20020668 Ver 1_Complete File_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\

I
I
I I
i
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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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SEGME SEGMENT 1 NT 1 r; I~ VT 1
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SCALE: l" = 60' 1118JOhn R. McAdam s Co„ Inc.
I _ DATE; IJQVEMBER 29,1999
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AR076CT N0. ~p_o.1030
FILENAME; postdev.dwg
I~ DES[GNEB BY:
mx m JES
f f ~ nQ~~rnt av.
PRINT DATE SCAIX: a
1 = 100, f
y 111 I ll~~ MAY 16 200 °AT 2 01-31-02
CV) P 0
~ The John R. McAdams Co. Inc, SHEET NO.
Sw-l
11 MCADAMS

F w rF
9 Michael F. Easley
\O? QG Governor
Uj 7 William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
-I
p
loy C Alan Klimek, P.E., Director
Division of Water Quality
Mr. Tom Shoup
Watkins Park, LLC
4000 W. Chase Blvd., Suite 475
Raleigh, NC 27607
Deal4 Mr. Shoup:
June 27, 2002
Subject: Stormwater Wetlands
Watkins Park
Durham County, NC
DWQ# 020668
This Office is in receipt of the plans dated June 14, 2002 for the stormwater management wetlands at
the subject facility prepared on your behalf by The John R. McAdams Company and submitted to the Division
on June 17, 2002. Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note
that this approval is for water quality purposes only and shall not be construed as an approval of the design for
dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
cc: Mr. Todd St. John, Wetlands U t
Raleigh Regional Office
Mr. John Schrum, The John R. McAdams Company, PO Box 14005, RTP, NC 27709
File
J n ney
p rv
tlands Unit S isor
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,.
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.ur,/ncwetiands/
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
June 27, 2002
Memorandum To
From:
Subject:
John Dorney
Todd St. John
Watkins Park
Wake County
DWQ# 020668
These ponds are basically hybrid pond/wetland systems which may actually be BMPs when
the new Manual comes out. They are oversized so I recommend that we approve them. Also, please
note the new approval letter language..
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), htto://h2o.enr.state.nc.us/ncwetlands/
Since 1979
.THE JOHN R McADAMS COMPANY, INC.

June 11, 2002 'JUN 720
Mr. Todd St. John, P.E.
Environmental Engineer W'-
2321 Crabtree Blvd. ---.NJan :EC
Raleigh, NC 27604-2260 ??
atkins Park Apartments
Re: W
Wetland 1 and 2 Review Comments
WDP-01030
DWQ # 020668
Dear Mr. St. John:
The following are the responses to the comments concerning the above named
project received May 29, 2002.
1. Design Storm
The Division review process utilizes the Simple Method for
determining the 1-inch storm volume to be controlled. This method is
outlined in NCDENR Best Management Practices Manual, April,
1999. Other methods may be used to determine the volume of runoff,
but the method must be clearly defined and the submittal must
demonstrate that the method is applied within its limitations.
Please note that the method utilized in the design of both
wetlands is a combination of the SCS Method and the widely
accepted concept of Directly Connected Impervious Areas
(DCIA's). It is our opinion that this method is more than
sufficient to achieve the 85% TSS removal threshold as required
by NC DWQ. However, in order to expedite the approval process,
the riser crest of each basin has been raised by 0.1 ft in order to
comply with the simple method as described in NCDENR Best
Management Practices.
2. Vegetation and Planting Plan
Extended detention wetlands require a planting plan with species
appropriate for the various depths of the marsh area. 1/2 of the marsh
area should be 0" - 9" deep and 1/2 should be 9" - 18" deep. Please
specify this on the engineering plans. Also, please do not plant cattails
as they will volunteer on their own.
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com
Since 1979
THE JOHN R. MCADAMS COMPANY, INC.
Mr. Todd St. John
June 11, 2002
Page Two
A planting plan has been prepared and is included in this
response package. Depth requirements have likewise been added
to both pond detail sheets and spot elevations are utilized on the
grading plan to ensure the requirement is met.
3. Drainage Area
Wet detention basins must be designed to treat all of the runoff
draining to the basin. Please delineate the drainage area including
offsite drainage to the basin.
Note that each wetland is designed to treat all on- and off-site
runoff, which drains to each facility. Watershed maps have been
provided to demonstrate compliance to.
4. Operation and Maintenance Agreement
An operation and maintenance agreement is required. The operation
and maintenance agreement must also be signed by the responsible
party and notarized. An example agreement for an extended detention
wet pond is available on line at
http://h2o.enr.state.nc.us/ncwetlands/oandm.doc.
An operation and maintenance agreement is included in this
submittal.
Please feel free to call D. Amos Clark, P.E. or me at phone number (919) 361-
5000 should there be any additional questions.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
rohn. Schrum, El
Associate Project Engineer
Cc: John Moore
Tom Shoup
Enclosure

WOOD
PARTNERS
June 6, 2002
The John R. McAdams Company
2905 Meridian Pkwy.
Durham, NC 27713
Attn: Brandon Finch
Re: Watkins Park
Wetlands Agreement
Dear Mr. Finch,
Via FedEx
Enclosed are the wetlands O&M agreements for Watkins Park. If you
have any questions, please contact me at this office.
Sincerely,
Thomas H. Shoup, PE
Vice President
Cc: James R. Simpson
Deborah Anderson
Wood Partners is a Group of Limited Liability Companies
1001 MOREHEAD SQUARE DRIVE SUITE 250 CHARLOTTE, NORTH CAROLINA 28203
PHONE: [phone] FAX: [phone]
OPERATION AND MAINTENANCE AGREEMENT
Project Name: Watkins Park - Stormwater Wetland #1
Durham, North Carolina
Responsible Party: W.P. East Acquisitions, i- • +- • e
Address: 1001 Moorehead Square Drive - Suite 25
Charlotte, North Carolina 28203
Phone Number: [phone]
Operation and maintenance activities shall be performed as follows:
1. Inspect monthly, or after every runoff-producing rainfall event (0.5 inches or
greater in a 24 hour period), whichever comes first.
A. Inspect the wetland and outlet system for sediment accumulation, erosion,
trash accumulation, and general condition. Remove any trash and repair
eroded areas immediately, before the next rainfall event. Re-seed / re-plant as
necessary to maintain good vegetative cover. Make any other repairs deemed
necessary as determined by the inspection.
B. Check and clear the wetland outlet system drawdown orifice such that
drawdown of the temporary pool occurs within 2 to 5 days, as designed.
II. Quarterly
A. Inspect the outlet system to ensure it is functioning properly. Remove any
accumulated trash from the riser trash rack and bottom of the riser. Check and
remove any obstructions from the outlet system barrel.
B. Check wetland inlet pipes for undercutting. Replace riprap and repair broken
pipes as necessary.
C. Operate the 8" plug valve wetland drawdown mechanism to ensure proper
operation.
D. During the quarterly inspection, pay special attention to the items listed in the
attached "Dam Inspection Checklist". This list shall be filled out and kept as
part of a record of inspection.
III. Every 6 months
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the depth at various points in the wetland, especially in the upland areas
around inlets to the wetland. Accumulated sediment will be removed semi-
annually or when the depth is reduced to 75 % of original design depth. The
measuring device used to determine the sediment elevation shall be such that
it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
C. Removed sediment shall be disposed of in an appropriate matter and shall be
handled in a manner that will not adversely impact water quality (i.e.
stockpiling near the pond or streams).
1 OF 3
D. If the elevations of the marsh areas exceed the permanent pool elevation, the
sediment shall be removed to design levels. This shall be performed by
removing the upper 6 inches of soil and stockpiling it. Then the marsh shall be
excavated six inches below design elevations. Afterwards, the stockpiled soil
should be spread over the marsh surface. The soil shall not be stockpiled for
more than 2 weeks.
IV. General
A. Mow the side-slopes according to the season. Maximum grass height will be
six inches.
B. Wetland planting densities in the marsh areas should be maintained by re-
planting bare areas as needed. Wetland plants should be encouraged to grow in
the marsh areas.
C. All components of the wetland system must be kept in good working order
D. If wetland is to be de-watered for any reason, maintenance or otherwise, it
shall be done in a manner that does not drop normal pool elevation more than
1.0 vertical foot per day. This translates to a minimum drawdown time of six
(6) days. A geotechnical engineer shall be present on-site during any wetland
de-watering activities. If the basin must be drained for an emergency or to
perform maintenance, the flushing of sediment through the emergency drain
shall be minimized to the maximum extent practical.
E. Inspect the rip-rap energy dissipator at the outlet end of the 18" RCP barrel.
Repair as necessary to original plan specifications.
F. Trees and/or shrubs shall not be placed on any part of the dam embankment.
I acknowledge and agree by my signature below that =sponsible for the performance
of the operation and maintenance procedures listed I agree to notify NCDENR-
DWQ of any problems with the system or prior to any changes to the system or
responsible parry.
Print Name: -,s1 o.--• •+ s u - s H o
Title: VC c P„ 6-59,0c --
Address: / o o t "e, F,,, ,?o
Phone: -?a, 'Y 33 3 2- 8 5 9 5-
Signature:
Date: 6, • 0 2
Note:
The legally responsible party should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
2OF3
a Notary Public for the State of
County of __? h(9/IM do hereby certify that ,,?.D"Cw ?.
personally appeared before me this b; day of a ,
and acknowledge the due execution of the forgoing lake maintenance requirements.
Witness my hand and official seal.
?pTAq?
AvBIL ?G
COIL
My commission expires
Q-5-t)
3 OF 3
DAM INSPECTION CHECKLIST
To help the dam owner perform periodic safety inspections of the structure, a checklist is provided. Each item of
the checklist should be completed. Repair is required when obvious problems are observed. Monitoring is
recommended if there is potential for a problem to occur in the future. Investigation is necessary if the reason for
the observed problem is not obvious.
A brief description should be made of any noted irregularities, needed maintenance, or problems. Abbreviations
and short descriptions are recommended. Space at the bottom of the form should be used for any items not
listed.
DAM DATE

OWNER WEATHER f-
Q
L N
LLi
INSPECTED BY POOL LEVEL Z
y: O >
?
Item Comments
1. CREST
a. Visual settlement?
b. Misalignment?
c. Cracking?
2. UPSTREAM SLOPE
a. Erosion?
b. Ground cover in good condition?
c. Trees, shrubs, or other wood vegetation?
d. Lon itudinalNertical cracks?
e. Adequate riprap protection?
f. Stone deterioration?
Settlements, depressions, or bulges?
3. DOWNSTREAM SLOPE
a. Erosion?
b. Ground cover in good condition?
c. Trees, shrubs, or other wood vegetation?
d. Lon itudinalNertical cracks?
e. Adequate riprap protection?
f. Settlements, depressions, or bulges?
Soft spots or boggy areas?
h. Movement at or beyond toe?
i. Boils at toe?
4. DRAINAGE-SEEPAGE CONTROL
a. Internal drains flowing? Est. Left gpm Est. Right pm
b. Seepage at toe? Estimated pm
c. Does seepage contain fines?
5. ABUTMENT CONTACTS
a. Erosion?
b. Differential movement?
c. Cracks?
d. Seepage? Estimated pm
e. Adequate erosion protection for ditches?

INSPECTION CHECKLIST- PAGE 2
a
? C9
INSPECTED BY DATE a w

? Z
O w
>
>- 2 o: ?
Item Comments
6. INLET STRUCTURE Concrete or Metal Pipe (circle one)
a. Seepage into structure?
b. Debris or obstructions?
c. If concrete, do surfaces show:
1. Spallin ?
2. Cracking?
3. Erosion?
4. Scaling?
5. Exposed reinforcement?
6. Other?
d. If metal, do surfaces show:
1. Corrosion?
2. Protective Coating deficient?
3. Misalignment or split seams?
e. Do the joints show:
1. Displacement or offset?
2. Loss of joint material?
3. Leakage?
f. Are the trash racks:
1. Broken or bent?
2. Corroded or rusted?
3. Obstructed?
4. Operational?
Sluice/Drain gates:
1. Broken or bent?
2. Corroded or rusted?
3. Leaking?
4. Not seated correctly?
5. Periodical) maintained?
6. Operational?
7. PRINCIPAL SPILLWAY PIPE Concrete or Metal Pipe (circle one
a. Seepage into conduit?
b. Debris present?
c. Do concrete surfaces show:
1. Spallin ?
2. Cracking?
3. Erosion?
4. Scaling?
5. Exposed reinforcement?
6. Other?

INSPECTION CHECKLIST- PAGE 3

INSPECTED BY DATE z a w
z p w >
? 2 z
Item Comments
d. Do the joints show?
1. Displacement or offset?
2. Loss of joint material?
3. Leakage?
8. STILLING BASIN/POOL Riprap or Concrete (circle one)
a. If concrete, condition of surface?
b. Deterioration or displacement of joints?
c. Outlet channel obstructed?
d. Is released water:
1. Undercutting the outlet?
2. Eroding the embankment?
3. Displacing riprap?
4. Scouring the plunge pool?
e. Tailwater elevation and flow condition?
9. EMERGENCY SPILLWAY
a. Is the channel:
1. Eroding or backcufting?
2. Obstructed?
b. Trees or shrubs in the channel?
c. Seepage present?
d. Soft spots or boggy areas?
e. Channel slopes eroding or sloughing?
10. Reservoir
a. High water marks?
b. Erosion/Slides into pool area?
c. Sediment accumulation?
d. Floating debris present?
e. Adequate riprap protection for ditches?
Reference: 2000 Maryland Stormwater Design Manual- Volume II: Stormwater Design Appendices. Maryland Department of the
Environment: Water Management Administration.
OPERATION AND MAINTENANCE AGREEMENT
Project Name: Watkins Park - Stormwater Pond/Wetland 42
Durham, North Carolina
Responsible Party: W.P. East Acquisitions ?.
Address: 1001 Moorehead Square Drive - Suite 25
Charlotte, North Carolina 28203
Phone Number: [phone]
Operation and maintenance activities shall be performed as follows:
1. Inspect monthly, or after every runoff-producing rainfall event (0.5 inches or
greater in a 24 hour period), whichever comes first.
A. Inspect the wetland and outlet system for sediment accumulation, erosion,
trash accumulation, and general condition. Remove any trash and repair
eroded areas immediately, before the next rainfall event. Re-seed / re-plant as
necessary to maintain good vegetative cover. Make any other repairs deemed
necessary as determined by the inspection.
B. Check and clear the wetland outlet system drawdown orifice such that
drawdown of the temporary pool occurs within 2 to 5 days, as designed.
II. Quarterly
A. Inspect the outlet system to ensure it is functioning properly. Remove any
accumulated trash from the riser trash rack and bottom of the riser. Check and
remove any obstructions from the outlet system barrel.
B. Check wetland inlet pipes for undercutting. Replace riprap and repair broken
pipes as necessary.
C. Operate the 8" plug valve wetland drawdown mechanism to ensure proper
operation.
D. During the quarterly inspection, pay special attention to the items listed in the
attached "Dam Inspection Checklist". This list shall be filled out and kept as
part of a record of inspection.
III. Every 6 months
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the depth at various points in the wetland, especially in the upland areas
around inlets to the wetland. Accumulated sediment will be removed semi-
annually or when the depth is reduced to 75 % of original design depth. The
measuring device used to determine the sediment elevation shall be such that
it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
C. Removed sediment shall be disposed of in an appropriate matter and shall be
handled in a manner that will not adversely impact water quality (i.e.
stockpiling near the pond or streams).
1 OF 3
D. If the elevations of the marsh areas exceed the permanent pool elevation, the
sediment shall be removed to design levels. This shall be performed by
removing the upper 6 inches of soil and stockpiling it. Then the marsh shall be
excavated six inches below design elevations. Afterwards, the stockpiled soil
should be spread over the marsh surface. The soil shall not be stockpiled for
more than 2 weeks.
IV. General
A. Mow the side-slopes according to the season. Maximum grass height will be
six inches.
B. Wetland planting densities in the marsh areas should be maintained by re-
planting bare areas as needed. Wetland plants should be encouraged to grow in
the marsh areas.
C. All components of the wetland system must be kept in good working order
D. If wetland is to be de-watered for any reason, maintenance or otherwise, it
shall be done in a manner that does not drop normal pool elevation more than
1.0 vertical foot per day. This translates to a minimum drawdown time of five
(5) days. A geotechnical engineer shall be present on-site during any wetland
de-watering activities. If the basin must be drained for an emergency or to
perform maintenance, the flushing of sediment through the emergency drain
shall be minimized to the maximum extent practical.
E. Inspect the rip-rap energy dissipator at the outlet end of the 36" RCP barrel.
Repair as necessary to original plan specifications.
F. Trees and/or shrubs shall not be placed on any part of the dam embankment
I acknowledge and agree by my signature below that 1m responsible for the performance
of the operation and maintenance procedures listed above. I agree to notify NCDENR-
DWQ of any problems with the system or prior to any changes to the system or
responsible parry.
Print Name: --- y a «s s N- s o ??
Title: v ? P l CF5 -
j-Address: lO m t M o, c e--1,D SQcl r9?? x7-.2 rj-o 'C"'l I -of rr' ?-L
Phone: o K 3 3 Z -8
Signature:
Date: & . (0 - 0
Note:
The legally responsible party should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
2OF3
DAM INSPECTION CHECKLIST
To help the dam owner perform periodic safety inspections of the structure, a checklist is provided. Each item of
the checklist should be completed. Repair is required when obvious problems are observed. Monitoring is
recommended if there is potential for a problem to occur in the future. Investigation is necessary if the reason for
the observed problem is not obvious.
A brief description should be made of any noted irregularities, needed maintenance, or problems. Abbreviations
and short descriptions are recommended. Space at the bottom of the form should be used for any items not
listed.
DAM DATE
a

OWNER WEATHER F-

O Q N
z w >
INSPECTED BY POOL LEVEL } 2 ?
Item Comments
1. CREST
a. Visual settlement?
b. Misalignment?
c. Cracking?
2. UPSTREAM SLOPE
a. Erosion?
b. Ground cover in good condition?
c. Trees, shrubs, or other wood vegetation?
d. Lon itudinalNertical cracks?
e. Adequate ri ra protection?
f. Stone deterioration?
Settlements, depressions, or bulges?
3. DOWNSTREAM SLOPE
a. Erosion?
b. Ground cover in good condition?
c. Trees, shrubs, or other woody vegetation?
d. Lon itudinalNertical cracks?
e. Adequate riprap protection?
f. Settlements, depressions, or bulges?
Soft spots or boggy areas?
h. Movement at or beyond toe?
i. Boils at toe?
4. DRAINAGE-SEEPAGE CONTROL
a. Internal drains flowing? Est. Left pm Est. Ri ht pm
b. Seepage at toe? Estimated gpm
c. Does seepage contain fines?
5. ABUTMENT CONTACTS
a. Erosion?
b. Differential movement?
c. Cracks?
d. Seepage? Estimated pm
e. Adequate erosion protection for ditches?

INSPECTION CHECKLIST- PAGE 2

O a
INSPECTED BY DATE Z a w
z O w >
>- m Z
Item Comments
6. INLET STRUCTURE Concrete or Metal Pipe (circle one)
a. Seepage into structure?
b. Debris or obstructions?
c. If concrete, do surfaces show:
1. Spallin ?
2. Cracking?
3. Erosion?
4. Scaling?
5. Exposed reinforcement?
6. Other?
d. If metal, do surfaces show:
1. Corrosion?
2. Protective Coating deficient?
3. Misalignment or split seams?
e. Do the joints show:
1. Displacement or offset?
2. Loss of joint material?
3. Leakage?
f. Are the trash racks:
1. Broken or bent?
2. Corroded or rusted?
3. Obstructed?
4. Operational?
Sluice/Drain gates:
1. Broken or bent?
2. Corroded or rusted?
3. Leaking?
4. Not seated correctly?
5. Periodical) maintained?
6. Operational?
7. PRINCIPAL SPILLWAY PIPE Concrete or Metal Pipe (circle one)
a. Seepage into conduit?
b. Debris present?
c. Do concrete surfaces show:
1. Spallin ?
2. Cracking?
3. Erosion?
4. Scaling?
5. Exposed reinforcement?
6. Other?
TIE JOHN R. WADAMS COMP.
LETTER OF TRANSMITTAL
To: Mr. Todd St. John, PE Date:
North Carolina Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Blvd, Raleigh, NC 27604-2260
[phone]
Re: Watkins Park Apartments Job No.
NC DWQ # 020668
I am sending you the following item(s):
JUN , l
** FEDERAL EXPRESS **
WDP-01030
COPIES DATE NO. DESCRIPTION
1 6/11/02 1 Comment Response Letter
1 6/6/02 1 Notarized Operation and Maintenance Agreement
3 06-11-02 2 Watershed Maps
3 6/11/02 1 Narrative and Calculation Booklet
3 6/13102 4 Appropriate Plan Sheets
These are transmitted as checked below:
? As requested ? For your use
® For approval ?
? For review and comment ?
Remarks:
Copy to: Jon Moore, PE Signed:
Brandon Finch, PE J Schrum, E. 1.
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Paris, INC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
WATKINS PARK APARTMENTS
DETENTION/WETLAND
DESIGN CALCULATIONS
NC DWQ # 020668
DURHAM, NC
WDP-01030
J.E. SCHRUM, E.I.
June 12, 2002
THE JOHN K McADAMS COMPANY,, INC.
CIVIL ENGINEERING LAND PLANNING •" SURVEYING
S. inee 1979
THE JOHN R. McADAMS COMPANY, INC.

r t?i1
WATKINS PARK APARTMENTS
DETENTION/WETLAND
DESIGN CALCULATIONS
NC DWQ # 020668
DURHAM, NC
WDP-01030
J.E. SCHRUM, E.I.
June 12, 2002 .
.?`
9` o
EHa_
23495 -
r ?
?? 1 1 11.1
(o•l??Z
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] ° fax [phone]
www.johnrmcadams.com
WATKINS PARK APARTMENTS
Detention/Wetland Design Calculations
General Description:
Located off of Old Durham-Chapel Hill Road, just to the west of its intersection with the
proposed Five Oaks Drive Extension, Watkins Park Apartments is a proposed multi-
family residential community consisting of townhomes, apartments, garages, a swimming
pool, a clubhouse, and associated streets and parking areas. This site comprises 20.21
acres north of Old Durham-Chapel Hill Road, just to the south of the Patterson Place
development. The site is located in the water-supply watershed for the B. Everett Jordan
Lake (F/J-B), in the Cape Fear River Basin. This is the latest submittal, which addresses
changes associated with comments received by The City of Durham Stormwater Services
and NC Division of Water Quality.
As stated in the previously approved Stormwater Impact Analysis, both detention to meet
Durham City Code 23-145a requirements and water quality (85% TSS removal to meet
water-supply watershed regulations) are required for construction of this site.
Additionally, NCDWQ wetland disturbance permits will be required, and 85% TSS
removal is a qualification of these permits. Detention and TSS removal will be achieved
by the construction of two wetlands. Wetland 1 will be on the north portion of the site,
while Wetland 2 will be located on the southwest corner. This report contains the final
water quality and detention design calculations associated with Wetland 1 and Wetland 2.
Discussion of Results:
Water quality ponds were previously proposed for this site for 85% TSS removal.
However, NCDWQ now requires engineered wetlands to satisfy this requirement when
applying for wetland disturbance permits. The wetland designs will fully comply with
NCDWQ's Best Management Practices (BMP, April 1999).
Wetland 1 is designed to conform to all aspects, required for 85% TSS removal. The
required surface area is 12,466 sf while the actual surface area is 19,863 sf. The required
storage of the 1" rainfall runoff is 21,119 cf while the actual volume stored is 22,429 cf.
The inverted siphon is designed such that runoff from the 1" rainfall should drain from
the pond in approximately 3.6 days. Additionally, Wetland 1 detains runoff from the 2-
and 10-year storm events to less than pre-development levels. The post-development
flow from sub-basin 2 (Wetland 1 and Wetland 1 Bypass) in the 2-year storm event is
26.6 cfs, a 4% reduction from the pre-development flow of 27.5 cfs. The post-
development flow in the 10-year storm event is 32.6 cfs, a 29% reduction from the pre-
development flow of 45.9 cfs.
Wetland 2 will be a hybrid aesthetic pond and wetland. Storm drainage from the site will
discharge into the aesthetic pond portion of Wetland 2, which will act as the forebay for
Wetland 2. A forebay berm will be constructed such that the majority of the berm will be
at the elevation of the runoff from the P storm. A portion of the forebay berm will be at
the normal pool elevation of 295.0 such that water from the aesthetic pond will discharge
into the wetland area at the most remote point of the wetland area with respect to the
outlet structure. The wetland portion of Wetland 2 also conforms to all aspects required
for 85% TSS removal. The required surface area is 7,744 sf, while the actual surface area
is 11,551 sf. Required storage of the P rainfall runoff is 13,801 cf, while the actual
storage is 14,483 cf. Runoff from the P rainfall runoff drains from the pond over a
period of 4.3 days. Additionally, Wetland 2 detains runoff from the 2- and 10-year storm
events to less than pre-development levels. The post-development now from sub-basin 3
(Wetland 2 and Wetland 2 Bypass) in the 2-year storm event is 19.9 cfs, a 16% reduction
from the pre-development flow of 23.8 cfs. The post-development flow in the 10-year
storm event is 36.3 cfs, a 2% reduction from the pre-development flow of 37.0 cfs.
Calculation MethodoloQV for Detention / Water 4uality Calculations:
• The site is divided up into four distinct sub-basins, 1 through 4. On-site sub-basin
boundaries are defined using field topography. A portion of sub-basin 1 and most
of sub-basin 2 drain to Wetland 1 in post-development. The outfall of Wetland 1
and `Wetland 1 bypass' are considered as the post-development sub-basin 2. A
portion of sub-basin 4 and the majority of sub-basin 3 drain to Wetland 2 in post-
development. The outfall of Wetland 2 and `Wetland 2 bypass' are considered as
the post-development sub-basin 2.
• HEC-HMS Version 2.1.3 was used to determine both the pre- and post-
development flowrates for each of the four sub-basins. A composite SCS CN was
calculated for each sub-basin in both the pre- and post-development conditions. In
the pre-development condition, the time of concentration was calculated using the
SCS TR-55 Segmental Approach. The time of concentration in the post-
development condition was assumed to be 5 minutes (conservative) with the
exception of Sub-basin 3. Tc calculations for sub-basin 3 are computed using the
SCS TR55 methodology.
• Tailwater for the outlet of Wetland #2 was determined by modeling the entire
outlet system in StormCAD Version 4.1.1. The peak outflow as reported by
HEC-HMS from the wetland in the 100-year storm event was input into
StormCAD as a `Known Flow'. The peak outflow as reported by HEC-HMS in
the 100-year storm event for Bypass Wetland 2 (Bypass Wetland 2) was input
into the yard inlet (YI) as a know flow. This system was then modeled using
`Crown' as the tailwater condition at the outlet. The resulting Hydraulic Grade
Line (HGL) elevation in the Yard Inlet (289.61 ft) was input into the Riser-Barrel
Rating Curve for Wetland 2. This elevation was not high enough for tailwater
control to come into effect in the outflow of the pond. The entire outflow from
the pond in the 100-year storm event is under orifice control at the outlet barrel.
2
• Both wetland #1 and #2 were sized for water quality per the NC DENR Best
Management Practices handbook, April 1999. The ponds were routed to check the
detention requirements in the two and ten year storm events, and to safely pass the
100-year storm event, using HEC-HMS 2.1.3.
• Rainfall data used in the analysis is from USWB TP-40 and NOAA HYDRO-35.
This data was used to generate an equation describing the IDF Curves for the
RDU region. This equation is in the form: Rainfall Intensity [in/hr] = g/(h + Time
of Concentration [minutes]), where g and h are constants dependent upon the
return period.
• Using the Durham County Soil Survey, the majority of on- and off-site soils were
determined to be Hydrologic Soil Group `D'. Therefore, SCS CN values were
chosen appropriately in all hydrologic calculations.
• A portion of the storm drainage from Old Chapel Hill Road (3.08 acres) will be
diverted to Wetland 2 in the post-development condition. For this reason, the
total area in the post-development condition is 3.08 acres greater than that of the
pre-development condition. Additionally, all of sub-basin 4 is diverted to
Wetland 2 in the post-development condition.
Final Pond Design Summary of Results Rev 06-10-02.xis
SUMMARY OF RESULTS
WDP-01030
PRE & POST-DEVELOPMENT FLOW-RATES WITH PONDS
J.E. SCHRUM, E.I.
6/11/02
2-YEAR 10-YEAR
Sub-basin Pre-Development
lcfsl Post-Development % Increase
lcfsl l%] Pre-Development
lcfs] Post-Development % Increase
[cfs] ]%]
1 3.93 2.16 -45% 6.63 3.55 -46%
2 27.54 27.06 -2% 45.93 32.88 -28%
3 23.81 18.21 -24% 37.00 35.01 -5%
4* 3.04 0.00 -100% 4.66 0.00 -100%
*Sub-basin 4 drains to Wetland 2 in post-development
POND 1 WATER QUALITY PERFORMANCE:
Aspect Value
SA Required 12466 ft2
SA Provided 19014 ft 2
1" Storm R/O Vol Re 'd 21119 ft3
1" Storm R/O Vol Prov'd 26355 ft3
Drawdown Time 3.7 days
Normal Pool Elevation 276.00 ft
Temp 1" Pool Elevation 277.30 ft
TSS Removal Efficiency 85%
POND 1 ROUTING PERFORMANCE:
Top of Berm = 280.50 ft
Return ero now u ow WSEL Freeboard
(years) (cfs) (cfs) (ft) (ft)
2 48.4 22.3 278.1 2.4
10 65.5 23.8 278.8 1.7
100 92.0 25.3 279.9 0.6
POND 2 WATER QUALITY PERFORMANCE:
Aspect Value
SA Required 4773 ft2
SA Provided 33301 ft2
1" Storm R/O Vol Re 'd 13801 ft3
1" Storm R/O Vol Prov'd 17555 ft3
Drawdown Time 4.5 days
Normal Pool Elevation 295.00 ft
Temp 1 " Pool Elevation 295.60 ft
TSS Removal Efficiency 85%
POND 2 ROUTING PERFORMANCE:
Top of Berm = 297.80 ft
Return ero now MR=
(years) (cfs) (cfs) (ft) Freeboard (ft)
2 38.1 17.5 296.2 1.6
10 55.9 33.4 296.6 1.2
100 82.6 37.3 297.3 0.5
DATA INPUTS
M
RAINFALL DATA
WDP-01030
I. INPUT DATA
Location: Durham, NC

2-Year 100-Year Source
5 minute ; 0.48 0.81 NOAA Hydro-35
15 minute 1.01 1.81 NOAA H dro-35
60 minute € 1.70
{.
......................... ...................
......... 3.50
.
. NOdro-35
HY
........
.
.
.............. ..........
....
24 hour 3.60 8.00 USWB TP-40
II. DEPTH-DURATION-FREQUENCY TABLE
:Return Period
Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
[inches] [inches] [inches] [inches] [inches] [inches]
5 minutes 0.48 0.55 0.60

a 0.68
0.75
0
81
¢
10 minutes ............................
0.79 e....................

0.92 o...............................

1.02 .....
.................... ...
..
1.17 1.2 28 :

10
.40
15 minutes 1.01 1.18 1.31 1.51 1.66 1.81
30 minutes 6 1.35 1.64 1.85 2.16 1 2.40 2.64

60 minutes
.................... ............................

1.
............... ....
.....
. t....................y...............................

2.12 ; 2.41
....
. .....p. ...................4

2.84 ....... ..............

3.17 ....
...............
3..50

2 hours 4 .
.
1091 .
................
2.40 .................................
2.74 .......
: ................
3.23 .
3061
4.00
3 hours 2.12 2.68 3.07 3.62 4.06 4.49
6 hours E
..
. 2.65
..........
......... 3.38
.
.....°
..... ; 3.90
.
.............
.......
... 4.62 5.19 5.75
:
12 hours
.........................i. 3.13
............................ :
4.02
.................... ,
.
4.64
y.............................. .:.
...
f ......5.52......:
} ......6.20...... ....6.88....

24 hours

3.60

4.65 .
..
.................... .
5.38 6.41 .....................

7.21
....................
8.00
III. INTENSITY-DURATION FREQUENCY DATA
:Return Period

Duration
2-Year
5-Year -------
10.Year -----
25-Year
50.Year
100.Year
[ice 1 [ice 1 [in/hr] [ice 1 [in/hr] [in/hr]
5 minutes 5.76 6.58 7.22 8.19 8.96 9.72
10 minutes 4.76 5.54 6.13 7.01 7.71 8.40
15 minutes
..
.... 4.04
......
......... € 4.74
......
.....
.
...... 5.25
.........
........ ,
......
.. 6.03
.. 6.64 7.24
:
30 minutes
a ... 2.70
......................... :
3.28
i .................... ;
i..... 3.71
.......................... ,
..... t 4.32.....
.. .;.......4.80......
y ....5.28.......

60 minutes 1.70

2.12

2.41 .
... ..............
....................
2.84 3.17
--------- ------ ---- .
.....................
3.50
2 hours 0.95 1.20 1.37 1.62 1.81 2.00
3 hours 1
......................... 4... 0.71
.......
...
............... 0.89
5..................... '•
r} ..... 1.02
...........
...............
.....
. 1.21
... .....
..
.
. 1.35
q 1.50

6 hours
...................... 0
.44

........................ 0

.56
..... 0

.65 t ..
...
.
......................
.
0.77 0.86
. .... .....
............
...96
12 hours E 0.26 .................
0.33 . ....... .........................
0.39 ...... .. ..................
0.46 ..
.....................
0.52 0.57
24 hours 0.15 0.19 0.22 0.27 0.30 0.33
iii i i i JIB
J.E. SCHRUM, E.I.
1/30/02
I OF2..
IV. RESULTS
RAINFALL DATA
WDP-01030
CALCULATIONS:
1/I
Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
5 0.17 0.15 0.14 0.12 0.11 0.10
10
......................... 0.21
.............................{... 0.18
....................... 0.16
........................
... 0.14
5.
.
.. 0.13
q 0.12

15
........
0.25
..
0.21 ....
0.19 ...............
.
.
; 0
17 ......................
0.15 ....
0.14

30 ...........

0.37 ....... .................

0.30 ..:...... ....... ....................

0.27 :
: ..........
0.23 .....
...............
0.21
.................
0.19
60 0.59 0.47 0.41 0.35 0.32 0.29
120
..........
..... 1.05
.............
......
...... 0.83
.....
....
........ 0.73
.........
.......
............... 0.62
.......
...... . 0.55
.
....... 0.50
180
......................... 1.42
{.........................
.... f.. 1.12
.................
. .}..... 0
.98
.................. 0.
t ;
0.74......
Y ....0.67....

360
2.26
1.77 .............
1.54 .....................
1.30 .
.....................
1.16 ......................
1.04
720 3.84 2.99 2.59 2.18 1.94 1.75
1440 6.67 5.16 4.46 3.75 3.33 3.00

Slope: E
.... a
Y-Intercept: .; 2-Year 5-Year 10-Year E 25-Year 50-Year
0.00760 0.00592 0.005.13 0.00430 E 0.00383
t .....:..............:t....................................t..................... .....................
0.135 087 .12225 0.11255 0.10001 0.09181
............................................................ .........................:....
.................
132 169 195 232 261 100-Year
0.00344
.....................
0.08486

....................
290
h: 18 21 22 23 24 25
2 0F2..
J.E. SCHRUM, E.I.
1/30/02
0 /11\
DURHAM COUNTY, NORTH
SOILS.xIs
SOILS
WDP-01030

_ Soils onaite are predominantly of Hydrologic Soil Group D
Therefore, use HSG 'D' for purposes of determining SCS CN
Classification
Impervious 98
Open, Good Condition 80
Wooded, Good Condtiion 77

WsB White Store D
WsC White Store D
WwC White Store D
J.E. SCHRUM, E.I.
1/31/02
SOIL SURVEY, DURHAM COUNTY, NORTH CAROLINA, UNITED STATES DEPARTMENT
OF AGRICULTURE SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH
CAROLINA AGRICULTURE EXPERIMENT SECTION), SHEET NO. 30
SCS TR55, UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION
SERVICE, 1986
I
FLOW CALCULATIONS
-F,C- ?n C PDMC?l
HEC-HMS Project WDP-01000
Basin Model:

HEC-HMS INPUTS.xls
PRE-DEVELOPMENT
WDP-01030
I. SCS CURVE NUMBERS
J.E. SCHRUM, E.I.
5/3/02
As shown in the soil information section (See Background Data), on-site soils are perdominately HSG'D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic are assigned based upon the
predominant soil class for the area analyzed (HSG 'D').
Class'C' SCS
Cover Description CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
Water Surface 100
_> PRE-DEVELOPMENT- SUB-BASIN I
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.01
On-Site Open 0.18
On-Site Wooded 1.16
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.04
Off-Site Wooded 0.29
Total = 1.68
Composite SCS CN = 78
Time of Concentration Information:
Segment 1: Overland Flow
Length = 50 ft
Height = 2.00 ft
Slope = 0.0400 ft/ft
Manning's 'n' = 0.4 Dense Grasses
P (2-year, 6-hour) = 3.6 inches
Time of Concentration = .8 minutes
Segment 2: Concentrated Flow
Length = 222 ft
Height = 12.2 ft
Slope = 0.0550 ft/ft
Unpaved
HEC-HMS INPUTS
"Tc? 0"026M" A miles
r 78
SCS Lag.88 111 's
HEC-HMS INPUTS.xls
PRE-DEVELOPMENT
WDP-01030
=> PRE-DEVELOPMENT - SUB-BASIN 2
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.08
On-Site Open 6.38
On-Site Wooded 4.74
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.16
Off-Site Wooded 0.49
Total = 11.85
Composite SCS CN = 79
Time of Concentration Information:
Segment 1: Overland Flow
Length = 50 ft
Height = 1.70 ft
Slope = 0.0340 ft/ft
Manning's'n' = 0.24 Dense Grasses
P (2-year, 6-hour) = 3.6 inches
Time of Concentration = 11.4 minutes
HEC-HMS INPUTS
MIAWA7 ti
5 'S CN 79
`C, a 6.&4 minutes
_> PRE-DEVELOPMENT - SUB-BASIN 3
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.57
On-Site Open 6.05
On-Site Wooded 0.30
On-Site Pond 0.00
Off-Site Impervious 0.17
Off-Site Open 0.14
Off-Site Wooded 0.02
Total = 7.25
J.E. SCHRUM, E.I.
5/3/02
Segment 2: Concentrated Flow
Length = 1058 ft
Height = 48 ft
Slope = 0.0454 ft/ft
Unpaved
Composite SCS CN = 82
HEC-HMS INPUTS.xls
PRE-DEVELOPMENT
WDP-01030
Time of Concentration Information:
Segment 1: Overland Flow
Length = 50 ft
Height = 1.70 ft
Slope = 0.0340 ft/ft
Manning's'n' = 0.24 Dense Grasses
P (2-year, 6-hour) = 3.6 inches
Time of Concentration = 14.0 t minutes
HEC-HMS INPUTS
Total Area- ,01133 sq miles
SCS C'N = 82
SCS Lag 6.60 minutes
_> PRE-DEVELOPMENT - SUB-BASIN 4
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.10
On-Site Open 0.60
On-Site Wooded 0.03
On-Site Pond 0.00
Off-Site Impervious 0.05
Off-Site Open 0.11
Off-Site Wooded 0.00
Total = 0.89
Composite SCS CN = 83
Time of Concentration Information:
J.E. SCHRUM, E.I.
5/3/02
Segment 2: Concentrated Flow
Length = 878 ft
Height = 31.4 ft
Slope = 0.0358 ft/ft
Unpaved
Time of Concentration = 5.0 minutes (Assume minimum T j
HEC-HMS INPUTS
al A -` 39 sq ni s
SCS CN = 83
SCS L - o) mi utes
HMS * Summary of Results
Project : WDP-01000 Run Name : 2-YEAR, PRE
Start of Run 04Feb00 1200 Basin Model PRE-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 13Mar02 0845 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 3.9286 05 Feb 00 0008 0.21981 0.003
Subbasin-2 27.537 05 Feb 00 0009 1.6166 0.019
Subbasin-3 23.812 05 Feb 00 0005 1.1238 0.011
Subbasin-4 3.0403 05 Feb 00 0005 0.14361 0.001
HMS * Summary of Results
Project : WDP-01000 Run Name : 10-YEAR PRE
Start of Run 04Feb00 1200 Basin Model PRE-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 14Mar02 0909 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 6.6271 05 Feb 00 0007 0.42523 0.003
Subbasin-2 45.926 05 Feb 00 0008 3.0866 0.019
Subbasin-3 36.997 05 Feb 00 0004 2.0654 0.011
Subbasin-4 4.6586 05 Feb 00 0004 0.26071 0.001
y
7?-T - waPMaT &Dm1
HEG-HMS Project WDP-01000 Basin Model:
HEC-HMS INPUTS.xls
POST-DEVELOPMENT
WDP-01030
I. SCS CURVE NUMBERS
As shown in the soil information section (See Background Data), on-site soils are perdominately HSG'D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic are assigned based upon the
predominant soil class for the area analyzed (HSG'D').
Class'C' SCS
Cover Description CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 74 Assume good condition
Water Surface 100
_> POST-DEVELOPMENT - SUB-BASIN 1
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.02 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 0.41
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00 _
Off-Site Open 0.04
Off-Site Wooded 0.31
Total = 0.78
Composite SCS CN = 78
Time of Concentration Information:
Time of Concentration = 5.0 minutes (Assume min Tc)
HEC-HMS INPUTS
roffirmF6 -, 0,00122 yl n'.,;
SC'S CN _ 78
CS .sg= _ T 00
J.E. SCHRUM, E.I.
5/3/02
HEC-HMS INPUTS.xis
POST-DEVELOPMENT
WDP-01030
_> POST-DEVELOPMENT- SUB-BASIN 2 (TO POND 1)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 7.00 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 2.92
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.46
Off-Site Wooded 0.00
Total = 10.38
Composite SCS CN = 92
Time of Concentration Information:
Time of Concentration = fD . minutes (Conservative)
HEC-HMS INPUTS
TltbI 1 ear=1 f),OlV sq miles
SCS Chi 92
C5 IA& 3,O0
_> POST-DEVELOPMENT - SUB-BASIN 2 (BYPASS POND 1)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.34 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 1.52
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.00
Off-Site Wooded 0.00
Total = 1.86

Composite SCS CN = 83
Time of Concentration Information:
J.E. SCHRUM, E.I.
5/3/02
Time of Concentration = 5,4} minutes
HEC-HMS INPUTS.xIs
POST-DEVELOPMENT
WDP-01030
HEGHMS INPUTS
Total Ana ° 0.00291 s mlh
SCS CN = 83
5CS La r 00 n
_> POST-DEVELOPMENT- SUB-BASIN 3 (TO WETLAND 2)
Watershed Breakdown:
TO POND
Cover Description Area [acres]
On-Site Impervious 2.97
On-Site Open 3.86
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 1.11
Off-Site Open 2.89
Off-Site Wooded 0.15
Total = 10.98
Composite SCS CN = 87
Time of Concentration Information:
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's'n' =
P (2-year, 6-hour) =
Segment 3: Channel Flow
Length =
Height =
Slope =
Area =
Wetted Perimeter =
Manning's 'n' =
Segment 2: Concentrated Flow
50 ft Length = 134 ft
1.50 ft Height = 8 ft
0.0300 ft/ft Slope = 0.0597 ft/ft
0.24 Dense Grasses Unpaved
3.6 inches
Segment 4: Channel Flow
J.E. SCHRUM, E.I.
5/3/02
312 ft Length = 393 ft
8 ft Height = 6 ft
0.0256 ft/ft Slope = 0.0153 ft/ft
0.5 sq ft (Assume 0.5' deep x F wide channel) Area = 1.77 sq ft
1 ft Wetted Perimeter = 4.71 ft
0.03 (Assume grass channel) Manning's 'n' = 0.013 (Assume 18" RCP)
Time of Concentration = W 9; I minutes (Conservative)
HEGHMS INPUTS
of a M t' sq mile,
SCS CN 87
SC.S fxg =5.?6 minciies
HEC-HMS INPUTS.xls
POST-DEVELOPMENT
WDP-01030
_> POST-DEVELOPMENT- SUB-BASIN 3 (POND 2 BYPASS)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.03 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 0.72
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.00
Off-Site Wooded 0.00
Total = 0.75
Composite SCS CN =
Time of Concentration Information:
Time of Concentration = 5_0 minutes
HEC-HMS INPUTS
W3 Area= 0.0101.17 sq. iv
SCS C:" = 81
5c51 ?.( n?..
_> POST-DEVELOPMENT - SUB-BASIN 4
J.E. SCHRUM, E.I.
5/3/02
Sub-basin 4 drains completely to Wetland 2 in the post-development condition
HMS * Summary of Results
Project : WDP-01000 Run Name : 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 06Jun02 1419 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 48.411 05 Feb 00 0004 2.3581 0.016
Pond 1 22.333 05 Feb 00 0011 1.7666 0.016
BYPASS POND 1 6.3650 05 Feb 00 0005 0.30065 0.003
SUB-BASIN 2 27.060 05 Feb 00 0008 2.0673 0.019
TO POND 2 38.114 05 Feb 00 0007 2.0728 0.017
Pond 2 17.485 05 Feb 00 0016 1.7140 0.017
BYPASS POND 2 2.3596 05 Feb 00 0005 0.11134 0.001
SUB-BASIN 3 18.207 05 Feb 00 0016 1.8253 0.018
Subbasin 1 2.1550 05 Feb 00 0005 0.10206 0.001

HMS * Summary of Resu lts

' Project WDP-010 00 Run Name : 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT

End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 06Jun02 1419 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 65.498 05 Feb 00 0004 3.8561 0.016
Pond 1 23.794 05 Feb 00 0015 3.2570 0.016
BYPASS POND 1 9.7528 05 Feb 00 0004 0.54579 0.003
SUB-BASIN 2 32.875 05 Feb 00 0005 3.8028 0.019
TO POND 2 55.896 05 Feb 00 0007 3.5883 0.017
Pond 2 33.420 05 Feb 00 0014 3.2119 0.017
BYPASS POND 2 3.7186 05 Feb 00 0004 0.20719 0.001
SUB-BASIN 3 35.005 05 Feb 00 0012 3.4191 0.018
Subbasin 1 3.5537 05 Feb 00 0004 0.19742 0.001
HMS * Summary of Results
Project WDP-01000 Run Name : 100-Year Post
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 100-Year
Execution Time 06Jun02 1418 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 92.032 05 Feb 00 0004 6.0886 0.016
Pond 1 25.315 05 Feb 00 0019 5.4788 0.016
BYPASS POND 1 14.830 05 Feb 00 0004 0.92692 0.003
SUB-BASIN 2 38.828 05 Feb 00 0005 6.4057 0.019
TO POND 2 82.589 05 Feb 00 0007 5.8947 0.017
Pond 2 37.305 05 Feb 00 0018 5.4936 0.017
BYPASS POND 2 5.7737 05 Feb 00 0004 0.35801 0.001
SUB-BASIN 3 40.885 05 Feb 00 0007 5.8516 0.018
Subbasin 1 5.7047 05 Feb 00 0004 0.35046 0.001
WETLAND #1 DESIGN CALCULATIONS
Wetland Design Sheet
Project Name: Watkins Park Apartments
Designer: J.E. Schrum, E.I.
Job Number: WDP-01030
Date: 6/6/02
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
19014
278.0 2.0 23998 21506 1 43012 1 43012 2.00
280.0 4.0 27589 25794 51587 94599 4.00
100000
90000
80000
70000
V 60000
a? 50000
0 40000
h
30000
20000
10000
0
Storage vs. Stage
y = 19557x1137
R2=1
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 19557
b = 1.1371
Calculation of Runoff Volume required for.storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2"S and 0.8*S).
1 OF 2
Impervious Area, directly connected (DCIA) = 7.00 acres
@CN= 98
Other areas draining to pond (not DCIA) = 3.38 acres
@CN= 80
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 20097 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 1022 CF
Therefore, total runoff from precipitation in question = 21119 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 21119 CF
Stage (above invert) associated with this storage = 1.07 feet
1 Therefore, depth required above normal pool for storm storage = 1.07 feet I
12.84 inches
Therefore set crest of principal spillway at stage = 1.30 feet
and EL = 277.30 feet
At principal spillway crest, storm pool storage provided = 26355 CF
2OF2
Staae-Storage Function (Pond #1: Above NWSE)
Project Name: Watkins Park Apartments
Designer: J.E. Schrum, E.I.
Job Number: WDP-01030
Date: 6/6/02
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

276.0 0.0 19014
278.0 2.0 23998 21506 43012 43012 2.00
280.0 4.0 27589 25794 51587 94599 4.00
Storage vs. Stage

P
1
1
1
1
1
100000
90000
80000
70000
V 60000
rn 50000
40000
N
30000
20000
10000
0
y = 19557X 1371
R2=1
0.0 1.0 2.0 3.0
Stage (feet)
Ks = 19557
b = 1.1371
1 OF 1
4.0 5.0
WATKINS PARK APARTMENTS J.E.SCHRUM, E.I.
WDP-01030 6/6/02
WATKINS PARK APARTMENTS: WETLAND 91
Impervious Area = 7.00 acres
Drainage Area = 10.38 acres
% Impervious = 67%.
Average Depth = 3.00
__> From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.00 3.0
Lower Boundary => 60.0 2.40 2.40
Site % impervious => 67.4 2.76 2.76 2.76
Upper Boundary => 70.0 2.88 2.88
Area Required = 12466 sq.ft.

Area Provided = 19014 s .ft. OK
WATKINS PARK APTS WETLAND 1 SIPHON Revised 06-10-02.XLS
WETLAND 1
WDP-01030
Inverted Siahon Desian Sheet

D siphon = 2 inches
No. siphons = 1
Ks = 19557
b = 1.1371
Cd siphon = 0.60
Siphon Invert = 276.00 feet
Volume @ Normal Pool = 0 CF
Basin Invert = 276.00 feet
WSEL
feet Vol. Stored
cf Siphon Flow
cfs Avg. Flow
cfs Incr. Vol.
c Incr. Time
sec
277.300 26355 0.116
277.187 23770 0.110 0.113 2586 22895
277.074 21217 0.104 0.107 2552 23786
276.961 18702 0.098 0.101 2516 24822
276.849 16227 0.092 0.095 2475 26052
276.736 13796 0.085 0.088 2430 27547
276.623 11416 0.077 0.081 2380 29424
276.510 9095 0.069 0.073 2321 31894
276.397 6844 0.059 0.064 2251 35377
276.284 4680 0.047 0.053 2164 40917
276.171 2633 0.031 0.039 2047 52369
Drawdown Time = 3.65 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.608 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 2" inverted siphon = 0.022 ft2
Q = 0.0819 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.72 days J. E. SCHRUM, E.I.
6/11/02
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.7 days.
1
Riser-Barrel Rating Curve - WETLAND # I Rev 06-06-02.xls J. E. SCHRUM, E.I.
WETLAND 1 6/6/02
WDP-01030
Rating Curve Calculation
Riser/Barrel Scenario =>
Constant TW Elevation = 271.00 feet
Riser Diameter = 48 inches
Barrel Diameter = 18 inches
Riser Crest Elevation = 277.30 feet
Barrel Invert In Elevation = 270.00 feet
Barrel Manning's n = 0.013
Barrel Length = 63 feet
Number of Identical Barrels = 1
Cw = 3.0 Weir coefficient
Cd = 0.59 Coefficient of Discharge
Ke = 1.5 Aggregate Loss Coefficient
Emergency Spillway Scenario =>
Length =
Crest Elevation =
Cw =
Stage-Storage Function =>
Ks =
b=
Zo =
0.0 ft.
0.0 ft.
0.0 Weir coefficient
19557
1.1371
276
Basin
WSEL
(feet) Riser as
Orifice
(cfs) Riser as
Weir
(cfs) Barrel TW
Conditions
(cfs) Barrel HW
Conditions
(cfs) Emergency
Spillway
(cfs) Basin Barrel
Outflow Action ?
(cfs) Storage

(ft3)

(acre-ft)

276.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 0 0.000
276.25 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 4043 0.093
276.50 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 8892 0.204
276.75 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 14100 0.324
277.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 19557 0.449
277.25 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 25206 0.579
277.50 26.61 3.37 22.16 21.74 0.00 3.37 ORIFICE 31012 0.712
277.75 39.91 11.38 22.58 22.14 0.00 11.38 ORIFICE 36954 0.848
278.00 49.78 22.08 23.00 22.53 0.00 22.08 ORIFICE 43013 0.987
278.25 57.99 34.91 23.41 22.91 0.00 22.91 ORIFICE 49178 1.129
278.50 65.18 49.56 23.81 23.29 0.00 23.29 ORIFICE 55437 1.273
278.75 71.65 65.82 24.20 23.67 0.00 23.67 ORIFICE 61783 1.418
279.00 77.58 83.56 24.59 24.03 0.00 24.03 ORIFICE 68208 1.566
279.25 83.08 102.66 24.97 24.39 0.00 24.39 ORIFICE 74708 1.715
279.50 88.25 123.02 25.34 24.75 0.00 24.75 ORIFICE 81276 1.866
279.75 93.13 144.57 25.71 25.10 0.00 25.10 ORIFICE 87909 2.018
280.00 97.77 167.25 26.08 25.45 0.00 25.45 ORIFICE 94603 2.172
280.25 102.19 191.01 26.44 25.79 0.00 25.79 ORIFICE 101355 2.327
280.50 106.43 215.80 26.79 26.13 0.00 26.13 ORIFICE 108161 2.483
1 OF I
Pond 1
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =_>
Total amount of concrete:
4.0 feet
5.0 inches
6.0 inches
4.8 feet
7.3 feet
142.0 PCF
26.5 inches
8.0 inches
52.0 CF
Base of Manhole = 9.174 CF
Manhole Walls = 42.204 CF
Adjust for openings:
Opening for barrel = 1.596 CF
Opening for drain pipe = 0.145 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 49.637 CF
Weight of concrete present = 7048 Ibs
Amount of water displaced =_>
Displacement by concrete = 49.637 CF
Displacement by open air in riser = 91.735 CF
Displacement by trash rack = 51.950 CF
Total water displaced by riser/barrel structure = 193.322 CF
Weight of water displaced = 12063 Ibs
Page 1
Pond 1
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 6824 Ibs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 98.593 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 107.766 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 8.000 feet
Thickness = 26.0 inches
Concrete Present = 108.909 CF OK
Check validity of base as designed =_>
Total Water Displaced = 293.057 CF
Total Concrete Present = 149.372 CF
Total Water Displaced = 18287 Ibs
Total Concrete Present = 21211 Ibs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter= 8.00 feet
Base Thickness = 26.00 inches
CY of concrete total in base = 3.99 CY
Concrete unit weight in added base >= 142 PCF
Page 2
WETLAND 1 ANTI-SEEP.xls WETLAND 1 J. E. SCHRUM, E.I.
WDP-01030 5/3/02
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Pond 1 63.0 2.37 1.99 25 2.00 21 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
WATKINS PARK APTS VEL DIS.xIs
WETLAND 1
WDP-01030
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 23.54
slope S in % : 0.79
pipe diameter D in in.: 18
Manning number n : 0.013
Flow depth (ft) = 1.50
Outlet velocity (fps) = 13.32
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 1.5
Outlet velocity (fps) 13.3
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- ---------
3 A 9
6 B 22
>> 13 B or 1 22 <<
23 2 27
W=LA+Do
W=12+1.5
W = 13.5
SAY 14
Q RIP O
7-rL x 22" THK
J.E. SCHRUM, E.I.
5/3/02
HMS * Summary of Results for Pond 1
Project VDP-01000 Run Name 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 06Jun02 1419 Control Specs Control 1
Computed Results
Peak Inflow 48.411 (cfs) Date/Time of Peak Inflow 05 Feb 00 0004
Peak Outflow 22.333 (cfs) Date/Time of Peak Outflow 05 Feb 00 0011
Total Inflow 2.73 (in) Peak Storage 1.0303(ac-ft)
Total Outflow 2.04 (in) Peak Elevation : 278.08(ft)
HMS * Summary of Results for SUB-BASIN 2
Project VDP-01000 Run Name : 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time : 06Jun02 1419 Control Specs Control 1
Computed Results
Peak Outflow : 27.060 (cfs) Date/Time of Peak Outflov : 05 Feb 00 0008
Total Outflov 2.03 (in)
HMS * Summary of Results for Pond 1
Project VDP-01000 Run Name 10-YEAR POST
Start of Run : 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 06Jun02 1419 Control Specs : Control 1
Computed Results
Peak Inflow 65.498 (cfs) Date/Time of Peak Inflow 05 Feb 00 0004
Peak Outflow 23.794 (cfs) Date/Time of Peak Outflow 05 Feb 00 0015
Total Inflow 4.46 (in) Peak Storage 1.4691(ac-ft)
Total Outflow 3.77 (in) Peak Elevation 278.84(ft)
HMS * Summary of Results for Pond 1
Project VDP-01000 Run Name : 100-Year Post
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 100-Year
Execution Time 06Jun02 1418 Control Specs Control 1
Computed Results
Peak Inflow 92.032 (cfs) Date/Time of Peak Inflow 05 Feb 00 0004
Peak Outflow : 25.315 (cfs) Date/Time of Peak Outflow 05 Feb 00 0019
Total Inflow 7.04 (in) Peak Storage 2.1125(ac-ft)
Total Outflow 6.33 (in) Peak Elevation 279.90(ft)

WETLAND #2 DESIGN CALCULATIONS
WATKINS PARK APARTMENTS
WDP-01030
WATKINS PARK APARTMENTS: WETLAND #2
Impervious Area = 4.08 acres
Drainage Area = 10.98 acres
% Impervious = 37%
Average Depth = 3.00
J.E.SCHRUM, E.I.
5/2/02
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0
Lower Boundary => 30.0 1.34
Site % impervious => 37.2 1.62
Upper Boundary => 40.0 1.73
Area Required = 7744 sq.ft.
Area Provided = 11551 s .ft. OK
Water Duality Pond Design Sheet
Project Name: Watkins Park Apartments (Wetland #2)
Designer: J.E. SCHRUM, E.I.
Job Number: WDP-01030
Date: 5/2/02
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
295.0 0.0 28019
296.0 1.0 32175 30097 30097 30097 1.00
297.0 2.0 34800 32449 32449 62546 2.00
Storage vs. Stage
70000
60000
50000
U.
V 40000
4)
o?
c 30000
N
20000
10000
0
0.0
0.5 1.0 1.5 2.0
Stage (feet)
Ks= 30097
b = 1.0553
2.5
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
y = 30097x'0553
RZ=1
1 OF 2
i
Impervious Area, directly connected (DCIA) = 4.08 acres
@CN= 98
Other areas draining to pond (not DCIA) = 6.90 acres
@CN= 80
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 11714 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 2087 CF
Therefore, total runoff from precipitation in question = 13801 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 13801 CF
Stage (above invert) associated with this storage = 0.48 feet
Therefore, depth required above normal pool for storm storage = 0.48 feet
5.73 inches
Therefore set crest of principal spillway at stage = 0.60 feet
and EL = 295.60 feet
At principal spillway crest, storm pool storage provided = 17555 CF
2OF2
i
. WATKINS PARK APTS WETLAND 2 SIPHON Rev 05-31-02.XLS J. E. SCHRUM, E.I.
WETLAND 2 6/11/02
WDP-01030
Inverted Siphon Design Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert =
2 inches
1
30097
1.0553
0.60
295.00 feet
0 CF
295.00 feet
WSEL
feet Vol. Stored
c Siphon Flow
cfs Avg. Flow
cfs Incr. Vol.
c Incr. Time
sec
295.600 17555 0.075
295.547 15916 0.071 0.073 1639 22338
295.494 14285 0.067 0.069 1631 23535
295.440 12664 0.063 0.065 1621 24969
295.387 11054 0.058 0.060 1610 26731
295.334 9456 0.052 0.055 1598 28974
295.281 7873 0.047 0.050 1584 31970
295.227 6305 0.040 0.043 1567 36280
295.174 4759 0.032 0.036 1547 43319
295.121 3238 0.019 0.025 1520 60362
295.068 1755 0.008 0.013 1483 111339
Drawdown Time = 4.74 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.217 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 2" inverted siphon = 0.022 ft2
Q = 0.0489 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.16 days
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 4.5 days.
1
Riser-Barrel Rating Curve - WETLAND #2 Rev 05-31-02.xis
Riser - Barrel
WDP-01030
Ratine Curve Calculation
RiserBarrel Scenario -
Constant TW Elevation =
Riser Diameter =
Barrel Diameter =
Riser Crest Elevation =
Barrel Invert In Elevation =
Barrel Manning's n =
Barrel Length =
Number of Identical Barrels =
Cw =
Cd =
Ke =
Emergency Spillway Scenario -
Length =
Crest Elevation =
Cw =
Stage-Storage Function -
289.61 feet
48 inches
24 inches
295.60 feet
290.00 feet
0.013
51 feet
1
3.0 Weir coefficient
0.59 Coefficient of Discharge
1.5 Aggregate Loss Coefficient
0.0 ft.
0.0 ft.
0.0 Weir coefficient
30097
1.0553
295
Ks =
b=
Zo =
J. E. SCHRUM, E.I.
5/30/02
Basin
WSEL
(feet) Riser as
Orifice
(cfs) Riser as
Weir
(cfs) Barrel TW
Conditions
(cfs) Barrel HW
Conditions
(cfs) Emergency
Spillway
(cfs) Basin Barrel
Outflow Action ?
ON Storage

(ft3)

(acre-ft)

295.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 0 0.000
295.25 0.00 0.00 0.00 0.00 _
0.00 0.00 FRICTION 6969 0.160
295.50 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 14483 0.332
295.75 23.04 2.19 42.69 32.42 0.00 2.19 ORIFICE 22216 0.510
296.00 37.63 9.54 43.55 33.26 0.00 9.54 ORIFICE 30097 0.691
296.25 47.97 19.76 _
44.40 _
34.08 0.00 19.76 ORIFICE 38088 0.874
296.50 56.45 32.19 45.22 34.88 0.00 32.19 ORIFICE 46169 1.060
296.75 63.80 46.49 46.04 35.67 0.00 35.67 ORIFICE 54325 1.247
297.00 70.40 62.45 46.84 36.44 0.00 36.44 ORIFICE 62546 1.436
297.25 _
76.43 79.90 47.62 37.19 0.00 37.19 ORIFICE 70824 1.626
297.50 82.01 98.73 48.39 37.92 0.00 37.92 ORIFICE 79153 1.817
1 OF 1
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WETLAND 2
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =_>
Total amount of concrete:
Base of Manhole =
Manhole Walls =
4.0 feet
5.0 inches
6.0 inches
4.8 feet
5.6 feet
142.0 PCF
30.0 inches
6.0 inches
52.0 CF
9.174 CF
32.376 CF
Adjust for openings:
Opening for barrel =
Opening for drain pipe =
2.045 CF
0.082 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 39.423 CF
Weight of concrete present = 5598 lbs
Amount of water displaced =_>
Displacement by concrete = 39.423 CF
Displacement by open air in riser = 70.372 CF
Displacement by trash rack = 51.950 CF
Total water displaced by riser/barrel structure = 161.745 CF
Weight of water displaced = 10093 lbs
Page 1
WETLAND 2
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 6009 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 86.810 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 95.984 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 7.500 feet
Thickness = 27.0 inches
Concrete Present = 99.402 CF OK
Check validity of base as designed = >
Total Water Displaced = 251.973 CF
Total Concrete Present = 129.651 CF
Total Water Displaced = 15723 lbs
Total Concrete Present = 18410 lbs
Actual safety factor = 1.17 OK
Results of design =_>
Base diameter = 7.50 feet
Base Thickness = 27.00 inches
CY of concrete total in base = 3.55 CY
Concrete unit weight in added base >= 142 PCF
Page 2
WETLAND 2 ANTI-SEEP.xis WETLAND 2 J. E. SCHRUM, E.I.
WDP-01030 5/2/02
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacin Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Pond 1 47.0 3.53 1.00 25 1.oq 23.5 YES
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
HMS * Summary of Results for Pond 2
Project VDP-01000 Run Name 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 11Jun02 1353 Control Specs Control 1
Computed Results
Peak Inflow 38.114 (cfs) Date/Time of Peak Inflow 05 Feb 00 0007
Peak Outflow 17.485 (cfs) Date/Time of Peak Outflow 05 Feb 00 0016
Total Inflow 2.26 (in) Peak Storage 0.83327(ac-ft)
Total Outflow 1.87 (in) Peak Elevation 296.19(ft)
HMS * Summary of Results for Pond 2
Project VDP-01000 Run Naze 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model : POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Tine 11Jun02 1353 Control Specs Control 1
Computed Results
Peak Inflow 55.896 (cfs) Date/Time of Peak Inflow 05 Feb 00 0007
Peak Outflow 33.420 (cfs) Date/Time of Peak Outflow 05 Feb 00 0014
Total Inflow 3.92 (in) Peak Storage : 1.1261(ac-ft)
Total Outflow : 3.51 (in) Peak Elevation 296.59(ft)
HMS * Summary of Results for SUB-BASIN 2
Project VDP-01000 Run Name : 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 06Jun02 1419 Control Specs Control 1
Computed Results
Peak Outflow 32.875 (cfs) Date/Time of Peak Outflow : 05 Feb 00 0005
Total Outflow 3.73 (in)
HMS * Summary of Results for Pond 2
Project VDP-01000 Run Name 100-Year Post
Start of Run 04Feb00 1200 Basin Model : POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 100-Year
Execution Time 11Jun02 1353 Control Specs Control 1
Computed Results
Peak Inflow 82.589 (cfs) Date/Time of Peak Inflov 05 Feb 00 0007
Peak Outflow 37.305 (cfs) Date/Time of Peak Outflov 05 Feb 00 0018
Total Inflov 6.44 (in) Peak Storage 1.6560(ac-ft)
Total Outflov 6.00 (in) Peak Elevation 297.29(ft)
F W ATFMichael F. Easley
Govern
or
Awc'
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
p 'C Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Mr. John Schrum
The John R. McAdams Company, Inc.
PO Box 14005
RTP, NC 27709
Subject: Stormwater Wetlands
Watkins Park
Durham County, NC
DW Q# 020668
May 21, 2002
Dear Mr. Schrum:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
1. KI Design Storm
h e Division review process utilizes the Simple Method for determining the 1 inch storm volume to be controlled.
This method is outlined in NCDENR Stormwater Best Management Practices Manual, April 1999. Other methods
may be used to determine the volume of runoff, but the method must be clearly defined and the submittal must
demonstrate that the method is applied within its limitations.
2. Vegetation and Planting Plan
Extended detention wetlands require a planting plan with species appropriate for the various depths of the marsh
area. '/2 of the marsh area should be 0" - 9" deep and 1/2 should be 9" =18" deep. Please specify this on the
engineering plans. Also, please do not plant cattails as they will volunteer on their own.
3. Drainage Area
Wet detention basins must be designed to treat all of the runoff draining to the basin. Please delineate the
drainage area including offsite drainage to the basin.
4. Operation and Maintenance Agreement
?An operation and maintenance agreement is required. The operation and maintenance agreement must also be
signed by the responsible party and notarized. An example agreement for an extended detention wet pond is
available on line at http://h2o.enr.state.nc.us/ncwetlands/oandm.doc.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of receipt of the
requested information. If you have any questions or would like to discuss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.ne.us/ncwetlands/.
Sincerely,
Todd . J h PE
Environmental. Engineer
cc: John Dorney, Wetlands/401 Unit
Raleigh Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Project Name: Watkins Apts.
Project No. DWQ 020668
wetland 2
SUBMITTED DESIGN: REQUIRED DESIGN:

elevations 1.3 average depth status
Bottom of Basin (ft) 290
Permanent Pool (ft) 295 5 ft. depth ok
Temporary Pool (ft) 295.5 0.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 11551 7744 sq. ft. ok
Drainage Area (ac) 10.98
Impervious Area (ac) 4.08 37.2 % -
Forebay (ft2) 0% check forebc
Low Marsh (ft2) 0.0% check mars!
Micropool (ft2) J?! 0% check forebi
High Marsh (ft2) 0.0% check mars!
0%
volumes lo,
Temporary Pool (cu ft) 1 83 15322 cu. ft. check tempc
other parameters
SA/DA 0 1.62 -
Orifice Diameter (in) 2 0.05 cfs drawdown -
Design Rainfall (in) 1 3.2 day drawdown ok
Linear Interpolation of Correct SAIDA**
5 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 30 1.34
Project Impervious 37.2 1.62
Next Highest 40 1.73
Project Name: Watkins Apts.
Project No. DWQ 020668
wetland 1
SUBMITTED DESIGN.
elevations
Bottom of Basin (ft) 270
Permanent Pool (ft) 276
Temporary Pool (ft) 277.1
areas
REQUIRED DESIGN:
L I average depth
6 ft. depth
1.1 ft. depth
Permanent Pool SA (sq ft) 19863 12466 sq. ft.
Drainage Area (ac) 10.38
Impervious Area (ac) 7 67.4 %
Forebay (ft2) 0%
Low Marsh (ft2) 0.0%
Micropool (ft2) 0%
High Marsh (ft2) 0.0%
volumes L 6 3c7 5?, 0%
Temporary Pool (cu ft) 24753 cu. ft.
other parameters
SA/DA 0
Orifice Diameter (in) 2
Design Rainfall (in) 1
2.76
0.08 cfs drawdown
3.3 day drawdown
Linear Interpolation of Correct SAIDA "*
C110 Impervious
Next Lowest 60
Project Impervious 67.4
Next Highest 70
6 ft. Permanent Pool Depth
SA/DA from Table
2.4
2.76
2.88
status
ok
ok
ok
check forebi
check marsl
checkforebt
check marsl
check tempc
ok
TIE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Todd St. John
North Carolina Division of Water Quality
Environmental Engineer
2321 Crabtree Boulevard
Raleiqh, North Carolina 27604
Re: Watkins Park
am sending you the following item(s):
J. Schrum
COPIES DATE NO. DESCRIPTION
1 On-site Stormwater Management Plan
1 Watershed Ma
1 Calculations Booklet

These are transmitted as checked below:
? As requested ? For your use
® For approval ?
? For review and comment ?
Remarks: The enclosed information is in response to the request for additional information required for
water aualitv certification.
Copy to
J. Moore
CIVIL ENGINEERING LAND PLANNING SURVEYIN WETLANDS GROUP p
!r," ? 4L ;?{TY SECTION'
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • faz`(91"EIY366?~?• ° -
www.johnrmcadams.com
Date:
Job No.
Signed:
May 16, 2002
** FEDERAL EXPRESS **
WDP-01030
Brandon R. Finch, ?E <
Project Engineer /
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File ,
? Copy Entire Document to File N ? 2(@2
0

3 H
i
ETLANt3S O
yVATr up
U„L?iySECTION
THE JOHN R McADAMS COMPANY, INC.
CIVIL ENGINEERING LAND PLANNING SURVEYING
Since 1979
THE JOHN R WADAMS COMPANY, INC.
WATKINS PARK APARTMENTS
DETENTION/WETLAND
DESIGN CALCULATIONS
DURHAM, NC
WDP-01030
J.E. SCHRUM, E.I.
May 3, 2002
%
??
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
wv,/w.johnrmcadams.com
5'5-o2--
WATKINS PARK APARTMENTS
Detention/Wetland Design Calculations
General Description:
Located off of Old Durham-Chapel Hill Road, just to the west of its intersection with the
proposed Five Oaks Drive Extension, Watkins Park Apartments is a proposed multi-
family residential community consisting of townhomes, apartments, garages, a swimming
pool, a clubhouse, and associated streets and parking areas. This site comprises 20.21
acres north of Old Durham-Chapel Hill Road, just to the south of the Patterson Place
development. The site is located in the water-supply watershed for the B. Everett Jordan
Lake (F/J-B), in the Cape Fear River Basin.
As stated in the previously approved Stormwater Impact Analysis, both detention to meet
Durham City Code 23-145a requirements and water quality (85% TSS removal to meet
water-supply watershed regulations) are required for construction of this site.
Additionally, NCDWQ wetland disturbance permits will be required, and 85% TSS
removal is a qualification of these permits. Detention and TSS removal will be achieved
by the construction of two wetlands. Wetland 1 will be on the north portion of the site,
while Wetland 2 will be located on the southwest corner. This report contains the final
water quality and detention design calculations associated with Wetland 1 and Wetland 2.
Discussion of Results:
Water quality ponds were previously proposed for this site for 85% TSS removal.
However, NCDWQ now requires engineered wetlands to satisfy this requirement when
applying for wetland disturbance permits. The wetland designs will fully comply with
NCDWQ's Best Management Practices (BMP, April 1999).
Wetland 1 is designed to conform to all aspects, required for 85% TSS removal. The
required surface area is 12,466 sf while the actual surface area is 19,863 sf. The required
storage of the 1" rainfall runoff is 21,119 cf while the actual volume stored is 22,429 cf.
The inverted siphon is designed such that runoff from the 1" rainfall should drain from
the pond in approximately 3.6 days. Additionally, Wetland 1 detains runoff from the 2-
and 10-year storm events to less than pre-development levels. The post-development
flow from sub-basin 2 (Wetland 1 and Wetland 1 Bypass) in the 2-year storm event is
26.6 cfs, a 4% reduction from the pre-development flow of 27.5 cfs. The post-
development flow in the 10-year storm event is 32.6 cfs, a 29% reduction from the pre-
development flow of 45.9 cfs.
Wetland 2 will be a hybrid aesthetic pond and wetland. Storm drainage from the site will
discharge into the aesthetic pond portion of Wetland 2, which will act as the forebay for
Wetland 2. A forebay berm will be constructed such that the majority of the berm will be
at the elevation of the runoff from the 1" storm. A portion of the forebay berm will be at
the normal pool elevation of 295.0 such that water from the aesthetic pond will discharge
into the wetland area at the most remote point of the wetland area with respect to the
outlet structure. The wetland portion of Wetland 2 also conforms to all aspects required
for 85% TSS removal. The required surface area is 7,744 sf, while the actual surface area
is 11,551 sf. Required storage of the 1" rainfall runoff is 13,801 cf, while the actual
storage is 14,483 cf. Runoff from the 1" rainfall runoff drains from the pond over a
period of 4.3 days. Additionally, Wetland 2 detains runoff from the 2- and 10-year storm
events to less than pre-development levels. The post-development flow from sub-basin 3
(Wetland 2 and Wetland 2 Bypass) in the 2-year storm event is 19.9 cfs, a 16% reduction
from the pre-development flow of 23.8 cfs. The post-development flow in the 10-year
storm event is 36.3 cfs, a 2% reduction from the pre-development flow of 37.0 cfs.
Calculation Methodology for Detention / Water Quality Calculations:
• The site is divided up into four distinct sub-basins, 1 through 4. On-site sub-basin
boundaries are defined using field topography. A portion of sub-basin 1 and most
of sub-basin 2 drain to Wetland 1 in post-development. The outfall of Wetland 1
and `Wetland 1 bypass' are considered as the post-development sub-basin 2. A
portion of sub-basin 4 and the majority of sub-basin 3 drain to Wetland 2 in post-
development. The outfall of Wetland 2 and `Wetland 2 bypass' are considered as
the post-development sub-basin 2.
• HEC-HMS Version 2.1.3 was used to determine both the pre- and post-
development flowrates for each of the four sub-basins. A composite SCS CN was
calculated for each sub-basin in both the pre- and post-development conditions. In
the pre-development condition, the time of concentration was calculated using the
SCS TR-55 Segmental Approach. The time of concentration in the post-
development condition was assumed to be 5 minutes (conservative) with the
exception of Sub-basin 3. Tc calculations for sub-basin 3 are computed using the
SCS TR55 methodology.
• Tailwater for the outlet of Wetland #2 was determined by modeling the entire
outlet system in StormCAD Version 4.1.1. The peak outflow as reported by
HEC-HMS from the wetland in the 100-year storm event was input into
StormCAD as a `Known Flow'. The peak outflow as reported by HEC-HMS in
the 100-year storm event for Bypass Wetland 2 (Bypass Wetland 2) was input
into, the yard inlet (YI) as a know flow. This system was then modeled using
`Crown' as the tailwater condition at the outlet. The resulting Hydraulic Grade
Line (HGL) elevation in the Yard Inlet (289.61 ft) was input into the Riser-Barrel
Rating Curve for Wetland 2. This elevation was not high enough for tailwater
control to come into effect in the outflow of the pond. The entire outflow from
the pond in the 100-year storm event is under orifice control at the outlet barrel.
• Both wetland #1 and #2 were sized for water quality per the NC DENR Best
Management Practices handbook, April 1999. The ponds were routed to check the
2
detention requirements in the two and ten year storm events, and to safely pass the
100-year storm event, using HEC-HMS 2.1.3.
• Rainfall data used in the analysis is from USWB TP-40 and NOAA HYDRO-35.
This data was used to generate an equation describing the IDF Curves for the
RDU region. This equation is in the form: Rainfall Intensity [in/hr] = g/(h + Time
of Concentration [minutes]), where g and h are constants dependent upon the
return period.
• Using the Durham County Soil Survey, the majority of on- and off-site soils were
determined to be Hydrologic Soil Group `D'. Therefore, SCS CN values were
chosen appropriately in all hydrologic calculations.
• A portion of the storm drainage from Old Chapel Hill Road (3.08 acres) will be
diverted to Wetland 2 in the post-development condition. For this reason, the
total area in the post-development condition is 3.08 acres greater than that of the
pre-development condition. Additionally, all of sub-basin 4 is diverted to
Wetland 2 in the post-development condition.
Final Wetland Design Summary of Results.xls SUMMARY OF RESULTS
SUMMARY OF RESULTS
WDP-01030
PRE & POST-DEVELOPMENT FLOW-RATES WITH DETENTION
J.E. SCHRUM, E.I.
5/3/02
2-YEAR 10-YEAR
Sub-basin Pre-Development
Ids] Post-Development % Increase
lcfs] 1%1 Pre-Development
lcfs] Post-Development % Increase
lcfsl l%]
1 3.93 2.16 -45% 6.63 3.55 -46%
2 27.54 26.55 4% 45.93 32.61 -29%
3 23.81 19.94 -16% 37.00 36.32 -2%
4* 3.04 0.00 -100% 4.66 0.00 -100%
* Sub-basin 4 does not exist in post-development
WETLAND 1 WATER QUALITY PERFORMANCE:
Aspect Value
SA Required 12466 ft2
SA Provided 19863 ft2
1" Storm R/O Vol Re 'd 21119 ft3
1" Storm R/O Vol Prov'd 22429 ft3
Drawdown Time 3.6 days
Normal Pool Elevation 276.00 ft
Temp 1" Pool Elevation 277.10 ft
TSS Removal Efficiency 85%
WETLAND 1 ROUTING PERFORMANCE:
Top of Berm = 280.50 ft
Return elo now u ow WSEE ree oar
(years) (cfs) (cfs) (ft) (ft)
2 48.4 22.1 278.0 2.5
10 65.5 23.5 278.7 1.8
100 92.0 23.1 279.7 0.8
WETLAND 2 WATER QUALITY PERFORMANCE:
Aspect Value
SA Required 7744 ft2
SA Provided 11551 ft2
1" Storm R/O Vol Re 'd 13801 ft3
1" Storm R/O Vol Prov'd 14483 ft3
Drawdown Time 4.3 days
Normal Pool Elevation 293.00 ft
Temp 1 " Pool Elevation 294.30 ft
Pond Avg Depth NP 3.00 ft
TSS Removal Efficiency 85%
WETLAND 2 ROUTING PERFORMANCE:
Top of Berm = 297.70 ft
Return eio now u ow WSEL
(years) (cfs) (cfs) (ft) Freeboard (ft)
2 38.1 19.2 296.1 1.6
10 55.9 34.8 296.5 1.2
100 82.6 37.0 297.2 0.5
DATA INPUTS

14 C14
W o
s
h
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0
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RAINFALL DATA
WDP-01030
CALCULATIONS:
1/I
Duration
........... 2-Year 5-Year '• 10-Year ' 25-Ya - 50-Year X100-Year-
5 0.17 0.15 0.14 0.12 07 0,10
10 0.21 E 0.18 s 0.16 0.14
0.13
0.12
..........
15

c .......... .................. <....... .............
0.25

'• 0.21
............................................... . ?.............. ........ .......

0.19
..................
..
. ....... ,....................

0.17 .
,.......
...............
0.15

.....

................
0.14

30
0.37
0.30 .
..
.........
0.27 .......p....
0.23
0.21
0.19
60 0.59 0.47 0.41 0.35 0.32 0.29
..........120 ;
............. ..........1.05
. .........
....... 0.83
.......... 0:73 0.62
: 0.55
: 0.50

180
1.42
1.12
E -
.......
0.98 ......
...................
s 0.83 ..
.....................111 ..

.67
..........................

360 .......... .......... f.....................>......................

_ 2.26 1.77 1.54
-
....................
1.30
.?......?.16 ......
.....
. ..04......
720 3.84 2.99 2.59 2.18 1.94 1.75
1440
6 6.67
1 5.16 4.46 3.75 3.33 3.00
2-Year E 5-Year

Slope:t 0:00760 0.00592
Y ,Intercept.: 0:13587 ... 0.12225
_ g: 132 169
h:; 18 21
10-Year 25-Year 50-Year 100-Year
0.005.13 0.00430 0.00383 0.00344
.. ........................¢

0.11255
.......................... . .....................
0
.10001 ;
.................... .. .....................

0.09181
...... ..
.. ....................

0.08486

195
232 .
.........
261 ........ ............
290
22 23 24 25
2 OF2.
J.E. SCHRUM, E.I.
1/30/02
DURHAM COUNTY, NORTH I
SOILS.xls
SOILS
WDP-01030
.L
;x #
°f Soils on: site are predominantly of Hydrologic Soil Group 'D'
Therefore, use HSG'D' for purposes of determining SCS CN
J.E. SCHRUM, E.I.
1/31/02
Classification
Impervious 98
Open, Good Condition 80
Wooded, Good Coll 77
REFERENCES:
SOIL SURVEY. DURHAM COUNTY, NORTH CAROLINA, UNITED STATES DEPARTMENT
OF AGRICULTURE SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH
CAROLINA AGRICULTURE EXPERIMENT SECTION), SHEET NO. 30
SCS TR55, UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION
SERVICE, 1986
Ilk
WsB
White Store
D
WsC White Store
D
WwC White Store D
I
FLOW CALCULATIONS
`Frzc- CuiD?-no-l
HEC-HMS Project WDP-01000
J Subbasin-1 Subbasin-2 Subbasin-3
Basin Model:
Q Subbasin.
HEC-HMS INPUTS.xls
PRE-DEVELOPMENT
WDP-01030
1. SCS CURVE NUMBERS
J.E. SCHRUM, E.I.
5/3/02
As shown in the soil information section (See Background Data), on-site soils are perdominately HSG'D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic are assigned based upon the
predominant soil class for the area analyzed (HSG 'D').
Class 'C' SCS
Cover Description CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
Water Surface 100
=> PRE-DEVELOPMENT - SUB-BASIN I
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.01
On-Site Open 0.18
On-Site Wooded 1.16
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.04
Off-Site Wooded 0.29
Total = 1.68
Composite SCS CN =
Time of Concentration Information:
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's'n' _
P (2-year, 6-hour) _
Time of Concentration =
78
50 ft
2.00 ft
0.0400 ft/ft
0.4 Dense Grasses
3.6 inches
9.8 minutes
HEGHMS° INPUTS
v7 re 0:00263 sq mi es
St 78
SC 1' Z _ 2_8 inq
Segment 2: Concentrated Flow
Length = 222 ft
Height = 12.2 ft
Slope = 0.0550 ft/ft
Unpaved
HEC-HMS INPUTS.xls J.E. SCHRUM, E.I.
PRE-DEVELOPMENT 5/3/02
WDP-01030
=> PRE-DEVELOPMENT - SUB-BASIN 2
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.08
On-Site Open 6.38
On-Site Wooded 4.74
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.16
Off-Site Wooded 0.49
Total = 11.85
Composite SCS CN = 79
Time of Concentration Information:
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 1058 ft
Height = 1.70 ft Height = 48 ft
Slope = 0.0340 ft/ft Slope = 0.0454 ft/ft
Manning's'n' = 0.24 Dense Grasses Unpaved
P (2-year, 6-hour) = 3.6 inches
Time of Concentration = 1 1A minutes
HEC-HMS INPUTS
Tom[ A' a 6.01852 sq mites
SCS CN _ 79,
SC & Lag, 6.84 rnin es
=_> PRE-DEVELOPMENT - SUB-BASIN 3
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.57
On-Site Open 6.05
On-Site Wooded 0.30
On-Site Pond 0.00
Off-Site Impervious 0.17
Off-Site Open 0.14
Off-Site Wooded 0.02
Total = 7.25
Composite SCS CN = 82
HEC-HMS INPUTS.xls
PRE-DEVELOPMENT
WDP-01030
Time of Concentration Information:
Segment 1: Overland Flow
Length = 50 ft
Height = 1.70 ft
Slope = 0.0340 ft/ft
Manning's'n' = 0.24 Dense Grasses
P (2-year, 6-hour) = 3.6 inches
Time of Concentration = 1 1,j) minutes
HEC-HMS INPUTS
'Total 'Area 0`.Q 133 sq miles
SC'S CN 82
SC Lag = 6,60 nwlc
_> PRE-DEVELOPMENT- SUB-BASIN 4
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.10
On-Site Open 0.60
On-Site Wooded 0.03
On-Site Pond 0.00
Off-Site Impervious 0.05
Off-Site Open 0.11
Off-Site Wooded 0.00
Total = 0.89
Composite SCS CN =
Time of Concentration Information:
Time of Concentration =
83
J.E. SCHRUM, E.I.
5/3/02
Segment 2: Concentrated Flow
Length = 878 ft
Height = 31.4 ft
Slope = 0.0358 ft/ft
Unpaved
5.0 minutes (Assume minimum T,)
HEC-HMS INPUTS
Total Area 0. 9 sq miles
I.CS,CN 8
SC'S 1, 3.00 minutes
HMS * Summary of Results
Project : WDP-01000 Run Name : 2-YEAR, PRE
Start of Run 04Feb00 1200 Basin Model PRE-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 13Mar02 0845 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 3.9286 05 Feb 00 0008 0.21981 0.003
Subbasin-2 27.537 05 Feb 00 0009 1.6166 0.019
Subbasin-3 23.812 05 Feb 00 0005 1.1238 0.011
Subbasin-4 3.0403 05 Feb 00 0005 0.14361 0.001

HMS * Summary of Results
Project : WDP-01000 Run Name : 10-YEAR PRE
Start of Run 04Feb00 1200 Basin Model PRE-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 14Mar02 0909 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 6.6271 05 Feb 00 0007 0.42523 0.003
Subbasin-2 45.926 05 Feb 00 0008 3.0866 0.019
Subbasin-3 36.997 05 Feb 00 0004 2.0654 0.011
Subbasin-4 4.6586 05 Feb 00 0004 0.26071 0.001
I
Pvs-r- Ve-Vei ofyv1,1CWT (oAW croM
HEC-HMS Project: WDP-01000 Basin Model:
Subbasin 1TO POND 1?? BYPASS POND 1 TO POND 2
BYPASS
Pond 1 pon2:
ASIN 3
SUB-BASIN 2
TcnT - ve?,Rgmq " &Dm1
HEC-HMS Project WDP-01000 Basin Model:
' TO POND 2
?Subbasin 1 TO POND 1 BYPASS POND 1
BYPASS POI
Pond 1 Pond 2
SUB-BASIN 3
SUB-BASIN 2
Subbasin-4
HEC-HMS INPUTS.xls
POST-DEVELOPMENT
WDP-01030
1. SCS CURVE NUMBERS
As shown in the soil information section (See Background Data), on-site soils are perdominately HSG'D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic are assigned based upon the
predominant soil class for the area analyzed (HSG 'D').
Class'C' SCS
Cover Description CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 74 Assume good condition
Water Surface 100
_> POST-DEVELOPMENT - SUB-BASIN I
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.02 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 0.41
On-Site Wooded 0.00 _
_
On-Site Pond 0.00
Off-Site Impervious 0.00 _
Off-Site Open 0.04
Off-Site Wooded 0.31
Total = 0.78
Composite SCS CN = 78
Time of Concentration Information:
Time of Concentration = 5 0 minutes (Assume min Tc)
HEC-HMS INPUTS
1Ma I Area 0.°10122 sq m' t
SC'S CN - 78
3.00 n v
J.E. SCHRUM, E.I.
5/3/02
HEC-HMS 1NPUTS.x1s
POST-DEVELOPMENT
WDP-01030
_> POST-DEVELOPMENT- SUB-BASIN 2 (TO POND 1)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 7.00 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 2.92
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.46
Off-Site Wooded 0.00
Total = 10.38

Composite SCS CN = 92
Time of Concentration Information:
Time of Concentration = 5.0 minutes (Conservative)
HEC-HMS INPUTS
a ?[ Area 0.01b2 sq miles
SC:S CN 92
"I g 300 li
_> POST-DEVELOPMENT - SUB-BASIN 2 (BYPASS POND 1)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.34 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 1.52
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.00
Off-Site Wooded 0.00
Total = 1.86
Composite SCS CN = 83
Time of Concentration Information:
Time of Concentration = 0
nmutes
J.E. SCHRUM, E.I.
5/3/02
HEC-HMS INPUTS.As
POST-DEVELOPMENT
WDP-01030
HEC-HMS INPUTS
TOW Area o (0271 ? sq stiles
SCS Cis = 83
S ' l,a 3,V) n cs
_> POST-DEVELOPMENT - SUB-BASIN 3 (TO WETLAND 2)
Watershed Breakdown:
TO POND
Cover Description Area [acres]
On-Site Impervious 2.97
On-Site Open 3.86
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 1.11
Off-Site Open 2.89
Off-Site Wooded 0.15
Total = 10.98
Composite SCS CN = 87
Time of Concentration Information:
Segment l: Overland Flow
Length = 50
Height = 1.50
Slope = 0.0300
Manning's'n' = 0.24
P (2-year, 6-hour) = 3.6
Segment 3: Channel Flow
Length = 312
Height = 8
Slope = 0.0256
Area = 0.5
Wetted Perimeter = 1
Manning's 'n' = 0.03
Time of Concentration = q. I
J.E. SCHRUM, E.I.
5/3/02
Segment 2: Concentrated Flow
ft Length = 134 ft
ft Height = 8 ft
ft/ft Slope = 0.0597 ft/ft
Dense Grasses Unpaved
inches
Segment 4: Channel Flow
ft Length = 393 ft
ft Height = 6 ft
ft/ft Slope = 0.0153 ft/ft
sq ft (Assume 0.5' deep x 1' wide channel) Area = 1.77 sq ft
ft Wetted Perimeter = 4.71 ft
(Assume grass channel) Manning's 'n' = 0.013 (Assume 18" RCP)
minutes (Conservative)
HEC-HMS INPUTS
g scs ?t4? , ??
l , 46 minwes
HEC-HMS INPUTS.xis
POST-DEVELOPMENT
WDP-01030
_> POST-DEVELOPMENT - SUB-BASIN 3 (POND 2 BYPASS)
Watershed Breakdown:
Cover Description Area [acres]
On-Site Impervious 0.03 (ALL AREAS MEASURED USING AUTOCAD R14)
On-Site Open 0.72
On-Site Wooded 0.00
On-Site Pond 0.00
Off-Site Impervious 0.00
Off-Site Open 0.00
Off-Site Wooded 0.00
Total = 0.75
Composite SCS CN =
Time of Concentration Information:
Time of Concentration = 5.0 : minutes
HEC-HMS INPUTS;
'o z M a 0.00 E 17 ul miles
SCS C'N 51
S - m" c
_> POST-DEVELOPMENT - SUB-BASIN 4
J.E. SCHRUM, E.I.
5/3/02
Sub-basin 4 drains completely to Wetland 2 in the post-development condition
HMS * Summary of Results
Project : WDP-01000 Run Name : 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 03May02 1415 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 48.411 05 Feb 00 0004 2.3581 0.016
Pond 1 22.128 05 Feb 00 0011 1.8758 0.016
BYPASS POND 1 6.3650 05 Feb 00 0005 0.30065 0.003
SUB-BASIN 2 26.552 05 Feb 00 0007 2.1765 0.019
TO POND 2 38.114 05 Feb 00 0007 2.0728 0.017
Pond 2 19.158 05 Feb 00 0016 1.7289 0.017
BYPASS POND 2 2.3596 05 Feb 00 0005 0.11134 0.001
SUB-BASIN 3 19.935 05 Feb 00 0015 1.8402 0.018
Subbasin 1 2.1550 05 Feb 00 0005 0.10206 0.001
HMS * Summary of Results
Project : WDP-01000 Run Name : 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 03May02 1414 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 65.498 05 Feb 00 0004 3.8561 0.016
Pond 1 23.544 05 Feb 00 0015 3.3620 0.016
BYPASS POND 1 9.7528 05 Feb 00 000.4 0.54579 0.003
SUB-BASIN 2 32.605 05 Feb 00 0005 3.9078 0.019
TO POND 2 55.896 05 Feb 00 0007 3.5883 0.017
Pond 2 34.791 05 Feb 00 0014 3.2365 0.017
BYPASS POND 2 3.7186 05 Feb 00 0004 0.20719 0.001
SUB-BASIN 3 36.324 05 Feb 00 0013 3.4437 0.018
Subbasin 1 3.5537 05 Feb 00 0004 0.19742 0.001
HMS * Summary of Results
Project : WDP-01000 Run Name : 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 02May02 1529 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 48.411 05 Feb 00 0004 2.3581 0.016
Pond 1 22.128 05 Feb 00 0011 1.8758 0.016
BYPASS POND 1 6.3650 05 Feb 00 0005 0.30065 0.003
SUB-BASIN 2 26.552 05 Feb 00 0007 2.1765 0.019
TO POND 2 38.114 05 Feb 00 0007 2.0728 0.017
Pond 2 19.158 05 Feb 00 0016 1.7289 0.017
BYPASS POND 2 2.3596 05 Feb 00 0005 0.11134 0.001
SUB-BASIN 3 19.935 05 Feb 00 0015 1.8402 0.018
Subbasin 1 2.1550 05 Feb 00 0005 0.10206 0.001
Subbasin-4 2.1017 05 Feb 00 0005 0.099188 0.001
HMS * Summary of Results
Project : WDP-01000 Run Name : 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 10-Year
Execution Time 02May02 1807 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
TO POND 1 65.498 05 Feb 00 0004 3.8561 0.016
Pond 1 23.544 05 Feb 00 0015 3.3620 0.016
BYPASS POND 1 9.7528 05 Feb 00 0004 0.54579 0.003
SUB-BASIN 2 32.605 05 Feb 00 0005 3.9078 0.019
TO POND 2 55.896 05 Feb 00 0007 3.5883 0.017
Pond 2 34.791 05 Feb 00 0014 3.2365 0.017
BYPASS POND 2 3.7186 05 Feb 00 0004 0.20719 0.001
SUB-BASIN 3 36.324 05 Feb 00 0013 3.4437 0.018
Subbasin 1 3.5537 05 Feb 00 0004 0.19742 0.001
Subbasin-4 3.2654 05 Feb 00 0004 0.18229 0.001
WETLAND #1 DESIGN CALCULATIONS
WATKINS PARK APARTMENTS J.E.SCHRUM, E.I.
WDP-01030 5/3/02
WATKINS PARK APARTMENTS: WETLAND #1
Impervious Area = 7.00 acres
Drainage Area = 10.38 acres
% Impervious = 67%
Average Depth = 3.00
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.00 3.0
Lower Boundary => 60.0 2.40 2.40
Site % impervious => 67.4 2.76 2.76 2.76
Upper Boundary => 70.0 2.88 2.88
Area Required = 12466 sq.ft.

Area Provided = 19863 s .ft. OK
Wetland Design Sheet
Project Name: Watkins Park Apartments
Designer: J.E. Schrum, E.I.
Job Number: WDP-01030
Date: 5/3/02
Storage vs. Stage
120000
100000
ti 80000
v
rn 60000
?a
`o
N 40000
20000
0
0.0
1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 20155
b = 1.1218
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
y = 20155x11218
R2=1
1 OF 2
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
Impervious Area, directly connected (DCIA) = 7.00 acres
@CN= 98
Other areas draining to pond (not DCIA) = 3.38 acres
@CN= 80
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 20097 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 1022 CF
Therefore, total runoff from precipitation in question = 21119 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 21119 CF
Stage (above invert) associated with this storage = 1.04 feet
Therefore, depth required above normal pool for storm storage = 1.04 feet
12.51 inches
Therefore set crest of principal spillway at stage = 1.10 feet
and EL = 277.10 feet
At principal spillway crest, storm pool storage provided = 22429 CF
2OF2
WATKINS PARK APTS WETLAND 1 SIPHON.XLS
WETLAND 1
WDP-01030
Inverted Siphon Design Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert
=
2 inches
1
20155
1.1218
0.60
276.00 feet
0 CF
276.00 feet
WSEL
feet Vol. Stored
c Siphon Flow
cfs Avg. Flow
cfs Incr. Vol.
c Incr. Time
(sec)
277.100 22429 0.106
277.004 20248 0.101 0.103 2181 21136
276.908 18092 0.095 0.098 2156 22010
276.812 15964 0.090 0.092 2128 23032
276.716 13866 0.083 0.087 2098 24252
276.621 11803 0.077 0.080 2064 25744
276.525 9777 0.070 0.073 2025 27637
276.429 7797 0.062 0.066 1980 30159
276.333 5870 0.052 0.057 1927 33787
276.237 4011 0.041 0.047 1860 39761
276.141 2243 0.024 0.032 1768 54540
Drawdown Time = 3.50 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.467 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 2" inverted siphon = 0.022 ft2
Q = 0.0718 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.62 days J. E. SCHRUM, E.I.
5/3/02
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.55 days.
1
Revised Riser-Barrel Rating Curve - WETLAND # LAS
WETLAND 1
WDP-01030
Ratine Curve Calculation
Riser/Barrel Scenario =>
Constant TW Elevation = 271.00 feet
Riser Diameter = 48 inches
Barrel Diameter = 18 inches
Riser Crest Elevation = 277.10 feet
Barrel Invert In Elevation = 270.00 feet
Barrel Manning's n = 0.013
Barrel Length = 63 feet
Number of Identical Barrels = 1
Cw = 3.0 Weir coefficient
Cd = 0.59 Coefficient of Discharge
Ke = 1.5 Aggregate Loss Coefficient
Emergency Spillway Scenario -
Length = 0.0 ft.
Crest Elevation = 0.0 ft.
Cw = 0.0 Weir coefficient
Stage-Storage Function =>
Ks = 20155
b= 1.1218
Zo = 276
J. E. SCHRUM, E.I.
5/3/02
Basin
WSEL
(feet) Riser as
Orifice
(cfs) Riser as
Weir
(cfs) Barrel TW
Conditions
(cfs) Barrel HW
Conditions
(cfs) Emergency
Spillway
(cfs) Basin Barrel
Outflow Action ?
(cfs) Storage

(ft3)

(acre-ft)

276.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 0 0.000
276.25 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 4256 0.098
276.50 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 9262 0.213
276.75 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 14596 0.335
277.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 20155 0.463
279.00 82.01 98.73 24.59 24.03 0.00 24.03 ORIFICE 69122 1.587
279.25 87.24 118.85 24.97 24.39 0.00 24.39 ORIFICE 75616 1.736
279.50 92.17 140.17 25.34 24.75 0.00 24.75 ORIFICE 82171 1.886
279.75 96.86 162.63 25.71 25.10 0.00 25.10 ORIFICE 88783 2.038
280.00 101.32 186.18 26.08 25.45 0.00 25.45 ORIFICE 95450 2.191
280.25 105.60 210.76 26.44 25.79 0.00 25.79 ORIFICE 102167 2.345
280.50 109.71 236.35 26.79 26.13 0.00 26.13 ORIFICE 108932 2.501
ZY/.2J 23.U4 2.19 21. 7S 21.53 U.VU Z.IY UKINuh Z.3886 U.3Y4
277.50 37.63 9.54 22.16 21.74 0.00 9.54 ORIFICE 31763 0.729
277.75 47.97 19.76 22.58 22.14 0.00 19.76 ORIFICE 37759 0.867
278.00 56.45 32.19 23.00 22.53 0.00 22.53 ORIFICE 43861 1.007
278.25 63.80 46.49 23.41 22.91 0.00 22.91 ORIFICE 50057 1.149
278.50 70.40 62.45 23.81 23.29 0.00 23.29 ORIFICE 56337 1.293
278.75 76.43 79.90 24.20 23.67 0.00 23.67 ORIFICE 62694 1.439
1 OF 1
HMS * Summary of Results for SUB-BASIN 2
Project : VDP-01000 Run Name : 2-YEAR POST
Start of Run 04Feb00 1200 Basin Yodel POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 18Mar02 0841 Control Specs Control 1
Computed Results
Peak Outflow 26.552 (cfs) Date/Time of Peak Outflow : 05 Feb 00 0007
Total Outflow 2.13 (in)
v
HMS * Summary of Results for Pond 1
Project VDP-01000 Run Haze 2-YEAR POST
Start of Run 04Feb00 1200 Basin Model : POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Tine 18Mar02 0841 Control Specs Control 1
Computed Results
Peak Inflow 48.411 (cfs) Date/Tize of Peak Inflow 05 Feb 00 0004
Peak Outflow 22.128 (cfs) Date/Time of Peak Outflow 05 Feb 00 0011
Total Inflow 2.73 (in) Peak Storage 0.98671(ac-ft)
Total Outflow 2.17 (in) Peak Elevation 277.96(ft)
4
HMS * Summary of Results for SUB-BASIN 2
Project GDP-01000 Run Name : 10-YEAR POST
Start of Run : 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run OSFebO0 1200 Met. Model RDU 10-Year
Execution Time 18Mar02 0842 Control Specs Control 1
Computed Results
Peak Outflov 32.605 (cfs) Date/Time of Peak Outflov : 05 Feb 00 0005
Total Outflov 3.83 (in)

HMS * Summary of Results for Pond 1
Project VDP-01000 Run Name 10-YEAR POST
Start of Run 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model : RDU 10-Year
Execution Time 18Nar02 0842 Control Specs Control 1
Computed Results
Peak Inflow 65.498 (cfs) Date/Time of Peak Inflow 05 Feb 00 0004
Peak Outflow 23.544 (cfs) Date/Time of Peak Outflow 05 Feb 00 0015
Total Inflow 4.46 (in) Peak Storage : 1.3904(ac-ft)
Total Outflow 3.89 (in) Peak Elevation 278.67(ft)
I
HMS * Summary of Results for Pond 1
Project : VDP-01000
Start of Run 04Feb00 1200
End of Run 05Feb00 1200
Execution Time 18Mar02 0854
Run Name : 100-Year Post
Basin Model POST-DEVELOPMENT
Met. Model RDU 100-Year
Control Specs Control 1
Computed Results
Peak Inflow 92.032 (cfs) Date/Time of Peak Inflow 05 Feb 00 0004
Peak Outflow 25.092 (cfs) Date/Time of Peak Outflow 05 Feb 00 0019
Total Inflow 7.04 (in) Peak Storage 2.0344(ac-ft)
Total Outflow 6.45 (in) Peak Elevation 279.74(ft)
I
WETLAND 1 ANTI-SEEP.xis WETLAND 1 J. E. SCHRUM, E.I.
WDP-01030 5/3/02
Anti-Seep Collar Desian Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Pond 1 63.0 2.37 1.99 25 2.00 21 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
WETLAND 1
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data ==>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Trash Rack water displacement =
Concrete Present ==>
Total amount of concrete:
4.0 feet
5.0 inches
6.0 inches
4.8 feet
7.1 feet
142.0 PCF
26.5 inches
8.0 inches
52.0 CF
Base of Manhole = 9.174 CF
Manhole Walls = 41.048 CF
Adjust for openings:
Opening for barrel = 1.596 CF
Opening for drain pipe = 0.145 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 48.481 CF
Weight of concrete present = 6884 lbs
Amount of water displaced ==>
Displacement by concrete = 48.481 CF
Displacement by open air in riser = 89.221 CF
Displacement by trash rack = 51.950 CF
Total water displaced by riser/barrel structure = 189.652 CF
Weight of water displaced = 11834 /bs
Page 1
WETLAND 1
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 6725 Ibs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 97.160 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 106.334 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 8.000 feet
Thickness = 26.0 inches
Concrete Present = 108.909 CF OK
Check validity of base as designed =_>
Total Water Displaced = 289.387 CF
Total Concrete Present = 148.216 CF
Total Water Displaced = 18058 Ibs
Total Concrete Present = 21047 Ibs
Actual safety factor = 9.97 OK
Results of design =_>
Base diameter= 8.00 feet
Base Thickness = 26.00 inches
CY of concrete total in base = 3.94 CY
Concrete unit weight in added base >= 142 PCF
Page 2
WATKINS PARK APTS VEL DIS.xIs
WETLAND 1
WDP-01030
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 23.54
slope S in % : 0.79
pipe diameter D in in.: 18
Manning number n : 0.013
Flow depth (ft) = 1.50
Outlet velocity (fps) = 13.32
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 1.5
Outlet velocity (fps) 13.3
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- ---------
3 A 9
6 B 22
>> 13 IS or1 22 <<
23 2 27
W=LA+Do
W=12+1.5
W = 13.5
SAY 14
J.E. SCHRUM, E.I.
5/3/02
" RI APR
r 2'Lx14'l1x22"
WETLAND #2 DESIGN CALCULATIONS
WATKINS PARK APARTMENTS
WDP-01030
WATKINS PARK APARTMENTS: WETLAND #2
Impervious Area = 4.08 acres
Drainage Area = 10.98 acres
% Impervious = 37%
Average Depth = 3.00
J.E.SCHRUM, E.I.
5/2/02
__> From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0
Lower Boundary => 30.0 1.34
Site % impervious => 37.2 1.62
Upper Boundary => 40.0 1.73
Area Required = 7744 sq.ft.
Area Provided = 11551 s .ft. OK
Water Quality Pond Design Sheet
Project Name: Watkins Park Apartments (Wetland #2)
Designer: J.E. SCHRUM, E.I.
Job Number: WDP-01030
Date: 5/2/02
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
295.0 0.0 28019
296.0 1.0 32175 30097 30097 30097 1.00
297.0 2.0 34800 32449 32449 62546 2.00
70000
60000
50000
LL
v 40000
m
rn
c 30000
y
20000
10000
0
0.0
0.5 1.0 1.5 2.0 2.5
Stage (feet)
Ks= 30097
b = 1.0553
Calculation of Runoff Volume required for storage
The runoff to the pond for the I" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Storage vs. Stage
y = 30097x""553
R2=1
Z
1 OF 2
Impervious Area, directly connected (DCIA) = 4.08 acres
@ CN = 98
Other areas draining to pond (not DCIA) = 6.90 acres
@ CN = 80
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume =
Runoff from non-connected areas -
Precipitation amount =
S=
Q* _
Runoff volume =
11714 CF
1.0 inches
2.500 inches (calculated)
0.083 inches (calculated)
2087 CF
Therefore, total runoff from precipitation in question = 13801 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 13801 CF
Stage (above invert) associated with this storage = 0.48 feet
Therefore, depth required above normal pool for storm storage = 0.48 feet
5.73 inches
Therefore set crest of principal spillway at stage = 0.50 feet
and EL = 295.50 feet
At principal spillway crest, storm pool storage provided = 14483 CF
2OF2
WATKINS PARK APTS WETLAND 2 SIPHON.XLS WETLAND 2
WDP-01030
Inverted Siphon Desian Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert =
2 inches
1
30097
1.0553
0.60
295.00 feet
0 CF
295.00 feet
WSEL
feet Vol. Stored
c Siphon Flow
cfs Avg. Flow
cfs Incr. Vol.
c Incr. Time
sec
295.500 14483 0.068
295.456 13130 0.064 0.066 1352 20540
295.411 11785 0.060 0.062 1345 21687
295.367 10448 0.056 0.058 1337 23072
295.323 9119 0.051 0.054 1328 24793
295.278 7801 0.046 0.049 1318 27013
295.234 6495 0.041 0.043 1307 30040
295.189 5202 0.034 0.037 1293 34540
295.145 3926 0.025 0.029 1276 43365
295.101 2671 0.014 0.019 1254 64389
295.056 1448 0.006 0.010 1223 120737
Drawdown Time = 4.75 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.167 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 2" inverted siphon = 0.022 ft2
Q = 0.0429 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.90 days
J. E. SCHRUM, E.I.
5/2/02
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 4.3 days.
1
Revised Riser-Barrel Rating Curve - WETLAND #2.xls
Riser - Barrel
WDP-01030
Rating Curve Calculation
RiserBarrel Scenario =>
Constant TW Elevation =
Riser Diameter =
Barrel Diameter =
Riser Crest Elevation =
Barrel Invert In Elevation =
Barrel Manning's n =
Barrel Length =
Number of Identical Barrels =
CW =
Cd =
Ke =
Emergency Spillway Scenario -
Length =
Crest Elevation =
CW =
Stage-Storage Function =>
289.61 feet
48 inches
24 inches
295.50 feet
290.00 feet
0.013
51 feet
1
3.0 Weir coefficient
0.59 Coefficient of Discharge
1.5 Aggregate Loss Coefficient
0.0 ft.
0.0 ft.
0.0 Weir coefficient
30097
1.0553
295
Ks =
b=
Zo =
J. E. SCHRUM, E.I.
5/3/02
Basin Riser as Riser as Barrel TW Barrel HW Emergency Basin Barrel Storage
WSEL Orifice Weir Conditions Conditions Spillway Outflow Action ?
(feet) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft3) (acre-ft)
295.00 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 0 0.000
295.25 _ 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 6969 0.160
295.50 0.00 0.00 0.00 0.00 0.00 0.00 FRICTION 14483 0.332
295.75 29.75 4.71 42.69 32.42 0.00 4.71 ORIFICE 22216 0.510
296.00 42.07 13.33 43.55 33.26 0.00 13.33 ORIFICE 30097 0.691
296.25 51.53 24.49 44.40 34.08 0.00 24.49 ORIFICE 38088 0.874
296.50 59.50 37.70 45.22 34.88 0.00 34.88 ORIFICE 46169 1.060
296.75 66.52 52.69 46.04 35.67 0.00 35.67 ORIFICE 54325 1.247
297.00 72.87 69.26 46.84 36.44 0.00 36.44 ORIFICE 62546 1.436
297•.25 78.71 87.27 47.62 37.19 0.00 37.19 ORIFICE 70824 1.626
297.50 84.14 106.63 48.39 37.92 0.00 37.92 ORIFICE 79153 1.817
1 OF 1
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HMS * Summary of Results for Pond 2
Project VDP-01000 Run Name 2-YEAR POST
Start of Run : 04Feb00 1200 Basin Model POST-DEVELOPMENT
End of Run 05Feb00 1200 Met. Model RDU 2-Year
Execution Time 02May02 1529 Control Specs Control 1
Computed Results
Peak Inflow : 38.114 (cfs) Date/Time of Peak Inflow : 05 Feb 00 0007
Peak Outflow 19.158 (cfs) Date/Time of Peak Outflow 05 Feb 00 0016
Total Inflow 2.26 (in) Peak Storage 0.78657(ac-ft)
Total Outflow 1.89 (in) Peak Elevation 296.13(ft)

HMS * Summary of Results for Pond 2
Project : VDP-01000
Start of Run 04Feb00 1200
End of Run : 05Feb00 1200
Execution Time 02May02 1530
Run Name : 10-YEAR POST
Basin Model : POST-DEVELOPMENT
Met. Model RDU 10-Year
Control Specs : Control 1
Computed Results
Peak Inflow 55.896 (cfs) Date/Time of Peak Inflow 05 Feb 00 0007
Peak Outflow 34.791 (cfs) Date/Time of Peak Outflow 05 Feb 00 0014
Total Inflow 3.92 (in) Peak Storage 1.0584(ac-ft)
Total Outflow 3.54 (in) Peak Elevation 296.50(ft)
HMS * Summary of Results for Pond 2
Project VDP-01000 Run Name : 100-Year Post
Start of Run 04Feb00 1200 Basin Model : POST-DEVELOPMENT
End of Run : 05Feb00 1200 Met. Model : RDU 100-Year
Execution Time 02MaV02 1808 Control Specs : Control 1
Computed Results
Peak Inflow 82.589 (cfs) Date/Time of Peak Inflow 05 Feb 00 0007
Peak Outflow 37.045 (cfs) Date/Time of Peak Outflow 05 Feb 00 0019
Total Inflow 6.44 (in) Peak Storage 1.5894(ac-ft)
Total Outflow 6.04 (in) Peak Elevation 297.20(ft)
WETLAND 2
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =>
Total amount of concrete:
Base of Manhole =
Manhole Walls =
4.0 feet
5.0 inches
6.0 inches
4.8 feet
5.5 feet
142.0 PCF
30.0 inches
6.0 inches
52.0 CF
9.174 CF
31.798 CF
Adjust for openings:
Opening for barrel =
Opening for drain pipe =
2.045 CF
0.082 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 38.845 CF
Weight of concrete present = 5516 lbs
Amount of water displaced =_>
Displacement by concrete = 38.845 CF
Displacement by open air in riser = 69.115 CF
Displacement by trash rack = 51.950 CF
Total water displaced by riser/barrel structure = 159.910 CF
Weight of water displaced = 9978 Ibs
Page 1
WETLAND 2
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 5959 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 86.094 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 95.268 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 7.500 feet
Thickness = 26.0 inches
Concrete Present = 95.721 CF OK
Check validity of base as designed =_>
Total Water Displaced = 246.456 CF
Total Concrete Present = 125.391 CF
Total Water Displaced = 15379 lbs
Total Concrete Present = 17806 lbs
Actual safetyfactor = 1.16 OK
Results of design =_>
Base diameter = 7.50 feet
Base Thickness = 26.00 inches
CY of concrete total in base = 3.53 CY
Concrete unit weight in added base >= 142 PCF
Page 2
WETLAND 2 ANTI-SEEP.xls WETLAND 2 J. E. SCHRUM, E.I.
WDP-01030 5/2/02
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Pond 1 47.0 3.53 1.00 25 1.00 23.5 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
QF W AT ?R Michael F. Easley
\0? QG Governor
0) f William G. Ross, Jr., Secretary
> Department of Environment and Natural Resources
p `C Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
May 7, 2002
DW Q# 02-0668
Durham County
Tom Shoup
Watkins Park, LLC
4000 W. Chase Blvd., Suite 475
Raleigh, NC, 27607
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Shoup:
You have our approval, in accordance with the attached standard conditions and the special conditions listed below, to place fill in
0.15 acre of wetlands and 224 linear feet of intermittent streams in order to construct the Watkins Park subdivision in Durham County, as
described in the application received by the Division of Water Quality on April 30, 2002. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification Number 3287, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands . This Certification allows you to use Nationwide Permit Number 39 when issued by the U.S. Army
Corps of Engineers. In addition, you should get any other federal, state or local permits before you go ahead with your project including
(but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also this approval will expire
when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project, you must
notify us and you may be required to send us a new application for a new certification. If the property is sold, the new owner must be
given a copy of the Certification and approval letter and is thereby responsible for complying with all conditions. If total wetland fills for
this project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h).
For this approval to be valid, you must follow the conditions listed in the attached certification and the additional conditions listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or areas
within 50 feet of all streams and ponds. These mechanisms shall be put in place within 30 days of the date of this letter or the
issuance of the 404 Permit (whichever is later). A sample deed notification format can be downloaded from the 401/Wetlands
Unit web site at http://h2o.enr.state.nc.us/ncwetlands ;
2. An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office before the
impacts specified in this Certification occur. The stormwater management plan must include plans and specifications for
stormwater management facilities designed to remove 85% TSS according to the most recent version of the NC DENR
Stormwater Best Management Practices Manual. Also, before any permanent building is occupied at the subject site, the
facilities, as approved by this Office, shall be constructed and operational, and the stormwater management plan, as approved
by this Office, shall be implemented. The structural stormwater practices and well as drainage patterns must be maintained in
perpetuity. No changes to the structural stormwater practices shall be made without written authorization from the Division of
Water Quality.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within 60 days
of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 1508 of the North Carolina
General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have any
questions, please telephone Steve Mitchell or Debbie Edwards in the DWO Raleigh Regional Office at 919-571-4700 or Cyndi Karoly at
919-733-9646.
Sincerely,
Gregory J. Thorpe, Ph.D.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/

Environmental Planning Consultant
Professional Wetland Scientist
Land Planning
3714 Spokeshave Lane
Matthews, NC 28105
Tele: [phone]
Fax [phone]
April 25, 2002 `r°k.t- -rL)3.C 1,
Corps of Engineers - Reg. Field OtTice
US Army Raleigh Regulatory Field Office
6508 Falls of Neuse, Suite 120
Raleigh, NC 27615
Mr. John R- Dorney
Division of Water Quality - NCDENR
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604

y U
APR302002 ?.
Re: Watkins Park + 20 Acre Multi-Family Residential Site, Durham County, NC j
%J
Dear Sirs:
On behalf of my client, Mr. Tom Shoup of Watkins Park, LLC., I am requesting confirmation of eligibility
to impact a +0.07 acres of jurisdictional waters of the U.S., utilizing Nationwide Permit #39 or #43 as
applicable. This includes flooding and grading of approximately 224 if of waters including intermittent
streams. Approximately 110 linear have bank to bank definition. Approximately ± 114 are very minor
channels within narrow wetland areas. The stream may be considered to be "unimportant".
The project site was evaluated on October 16, 1998 and April 10, 2002. The jurisdictional wetlands and
streams are headwaters of New Hope Creek in the Cape Fear Basin (Water Classification - WS IV NSW).
Wetland hydrology is provided by a surface runoff; springs/seeps, and a high seasonal water table. The
intermittent channels on this site appear to "unimportant". The streams were evaluated based on
important characteristics such as persistent pools; evidence of macro-invertebrates; evidence of wildlife
utilizing the stream; and channel substrate. Fish, bullfrog tadpoles, and crayfish, were not present when
the site was evaluated in October, 1998 and in April 10, 2002.
Background
The project site is located in rapidly developing area of Durham County, near Chapel Hill. The site is
currently zoned for a multi-family. Current land use in the vicinity is developing single family
subdivisions, commercial areas, and multi-family developments. There are approximately 0.10 acres of
jurisdictional surface waters and wetlands on the project site.

Ms. Amanda Jones, Mr. John Dorney
April 23, 2002, Page 2
Methodology
Preliminary identification and delineation of the Jurisdictional Waters on the site were determined
according to the Corps of Engineers Wetland Delineation Manual, Technical Report Y-87-1, 1987, with
Appendices. Preliminary data gathering included review and interpretation of topographic maps; USDA
Natural Resource Conservation Survey; aerial photographs, and preliminary site visits to selected areas.
Then the Routine On-Site Determination Method was utilized to determine the upper boundary of the
wetlands. In order to make a positive wetland determination indicators of hydrophytic vegetation, hydric
soil, and wetland hydrology were be identified as described in the manual.
General Wetland Classification and Description
The wetlands on this site can be described as Palustrine Forested Broad - Leaved and Scrub/Shrub
Temporarily Flooded.
Vegetation
The forested headwater wetland areas are dominated by Facultative Wet and Facultative species. Trees
include green ash, alder, red maple, sweetgum, sycamore. Understory and herbaceous strata includes
silky dogwood, alder, spicebush, smilax, microstegium, sedges, soft rush, poison ivy. Where the soils are
more saturated Obligate species such as black willow are present.
Hydric Soils
The site includes Chewacla (Ch) soils. These soils are map units which may have inclusions of hydric
soils according to the Natural Resource Conservation Service, Technical Guide-Section II-A-2, June 1991.
Hydrology
The wetland areas on this site are the result of a surface runoff, and a high seasonal water table over a
clayey subsoil.
SUMMARY OF PROPOSED IMPACTS
Surface Waters Intermittent tributaries
+ 224 Intermittent Streams (unimportant) +0.02 acres
Wetlands Forested Wetlands* +0.05 acres
Approximate Total - Waters of the U.S. +0.07 acres
WETLANDS PERMITTING AND MITIGATION
Except for temporary construction and development impacts, we believe that the proposed project will not
cause significant impacts to the ecological functions or values of Jurisdictional Waters of the U.S.
Best Management Practices will be employed to minimize impacts to Jurisdictional Waters downstream of
this project site. These will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect important vegetation
c) Preconstruction meetings when required.
Ms. Amanda Jones, Mr. John Dorney
April 23, 2002, Page 3
d) Vehicular access will be restricted to specific areas to avoid disturbance to adjacent wetlands and
natural areas to be preserved.
e) Methods to prevent short term impacts will be inspected regularly and maintained during
construction of the project.
fl Project construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
Best Management Practices will include utilizing siltation trapping ponds and other erosion
control structures where appropriate. Impacts from hazardous materials and other toxins to fish
and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters.
h) As required by the 401 Water Quality Certification conditions, measures will be taken to prevent
"live" or fresh concrete from coming into contact with waters until the concrete has hardened.
Stormwater Management
A Stormwater Management Plan will be designed and implemented for the project to meet the 401 Water
Quality Certification requirements. Stormwater runoff from paved surfaces has the potential to degrade
water quality in all types of waters. Extended stormwater detention wetlands shall be the primary
treatment system. Properly designed storm water treatment facilities have been proven to be a viable
solution to reduce pollution. They are efficient in removing suspended solids and other pollutants,
reducing peak runoff rates, and controlling downstream erosion. The Stormwater Management Plan will
include facilities that will attenuate the first inch of rainfall over a 24-hour period from most of the
developed portions of the site. Water will be released over a 2 to 5 day period. Discharge velocity of the
outclass will be less than 5 cfs. The extended storm water wetlands will designed per the guidelines in
NCDENR Stormwater Best Management Practices, April 1999.
The Storm water Management Plan will also include:
A. Utilization of wetland mitigation areas for storm water treatment. The design concepts will be
based on information derived from Design of Stormwater Wetland Systems by Thomas R. Scholar.
Summary
- Within the area required to serve as an Extended Detention Wetland the permanent pool of water will be
sized as closely as possible using the Table 1 1 in the Stormwater Best Management Practices, NCDENR,
November. 1995.
- Requirement of the detention of the runoff from the 1" storm for a period of 2 to 5 days.
- Area will include a forebay
- 70% of the area required will be designed as a marsh with a depth of 0 - 18" with an equal distribution
of area between 0" to 9" and 9" to 18" A small pool area (15% of the required surface area) will be
located near the outlet.
Ms. Amanda Jones, Mr. John Dorney
April 23, 2002, Page 4
It is expected that herbaceous and scrub/shrub wetland species will rapidly volunteer in the area. Many
of the recommended species currently exist in the area to be utilized for this function. Supplemental
plantings will be selected from Table 1I2 in the Stormwater Best Management Practices, NCDENR,
April 1999 based on actual field conditions.
The aquatic systems in the project area consist of wetlands and tributaries in the Cape Fear River Basin.
A variety of wildlife is supported by these systems including mammals, birds, reptiles, amphibians, fish,
insects, mollusks, and crustaceans. Therefore strict adherence to an approved erosion and sedimentation
control plan will be maintained during the construction period in order to control degradation of water
quality downstream and protect the areas to be preserved.
The approximate 20 acre development is a well designed multi-family development that will provide
important housing and economic benefits to the region. Based on the value of the jurisdictional waters and
wetlands on this site, the developer through sensitive site planning has chosen to balance the site's
economic viability with its environmental value and permitability.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
Meonard S. Rindner, PWS
Environmental Planning Consultant
Professional Wetland Scientist
Office Use Only' Form Version February 2002
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
©'Section 404 Permit
? Section 10 Permit
0401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: a r -4?-Zt 2j
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name:
Mailing Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority fox-ke owner/applicant.)
Company Affiliation:
Mailing Address:.
Telephone Number: -703 '- Wer. _01/_&I Fax Number:
E-mail Address:
Page 5 of 12
Telephone Number: q J J -75``t - 9q'to Fax Number:
E-mail Address:
in. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
?'?hl(t1"GUi`S / '{?!'?,
1. Name of project:
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Nungber (Tax PIN):
4. Location
County: alga-rY Nearest Town: L/e1k j 1-
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
5. Site coordinates, if available (UTM o Lat/Long): ''S .qq;'1 oN -7$.g88 I V4
(Note - If project is linear, such as a roa ity line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
`4-n roc J !I?( IAJDoA( C.^d- e4le
9
7. Property size (acres): '- Zb S I lwc?elcg
8. Nearest body of water (stream/river/sound/ocean/Jake): Vr t4614' e- ?`---
River Basin: E V-1
(Note - this must e one of North Carolina's seventeen designated major river basins
River Basin map is available at ht!p:Hh2o enr state.nc.us/admin/maps/.)
The
Page 6 of 12
10. DeScribq the purpose of the pr,oposed work: ?.P G /017 111 ?+ d
f 7vr v #
11. List the type of equipme
n
12. Describe the land use in
IV. Prior Project History
V.
to be used to, construct the project:
this
0-1
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
co struction schedules.
an t2 i 'RZo810 NON- ?
Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
Provide a brief written description of the proposed impacts:
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma)
Type of Impact*

?l Cs'rur?C4 Area of
Impact
(acres)
4ttos Located within
100-year Floodplain**
es/no) Distance to
Nearest Stream
(linear feet)
D -' 1D'
Type of Wetland***

?,?.??? l/?

L-_. _ t: :.va o t «;,.A A-i- -ding fill
* List each impact separately and identity temporary impacts. impacts tnctuuo, UU? a.? ... .... ...... .. .•? b, o -____a, ____,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online athtti)://www.fema.go v.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed: :!:. 0 • /d -co'{ < t ?' ?? -GS
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
(linear feet
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
lease s eci

?cvat"fu G?.c?ri t

?"A nriated rin-rnn
* List each impact separately and identity temporary impacts. impacts tttctUUC, UU= a=c =_.,_ ____ ??_-?•• - - -- r
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usss.cov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozoiie.com,
www map2quest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: $
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma
Type of Impact* Area of
Impact
(acres) Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,

ba ,ocean, etc.)

t; ;te 7 f 4711 ravatinn dred oln c_
* List each impact separately and identify temporary impacts. tmpacrs include, uu= 41V
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
technique to be followed duri const etion to reduce pave /?
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500; mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strm2ide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much- information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http•//h2o enr state.ne.us/wry/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
IX.
X.
Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federaUstate) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the 'SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state -and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Gone 1 extenas an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total, acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property. /I
-- "'T / %a
^r -f" /U %s r
(i k, / /v4?ot To Azp, -
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit a lication?
Yes ? No . Ef' -
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates. associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of Pe appli is control)

`/, 2- 2-. o'Z
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
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DATA FORM
ROUTINE WETLAND DETERMINATION
(1937 COE Wetlands Delineation Manual)
Project/Site: 7AOMAS ? Date: o
Appiicant/Owner: County:
Investigator: State:
41 L
Do Normal Circumstances exist on the site? e No. Community ID:
Is the site significantly disturbed (Atypical Situation)? Yes ( Transect ID:
Is the area a potential Problem Area? Yes Plot lD:
(if needed, explain on reverse.)

v puc t n ? ivy.
Dominant Plan ttt Soecies Stratum Indicator Dominant Plant Soecies Stratum Indicator
2. 10 lo, A
3. n1PP
4.l ot,?.'.<`-l??c? rlGttdG?• ? Ano-C
.?t7J"1w?.
S
?Y
Jr?+JS s? 11.
12. ! Gi i'c.P VYI?t •?
?
'?
13.?cvi?S???/W- ?
.,
,
c ?
?
,`
6. 14.»

Percent of Dominant Species that are OBL. FACW or FAC p?
'
(excluding FAC-).

Remarks: pla r'c ? C4 rV%M'*N Itm 1, s dc, ue ra
n t urav"vv z
-Recorded Data (Describe In .Remarks):
-Stream, Lake, or Tide Gauge
_ Aerial Photographs
_ Other
No Recorded Data Available
Field Observations:
Depth of Surface Water: fin.)
Depth to Free Water in Pit: Cn.)
-?@ eil?r f /o
Depth to Saturated Soil: (f?
Remarks:
Wetland Hydrology Indicators:
Primary Indicators:
_ Inundated
-Saturated in Upper 12 Inches
-Water Marks
Drift Lines
- Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
_ Local Soil Survey Data
_ FAC-Nautral Test
other (Explain in Remarks)

WTI, 1 996 - 196 -
SOILS

Map Unit Name ,
(Series and Phase): gA^'Is
????j'? (W;4rainaga Class: mQG?
?

T
b
e
4-ic -
Feld Observations 4?(?1(ir ?y?
axonomy (Su
group):
u
r Confirm Mapped Type? Na
Profile Descriorion•
Depth. Matrix Color Motde Colors Mactle Texture, Concretions,
Cinches) Ftcrfzon (Munsell Moist) (Munsell Moist) Abundance/Conrmst Srntcture. etc.

(9 ' Y (z- 5
-7 -t rz- klu,
Hydric Soil Indicators:
_ Histasal _ Concretions
_ Histc Epipedon _ High Organic Content in Surface Layer in Sandy Soils
_ Sulfidic Odor _ Organic Streaking in Sandy Soils
_ Aquic Moisture Ragime _ Listed on Local Hyd is Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors _ Other (Explain in Remarks)
Remarks:
WETLAND DE i FIMINATION
Hydrophytie Vegetation Present?
Wetland Hydrology Present?
Hydric Soils Present?
Remarks:
(Yip No (Circle)
`Z n!s
yes Na
Is this Sampling Point Within a Wetland?
(Circle))
Yes S>
-197-
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Date: _l0 9
Applicant/Owner: Cr05 ,c^d v btfr County: yr 6,-•
Investigator: State:
i?
Do Normal Circumstances exist on the site? No Community lD:
Is the site significantly disturbed (Atypical Situation)? Yes (SP Transect ID:
Is the area a potential Problem Area? Yes V Plot ID:.
(if needed, explain on reverse.)
VEGETATION
Dominant Plant Soecies Stratum Indicator Dominant Plant Soecies Stratum Indicator
1. LAC, s• 1-1clUSA/m 96&1S1 S' _<_ r-Air,_
2. t 10,

4. ar"U rel »'-% 1 Z.

5-Jyhr'iG S?t ?C?.c/ 13.
6. t.?t/{ham SD. ?' or4W-,L? 14.
7.(,:;h9 t /" l?D?ynQr /G? 'G 15.
8./lt9U 7` _ ILa t!Y'y 16.
Percent of Dominant Species that are OBL. FACW or FAC
(excluding FAC-).
Remarks:
?c..?r- o,?..
?-t?a rte--
end-
/ n f rr?cL? l C.K-C?73? ??-?
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HYDROLOGY
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
_ Stream, Lake, or Tide Gauge Primary Indic rs'
_ Aerial Photographs _
Other aturated in Upper 12 Inches
_
_ No Recorded Data Available _ Water Marks
rift Lines

ediment Deposits
Field Observations: 2orainage Patterns in Wetlands
Seconda?ndieators (2 or more required):
Depth of Surface Water: (in.) " Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
Depth to Free Water in Pit: Cn.) _ Local Soil Survey Data
FAC-Neutral Test
Depth to Saturated Soil: f IZ (in.) _ Other (Explain in Remarks)
Remarks:
?1 ? ? Fll" .?E? ?^'t?4.?l?vt? 7` f vt ???l
..
WTI, 1M -196-
SOILS
Map Unit Name r s ?rv
(Series and Phase) : G? Drainage Class:

Taxonomy (Subgroup): JSIaribn5W aid Observations
Confirm Mapped Type? es a
Profile Description: -
Depth Matrix Color
inches) Horizon (Munseil Moist) Mottle Colors Mottle Texture, Concretions,
(Munseil Moisrl Abundance/Conrrst Structure. etc.
a 6 l Y/L I-A-3 - ?a
?o ' lL G0 Y/z- `U
/0 Z v , / l pa,

Hydric Sail Indicators:
_ Hisrosci ?c: ations
_ Histic Epipedon
Sulfidic Odor _ High Organic Content in Surface Layer in Sandy Soils
-.Organic Streaking in Sandy Soils
_ AGuic Moisture Regime _ Listed an Local Hyd is Soils List
R ucing Conditions _ Listed on National Hydric Soils List
,
Cloyed or Low-Chroma Colors _ Other (Explain in Remarks)
Remarks:
WETLAND Dt') "cRM1NATION
Hydrophydc Vegetation Present? s No (Circle) (Circle)
Wetand Hydrology Present? a No
Hydric Soils Present? es No Is this Sampling Pcint Within a Wetland? (2?0 No
Remarks:
CJrrt???? c%r/?>. a ?fs>7? Gera ?r? ???c
-197- 1N1I, 1995
U.S. ARM CORPS OF ENGINEERS
Wilmington District
Action ILD: 19992x810 - CouzLty: Durham
GENEItALPERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property, Authorized
Owner Ctoslard Eno a U M Agent LeQ?$ S R?ndaer -
Atto' aAdJ av,.,?._.
Address Post nice Box 11797 Address 3714 SRpkUhave Lane
Charlotte N,o&C_arolina 28220 sins
Telephone Number Telephone Number 704-846-0461
5ja ad Location of ProOerty (waterbodv. HWLwa? name/number, town eta):
The property is approximately 20 acres in size and is located on the north side of Old Durham:-Chapel Hill
Road (SR 2220), approximately 2000 feet east of U.S. 140, southwest of Durham., Durham County, North
Carolina. The site is adjacent to an unnamed tributary of New Hope Creek, above headwaters, in the Cape
Tear 1Ziver Basin.
Description of Activity: This permit authorizes mechanized landelming, excavation, and the placement
of fill associated with the constcuation of a multi-unit- residmtital subdivision. impacts to wetlands and
waters authorized by this permit include the placement of fill in 0.07 acre of wetland and i location and
stabilization of approximately 114 linear feet of stream channel (0.009 acre). Impacts authorized zmder
NWP 26 total 0.079 acre. Flom contact the Raleigh Regulatory Field Office in the event that impacts
will not be complete as of the expiration date of this permit authorization.
Applicable Law: ___?J_Section 444 (Clean Wetter Ac4 33 USC 1344) only.
Section 10 (Rfvir and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
2G Nationwide Permit Number
Any viclatiton of the conditions of the Regional Geaeral or Nationwide Permit referenced above may
subject the permittee. to a stop work order, a restoration order, sadlor appropriate legal action.
This Department of the Araty Regional General Permit or Nationwide Permit verMeation does not
relieve the perimittee of the responsibility to obtains any other rewired Federal, State, ar local
approvalsipermitsL The permittee may need to contact appropriate State and local agencies before
beginning work. It you have any questions regarding the Coups of Engineers regtilatory ptnram,
please contact Todd Tuey41 at telephone number (919) 976 - 8441 extension 26
Regulatory Project Manager
Date 3uxte 9 1990 ?ExQirikon Date Set Amber 15.1999
SMVEY PLATS, FZLD SKETCH, TI,AND DELPMATION FORM, ETC., MIST RE ATTACHED
TO TAE FELLOW (FITZ) COPY OF TMS FORM, V REQUMD OR AVAMaLE. _
LP:
r
I' ;>J 1 L) C. P
S,,, ce of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
F"I"X 110,
Rine 21, 1999
Durham Cou':r;
DWQ Proje.•t 4 =90463
kPPRO AL of -11)1 .Vater Quality Certificatiou and ADDITIONAL CONDITIONS
Crosland Properties
Po Box 11797
Chc;tiotte N.C. 21;:7'0
P,

Dear Sirs:
You have our approval, in accordance with the attached conditions and those listed glow, to place fill material in 22.4 hpe
fee' of stc'eam or Ovate.-s for the purpose of developing a 20 acre multi-family rf-sidentiai silt at Durham-Chapel Hi 1. Read M,
des:?ribed in your application date.! May 9,1999. After reviewing your application, we h t :e der:dtd that this fill is covertct. 4 w "
(;ehtral IN I ater Quality Certification Number 3103. This certification allows you to us. Nationwide Permit Number ^fi when :.'?e.
Corp: of Engineers issues it. In addition, you should get any other federal, state or local permits before you go ahead mash ycur
project including ,but not limited to) Sediment and Erosion Control, Coastal Stormwstcr" tdon-Discharge and Water *••7?1 ti
o'v'ate: sh 3 regulations. nis approval will expire when the accompanying 404 or CA.INIA pc:nut expires unless oth..
sgecifi_d in the General Certificadon.
This approval is only valid for the purpose and design that you descdbe4 in your application except as mod:f red
scld, die
you chanve your pro jcVt, you most notify us and you may be required to send us a neu aralic i;on . If the property 's
nelk Owner must be given a copy of this Certification and approval letter and is thereby : espensible for : n-nplyin- with a1:
e. d1tion.s. If Wunl -wetland Cri'S for this project (stow or in the futurc) -exceed one ricre, c,*:+pcnsatot-r mitigation may hr rc =
as described in 15A 1`,CAC 2H .0506 (h) (6) and (7). For this approval to be vtiie,, yc'. tr+:s: ;otlow the conditions lis:_.:
attached cei7fica-tion and any additional conditions listed below.
1. Doe*d notifications of aimiTa( mechanisms shah be placed on all lots witli remaininst jai*ifdjcLonai wetlands and wav:rs c r . r: -s
withir.50 feet of :l1 streams and ponds to notify the state in order to assure compliance for future weQ;tnd and/or water impair.
These mecharusms shall be put'tn place within 30 days of the date of this letter or the lsnnncc of the 404 Permit (whi he :er
1'.iti}•
"f you do not accc .t any of i:'re conditions of this certification, you may ask or an att;;rdi a'.ryr; bearing. Yoe: Ynn3t 1 'el within 6:
da%s of the date that yow receive this letter. To ask for a hearing, send a we!nea pnzion, w•ttich ccnforrus to Chapter i 50B of the No? -`t
Camlina General Staruiss to the Offict of Administrative Hearings, P,O. Box 27417, Raitig, :\.C. 276 1 1-7447. This certification 'srd
its conditions are fma; and bindir_g unless you ask for a hearing.
s'iis letter completes the review of the Division of Water Quality tinder a"ection 4::1 of the Clean Water Acr. if you have
any questions, pl°e.,se telephone John Dorney at 919-733-1786.
Atta,.a:ncnt
cc: 'Ai ilrmngioa Dist:i,:E Cor^s of ]Ergineers
',:,:)rps of EAF° ,rI e^rs Raleigh Field Office
Ralcigh DWQ Regional Office
Sohn Domey
Central. Fitts
Len Rindncr
r?
491'r o3,itr
Clivision of Water Quality • Non-018t;h8tga
..n. Air A7amly lnn9nnn a?h4r-. =9`: 7 n_o4So