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r ; LEGEND: SITE DATA
I I"''' f ~ / i ~ ; /.d o EX15 . Exrsr~c IRON srAKE ~ EASEAfENTS 1 CROSS SITE ACREAGE 36,790 AG IMPACT MAPS
r , EXiSRNC (RON PIPE ~ RIGNr OF WAY 1:xrsTrNC coNC. R/w MpN, r---- PROPERrr ua~ITS 2 EXISTING ZONING. PDR 4.76 {Z06-04)
: s'..' .I',:,: ~ ,B~ATR BELL ANp : . _ V ~ , _ . ~ ~ ' . IRON RIPE SEr • • - sTREAM CrtANNEI souPUrsa PaNr __,,__..:ti.- ~tu~arNC sersACx 3r EXISTING USES; FORESTRY, SINGLE FAMILY
r 1 • , i. , , I> ~ ~ DWIGHT LEWlS WATER VALVE . ` ~ EkIST1NG TREfIJNE
Il ••j 4135 P6 7,25" ...:•.,,::;~;W;;~,\ 'f-{ r' ~ una : ~ , ' ' PA 147 AG%Z~ ' ~ w~TUErr ~otE - Lao' sTREAM aufFER 5.OVERLAY DISTRICT: F/J•B
, ~ ~ ~ r , l~ . , ' ti 4610-Q2~-B6-}ll9 ~ ' l n SFIG : ' r ` z ~ ~ EXISTING POND n sr=~rr ..._w-.~.. wsnaNCANO BUFFER RNER BASIN: NEUSE ~ L L
~ i 1 ~ , . , ' . avERHEAO unuTr uNE~s) F~oaDwAr FRJNI~ OVERHEAD EGECTlRC ClNE(S) FtooDwAr 7 TIER: SUBUR@AN
~ ' t ' I { J, , ~ r I WOOOEN FENCE ..,_.ti..-- NEUSE R!V£R BUFFF'R
r : : 1,.- , VNRE : - - wrRe FENCE wAJER uNE & FLOODPLAIN DATA THE PRELIMINARY FIRM FLOODPLAIN MAPPING, P LAS E C~lAIN l1NK --~SS-~ 5AN11'ARY SEY~SR LINE
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,P~t1STTCPlPE i . - , ~ Ii , zoNS a of NuES~ ~f'~ MN' PANE! 3720084UQ0) & 372008500gJ ,DATED S/BIOS WAS USED 1N RIVER BUfFF'R J OF DRAINED POND THE PREPARATION OF THIS BASE MAP.
, i - 1 \ ~ ~ 4. tJ ~ f i nor ~?,O ER'T B.: AN i l.. 'v r~ r~ ri' ZOf~@ ZONE 1 OF NUE5E
• TTY 4.V V! ` 's'!;+ \ r , ;~Qf~~ C ~ a . I . , T' ~ r~. Rr~ i ~ ~ ~ ..RIS ' ~ 1 ALTERS .....DB, 3175. PG 354 ' " RIVER BUFfER
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~y~ 4w. _ q. r n[ iii, 1 %'.:\.~~t\.r\P'.. e..{.. 1N'IVTMF W"-'/y - J,,..4:\v"~j', P TT ! I~r l .S,' •!/G , h,.{.r,..;,.;..~' FdJ 06~•QY-86° PRV f,~44d-~0?-86»9BD1 , ~ ~ , ' f , RESC)URCE PRaTECTIQN dRDINANCE COMPLIANCE: VICINITY MAP: HARD
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`r'" 'ti'p"=~E ' } ~ ' ;.,r-`; tti ) , ~ 1. FLOODPLAIN: THE EfFfCTIVE FERM fLOODPLAIN MAPPING, MAP PANEL 3720084000) & 3720085000) ,DATED 5102/06 WAS USED IN THE PREPARATION OF THIS a~5 r
~ ~ ~ ~ ~ .BASF MAP, T NEw Rap, R ~ _ „r„ . : ]"Y CANE ~ ~ t a. :,Q, BASF MAP. THERE ARE NO MAPPED FLOODPLAINS ON THIS SITE. "~'ASAror yP~ Q z
l ~ ENE , , Nt7TE ~S : ~ ~ 'TENNTE . STREAM Bl o~ ~~4 ~
i i i` ~ ~ t 11 1 PG ~ r, ~ SEA#.Ep STR~ 2. STREAM BUFFER: THERE ARE 50' NEUSf RIVER BUFFERS, AND 100' CITY OF DURHAM F/)-B WATERSHED OVERLAY DISTRICT BUFFERS ON SITE. A SIGNED AND ~ NN~gc SEALED STREAM 25 AC WATERSHED MAP IS PROVIDED WITH THE STORMWATER CHECKLIST ILLUSTRATING 25 AC POINTS OF WATfRSHfDS. THE DELINEATION Of ~ ~ ~
r ~ ,t ; ~ 1, ~ ~ . r I ~ t P PG 16 i it ~1' ~ ' `Y r INTERMITTED INTERMITTENT, PERENNIAL AND UNREGULATED STREAMS WAS PROVIDED 8Y LAND MANAGEMENT AND WAS APPROVED BY DWQ ON 314/06. ~
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'1..!"i ' 3 ~ ~ i ~ / r ~ \ ! , ri 4. E r. } ~ Zt ~ ~ • , i , ~ 3. STEEP SLOF 3. STEEP SLOPES; THERE ARE NO STEEP SLOPES ON SITE. ~ R~
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4. WETLANDS: THERE ARf NO WETLANDS ON SITE. rpm
'INTFRfDR ~ ,4 { ~ ~ ' ~ _ 5 TOTAL E 5• TOTAL ENVIRONMENTAL ARFA CALCULATIONS VJCINiTY MAP NTS
0 F~F]'''' 2 FRAM \ 1~': , SQ. FT. ACRE
\ : S~TRUGTURES ! ~ 10d 5TIt ~ , l \ , - ` 1 ` it ~ ~ 1O0' STREAM BUFFER 215~F23a17 4,94 N~tTH
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CLIENT:
J - ~ \ \ , ' ' \ ' is ; ' ~RRY OWEN
, NEIgiBORH00D DEVELOPMENT GROUP, LL
i ~ 1 s 6504 FAt.LS OF NUESE ROAD,
0 `t \ ~ ' \ Fes' ~ ~ %i. . \ ~ l SUITE 150 RALHGH, NC 276'!5
+ ' ~ \ , ~ is i Rf' , ` ; i .r~ : , . , ! • t \ r 1'FiONE (919) 2711094
f ~ . , . . AK (919) 271'1095
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1 l i tR,4cr rT TREESAMPL'ES: \ , \ ~ ' ~ ~ CONSULTANTS:
URV,EY.#Z; \ ~ ~ ZO~E2 f NEUS 1 ' ` , " • , PAMELA C. ANCJ ~ , ~ \ ~ ~
i , ~ ~ RIVER ~ ~ ~ h'aBERT T. HARPL'R ~ ~ \.:.,r. , SUFFER •5 HadenStanziale
DB 1763 AG 186 I , ~ \ \ _ ' / a ~ _ F9 129 PG ~ ~ ~ _..r: \ ? ' 70NE T .OE NEUSE I - ~ s~'
J , \ , ~ \ I ' v l ~ y., . ' P1H ~ ~ , , ` -•`}...,..F RIVER BU t t,.. _ ~ < ,....coo-o~-7 ~ FF R ~ ` 5-6875 ; ~ , ~ 4 ~ :S. :
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, . : \ , CHAPEL HILL, N.C. 27516
m~, ~ Eta 591~~Y. - 919-687-0742 FAX 9~-402-02a4
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' DATE :O1/11!08
PROJECT NUMBER :07101
FILE NAME : C-1.0 Exist Cond.dwg
'~r~ GUAT~a~1~, siz ~ rloRal~r~ ~ TURNER ,r : ~ ; , ~ - `,,r ; ` DB z~s Pc a s ~ ~ ~ wa•a~s4_E PG 124 i, i' ~ ' , . , :a ' :
PQ 140 PG' 181 t ,f PB;'11'PG ~ M,i ~ t. ~i ~ ; mow, t '.<l DRAWN BY : DWO
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APPROVED BY :RCS
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, : , EXISTING
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DESIGN ENGINEER SEAL !DISCLAIMER
The Esgineses seal, as affixed on this drawing, represents that ft Survey work byotheas, not under the dlrechon of the Enghreer, has been reviewed by the
Engineer and found to conform to acceptable means and methods for the design
workofthis project TheEngineer DOES NOTguamnioe the accuracy or C
completeness ofthe work prepared by the Surveyor ofRecard, S D. PuckettA J 1 i L i Associates.
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, ~ 1 t ~i~ :~~y, y a, ~ / i °i , , I s , ' : _ / . ZONING: PDR 4.76
- , • , I 1 : . fl ~ , GROSS SITE AREA:1,524,164 SF (34.99 AC)
. 3 , t 3 • : , t y
y ° , , I l~ \ a, ,t i~ STREAM BUFFER: 4.94 AC E L L I N T N
'a.t. 1 ~ ~ 131 y 3 I 1 \ f'' ~ 1 i , ~ , } $ k,,;a , RIGHT-OF-WAY DEDICATION: 8,712 SF (0.24 AC}
\ , ' : - , 111 1 f r•`~ ..a; .Ip : NET SITE AREA: 29.85 AC
, vy PROPOSED LOTS: 92 P LA
I , y r ` , DENSITY: 3A$
. 1 b , .r i II . r~ i y \ x'`11 t I , a , ~ , , c r ~ ~ MINIMUM LOT SIZE: 6,500 SQ FT
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i; ~ t ti l I I y vv , '1 t • 1 : , ,M. ~ t ' t t: r., ` A - HOUSING TYPE: SINGLE FAMILY DETACHED
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. : - \ ~ ' ~ it ~ 1 I ~ \ r 't ? ~ , PROPOSED IMPERVIOUS SURFACE BREAKDOWN: ~ z BEN
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A\. w ' , i..,,... J~ I \ t r• I \ „ , , r TYPE SQ. FT ACREAGE PERCENT °~""'S ~ ~ a~~MA~ pR Ra
• , . " 1'f \ji tt y. / l° ...vu,.. /f ,t `/~`~~`ry41 \ ROAD5151 DEWALKI 156,120 3.58 1 Q.25 %
• , : , , \ \ l a SITE FEATURES rA~~
•v. , . , , ~ f • r•' • t , • , LOTS 2$2 000 6,47 .18.50
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, , :'i y y I ! ' TOTAL 438120 10.06 2$.75 % G ~ t c r N r r r ~ ,a p N r s
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4,000 PSt CONCRETE TO TESTING, OBSERVATION AND CERTII=ICATION
•6 ~ ~ / SPRING-LINE OF PIPE ~ ~ ~ PE; 362.00`. I I I , . ~ ~ '~f. / 1. TESTS OF THE DEGREE OF COMPACTION OF THE PLACED FILL !N THE DAM SHALL BE PERFORMED. AS A FART OF THE PERMITTEE'S CONSTRUCTION. DOCUMENTS
~ ' I ~ I PE: ,360.00 , ,`I ~ j~. I I ~ ' I ~ I ~ I ~ PE:. 358"00 ~ ~ / NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE PIN#:0$40-02-96.1043
I i I, ,LO T \ J''.~ I ' ~ INSTALLATION OF 7WE COMPACTED FILL AND THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOUEO THE RESULTS OF THE TE5T5 INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT
I ~ LO I LC?"1' I 8p ~ CB#12 I ~ Q i. ~ \ I'~i OT / ~ BEEN OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORED OR REBUILT. ALL PORTIONS OF THE
. cb 3 356.00 cb 31 , ~ i ~ DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
I ;.'~I ~6i9i saFr. ~ I N N 30 ,a $191 5aFT. ~ r. / / ~ ~ 36° ( r D.19 Ac. ~ , 6i saFT. I ~ ; ,'1 ~ ; 2. GONSTRUCIION Of GLASS A, B ANO C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL r ~ ~ t
J I :1 o,t9,..AC:- . ' .i9 .AC. si91 •'sa~T. LaT / ~v~. ~ oo , ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTEGHNICAL ENGINEER MUST E ~ ~ ~ ~ I HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE COVERED BY THE STANDARDS ANO {
` ~ ~ y1 a~7~, ~ ..61. 5. GUIDELINES.
r / ~ I ` ! i ~ " In I ~ 0.19 AC: PE: 354.00 ~ \ ''s ,
~ 3. ON CLASS A, B AND C DAMS (WITH THE EXGEATION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF ~ LAS ~ 25-ACRES OR LESS}, THE GEOTECHNICAL ENGINEER, AS DEflNED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE
, , / ~ , 6 ~ ~ ~ ~ LoT f DAM (I.E., PREPARATION DF THE FOUNDATION, INSTALLATION OF THE CUT-DFF-TRENCH, INSTALLATION OF THE PRINIPAL SPILLWAY PIPE,
. , 16'.79 ~ 28 ~ / ' / . INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION Of COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION ANO TESTING
CB#232 ' ; 4 a~~`` - - - - / l ' ~ ,r i , y. 6054 SQFT. / o° MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER ON CLASS D DAMS AND CLASS C, DETENTION ONLY, DAMS} TO STATE, 1N HIS/HER PROFESSIONAL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN
' ~ BERM 360,50 y~a ~ / / " / 5A' * r _ 0,18 AC, / `x ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATION. REFERENCE IS MADE TO SECTIONS 4,1 TO 4.5
, , ` ~ J , I _ REGARDING GEOTECHNICAL CERTIFIGAl10N OF THE DAM EMBANKMENTS.
,y ~ . , I ~ ; ` ~ • ,a ' ' J',. l DAM EMBANKMENT CONSTRUCTION STANDARDS VICINITY MAP; N xa
. / ,~....H~.... , ~ / / 'J .jam + ' + 'r'" INY•,IN=3$2,x,,,;,... . \ ,~sS.S / n , , , ~ , 1. GONTTtOLLED FILL, AS SPECIFIED BY THE GEDTECHNiCAL ENGINEER, IN THE OAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS
, , , " ~ ~ SCALE: 1 =2 ' „ . ! i , I` ~ I (3-INCH LOOSE LAYERS WITHIN 3-FEET OF EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE} AND ~ ~
v ' , ' ' FB Gorr <; ~ ` ; I . " , tdJl ~ I~, -3385 / . SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT ~sA~yrHO~ © a z
`,I ~ 3 1 i : S• . ~ , f fib' f ' I i . ~ ~ ,FB ro Avol~ J / LOT , OF + OR -TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM 0698. a ko ~
~ ' I I i l ~ ry : i ~ ~ ~~coM~1D Ra s•.. / ~ / / 27 2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS -AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE ~ ~ ~ ~ pfNNOCK
%'J\ ~ i UPPER`,SHEL;' 342:50 \ / . :I` ` ' i', i, ' I ! k 0 EBAY AREA , , _ ~,f 5WMH01.,\` 796:5 SaF REQUIRED DENSITY, 50EL5 WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-€NCH (IN ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR 70 COMPACTION. p~,yg
. i ~ i i LOWER SHELF 34i•50• . r ` ~ 1 ~ ~ ~ Dy~~ , ~ ~ / 0.18 AC. 'j ~ 't FB BE)ii~ ~r: ~ , S'~+ f ENV IN=339.12 \ \ 11£UlAR UR
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPEC#FIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED ~ RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SMALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS. ~ ~1~g~
+ ; `j ~ ;..~I BOTTOM i ~ W ( ~ o ~ ~ • , : ' ; ` ? ~ ~ `t• 9y . ' . ~ , 4 #o I Q,. ~ ~ ~ _ -2 5 M N.. 2;5 •MIN: . ~ ~ > , . i ~ ~ 1 I ~ ; +k J38.50 G , I I .E A _ I .
: , , * .ti ~ % N `~I ' ~ ~ ~ ' / ~ . 4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY YAKS 5~" SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. `
i o. ~ \ ~ a ';,1 ` . ~ ti WATER Q ALiTY R A 1 FOREBAY'A. % i'~ ~ ' , t ~ i _ I ,
I ' , ti r . , 6 T1P ti l k , ' I ; _ . \ POND BOTTOM ~ ~ i ~ ..,46.. 5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF Vt C1 N ! T Y MAP N T 5
`:1 ; ,1 , ;i . " . C\ 338,00 \ ' / f' ~ GONTROLLEO FILL.
6, FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDIITON TO THAT INDICATED ON THE NORTH
PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRECTION OF THE GEOTECHNICAL ENGINEER AND SMALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED
, , , ~ ~ ~y~ ~ % : ~ a ~ , .340.. ~ TYP Z \ ~ ~ ~ ~ l ~ ~ ~ i ( STONE. Ste" C.~~~
~ ~ i ~ ~ / / ( 12 MIN .L t ` ~ ~ , „ i ; „ i r' f ~ ~ ~ M 4" SCH. 40 PERFORATED 7. TREATMENT OF SEEPAGE AREAS, SUBGRAOE PREPARATION, FOUNDATION OEWATERING AND ROCK FOUNDATION PREPARATION (I,E., Q~,~°°° I ~e~'~,
( ' / ~1 / Red ~ ~ / , ~ / ~~I PVC DAYLIGHT THROUGH TREATMENT WITH SLUSH GROUT1NG, DENTAL CONCRETE, ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. '~,a g° Y
• -,w.W..,,,.r.. ~ i ' I•` I f ! % \ / ~ I HEADWALL (TYP) ' CB#230 ~ ~ . t ALL SUCH ACTIViTI£S SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNIGAL ENGINEER. S
"'C" ' ;GB 229 i t ' ; ` f, FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES s ~
.5 1 1 OF THE STRUCTURES. ~,~j
o i ~ , i t t,,. - f I } SCALE: 1 -2 9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPI3SHED BY MEANS OF HAND TAMPERS, MANUALLY `~lG' ~0~ ~2~'D
O '`i i i ' / / PREFORMED a I 94, a ' ~ , / / scouR HOLE ,_l, / DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
/ / r , ~ , ~ SEE DE A#L , c~ ~ i * i I (n 'iI, 7200 5ahT. e, ~ ; I \ / ~ i' i ' 6 C1 ~ ~ / / , J 2.Q yH00 . 10. COMPACTION BY MEANS OF DROPPING WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED. CLIENT:
I 11 .17 C. I~ I t I ',I I ~t\;Y;?s?~ ,,l%; / ~ t ~ `
s i Plr: 365;75 ; ~ i E f', I i ~ / , , 11. HEAVY EpUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST-iN-PLACE STRUCTURES (INCLUDING THE CRADLE). UNTIL ADEQUATE ERRY OWEN
I I ~ % ~ / ; / / / / PIPE TABLE , , , CURING TIME HAS ELi.APSED. I~It~i80RH00p pky~,pp~T (3Up, ll
, . ` ~ ; I ' I ~ . , < i, / is , / . - )f , . / _ 'i I I'.I i ~:i <:,<,' / r S' e Len th Sia e Pi a Material 12. TO RE-ESTABl.iSH VEGETATION AFTER CONSTRUC710N, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED 6504 FALi$ OF NUESE BOAC?,
I I ` I ~,I I I ' I / / / ~ y / oa / From Ta IZ 9 P P i ~ . / . + ~ ~ ? EMBANKMENT SURFACE ANO THE AREA SEEDED AND MULCHED OR HYDROSEEDED. SUITE 15{1 RALEI{,°I~, NC 27615
E ° ~ ' ' ; , / : ,i `~iB 1 IsER BAl?R£L / / ..~3 CB 232 MW 2 36 93.15 8.Q0% RCP SEEPAGE CONTROL STANDARDS ~'1~
/ ;:`,~i rJ '35 ? ~ I I ; i>:,; / tNU IN a°}~ 339,00 / ii ~ INV. OU {3 ~PHON}- 342,00 / / 1. ANTI-SEEP COLLARS ARE NO LONGER ACCEPTABLE FOR USE iN THE CITY OF DURHAM. (91912771095
7200~'S FT, ~ INV. our 3a' P5P 33e.eo ~IW Q5 36 83.71 0.70% RCP ~ :i t ~ ~ '
n>J 0.37 i1C. `,i ~ ` / ! \ PE; 366.00 ~ ` j / 2. BECAUSE THE CONTACT BETWEEN AN EMBANKMENT PENETRATING CONDUIT AND THE SOIL IN THE EMBANKMENT IS THE AREA MOST SUSCEPTIBLE TO PIPING (E.G., INTERNAL EROSION OF EMBANKMENT 501E}, SPECIAL ATTENTIOIN MUST BE GIVEN TO THE DESIGN OF THE CONSULTANTS:
I~, ~ ~ ~ / SWMH01 ~iW~01 42 56.7D 1.17% RCP ~ 25 FT ~ID£ CONCRETE ~ ~ ` / PRINCIPAL SPILLWAY PIPE. DEPENDING ON T11E DAM HEIGHT AND FACILITY TYPE (E.G., A WET POND VS. A DRY POND}, THE
....,:z ` ,i f' SP{LLWAY'{CEP } "-W--"~. \ \ r , EIEV: 34&.1' /i j~.~"':~.`,. t i , ~ ~ ~ ~ ' INSTALLATION OF CONCRETE CRADLES AND SEEPAGE COLLECTION AND FILTRATION MEDEA SHALL BE CONSIDERED AND, iN SOME INSTANCES, PROVIDED. THESE CDNSIDERAl10N5 SHOULD BE EVALUATED FORMALLY BE A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS Haden
. p ~I REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST WAVE EXPERIENCE fN StanZia~e
, ,,I. { ~ oT ~ ,fix / i~RE TABLE THE DESIGN AND CONSTRUCTION OF SMALL EARTH DAMS. ALL INTERNAL DRAINAGE DESIGNS SHALL BE PREPARED AND SEALED BY A GEOTECHNICAL ENGINEER.
`~TRUCT n a ~ ~ ~ ~ 7~
'3G I / ' ~ f O s0 ~ q ROM !NV OUT 3. UNICITY CONDUITS OTHER THAN THE PRINCIPAL SPILLWAY PIPE SHALL NOT BE PERMITTED TO PENETRATE THE EMBANKMENT OR THE ~~//%l~Y/B EMBANKMENT FOUNDATION. THESE UTILITY CONDUITS SHALL BE ROUTED AROUND THE EMBANKMENT AND FOUNDATION AREAS.
w . STRUCTURE NAME STRUCTURE PROFELE STRUCTURE RiM INVERT' IN (FROM} ~ 7200 SOFT. ~ ~ ) ' , I„~t ~ I 0,1'1 AC. ~ ~ ~ . ~ I ,
/ ~ ~ I! w ~ ~ FE: 365,00 j r~ ~ i ~ INV tN: 351.84 //CB 230 4. CONCRETE IN THE CRADLE SHALL HAVE A 28-I)RY COMPRESSIVE STRENGTH OF 4,000-PSI AND SHALL BE PLACED ON A 2- TO CB#230) 2.5-INCH SLUMP. A SLUMP TEST SHALL BE PERFORMED PRIOR TO PLACEMENT AND COMPRESSIVE STRENGTH TESTS SHALL ALSO BE
Q i i CV ~ ~ l # } Y c~ I ~ ~ G>6#232 SPACJOUS SKIES LN, RIM ELEV: 362.83 INV IN: 352.18 CB 225 INV C ;CB#225} INV OUT: 349.45 PERFORMED TO ENSURE COMPLIANCE WfTH THESE SPECIFICATIONS. THE CONCRETE CRADLE SHALL BE PLACED MONOLITHICALLY, SHALL BE Wadlosn~~ea 9Ig~86.141D
u I ~ ~ 3 9. 231 t`n~ C ' ~ co C INV IN: 5 53 (CB# } ;CB#231} WORKEb 1MTH HAND EQUIPMENT UP UNDER THE PRINCIPAL SPILLWAY PIPE, SHALL BE CONSOUDATI=D PRIMARILY BY INTERNAL VIBRATION 2~Opyy,l~St,~a,58p 91g,286.I8~
I ~ I m <r 0 ~ 4:, j ! AND SHALL BE RNISHED "ROUGH" SO AS TO ACHIEVE A MORE ADEQUATE BOND BETWEEN THE CONCRETE IN THE CRADLE AND THE FIRST ,NCB ~ LIFT OF STRUCTURAL FILL. CRADLES CONSTRUCTED OF PLOWABLE FILLS, SLURRIES OR GELS WILL NOT BE PERMITTED.
HW#Oi OCTOBER DR. RIM ELEV: 343.00 INV 1N: 339.00 SWMH01 ( ) SWMH01)
5. QAM EMBANKMENTS WITHOUT INTERNAL DRAINAGE SMALL NOT BE PERMITTED FOR WET PONDS WHERE THE PHREAi3C SURFACE OF THE DAM IS ANTICIPATED TO INTERSECT THE DOWNSTREAM FAGS OF THE DAM DURING NORMAL POOL CONDITIONS.
HW#02 SPACIOUS SKIES LN. RIM ELEV: 345.30 INV IN: 342.00 (CB#232} ;CB#232}
LA IN A TI N DETEN UIIET 6. FILTERS SHALL BE DESIGNED TO PREVENT THE MIGRATION OF FINES FROM THE FOUNDATION OR EMBANKMENT SOILS INTO THE INTERNAL SEEPAGE COLLECTION DEVICES (E.G., DEAPHRAGMS CHIMNEY DRAINS, TOE DRAINS, ETC.). IN WET PONDS, WHERE THE NORMAL POOL ® ~ ~~~"'i ~a m~
SCALE:1 "=40' HW#05 - RIM ELEV: 340.70 •5~ INV IN: 337.96 (RI r} Riser "HEAD" AT THE OAM IS GREATER THAN 6--FEET (MEASURED FROM THE ELEVATION OF THE NORMAL POOL TO THE INVERT OF THE y~ ~fl
( } OUTFACE}, A SAND LAYER SHALL BE PRQVIOEO UPSTREAM OF THE SEEPAGE COLLECTION ~SEDIA. IN ALL OTHER APPLICATIONS, ~
~a as No~TN o za NC GRID Riser - INV c NON-WOVEN GEQSYNTHETIC FABRICS MAY BE USED. ~~Y INV OUT: 339.00
NAO 83 7. THE SAND FILTER BLANKET SHALL BE A MINIMUM OF 1$-INCHES 1HIGK AND SHALL BE DESIGNED TO STABILIZE THE M{GRATION OF ukllllc-lNtlYEiitdiiA;,~~,,
EMBANKMENT SOILS INTO THE FILTER. W~rl~Nas ANp srUizM~a7~~ ~~E (HW#03} INV OUT; 339.66
R!M ELEV: 351.50 INV IN: 346.62 (HW#03} SWMH01 OCTOBER. DR fNV t INV IN: 339.76 (CB#121} (CB#121} 8. THE CONTRACTOR SHOULD CONTACT THE PROJECT ENGINEER WHEN INSTALLING THE CONCRETE CRADLE AND FILTER DIAPHRAGM 70
N OBSERVE INSTALLATION. IF THE PROJECT ENGINEER 15 NOT CONTACTED, THE CONTRACTOR SHALL BE PREPARED TO THOROUGWLY
M M PHOTOGRAPH THE INSTALLATION ANO PROVIDE AN AS-BUILT CERTIFICATION UPON COMPLETION OF BMP CONSTRUCTION. REVISIONS:
r
i GENERAL NOTES
00 O 1. SINCE BA51N WILL Bf USED FOR EROSION CONTROL AS A TEMPORARY SEDIMENT BA51N, 1HE CONTRACTOR SHALE
O N CLEAN OUT ALL SILT AND SEDIMENT, TO ORIGINAE GRADES. ALL SURFACES SHALL THEN BE STABILIZED WITH
VEGETATIVE COVER.
N 2. STTtEET TREES REQUIRED BY ZONING REGULATIONS SHALL BE LOCATED ON "CUT SLOPES", NOT ON "FILL SLOPES".
ALL STDRMWATER EASEMENTS SHALL REMAIN CLEAR OF ANY REQUIRED STREET TREES OR OTHER LANDSCAPING.
~ 3. OAM EMBANKMENT AND EMERGENCY SPILLWAY SHOULD BE SEEDED WITH A K-31 TALL FESCUE. 2"TO 3" OF
~ TOPSOIL IS TO BE USED PRIOR TO SEEDING /MULCHING TO ACHIEVE A HEALTHY STAND OF GRASS.
G 'c 4. EACH HEADWALL TO BE EQUIPPED WITH HANDRAIL ALONG TOP OF WALL AND WINGWALLS
'y 3:1 Ess eIrR~1 5. POND INLET AND OUTLET PIPES SHALL BE CONSTRUCTED WITH GASKETTED JOINT PIPE, MEETING THE A5TM 0361
~ CCESS GERM TO aE 12' WIAE ACCESS BERM m `y, ~EO£D INTH PERMANENT ELEV: 350.50 STANDARD ANO SHALL BE MANUFACTURED W11HOUT LIFT HOLES. WHENEVER GASKETTED JOINT PIPE IS USED iT
C SEEDING AS SPECkFlEO ON 0 1/CM6.3 SHALL BE WRAPPED WITH A DOUBLE LAYER DF NON--WOVEN FILTER FABRIC ON THE OUTSIDE OF THE PIPE AT EACH
C JOINT. THE FABRIC WRAP SHALL COVER A T1Y0-FOOT LENGTH OF PIPE AND SHAD BE CENTERED OVER THE JOINT
N AND FASTENED WITH CONCRETE NAILS.
~ ?:t 25' EMERGENCY SPILLWAY ELEV: 347.25 it f~ERGLTiCY SPILLWAY SCALE : AS SHOWN 347.25
~ 12' MIN ACCESS O% 12' MIN ACCESS (SEE DETAILS SHEEP C-9. MA?QMUM SLOPE ! °ETAILS SHEET C-9.1}
100-YR WSE~347.97 TRASH RACK {SEE DETNL DATE :02/12/08
~ 25-YR WS£~347,21 9/C9.1). TRASH RACK TO HAVE ti: CT3 10-YR WS£~346,51 36"x24" ACCESS HATCH ' i #NSfDE EDGE OF 3.1 CENTERED AVER RISER STEPS * ~ 4 ' ' ` . PROTECT NUMBER : 07101
V ~^t%• BERM ELEV: 350,50 2-YR WSE=345.5! ~:;t„,
1-YR W5E~345~19 to <;'ty:.
~ 36" N RCA ~~rnr l~+ ~ :1 . STAGE ELEVATfON CONTOUR AREA 4' TOT. STORAGE EII,E NAME : C-9A Wet Pond
,~.1 [ft] [ft] [ft] [fit~J DRAWN BY : TSK/AG
~ r ~ ~ s Qo 0 33$.0 10,1x7 D
q ~ © S' DUB, CONCRETE RISER ~ 36" RCP INLET pEPE WRH 2' WIRE BERM CREST ELEV: 344.55 2 340.0 13,215 23,314 APPROVED BY : CBM
~ N£ADWAl.T. & HANDRNL ELEV: 342.50 STORMWAT£R FOREBAY ~ 2 4 342.0 18,943 53,711
1NV: 342.00 R15£R BARBELL N ~ 1O' VEGETATED BE STRAP ANCNOR£D - 'c;. PSP Ft£ADWALL WITH HANbRAIL 6 344.0 31,076 106,657
y, NOTE: 5HELF ~.OPE 10,1 AT EACH CONNECTION , 3:1 HEADWALL TO BE STANDARD NCDOr. PERMANENT POOL _ ~l;<'~" TITLE; 8 346.0 36,155 173,813
, ~ INLET 8t OUTLET' PIPE TO BE ~ ~ ELEV: 34.00 ~ CONSTRUCTED OF REINFORCED o. ` e `s: t0 .348.0 41,460 251,375
CONCRETE PIPE WITH GASKETTEO FOREBAY AREA 8' DIP P.POOL DRAIN 1 , ; a V JOINTS ASTM G1619-05. TI1E PIPE '%,r'i•~%`~`• ;tis.,
c N SHATL BE WRAPPED IN A DOUBLE 12 350.0. 46,993 339,776
CA LAYER OF NON-WOVEN FILTER FABRIC 21 2 f 3:1 MAIN BAY AREA C ON THE OUTSIDE OF THE P!P£ 6 TO 36" RCP 63.71 FT ~ a,7a~ SCOUR HOLE t2.5 350.5 46,412 363,624 SEE°~T"'LS'~_'~° WET DETENTION
a' BEYOND EACH JOINT AND SECURED ' ` - WfDi CONCRETE NNIS. r,;; RS L
© ~ ' . R!P-RAP APRON ~ . , " r.: 'x BASIN
~ SEE GRADING PLAN i4. x ` i4 ~ ~ GTY OF DURHAM.
V FOR APRON SIZE AN0 ~ ` - Y~>' y Q1 STONE C1a55 ' , , ~,,,,+;,,,o • h • s' to as' u PUBLIC WORKS DEPARTMENT
a~~? APP€20VFt3 i
(SEE DETAIL 4/C-12)^ VIM SAN ENVELOPE
D p TYP. 16" VERT. SPACING ADQITIONAL CONCRETE SEEPAGE -SAND ENVELOPE CLASS B SEEPAGE RIP RAP ENGINEERING .......................DATE:.....................
PROTECTION FILTER FOR ANTI FLOTATION. E)ETAIL AY TRENCH C SEE DETAIL B/C9.1 /CS.1 SEE DETAIL ABOVE PROTECTION FILTER SEE DETAIL ABOVE STORMWATER DATE:.....................
FOR VOLUME AND RETE CRADLE W METHOD OF SEE OETAII Af3DVE TRANSPORTATION HATE:..................... SHEET: G-9.0
i CONNECTION r .........................DATE:..................,..
a A -Al FACILITY CROSS SECTION ................................DATE:..................... w
DETENTION ET 0
SCALE. 1"=20' (H) 11"=4`(v)

TESTING, 4B; :STING, OBSERVATION AND CERTIE'iCATION
r f ! ~ : ' l ~f- , I TESTS aF THE TESTS OF THE DEGREE OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A HART of THE pERMITTEE'S CONSTRUCTION DOCUMENTS
' / Lf'~ ! f NORMAL QUALI' / NORMAL QUALITY CONTROL PROGRAM FOR T1iE CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE PIN#; 0840-02-96-1043
r r / ~ LdT;, if ! EN i ~ f, / TESTING CAN E ENSTALLATION OF THE COMPACTED FELL AND THE CONTRACTOR SHALL COORDINATE 7HE CONSTRUCTION OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT 1HE SPECIFIED DEGREE OF COMPACTION HAS NOT
' ,1'S i if EiEEN OBTAINS( BEEN OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TE5T5 SMALL BE REWORED OR REBUILT. ALL PORTIONS OF THE
~ ~ W 8Q48 SOFT. f, J ' DAM SHALL AC \ ~ ~ TW:~57.5:'' 0.18 AC. J'J f DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
t/: / BW: 354:2 !J 2. CONSTRUCTION CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNIGAL
-'d / l f WHC \ ~ ENGENEER, r/' ' f _ ~ / \ 1%f HAVE EXPER1fP ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE aF NORTH CAROLNA. THE GEOTECHNIGAL ENGINEER MUST ~ L L I N HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE COVERED BY THE STANDARDS AND
. _ - \ J,~ 1 GUIDELINES. GUIDELINES.
~ I ro 3. ON CLASS A E
ON CLASS A, B AND C DAMS (Wf1T1 THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF D 25-ACRES OR LESS), THE GEOTECHNICAL ENGINEER, AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE r
~I , \ 36'5 ~ f ~ 25-ACRES OR ? ~ i'' ~ ~ v ~SW: 3 ~ J / DAM (i.E., PREI pAM (i.E., PREPARATION OF THE FOUNDAT1ON, INSTALLATION OF THE GUT-QFF-TRENCH, INSTALLATTON OF THE PRINIPAL SPILLWAY PIPE,
! / \ i r' , ~ ' ; . i~ / ~ ~ INSTALLAl14N INSTALLATION OF THE INTERNAL DRAINAGE, iN5TALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSEBVATfON AND TESTING
~ ~ U UST BE BUFF t ~ ~ / ~ M tr , ~ /i , .PROPERTY BOUNDARY " / \ r DAMS) Ta STA MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DES#GN ENGINEER ON CLASS D DAMS AND GLASS C, DETENTION) ONLY, DAMS) TO STATE, EN HIS/HER PROFESSIONAL OPINION, THRT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN
, ~ , _ / O ACGORpANCE 1 ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS ANO SP£CI.FICAlION, REFERENCE IS MADE TO SECTIONS 4.1 TQ 4.5
~ ~ \ , REGARDING GEI ~ ; ! r; ~ ~ f REGARDING GEOTECHNICAL CERTIFICATION OF THE DAM EMBANKMENTS.
DAM EMBANE< . , AM EMBANKMENT CONSTRUCTION STANDARDS VICINITY MAP: ~ Rn
..w...._. w~ f' ~ caNTRaLLED F 'r :i ` 1 - j CONTROLLED FELL, A5 SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN 1HE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS
r :j ~ ~ , ~ .,L ~ ~ . (3-INCH LOOSE LAYERS WITHIN 3-FEET OF EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TTJ A DEPTH OF 2-FEET OVER THE PIPE) AND P~~~ ~
` ~ ! ~ ; _ ~ SHALL BE COM i' i OF f OR - T1 SHALL BE COMPACTED TO A DENSITY OF NO LE55 THAN 85~ OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT p~S~avr,gp~ ° ~ ~ OF + OR -TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698. ~ ~q ~
\ Nr~ I \ - ; 3(I 0-RING RCP ~ t~ a ~ \ I i . =i`" A VISIBLE Of
. _ ~ 2. LL \ i f . I ~ ~ ~k~ ~ ~ s.'I REQUIRED DEN ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE W ~ p~EN~
~ CSI ~ 'I 3-INCH `IN A~ REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN Z ~ a 3-INCH (IN ANY DIREG110N) SMALL BE REMOVED FROM THE FILL PRIOR TO GOMPACT10N. OEtunag
o~'c~aR t~
{ MA E ~ ~ , ' I ~ f ~`+y ~ I ~ RANGES OR 0' FILL MATERIAL PLACED AT DENSETIE5 LOWER THAN SPECIFIED MINIMUM DENSiT1ES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED `w ~ R~ RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE BEHAVED AND REPLACED WITH ACCEPTABLE MATERIALS. ~~R
' i i i ti I i r C„1'~"
' 1 ? i' ! 4. ANY FILL LAYS ~ ~Iw t(7; ~ ; ~ ~ ~ SCARIFIED PRII ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTUR£ PENETRATION DURING A STORM EVENT SHALL BE PROPERLY YAK SCARIFIED PRIOR TO THE PLACEMENT qF THE NEXT S01L LIFT.
1~ ~ ~
i ~ 5. SURFACE WATE 1 1. 1 ~r, ~ pn , CONTROLLED F SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF VI C IIJ1 T Y .MAP N T S CONTROLLED FILL S
i ~t~•; \7 qty v,•l~ ~tY S. V ~ ~ ~~1VJ:? , ,\v t ~ , ~ r s~cTloN A-A \ i
I , s.. ~ ~ ~ . ~ ;r~ ~4~ w~ a ~ ~ FauNDAT~aN A ; FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE ANA/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE NQRTTi
, . I 1 ~ I PLANS. ALL Sl ~ j _ , ~ ~ AND DOCUMEN PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCREC110N OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED
_w j ~ ~ STONE. STONEOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY POR110NS OF 1HE FOUNDATION SOILS WETH CRUSHED $EAI: (
% 7. TREATMENT OF TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERlNG AND ROCK FOUNDATION PREPARATION (I.E., ~ Ogg I
~ ~ ~ ~ f r ~ ~ ~ ~ ~ ~ TREATMENT 4Yf TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. SEAL°~
~ ~ ~ ~ ALL SUCH ACl . i; ~ i ~ 1 ~ , ALL SUCH ACTIVITIES SHALL BE CLOSELY MQNITORED AND DOCUMENTED 8Y 7HE GEOTECHNICAL ENGINEER.
~ ~ ~ ~ ~ , i : OQ i i ~ Q ,y ~ r~ i I , xQ, 8. FILL ApJACENI FILL ADJACENT TO 11-IE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LEFTS ARE AT THE 5AMf LEVEL ON BOTH SIDES
~ I 1,;; STRUC ~ i / OF THE 1 r OF 1HE STRUCTURES. ~
, , TW: 357.6 1 j , r 9. EARTHWORK C~ I ~ , 'I EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY I~ ~o-d~
r . BW: 350.0 ~ 1 - , DIRECTED POW 1 ~ / . _ DIRECTED POWER TAMPERS OR PLATE COMPACTORS aR MINIATURE SELF-PROPELLED ROLLERS,
~ ~ J r _ ~ ON E : ~ r i ~ 10. COMPACTI COMPACTION BY MEANS OF DROPPING WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED. CLIENT:

. , , . HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CASTWiN-PLACE STRUCTURES (INCLUDING THE CRADLE} UNTIL ADEQUATE ERRY OWEN CURING TIME HA5 ELLAPSED. NEIt~IBORH00D DEVB.OPMENi' gtOUP, LL
~ \ . / / CURING TIME h
i i EMBANKMENT TO RE-ESTABLISH VEGETATION RF1ER CONSTRUG110N, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED 654?4 FALl5 OF NUESE ROAD, EMBANKMENT SURFACE AND THE AREA SEEDED AND MULCHED OR HYDROSEEDED. 'ISO RALQCFI, NC 77b1S

`4 i y. ` ti GENERAL Nt iENERAL NOTES pHCNVE {gig) 2711094 fAX: {919 27"! 1095
. tea, "`•w 1! / / / 1
_w , , S#NCf BASI ~ / ~ / AND SEDIMEN SINCE BASIN WILL BE USED FOR EROSION CONTROL AS A TEMPORARY SEDIMENT BASIN, THE CONTRACTOR SHALL CLEAN OUT ALL SILT AND SEDIMENT, TO ORIGINAL GRAPES. ALL SURFACES SHALL THEN BE STABILIZED WITH VEGETATIVE COVER.
~ . 2. STREET TREE: . ~ I ~ O.pQ; / EASEMENTS S STREET TREES REQUIRED BY ZONING REGULATIONS SHALL BE LOCATED ON "CUT SLOPES", NOT ON "FILL SLOPES". ALL STORMWATER CONSULTANTS:
EASEMENTS SHALL REMAIN CLEAR OF ANY REQUIRED STREET TREES OR OTHER LANDSCAPING. A ~~rr
o f ~ ~ i / / r \ 3. OAM EMBANKI pAM EMBANKMENT SHOULD BE SEEDED WITH A K-31 TALL FESCUE. 2"TO 3° OF TOPSOIL IS TO 8E USED PRIOR TO SEEDING / Naden,Star~Glale
' j N O \ ~ ~ \ ~ : ~ MULCHING TO . _ MULCHING TO ACHIEVE A HEALTHY STAND OF GRASS.
, ' _ 4. EACH HEADW~ rte'... _.t \ \ / \ ; ~ ~ ~ ~ v....- . EACH HEADWALL TO BE EQUIPPED WE1H HANDRAIL ALONG TOP OF WALL AND WINGWALLS
t ~ ~ ~ I / ; y S. POND #NLET ~ PONp INLET AND OUTLET PIPES SHALL BE.CONSTRUCTED WITH GASKETTED JOINT PIPE, MEETING THE ASTM G361 STANDARD AND SHALL
Lor / / BE MANUFACTURED W#THOUT LIFT HOLES. WHENEVER GASKETTED JOINT PIPE IS USED IT SHALL BE WRAPPED WITH A DOUBLE LAYER OF GW+1/~7I~1IIQ
w ` ! f ~ NON--WOVEN i ~ 14 / a° / / . ~ ' ~ / ~ ! PIPE AND SH . , NON--WOVEN FILTER FABRIO ON THE OUTSIDE OF THE PIPE AT EACH JOINT. THE FABREC WRAP SHALL- COVER ATWO-FOOT LENGTH OF PEPE AND SHALL BE CENTERED OVER THE JOINT AND FASTENED WITH CONCRETE NALS. t
. j 7662 SQFT. Pi............... / 6. DRY DfTEN11( ' Warf~P~Ca 919.466.IM0
~ ! ~ ~ t W 0.18 AC. / DRY DETENTION BASIN FLOOR SHOULD BE GRADED IRREGULARLY AND SHOULD BE SEEDED WITH WETLAND SEED MIXTURE. ONCE 22JlOW.b~Nt51.,51e.568 919.286.78N
~ ~ / VEGETA110N I 1 / h~.. ' VEGETAT1ON IS ESTABLISHED, BASIN FLOOR SHOULD REMAIN UNMOWED. f>t~,NC~
7. ANTI-SEEP C ANTI-SEEP COLLARS ARE NO LONGER ACCEPTABLE FOR USE IN THE CITY OF DURHAM.
8. BECAUSE THE BECAUSE THE CONTACT BETWEEN AN EMBANKMENT PENETRATING CONDUIT AND THE SOIL IN 1HE EMBANKMENT IS THE AREA MOST
SUSCEPTIBLE SUSCEPTIBLE TO PIPING (E.G., INTERNAL EROSION OF EMBANKMENT SOIL), SPECIAL ATT'ENTIa1N MUST BE GIVEN TO TIME DESIGN OF THE
LA PRINC#PAL SF TE TD INSTALLATION PRINCIPAL SPILLWAY PIPE. DEFENDING ON THE DAM HEIGHT AND FACILITY TYPE (E.G., A WET POND VS. A DRY PQND), THE INSTALLATION OF CONCRETE CRADLES AND SEEPAGE COLLECTION AND FILTRATION MEDIA SHALL BE CONSIDERED AND, IN SOME
SGALE:1"=20' INSTANCES, F INSTANCES, PROVIDED. THESE CON5IDERATIONS SHOULD BE EVALUATED FORMALLY BE A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS
REGISTEREp i REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTEGHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN ANA CONSTRUCTION OF SMALL EARTH DAMS. ALL INTERNAL DRAINAGE DESIGNS SHALL BE PREPARED AND SEALED BY A
Q 7 ~ 2D 4O NORTH IN THE DES#G NC GRID cEOTECHNICA GEOTECHNICAL ENGINEER.
NAD 83 s. uNILfTY calve
EMBANKMENT i. UNILfTY CONDU37S OTHER THAN THE PRINCIPAL SPILLWAY PIPE SHALL NOT BE PERMITTED TO PENETRATE THE EMBANKMENT OR THE EMBANKMENT FOUNDA110N. THESE UTILITY CONDUITS SHALL 8E ROUTED AROUND THE EMBANKMENT AND FOUNDATION AREAS.
d' REVISIONS:
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I STAGE ELEVATION CONTOUR AREA INCR. STORAGE TOTAL STORAGE MAY ~ j ~Q08
fi5 I m I [ft] [ft] [ft~ (ft3] [ft3~
G I . ~ENR-~ar~~ ~uaulw 0 345.0 8,9$1 0 0 WE3L4NDShNDSTORM~hTERgR~~k
0 C 1 346.0 10,914 10,448 10,448

5' t?IA. CONCRETE MH 3 348.0 12,887 23,$01 34,249 SCALE : AS SHOWN
A Rl~; 354.83 5 350.0 14,590 27,477 61,726
Q 7 352.a 1s,ss5 31,285 93,011 DATE :04/16/08
~ .e;,., 9 354.a 19,1aa x5,795 12a,so6 .PROJECT NUMBER : 47101
i SEGMENTAL BLOCH U RETAINtNC WAIT #';:r ti 11 356A 21,498 40,598 169,404.
11.5 356.5 22,104 10,901 180,304 FILE NAME : C-9.2 Dry Detention Basin '
~
~ a DRAWN BY ; TSK
~ tao-rn wsE=348.10 o ~ ~
4 I to-~R w~E~347.70 • © h< I>i APPROVED BY : C6M .
C I NCDOT HEADwau. ~ 0 tNV: 345.tl0 ti
V ~ Y
~ ~~i TITLE
07 C ° "e
~ 3O" RCP U ®2.04% ~ ;
~ I
, i~ BOTTOM L£N 345.00 c'
"'w""" DRY DETENTION
MaNHflLE STEP CITY OF DURHAM BASIN
~ (S£f DETWL 4/C-t2) ~ TYP._ 18" 4ERT. PUBLIC WORKS DEPRRTMENT
APPROVED
SPACING I
ENGINEERING .......................DATE:.................... .
c S TOR M WATE R .......................DATE.................... .
TRANSPORTATION ..................DATE:..................... SHEET: C-9.2
W DRY DETENTION FACILITY CROSS SECTION A -A' ................................DATE:.....................
0 ................................:......DATE:.....................
n SCALE, 7`=20' (H) / 1"=P (V) 0