTS SHALL BE AMOCO STYLE 4553 ~
POLYPROPYLENE NON-WOVEN NEDLE PUNCHED OR APPROVED A 9' WIDE A 6.3 LF 2"x2"xi /4" ANGLE 4' DIAMETER ~ OR APPROVED EQUAL (NON-WOVEN FABRIC)
>PECIFICATIONS: CONCRETE ANTI-SEEP COLLAR
MANHOLE RISER BERM SOIL AND COMPACTION SPECIFICATI~ 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPS U~ BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT N.T.S.
LEAST 98q STANDARD PROCTOR MAXIMUM DRY DENSITY, AT IY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED Z ~
„ MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCT 36 DIA. SHRINK SWELL OR DISP R ENT N TR XHIBIT I IFI ANT ~ COS UCTION. SOILS SHALL NOTE S GN C O
RCP / E SIVE CHARACTERISTICS. ON-SITE C SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEO ICS. ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE a N ;TION. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE ~ A
METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDITIOP 'LL. IF ADDITIONAL USES PLANNED UPON THE BERM SECTION ~ ~ W ~
(BUILDINGS, ETC.), THE GEOTECHNICAL ENGINEER SHALL SPEC :ER SHALL SPECIFY SOILS SUITABLE FOR THAT ADDITIONAL USE. i ~ ~ ~ Z
10' (TYP.) 2. IN ALL FIL L AREAS OF THE BERM, A SOILS COMPACTION T 48" DIA. RISER i r i ~ ~ O ~ > COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE w _ r ) CD a o~
FEET PER VERTICAL FOOT OF 1LL. I CREST EL - 295,50 ~ J/ , ~ ~ i ~ ~ ~ Q ~ INV, = 290.00 (SEE DETAIL r r ~ ' ~ ~ U I
36" FES 3. A KEY TRENCH IS TO BE 1-~?OVIDED IN ALL FILL AREAS. TI 18 ~4 REBAR WELDED ~ BELOW EXISTING GRADE. SOIL; r,NO COMPACTION FOR KEY TF r ~ r' i r i ~ ~ q i~ r i ~`i ~ d W ~ C7 . FILL AREAS. TRENCH '.0 EXTEND A MINIMUM OF FIVE FEET r ~
lON FOR KEY TRENCH SMALL MEET ALL REQUIREMENT OF ~1 , ~ ~ ~ W F E" ' ~ ~ r,~,i ~ 47 L 4 0-RING RCP , i ~ ~ ~ ~
(TYP.) (SEE NOTES) ABOVE. PLAN r W O ~ r 4.269; i i F ~ ~
4. NO TREES OF ANY TYPE M~;Y BE LOCATED ON THE BERM ON THE BERM SECTION. ~ i , rr ~ ~ O ~ ~
5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. ~XIMUM 8" LIFT. EACH IFT A LATIN ~ ' ~1 ~ W ~ F L SH LL BE CO UOUS FOR THE ~
36" DIA. ENTIRE LENGTH OF EMBANKMENT, BEFORE PLACEMENT OF FI .ACEMENT OF FILL FOR BERM SECTION, ALL UNSUITABLE ~ ~ ~ ~ ~
RCP MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY 'ACE PROPERLY PREPARED FOR FILL PLACEMENT. - ~ ~ ~ ~ i O O i i ',''i~ ~ ~ i ~ O ~ r + ~ ~
.1' DIA. REBAR RING - - - - ~ I=1 ~ I=~ ~ I=~ ~ 22" LAYER OF 6. ALL SOILS WITHIN THE BERM SECTION ENVELOPE (AS DEN( ~ ~ ~ - r ,r'~~ 294.50,x' :LOPE (AS DENOTED IN THE PERMANENT DAM CROSS SECTION - - w w_ ~ ~ / , i W x
~=~~1=1~~=~~1=1~1=1~1 ,3' DIA. REBAR RING I ~ I=1 ~ I=~ ~ I=11 I=11 ~ I ~ 1= ~ =1 ~ CLASS 'B' RIP-RAP AS BEING WITHIN THE 3:1 EXTENDED DOWN STREAM SLOPE LI TREAM SLOPE LINE SHALL BE OF THE SAME MATERIAL AND ~ / ~ o Pi U
~ ~ ~=1 ~ I-~~ I~ ~ - 4" FILT R ANK T 3.t 5 COMPACTED, PLACED, AND TESTED IN THE SAME MANNER AS _ .~I - _ E BL E SEC110N, WITH NO EXCEPTION. MME MANNER AS THE SOILS WITHIN THE MAIN EXPOSED BERM - I + • _ _ o, o
1~1-~~~=III=~~~ - - - „_,~_T_m_„~ ~ PLAN vlEw STATEMENT OF RESPONSIBI TTY; / o i -p,__-._.~ m._.. / ~ ~ - ' - i ~
L - LF 8 DIP ' r- ,
SECTION A-A ALL REQUIRED MAINTENANCE AIJD INSPECTIONS OF THIS FACIL FILTER BLANKET NOTES: PARK APARTMENTS, PER THE EXECUTED OPERATION AND MAIN i OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF WATKINS ~ ~ ` ' J r ~ N ~ ATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. ~ r ' ' / r ~ L---"
N~T~ (SEE NOTE) ~ i ,
i. ALL REBAR TO BE #4 REBAR. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP i ~A ~
AND SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING. i ~ ~ g5.5b +294,50 ~ ~ m ~ ~ ~ ~ h
MINIMUM 4" THICK LAYER OF STONE(NCDOT X57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 OR APPROVED EQUIVALENT 3. THE HOT-DIPPED, GALVANIZED 2"x2"xt/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH , , - i / ~ ~ ~ \ - -WETLAND AR rJ _ _
RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH ~ ~ ' 293.5 +
ANGLES SITTING DIRECTLY ON TOP OF THE RISER. FFE r ~ \ 294,50 293, ~ o I 302,00 f FFE + ^ ~
i i` 300,00 , 2 .5 4 w+ ~ i i r \ 29 .50 + 294. a
~ 29 .5 , ~ ~ _ ~ A ~ ~ -
OUTLET BARREL VELOCITY DISSIPAT R O TRASH RACK DETAIL - - 4 ` ~ - , _ I - - , 1 2s .50 N 293.5 + ~ ~ 8 0
N.T.S. N.T.S. ' ~ ~ + ~ 294.50 ~ , ~ ; _ ~ _ - " ~ Z ~
/ 2 : -_.INV. ='292.00 2 ~ ~ ~
~4 REBAR TRASH RACK (ABOVE)
HANDWHEEL ELEV. = 297.50 I ~ ~ ;
~-ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO +295.5 ~ y, 2 5.5 ~ STORMWATER POND/WETLA ~
TRASH RACK MANHOLE RISER BY 2-3"x1/4" CONCRETE ANCHOR BOLTS EACH CLAMP TO NWSE = 295.00 ~ .00 - ~ ~ ~2955Q295.00 ~ +
(SEE DETAIL) BE COATED W/ A BITUMINOUS COATING. 1 LF - 2" DIA. INVERTED PVC I POND FOREBAY ~ ~ _ - iii .5~0 1 i - - -
SIPHON (SCH. 40 ASTM D1785) l - ~ ~
- TRASH RACK 1 v ~
~ (SEE DETAIL) ~ ELEV. = 295.50 - - ~
°J (TOP OF RISER) a 5" (TYI A 5" TYP. -34,L~F' 15" R ~ ~
a 112 LF - 8" DIA. DIP ( ) _ _ ~ i - ~ ®2.94q ~ _ a ~
0
N 5" (TYP.) CC ° (SI CONCRETE ANTI-FLOTATION BLOCK ; ~ V. - 291,00 - DASHED LIN = ~ (SEE CROSS-SECTION) Q~
N 4' DIAM TER ELEV. 295.00 f
~ NWSE = 295.00 _ _ _ MANHOLE RISER g" DIA. PLUG VALVE (SEE 3 m (PRE-CAST SECTIONS) OUTLET STRUCTURE MATERIAL 2' 1.33' MIN. t, try ~i i ~u . ~ _
N SPECIFICATIONS 5" (TYP.) I~--..~ 1 ) 4 DIAMETER ~y'Ij'ii i ^ A. _ i -
~ 1 MANHOLE RISER 5~'PO ~ ~ _ (PRE-CAST SECTIONS) G~~
° BARREL INV. IN - 290,00 O~~ g~. 2~ ~ _ ~ _ _ 4 ~ ~
~ 5~ ~ a ~P QP
~ ~i ' ~ ~ u-i Q~ a. „,i `rte
0
24" DIA. 109'
~ 0-RING RCP 8" DIA. DIP N
a DIP INV. ~ , I PEOJECT N0. N , WDP-01030
24" DIA. WIRE ; ~I~ENnuE: 1NDP01030- PD 2
m ELEV. = 290.00 0-RING RCP 4"x4" 6/6 WELDED WIRE ° FABI?IC (EACH SIDE & & 6.'
a° 4 4 ° a ~ TOF; 0 112 LF - 8" DIA a N RINT ~P\1 ~ DESIGNED BY: P JES
_ ,
#t) KLbAK HLKIML ILK o rt 8" DIP DRAWN Br: DLP
° FRAME (2'x2'x2' 8" Dll r~ o MAY 16 2002 SCALE: 1 x_40'
0 7.5' CL I~ 3000 PSI CONCRETE II CC.InC, DATE:
o CIRCULAR CONCRETE Q The John R. McAdams 03-15- 2002
3 ANTI-FLOTATION BLOCK "SIDE VIEW" CIRCULAR CONCRETE ° ANTI-FLOTATION BLOCK a SHEET N0.
"FRONT VIEW" 3' STORMWATER m PONID/WETLAND #2 GRADING PLAN C-19
POND OUTLET STRUCTURE DETAIL POND OUTLET STRUCTURE DETAIL GRAIN TRASH GUARD 1 40'
N. T. S. N. T. S. 3H GUARD DETAIL
X N. T. S. J.T.S. M MC ADAMS FINAL DRAWING - NOT RELEASED FOR ('ON,S''Ri'(T111\

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NOTES: I
1. Off site u~atershed boundares are defined usu~6 topography from City of Durham ( ,
aerial topographic mapping: Un-site ~~~atershed boundaries are defined using field
topography. I
_ I

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