Loading...
HomeMy WebLinkAbout20110438 Ver 1_Site Plan_20110509 GENE RAL NOTES LEGEND 1. ALL UTILITIES OR SIRUCTUR N T ~ ~ ~ / ~ ~ ~ ~ = DRIVEWAY CULVERT ES 0 INDICATED FOR REMOVAL OR 8. VERIFY ALL ILLUSTRATED KNOWN UNDERGROUND ELEMENTS. NOTIFY THE / / / / / / / / / / BORE HOLE _ _ _ = MODIFlCATION ARE TO REMAIN AND BE PROTECTED FROM DAMAq:. ENgNEER IMMEDIATELY IF NK / / / U NOWN ELEMENTS ARE DISCOVERED THAI WOULD / / / / ~ / / SD STORM DRAIN NECESSITATE MODIFlCAIKIN TO THE PROPOSED DESIGN. ~ / / / / / / $O SANITARY SEWER MANHOLE 2 ALL WASTE MATERIAL GENERATED FROM DEMOLITION ACTIVITIES SHALL BE / / / / / / / / / / / / ~ OU OVERHEAD UTILITY LINE DISPOSED OF OFF-SITE IN ACCORDANCE WITH ALL APPLICABLE RULES AND 9. PROTECT ALL ADJACENT PROPERTIES, THE GENERAL PUBLIC AND ALL OF THE / / / / / / / / / / / ~ © SANITARY SEWER CLEANOUT / / / / / / REGULAl10NS• OWNER'S FACILITIES. SHOULD DAMAGES OCCUR, REPAIR IMMEDIATELY AS / / ~ / / ~ / / o ~ WATER VALVE UE UNDERGROUND ELECTRIC DIRECTED BY THE ENgNEER, TO THE OWNER'S SATISFACTION. / / / / / , / / / / / / / / / ~ ~ I I~II)~ III 11 , ~ \ \ \ \ \ ~ ~ ~o D4 3. E)OSTING SURVEY INFORMATION WAS TAKEN FROM AN UNRECORDED / / / / / / / / / / / UND GR ~ / UT ER OUND TELEPHONE SURVEY BY TFIE JOHN R. MCADAMS COMPANY, INC. TOPO IS A / / / / / / / / / / 1 ~ % / / / I I I ~ I III III 11 1 ~ \ \ ~ ~z ® WATER METER 10. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE LOCAL, / J / W WATER LINE COMBINATION OF FELD SURVEY AND UDAR. STATE AND OSHA REGULATIONS. / / / / / / / / 1 / / ~ / / / / FlRE HYDRANT / / , / 's'Y 4. INSTALL TREE PROTECTION FENCING PRIOR TO BEgNNING CLEARING / / / / / / / r ' / SS SANITARY SEWER LINE 11. ALL EXISTING VAULTS, MANHOLES STORM DRAIN STRUCTURES, ClEANOUTS, / / / ~ ~T TELEPHONE PEDESTAL OPERAl10NS. CALL CITY OF RALEIGH EROSION CONTROL INSPECTOR FOR ETC. SHALL BE ADJUSTED AS NEEDED TO MATCH FlNISH GRADE. / / / / / / / ( / / / / / ~ / / / / //III I ~1 ~ _ J 2,~ \ \t1 1 ~ ~ ~ G GAS LINE INSPECTION .AND APPROVAL PRIOR TO BEgNNING CLEAR AND GRUBBING ~ / / / / / Q TELEPHONE MANHOLE ACTINTIES. 12. ALL PAVEMENT OR CON T I I / / / / / CRETE 0 BE REMOVED SHALL BE SAW CUT TO / / / , / / - ~ / / / / / /III I I \ ~ ~ \ > / / l~ .1111 \ \ / ~ ~ FO FlBER OPTIC PR0IADE A STRAIGHT AND UNIFORM JOINT FOR NEW PAVEMENT / ~E ELECTRIC Box 5. TO MINIMI AMA ,SIDEWALK, OR 1 J I / I l / / / /i / ^ . ZED GE TO E)aS11NG TREES NEAR .THE INTERIOR EDGE OF CURB AND GUTTER ETC. ANY E)OSTING PAVEMENT SIDEYYALK CURB AND / / / / / - X X- FENCE LINE BUFFERS AND STREETSCAPES, THE CONTRACTOR SHALL CUT 2-FT DEEP / / / / / ~ / / / GUTTER ETC. THAT MUST BE REMOVED.. TO ~ / LIGHT POLE ALLOW NEW CONSTRUCTION SHALL , h I / / / / / _ _ _ _ _ 100 YEAR TRENCHES ALONG THE LIMITS OF DISTURBANCE, SO AS TO CUT, RATHER BE REMOVED AND REPAIRED PER THE SPECIFlCAiIONS ANO DETAILS OR TO / / / / / / / / / ~ / c~ ROOD PWN THAN TEAR ROOTS. ~ ~ 1 y / / / POWER. POLE MATCH PRE-CONSTRUCTION CONDITIONS (YMiETHER OR NOT SHOWN ON THE / / / / ~ / / / / / / / / / ~ ~ \ 1 I aIP1~221. iy~9y~. \ ~ ~ ~ g O - - - - 50' NEUSE RIVER BUFFER DRAIMNGS TO BE REMOVED). / / / / / / / / - CURB INLET/CATCH BASIN 6. TREE PROTECTION FENCING SHALL BE MAINTAINED ON THE SITE UN11L ALL / / / INV. LIT 221. \ ~ c ~ SITE WORK IS COMPLETED AND THE FlNAL SITE INSPECTION PRIOR TO THE / / / / / / TREE LINE 13. ALL DIMENSIONS AND GRADES SHOWN' ON THE PLANS SHALL BE FIELD / / / / / / - QD STORM DRAINAGE MANHOLE CERTIFlCAIE OF OCCUPANCY (C.O.) IS SCHEDULED. THE FENCING SHALL VERIFlED BY THE CONTRACTOR PRIOR' TO CONSTRUCTION. CONTRACTOR / h / / / / / / / - ~ - ~ - TREE CONSERVATION AREA BE REMOVED PRIOR TO FlNAL SITE INSPECTION FOR THE C.O. ~ / / / / ~ / _ r.~ Q ? YARD INLET SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO / / / / / / / / PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE / / / / / / / / ~fi-{ - TM - TM - TREE PROTECTION FENCE 7. PRIOR TO DEMOLISHING E>aSTR~G STRUCTURES, MAKE AN INSPECTION FOR / / / I 1 / / ' / 9'B~LF ~fi- ' S~~ / / ~ $ \ ~ EXISTING 40' C OF RALEIGH 1`\\ ~ a ~ i / I ~ /i ~ % ~ / / \ ~ ~ ~ \ ` ~a~ SANfTARY S EASEYE~F' ~ \ W ~ a ~ CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO THE / / ~ / / / / / / ~ ~ _ ANY HAZARDOUS MATERIALS. CONTACT. ENgNEER IMMEDIATELY IF ANY CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSION I / ti~ / / / / / / / / / / J I LIMITS OF DISTURBANCE HAZARDOUS MATERIALS ARE DISCOVERED. CAP AND REMOVE UTILITY S OR GRADES / / / / / / / / / / / / SERVICES, FUEL TANKS AND SEPTIC SYSTEMS. ALL WORK TO BE SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFlCATION HAS NOT / / / / / / / / / / / / \111 f r\\\) ~ i" \ r / ~ ¢ PERFORMED IN ACCORDANCE WITH APPLICABLE FED STATE AND BEEN gVEN. / / / / / / / / / / / / / T LOCAL REGULATIONS. / / / /ry// / / / / / / / ~ h / \ / / \ ~ ~ / ~ / 1 I \ / / \ \ \ ~ \ / / / / / / ~ ~ 1 \ 11 ~ ~ / / / / / / / ~ / / \ \ ~ ~ 1~1 1 1 1 \ \ - - ~ \ ~ / / / / / / / ti / / / / / / / / ~ / ~ ) I ~ -100 \ \ \ /J / ~0 / , ~ i// /I ~t - Ft000-PWN ~ ~ \ ~ \ \ \ / \ ~'.L ~ 1 1 \ I / ~ \ ~ / / / / / / ~ \ ~ ~ ~ 1 11111 1 1 ~ 1 . ~ z / / / / / / / / / / / tar ~ ~G~~. ice/ ~ / / / (TYP.) ~ \ \ \ \ ~~1~ \ ~ I 1 / ~ / / / / / / / / ~ / ~ - ~ ~ I 11 I \ / / / / / / / ~ ~ - i ~ 1 I) I I i I L a / 1 / / / ~ / / / l ~ ~ \ \ I I I / / / /ti / / \ ~ / ~ I 1 I I ~ / / ry/ / \ / 1 1 \ ~ / / 1 / / / / / / ~ \ ~ I ` IIII \ \ 1 ~ ~ / / 1 I I / / 1 / 1 ~ / 1 \ ~ t ~ / / / / I I I / / / 1 / 1 1 1 ~ / / / / / I / ( / \ 1 ~ / ) \ 1 1 \ / / / / / f I 1 l ( >Lll 1\ 1 \ 1 \ / / / 1 / I \ I> 4 1 1 1 1' \ 1 1 1 1 / f I I \ / 1 \ ~ / I r ~ \ . 234 l~~`~ ' I 1 \ / \ \ \ \ \ / 1 / / / / 1 I 1 11 l 1 I ~1 l /~i \ \ \ / / I b 1 l I \ I--- 1 / / I 1 / I a I I / I ~ / /I / \ I I \ \ / / / / I INIII I I I~ ~ I EX. 0 LF 18 HDPE , \ ~ / _ \ / / / / ~ I I I / I I I III I I I y _ ~ \ ~ I ` I I I I I I l / I I I I I MII I I / / ( ~ ~ / / 1 ~ I I I / I IN I I f / ~ ~ \ i I I I I r 1/ / III II I I I i~ ~ ~ \ - / \ ~ / ~ I I \ / - I { I I I, / / ~ I I I I I I I\ ! I I I I I I I I I I I 1 1 \ / I I \ I I I I I S ~ ~ i I ~ I I 1 l 1 1\ r / I( I I I I I I I I II- / 11 / / / ` I I 1 / I I I I I / / I J I / ( I I I I I I I I I I I~ ~ / 1( / / / I I I I 1\ / I I I I I I 1 / /I ! \ \ 1 ~ / / \ l\ \ I l 1 I I III I 1 I ~ / i / I I I I 1 I I ~ I I I I I I II I I / 1 \ l~ I \ II 1 I I~ 1\ z/ / ~ / I I I I I 1 l I I ( I I I I I 1 I / \ / I ( I? I I 1 1 \ ~ ( I 1 ! I i 1 1 1 I I l 1 I I I I \ ~ / r--\ / / I I 1 1 v\ 1 N I 1 I ~ 1 I ( I / \ I I I 1 111 I 111 1 \ \ \ ~ / ~ , / / / I \ / I b I I I I / ~ ~ / / / I 1 /l ~J / ~ 111 ~ W \ i l / 11 \ c~ / \\1 \ \ \ ~ 1 / ~ / / / / 1 1 1 I ~ / I INIII I/ 1\\ 11 / ~ / / ryryti / / / l~ - f - ~ ~ 1 f• ~u~ l ~ a Q I ~ / / / I i-- 2zs 1 ~ I 11,, ti ~ l / 1 I I I I I l \ / I ~ / / / 1 \ N I I I \ l 11\ \ \ / ~ \ \ I ~ ~ / / / / \ / I ~ I III I 1 ~ / / / / 1 \ /l / 1 \ N I I / r 11 1\ \ ~ \ I I ~ \ / / / / / I I J I I II ( I II 111 ~ I / 1 1 \ _ I \ ~ / / / I / \ I I / \ / I I I I 1// 11 I - 1 1 \ / / / / l 1 / 1 ,1 1 1 1 1 I ? I 1, / \ 1 1 I 1 ~ a / 1 I ~ / \ l 1 1// / I ~ \ I I / / / ~ J 1 1 111 11 /i \ I ~ ~ \ / / / 1 / I l I 1 II ~ \ / / / / / I I l ! \ / I I 1 { ~ \ I I / / 25y I I 1 1 / / I \ / / / I / / / L \ \ 1 \ I / / / / / n6 / / / f /i I 1 I J I I 1 / / I I ~ ~ ~ ~ /I / I 1 ( a I I/ I 1/ i ~ ~ \ \ \ 1 / / / / / / / / / 1 I I _,25 / I / I 1 r I 1 1 \ i / ~ / / I I I \ / / 111 1 / / / / / I I ~ 11-1 /j % i?~`` ~ / ~ '~T ~ o ~ ~ 1 \ 11 / ~ / ~ / / I I I //i, / 1 1 I i ~ ~ \ ? / / / / / / \ ///I 1 1 ' ~ 1 1 \ \ / I / / / / I I l ~ ~ / / / / l ll 1 I ~ ~ 1 I 1 / / / / / / / / I / - / / 1 I / ~ I, ~ ,O~iIE~R I,~I L ~ 1~ ~ ~ r _ v / / / l / - / / I ~ l • 1 1 \ I / / l I / / \ l / / I/ /I ' /i / 1 I I tl~ i~ F< W~4Y ~ ~ ~•1 ~ 1 1 ~ o ~ ~ ~ 1 \ \ ? 1 / / / / / / / / / ~ / / III. I l • 1 1 \ _ / / / / / / I \ \ /l / / ~ / / ~ / ~ 1 , / / ~ \ o \ 1 \ \ / / / / / / / ~ / / /1111 • \ \ ~ ~ / / / / / / / f / I I/ I/ • / / / / ' I I 1 II 1 / ~ X / ~ ~ p a a 11 \ \ \ / / ~ / ~ 9 I \ \ 1 ~ / / / / / / / , / \ / r~ ti~ I I 1 ~ / l / ~/i~/ 'm ~ i' ~ I I III ~ ~ Z x z \ / / / ~ / / / ~ ~ / / I / /i 1 / \ \ ~ / / / / / s3 / / / / / /I / / , ~'~y • 1 III y ~ t i ~~r / 1 a Q\ \ ~ / 2 / / / I I ~ / 0 / ~ 111 / i ~ / 1 1 1 1 ~ \ - ~ / ~ ~ / i ~ J / ~ I / / / ~ - J ~ - - \ / ~ / / ti ss _ / / / / 1 \ - / / e / - \ / / / ~ - / / / / / c;~ 16 - - / l / J I l ti I / / l / ~ ~ - - - - - -EXISTiFG ~9~~OF~H \ 1 / / ~ / / / / / / / • f I l/ ~ `~1 I/ \ I ICI ~ 11 Qr ~ - ~ / / / /I ~ / ~ /Ill ~ / , ? / ~ll i / /t ~ ~ iii' ~ 1 ~ ( ~ \ 1 11 ~i r , JAN ` ~ / ~ / r/-~ / / / / ' J ~ J) \ / / / / / - , - - ~ ~ ~ ~ \ RIM=235. / ~ / / / ~ / / / / a _ - , ^ RIM- .5 ~ -23¢ - - 4 / / / / ~ •J ~ - , - - = = \ - ~ 1 a INV. IN=225.3' / l / - \ ~ / /i / \ _ INV. ,22f - 1 / / \ 1 / / /i / / ~ _ - - =a.- ~ ~ 1 INV. OUT 226.1 / / / t(1 < / o ~ ~ -22fg / 1 _ / / / I / ( / / i ~ - /i/ ~ ` y~\ ~ ~ III ~ I~ I ~ ~ ~ ~ c~ / \ ~ _ \ I VIII r I ~ ~ \ \ 11 , \ VIII l ~ ~ / / 1 r_. _ - II Irl / I Z ~ ~//i///~ /i'' ~ - ail r~i 1 l lj~ \\I I~ ~ i ~s~F..,• M~1 v ~ .a.~ 11 ~ ~ ~ I / / s ? / / / / / / \ ~ \ / `T,` / / / ~ ~i / / ~ . , / / ' ~ ~ ~ - ~ ` ~ - ' - ^ ' - \ \ \ 1 ~ 1 FEMA MAP PANEL: 3720170500) 0 o ti r /yam \ -s ~ / / L~ - / / / / / i %!~//i/~/ ~ 1 ` ` ~ 1 STREAM/yPETLANDS NOTES - J , ~ ' ~ \ \ \ 1 1. NCDNIO ON-SITE PRE-APPLICATION / NEUSE .BUFFER OEIERMINATION / ~ . ~ / / / 100 I ( \ ~ / - ~ ' i / / / / l ~ 1 1 ~ MEETING CONDUCTED WITH MR. IAN McMILLAN HELD ON 04 21 2010. I ( ~ ~ r / ~ i' =-%,j~`~i~ IIII-~~-_ - ~ / /i ? / , i ~ - \ \ \ y ~ ~ 2. NCDWO PRE-APPLICA710N FOLLOW-UP AIEEiING HELD ON 08/02/2010 TO ~ ~ ~ - - - i - ~ - - - ~ ~ \ x \ DISCUSS POND PRO~CT AS g1RRENTLY PROPOSED. E - / / - / / / / / / / ~ ~ j , ~ _ _ - - - - - ~ ` \ y\ 3. USACE HAS BEEN ENGAGED ON THE SCOPE OF THE PROPOSED PROJECT m ~ / / / ~ / y_ _ ~ / / ~ _ - AND PROPOSED IMPACTS. HOWEVER THEY HAVE DEFERRED TD NCDW~Q ~T ~-CCC-(~~ /i' i' / ~ \ \ \ - AND WR BEST PROFESSIONAL JUDGMENT ON PRELMIINARY APPROVAL OF m / ~ \ / 1 / / i I / / / / / / / ~ ~ , - - ~ - - - - - - - - ~ ~ 1 \ \ ~ - JuRlsacnaNAL sTREAM IMPACTS. ~~CCC09000-XC2 / i i \ \ i - - ~ ~ ~ ~ 4. sTREAM 'a' - 1 ~8o LF WITHIN PROJECr AREA >o ~ DLP / / - f / j' / ~ ~ - - - - - - - - - ~ ~ ~ ~ \ ~ 1 STREAM "B~ - 58 LF WITHIN PROJECT AREA 2 /A t~~ i7a \ ~~-~1,.._ \ _ / ~ i / / ~ .ice i i _ ~ _ _ _~_fi~- L.~.,,.1~ ~ / / i / i ~ 1 I nror aoe un rioicr~nrnuu ueT •une umiw n,r eenrnr ~sr~ ~ nl p / ~ / / / - - / _ - - - - _ _ \ \ \ ~ ~ r r t nrtnc nnc nv wnian.n~nnc ma~nnw mirnn me rnwu.i nncn. , scum 1• = 40 GRAPMC SCALE DAM 04-19-2011 7---_-- 40 0 20 40 jao 1 inch 40 R. U ~ ? ~ ~ ~ ~ -ice /i"_ ~ ~ / / / / / / FIGURE 3 9- S FINAL DRAWING - NOT RELEASED FOR CONSTRUCTA MCADAMS a` x GRADING NOTES GRADING. LEGEND ~ / - ~ ~ / 1. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE / / / / / / / / / / / / ~ / / / FRONT FACE OF THE RETAINING .WALL AT THE BOTTOM OF WAU_ .FLARED END SECTION (FES) STORM DRAINAGE / / / / / / / / / / / / / / / / / / / h~ . / ~ ~ / ti / ~ ~y ' \ ' \ \ \ \ ~ \ ~ let 2. RETAINING WALLS ARE TO BE DESIGN-BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE - • • • • - STORM SERVICE UNE. 8 HDPE / / / / / / / / / / / / THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FlNAL CONSTRUC110N DRAWINGS FROM A ENDWALL (EWE O1.OX MIN. SLOPE UNLESS / / ~ / / ~ / / / Ill ~ ~ ~ ~ \ \ ~ ~ REgSTERED ENgNEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSIRUC110N OTHERWISE NOTED. DRAINS / ~ / / , / / / / / / / / / / SHALL BE DIP WHEN COVER IS / / / / / / / / / / / OF THE RETAINING WALLS. ~ / ~ CAl'CFI BASIN (CB) / / / / / / / / LESS THAN 12 INCHES. / I I / / / / / / / 1111 ! 9 ti / ' ~ \ \ ~ o 3. RETAINING WALLS SHALL BE ASSUMED TO BE BACKFlLIED W11N OFF-SITE BORROW MATERIAL OR I i / / / / / / ~I PROCESSED FlLL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFlRMATION FROM THE ~ DROP INLET (a) _ - r I I / / / / / / / \ \ ~ ~ xa GEOTECHNICAL ENgNEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ~ TREE PROTECTION ~ / / / / / / - / ~ \1 1 ll / / ON SITE SOILS CAN BE USED. ¦ STORM SERVICE INLET (YI) / / / / l ~ LD LD LIMITS OF DISTURBANCE / III / / / " 4. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FlNISHED ~ ~ I I I / / / / / ~ • STORM SERVCE ROOF-DRAIN WOODED AREA I i / GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW / / y r I 1 ~ / i / ~ / / / / I III z4 2a / ~ ~ , \ \ ~ r ~ / ~ a a GRADE TO THE FOOTING SHALL BE IDENIIFlED ON THE RETAINING WALL CONSTRUCTION I / / S 1/ //l I~ i/ DRAWINGS. 10' CONTWR / ~ I 0 STORM MANHOLE (JB) / / ~ /f l/ / / / F' 2sz ~ l// , I y 5. ALL RETAINING WALLS OVER 30" HIGH SHALL HAVE A SAFETY FENCE.. SEE DETAIL 2 CONTOUR I / i i / / / / ~ ~ / ~ SSMH ~ lQy~~l ~ \ sd o • a o ~ 250 ~ , , / / / / DRAINAGE FLOW ARROW E>aSTING 10 CONTOUR / / / 6. ALL WADS OVER 5' TALL WILL REQUIRE A BUILDING PERMIT. ~ / / / / / -------252------- E)aS11NG 2' CONTOUR G / / / n// N LINE BREAK SYMBDI. I / / / / ry'~ 7. ALL DIMENSIONS AND g2ADES SHOWN ON THE PLANS SHALL BE FlELD VERIFlED BY THE - - - - - / / ~ / / / / CONTRACTOR PRIOR TO CONS1RUCilON. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY EASEMENT UNE > / 250.50 ~ ~ ~ / / / / / / / / i i DISCREPANgES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR TOP dt BOTTOM CURB ELEVATIONS \ • ~ ~ i / / / / / GRADE CHANGES. NO EXTRA COMPENSAl10N SHALL BE PAID TO CONTRACTOR FOR ANY WORK 2~•~ \ ~ \ \ \ \ \ , / / / / / / by / > I DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH \ \ ~ ~ ~ - J~ / / / / / / NOIIFlCATION HAS NOT B q TW=223.00-TOP OF WALL ELEYATION i \ \ \ ~ - / ~ / / / / EEN VEN \ \ \ ~ ~ / / / / / / / / / / / BW=21.00 80TTOlY1 OF WALL ELEVATION \ \ \ ~ ~ - ~ / / / / / / / / 8. CONTRA TOR AWAR T I \ ~ ~ / ~ / / / / / C SHALL ~ E THA TENS SUCH AS STORM DRAINAGE STRUCTURES, PIPING, (NOTE: BOTTOM OF WALL IS GROUND ~ \ ~ ~ / ~ / ti g1ARDRAi ETC. MAY BE WITHIN .WALL GEO-gTID TIE-BACKS. ELEVATION NOT W F A _ \ ~ ~ ~ ~ / ' / / / / / / / a`' / / / / LS, ALL OUND TION) - ~ \ ' ~ \ / / ~ / / / / \ ~ / / 9. CONTRACTOR SHALL INSTALL SPIWNG CURB AND GUTTER SECTION IN ALL LOCATIONS WHERE \ ~ \ \ / / / / / / / / PARKIN TAN RI ? 250 60 SPOT ELEVATION \ ~ - - / " / i / / / / / / \ \ 2G~°F G LO D D VE AISLE GRADES ARE DIRECTING RUN-OFF AWAY FROM THE CURB AND _ \ ~ ~ ~ ~ / / / / / / GUTTER. ' \ \ _ _ / / / / / / / / / / ~ _ ~ ~ - ,r \ \ \ \ ~ ~ \ \ - , / / / / / / / / / \ \I ~ \ \ \ \ / \ - ~ / / / / / ~ ~ ~ PACT»AREA _ - ~ _ \ \ ~ \ i \ - 63 / / / / / / / \ \ \ \ \ ~'c;~Y 1 1111 11 I I i c / / / / / 1 1 / ~ / ~ / / ~ / ~ - \ \ \ \ \ \ ~i~ / \ 1, ~ ~ \ \ tic ~ I 1 I r / / ti / ~ ~ ~ 1 VIII I I I I \ / / 1 / /ry°~/ / ~ / \ ~ / 1 1 / / , / ~ / / / , / / / / 1 / / / I ~ I 11 / / I~SER-9 3 t ~I \1 1 \ ~ / \ I 1 1 ~ / ~ / / / l / / / / / I / II 1 1 \ ~ \ a_, , i ~ / r v 1 \ 1 1 \ / / / / / i / \ 1 t l I 1 1 1\ \ I 1 ~ l ri II 1 \ 1 l \ ~ / / / I Ii /i i I ~ ~ / 1 / \ I I 4 I I\ 1 1 I \ \ / / I I j I 1 I 1 _ \ \ 1 ~ ~ . / I \ ~ / ~ 1~ \ ~ - / / I 1 1 / \ ~-234 ~lii'~= ~J'' '/~1 ~ ~ / ` ll \ > 1 / 1 I I \ \ / 1 / / I 11 l I I ~ , ~ . IMPACT. AREA; \ \ ~ ~ \ I 1 / ~'1 \ \ \ \ \ / I b I--- ~ / / 1 l\ 1 / I ~ I / \ I \ \ / ~ \ / I 1 \ \ / I I I / - r / L I I I I? i 1 • I / 1 I I I I ~ / I I / / \ ~ / ~ I I I I \ / - I I I I / i i ~ ~ \ > I ~ I I I I 1 I I 1 / / / ~ I 1 / 1 1 I i I / I I I I I / I I I I I , 1 I ~ / / I I i 1 - I i I I I I I / 1 I 1 I I r r \ ? ~ I i - 1\ / ~ I I f 1 1 1 / I I I I ! 1 r l I I I \ / I I 1 I \ \ \ \ \ ~ / ~ / - / I I I I I l I I I I 1 I \ ~ / Y- ~ / I I I l \ 1 \ \ \ \ ~ / I I / \ I I I I 1\ i i ~ / ~ I I I r -sarrr ~~E' ~ ~ . _ `S~rr I ~ 5 \ \ \ \ _ _ _ ~ / ~ / / I 1 / \ I I 1 1 ~ 11 ~ ~ / I I I / 1 I b l \ \ I I I i l~ \\1 \ \ \ ~ ~ / ~ , / / / I I 1 I \ / , I I i 1 \ ( ~ / l l / / / ~ I i \ N III 1\\ \ \ \ ! / / / / \ / I I 1 /J / \ / ~ / / / \ ~ \ / / / / .11 \ \ \ I i \ / / / , / / / I ~ I I I I 1 / 1 - I \ / / i ` UMRS OF DSSTURBANCE i / ~I - 1 1 \ / / / / \ 1 I / ~ / / / 1 I I I \ y l / I ~ - \ \ i 1 / / / 1 z5 I / _ \ \ \ \ I / / / / / / I I / / l~ , \ ~ / / y / / / r I I I l / ~ i~ i ~ \ (I / / / / / I I i \ ;i 5k \ ~ \ \ \ 1 / / / / / / / I I ,2 / ~ ~ ~ _ ~ ~ \ \ I I / / / / / / / \ - I ~ \ ~ I / / / ~ / I I \ \ /I I , v ~ A V 1/ / I I / ~ ~ \ 1 \ I I / ~ , / / / / \ \ \ / _ _ ~ I / / / I ? ~ s / / / r ~ ~ ~ \ ~ I I / / / / / / l 1 / \ / / I / / )~11~ FL d whY I ! \ I 1 1 ~ O U~ ~ ~ \ \ 1 \ L/ / / / / / / / / / / ~ ~ \ \ ~ \ \ /l / / i / / l ~ / / / / ~ l • I/ • / / / / I I l i f I` I ~ I / / X / / ~ ~ p a c / 1 \ 1 \ ~ / / / / / / / / / / / i , / ~ \ \ ~ X250 I I I \ \ \ \ \ / / / / / / / / / / ~ ~ \ ~ / / / J/ i / ~ 9 1 \ \ \ \ / / / ~ / / ~ / / ~ / ~ / / \ ~ \ / / / ~ / / / / l / n ~ \ ~ I l /~i~// / / I )Ill j~~~ r` / ~ ~.I ~l F' x / / / / / ~ / I ~ `III I ~ ~ U U I r / ~ I\ / !I t I I ~I / j~ \ ~ - / / / / .25Y ~ / / / / ~ - ~ i ~ ~ ENr oFi / / 11 ~y-f ~ 11) ~ / ~ o 11 / ~ J i I _ . ~ \ \ ~ ~ / / ~ / / ~ - 711' ~ Illl - - ! \ ~ 1 t Ew-t / I \ ~ 1 ~ Mr. our=21a4t ~N 1 / \ / \ / / / / I \ ~ ~ ~ J ~ NN M=219.70 (JB-3) i / / I ^ / ~ / ~ / / \ / l \ / Ml. OUr=219.80 / 5 / I / \ \ \ \ / / / / ~ ~ / / / / / / / / / l ~ / //I / / I ~ \ \ \ \ ` \ - i ~ i / ` / / / / / / / / 1 ~ 232- / ~ y I / \ / ~ / / \ / / / / / / / / ~ , / / ~ .-'j ~ ! X225.50 y / ~ I ~ INV I~~.oS~,~-4~ ~ / / \ \ \ / ~ , a / / / / I / / / y / ~ , ~ / / •y J / INV our=219. / / - ~T ~ \ ~ i J 'r / RIM=226.30 / / / ~ / / / .ti / l /i \ \ \ / / /i f a/ / I \ / / ti ~ / / `~i~ ` ~ ~ ; _ ~ / - - - _ _ \ 'I / / ~ ~ ~ ~ 9N. OUr=220. / / \ \ / / / I/ ,y~ / / / \ I / / I L 7J \ \ / \ ~ / / / / / / , fI ~ ~ t i / \ \ _ - ~ / I I - ~ / ~ / ~ / J I ~I / ~ I I . / / J~~- \1 / ~ X231.70 - - ~ ~ ~ / / / / / IA / / - _ I l/ 1 1 ti I \ I ( ) / % • / ~ .I ! ` _ _ ~ ~ ~ 1 1 / _ , / INV. M=224:88 JB-6) f / - ~ ~ , / \ I /all ( ~ NAI. OUr=224. / \ ~ ~ ~ / I/ I / II JB-8 / _ ~ - -ExISTiFG ~9_CRai-OF-R I~LEIGH _ ~ ~ I / / / / / ,o / / / 1 n / / _ ~ ~ , - _ _ _ saN~A>~r s~ _ _ ~ ~ / \ / / / / ~ / / ,ti - / IMPACT AREA / , / I/ • / ' / - _ _ ~ ~ ~ ~ ~ ~ \ ' / / .I I \ sn~i. gas s.5o (R~sER-7) ~ ~ / / / ~ ~ ~ - ~ - - ~ t ~ ? / . I 1 1 nrv our=225.40. ~ \ r \ _ / / / / / ~ / / ~ / /1111,/ ~ / ~ / ~ 47 ~ / / / / / / / / ~ ~ f~/ 111 / lll'•/ % % ~ ~/i~~ ~ ~\~\\1I/1 1 1, \ < 1 ~ 1 1 iNll. U~~225.75 8 _ _ ~ _ 2 - i ~ / / ~ ~ / / / / / - - - ~ - ~ ~ . ~ . _ ~ \ ~ ~ ~ 1 \ \ - ~ ~ ~ ~ . I ~ INV. OUT=216A0 O ~j r•~ ~ ; ~ ~ PROPOSED.. STREAM AND NEUSE BUFFER IMPACTS ~ x - ~ //i LEGEND I vw~. our=217.00 x ~ , / % / /~i, - NOTE: (NEUSE BUFFER IMPACTS IN SQUARE FEET (S.F.) AND ACREAGE (ac.) e i ~ I / / / ~ / / ~ - ~ O ~ ,L ~ \ / / ~ i ice' ~ / / / / / ' / / / / i / ZONE 1 BUFFER IMPACT »IMPACT -AREA / --a 2,~ 1 ryr~ ~ / r / ~ - \ / / / l _ / / IMPACf AREA "A": 944 S.F. 0.022 AC. ~ / / ~ / / / / i / ~ IMPACT AREA "B" 1,119 S.F. 0.026 AC. i / / / / / i % / IMPACT AREA "C" 6.510 S.F. 0.149 AC. ¦i ~.i / • / I / / i ~ / / / / l~. TOTAL IMPACT 8,573 S.F. 0.197 AC. O - ~ / / - ~ i / / f / i / ~ \ - / - J// / / / / ~ / ~ J /~//j, ZONE 2 BUFFER IMPACT i / ~i ~ / ~ ¦ ¦ ¦ ¦'6 ¦ M1 ~i / ~ . ~ ~ / .IMPACT AREA "A" .3,573 S.F. 0.082 AC. ~ ~ ' ~ / ~i IMPACT AREA "B" 9,659 S.F. 0.222 AC. ~ ' l i~ / / / ~ IMPACT AREA "C" 7.391 S.F 0.170 AC. ~ ~ fi7 - 100 ( \ ~ / ~ / / / / / / / / - / iIMPACT AREA - / ~ - - - I / ~ ~ / / / , ~ ~ i j / / ~ ~ TOTAL IMPACT .20,623 S.F. 0.473 AC. so ~ ~ _ r ,4 ~ A'Y ~1 ~ = ~ J ~ _ ~ J ~ ~//i / / /ice / / / / / / / ~ ' ' k` J' STREAM IMPACT -TEMPORARY l aim I I I - _ = / / / % / / i ~ i' ~ ~ ~ ~ ~ IMPACT AREA "A" (OPEN WATER) 254 S.F. 0.006 AC. 19 YDS3 / ~ / ~ ~ ~ , - IMPACT AREA "B (OPEN WA 181 S.F. 0.004 AC. 13 YDS3 P.OIELT l%C(x-(~~ E - r i ~ ? / / / / / I J I \ / ~ ~ / - / / / - I ~ I ~ / \ ~ • / / /i / / / / / / `m ~ I / ~J \ ~ ~ ~ /l / / / / ~ ~ ~ ~ TOTAL IMPACT 435 S.F. 0.010 AC. 32 YDS3 / ~ ~ ~ , - - ~ maws CCC09000-Ot / / ~ 'r ~ sr: DLP / ~ ' / ~ - - _ - STREAM IMPACT -PERMANENT / / / _ waerr eac~ "a• maw weTCat ~o~ c F n nm sr vne~ ~t DLP IMPACT AREA "C" 58 LF, ? / ,/ll rz-,/~ Ila 1 40' / - - - _ TOTAL IMPACT 295 S.F. 0.007 AC. 22 YDS3 58 LF. GRAPHIC SCALE a 04-19-2011 ROOD PWN 1 --7--- 80 +0 0 20 +0 PFIG 9 77 - TYR) E 5 UR ///-7- ~ 1 inch = 40 fk i, FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS a _ x PROPOSED STREAM AND NEUSE BUFFER IMPACTS ~ / / i LEGEND / / / ~ i~ . ~ / r NOTE: (NEUSE BUFFER IMPACTS IN SQUARE FEET (S.F.) AND ACREAGE (ac.) / ~ ~ / ZONE 1 BUFFER IMPACT 25~ / / / / / / I I \?4j~ 'I' ~ ~ ~ IMPACT AREA 'A": 944 S.F. 0.022 AC. / ' IMPACT AREA "B" 1 119 S.F. 0.026 AC. / / ~ ~ - ~ ~ ~ 1 1 ~ ~ I ~ ~ ~ ~ _z~--- IMPACT AREA 'C' 6.510 S.F. 0.149 AC. TOTAL IMPACT 8,573 S.F. 0.197 AC. i / a ~ / / ZONE 2 BUFFER IMPACT I / / ` -238 ~ ~ / / / IMPACT AREA A 3,573 S.F. 0.082 AC. / IMPACT AREA 'B' 9,659 S.F. 0.222 AC. / / / IMPACT AREA 'C' 7.391 S.F 0.170 AC. / TOTAL IMPACT 20,623 S.F. 0.473 AC. / / ~ / / / STREAM IMPACT -TEMPORARY: / ~ / ~ ~ o / IMPACT AREA 'A" OPEN WATER 254 S.F. 0.006 AC. 19 YDS3 / ) / ~ IMPACT AREA `B (OPEN WATER) 181' S.F. 0.004 AC. 13 YDS3 / / / TOTAL IMPACT 435 S.F. 0.010 AC. 32 YDS3 _ / / / _ ~ ~ \ / / STREAM IMPACT PERMANENT, / ~ ll ~ IMPACT AREA "B" (OPEN WATER) 295 S.F. 0.007 AC. 22 YDS3 / ~ I yd TOTAL IMPACT 295 S.F. 0.007 AC. 22 YD 58 LF. ~ ti ~ / / o ~ / / ~ / ~ / ~ ~ ~ ~ I I ~i 55~ / i - ~ ~ - / / ~ ~ - / ~ / i ~ ~ J ~ i J / ~ ~ _ ~ / ~ \ / \ ~ / / / ~ ~ ~ ~ ~ ~ - / / ~ ~ ky, / / / ti / / l ~ ~ X55 ~ ii - ~ / - / / o ~ ~ ~ / ~ ~ ~ / 4 / / ~ / ~ ~ - _ ~ / - ~ / ~ / ~ ~ ~ ~ ~ ss' SS / J ~ ~ ~ / i \ i - ~ _ / / ~ ~ ~ / / ~ ~ / I ~i / ~ / / / ~ ry~o / J z ~ ` _ ZONE 1 AND ZONE 2 _ ~ ~ ~ ~ ~ / ~ / a ~ ~ CLEARING FOR INTAKE PIPE _ _ J / / ~ / / ~ / / ~ MAINTENANCE CORRIDOR / / ~ ~ ~ ~ w ~ ~ i i ~ - - ~ ~ f 5~ ~ PARALLEL IN ZONE 2 ONLY / " ~5 ~ / / / _ _ ~ ~ a d PERPENDICULAR IN ZONE L• (30 LF) 1 / ~j~ ~ FLOOD LAIN ~ - ~ ~ i / / SS11H 7 ~ , / / / / ~ ~HGN CITY OF RALEI ~ ~ , ~ ss ~ ~ / / ss / / uMITS of r~cE / / / / ~ i / / / f~•)~ s ..24 / / / ~ i ~ . ~ s of ~ i ~ ss Ex. s / / ,le-s ~ / - - - ~ ~ o ss/ o ~ i - - ~ l' / - / / ~ ) ~ / / ~1 / / / / \ 3 ~ / / ~ H ~ / ~ ~ T ~ ~ / ~ IMPACT AREA ~ ~ ~ / z ~ / ~ ~ / i ao' ; ~ ~ i ~ 1 / ~ ~ (SEE INSET 2)~ ~ F z a ¦ ¦ ¦ ¦ ~ i / ~ / / i ¦ . ~ / t.-~ ~ - l a \ ~ 3o LF / ~ ~ ~ ~ / ~ IMPACT AREA ~T AREA / / ~ ~ j / ~ ~ ~ - ~ ~ ~ / o i ~2 ,~A„ IMPACT AREA / c, „A„ ~ ALLOIYABLE BUFEI ~ ¦ ¦ M ~ IMPACT (PACT ~ - ~ ~ ~ / ~ J - ' ~ i ~ ~ _ ~ ,ti ALL0IFABLE BUFER, • ¦ r¦Ti ¦'i¦ ~ IMPACT C ~ i ~ ~ - 1 ~ . / LONE ~ ~ a ~2 / ~ / _ 100 YEAR x6 RISER PLACED / Q ~ ~ / ~ / / ~ FLOOD WAY - I W J h 4 f / / / BEAVERD~1-EREEK ~ ~ \ ~ ~ J 1 / / ~ / W m M / / T9~ O~~EIANK-{TY~ ~ / ~ _ 1 \-J 2 ~ ~ ^ ~ ~ ~ / ~ ~ ~ ! / - / / r ~ ~ / \ ~ ~ ~ ~ / / ~ --1, ~ / ~ / / ~ ~ - o \ • \ ~ ~ / / ~ - • \ / / • / ~ ~ / - ~ ~ _ _ _ _ _ ~ x r x ~ A / - • ~ ~ \ ~ \ / _ ~ ~ / ~ ~ - - • ~ / _ ~ / . ~ ~ pq ~ ~ ~ / ~ ~ / ~ h - _ ~ ~ • \ • ~ ~ / ~ / ~ ~ . jam/ ~j~ ~ / - ~ / ~ ~ / ~ \ ~ i / \ i ~ ~ / / - i ~ ~ ~ ~ 1 / \ \ ~ / ~ ~ i i i~ ~ _ jam, ~i - ~ ~ / \ i / / ~ ~ l ~ 1 _ _ ~ / / ~ / n s:: DLP / ~ - - , ~ 1 L - ~ 1 _ 04-9-2011 GRAPHIC SCALE J!meA1 / / ~o o 10 io ~o SET 1 - / finch=20th . FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION DAMS / ~ PROPOSED STREAM AND NEUSE BUFFER IMPACTS / ~ / / s3 ~ - , - , , , _ J ~ / / / ~ 1- LEGEND / / ~ - ~ ~ / / / - i~ ice/ / ~ ~ ~ ~ ~ ~///j~'~ ~ ~ ~ ~i _ ~ o ~ ~ _ / ~ / L NOTE: (NEUSE BUFFER IMPACTS IN SQUARE FEET {S.F.) AND ACREAGE (ac.) ~ / / ` - ~ - ' / / / / \ ` - - - / ~ \ ZONE 1 BUFFER IMPACT / / / J / \ ` - IMPACT AREA A . 944 S.F. 0.022 AC. / / / J ~ \ ~ IMPACT AREA 'B" 1.119 S.F. 0.026 AC. / ~ ~ \ i ~ ~ IMPACT' AREA C 6.510 S.F. 0.149 AC. / \ - - - . TOTAL IMPACT 8,573 S.F. 0.197 AC. / / / ~ - - ~ ' , ~ ' - ~ ~ ~ -25~ ~ ' ~ . ' _ _ -254- ' / 2 ~ ~ i / ~ / / - ZONE 2 BUFFER IMPACT / \ \ ~ ~ ~ - - ~ ~ ~ ~ ~ - ' _ o ~ 25 IMPACT AREA A 3,573 S.F. 0.082 AC. ~ / L \ \ ~ - - ~ - - - ~ _ - ' / J , - ~ ~ i' ~ ~ ao IMPACT AREA 'B 9.659 S.F. 0.222 AC. / ~ ~ ~ ~ _ i - - ~ - IMPACT AREA 'C' 7.391 S.F 0.170 AC. ~ r ~ - i / ~ _ _ ` ~ m 9~ - ~ ~ - TOTAL IMPACT 20,623 S.F. 0.473 AC. ~ / ~ ~ ' - s2 _ _ -zs2 \ O o ~ r ~ - R U~ - 1 i / STREAM IMPACT TEMPORARY ~ ~ / i ~ / _ ~ _ IMPACT AREA "A' (OPEN WATER) 254 S.F. 0.006 AC. 19 YDS3 / % i ~ i ~ / - i- -zas - „ ~ ` ~ / / 1 / ~ / -249 - ~ - \ \ \ ~ Q ~ ~ - ' ~ dj IMPACT AREA "B (OPEN WA 181 S.F. 0.004 AC. 13 YD ~ ~ ~ / TOTAL IMPACT 435 S.F.. 0.010 AC. 32 YDS3 / / \ ` ~ \ i ~ / _ - ~ ~ \ ~ - _ _ _ i ~ _ _ - _ ~ _ \ STREAM IMPACT -PERMANENT / ~ \ 1 ~ / ~ i ~ / / / 2 - _ _ _ _ IMPACT AREA 'B (OPEN WATER) 295 S.F. 0.007 AC. 22 YDS3 / I ~ ~ / j / / ~ ~ _ - , / ~ ~ ~ / / ~ i TOTAL IMPACT 295 S.F. 0.007 AC. 22 YD 58 LF. - - ~ J ; / / / i / / ~ _ ~ ~ , I / / i / / _ / / / ~ ~ ~ I / / - ~ I ~ ~ ~ I ~ I ?S / ~ / / / ~ 1 \ i,~ ~ _ ~ \ / \ ~ , ~ ~ ~ - , ' - _ - ~ 11 h~ ~ ~ - - UNI~AIIIIED TRIB / / ~ / ti ~ , / air ~ / ~ ~ ~ / I ti d / / i ~ _ ~ ''~"i// ~ (58 LF. OF INiERYITENf STREAM IMPACT) ~ ~ / _ - ~ ~ ~ - _(BUFFER IMPACT ALLOWABLE PER ffEM (4) AND (5) / I ~ ~ - ~ \a~ \ \ / _ _ _ ~ / ~ \ \ \ \ s rs3--~ / / / - H ~ ~1 ~ L _ ESTABLISHED ADJACENT TO POND) / / / / ~ / \ ~ / 1~ ~ ~ _ ~ \ I l!~ Y / ¢ ~ ~ _ n ~ 1 - ~ ~ ~ / / / - ~ , 2a~ I I \ ~ ~ -zoo- / - / / / RISER-9 \ \ ` - RI~S 0 ~ ~ ~~-_-___/l x 23S ~ / ~ / . / PACT AREA I „C„ 3 ~9 5 ~ ~ / / w Q a \ ~ r ~ i' ~ ~ 239 ) 1~~ ~ p / a ~ ~ _ \ ~i \ ~ ~ \ \ ~ - I / v o xm \ ? 230- \ ~ / J ~ / \ - ~ / / H N G~ I~ \ \ - ~ _ _ Ilsl ~ No~x \ \ J ~ \ / - , _ _ _ ~ III II ~~~po~ / r \ X128- - Q. • ~ ~ ~ - / "J y~ \ ~ \ r 227 ~ ~ ~ Z / / \ - - ~ ~ ~ \ ~1 0 ~ I - i ~ ~ \ \ J / - SSMH 4 ~ • / / v Q?b~ ..gyp ~ p ~ / \ v ti J 100 ? ~ ~ JB-3 ~ ~ ~ sa ~ \ ~o • , ~ L P \ , ~ \ ~ ~ / X11 ~ ~ ~I 11 1 ~ ~ l e- l \ - ~i cn \ ' y~ e~ \ ( / IMPACT AREA - - - - Dl I • / ~ ~ B - - - -DISSIPATER PAD IMPACT: 1 1 < < ~ ~ ~ 1 \ ~ \ 0 \ ? i ~ \ , / 40' PERMANENT amr.eF RALEKIH 1 \ \ ~ \ \ . ~ wrt~ ALLOIPABLE BUFER 1 7ANE 1:170 S.F. ~ 1 2~ ~3 ~ 1 ~ ~ l 22~~ 1 \ , a 1 2 \ \ 1 \ ~ - ~ \ 1 _ -4 S - ~ ~ ~ \ ~ ~ Je ~ ~ _ - -1~mrPaRAtirr ~ _ _ IMPACT = _ 2 .2) OPEN WATER: 22 CUBIC / ~ \ ~ \ \ ti .~i v ~ YARDS BELOW 1~ ~ / l ~ I ~11~~ I I ~ ~ \ \ t ~ \ ~ \ \ t ~ _ ~ t ORDINARY HIGH WATER ~ ~ ~1~\~ 1~ ~ ~ ~ ~ / / ~ I 1 I ~ `1,11 \ ~ I I 1 ~ 1 \ \ / ~ / ~ \ \ t ~ 1 ~ \ ~ ~ 1 ~ \ ~ CyEARIl1IG IN ZONE 2 ONLY < - ~ 1 \ POOR SEWER LIl~1E AND Il~TfA~ - ~ \ IMPACT AREA - ~ _ / ~ I I \ \ » ~ - - ~ B PIPE CE CORRIDOR , , ~ BEA CR ~ \ - _ ~ ice, ~ \ II ~ \f ~ ~ ~ \ STOP K \ ~ ~ ,ALLO~fABLE BUFER - - - - - , - / \ IMPACT \L_---~~ ~~~~ii i%~ \ 1111 ` ~ 1 I I J~ 1 / I 1 1 I ~ ~ ~ ~ \ ~ \\L / / ~ - - - - -~~i~..? dill \ I \ ~ ~ , ~ , ~ ~ ~'R~. / 111 ~ I I / ~ ~ ~ c \ \ • - 11~ ~ i~ ~ 111 I ~ ~ ~ I \ 1 a ~ V I I I 11 ~ ~ \ 111 II III.. 1 l l ~ I 1•~ 1 1 1 I ~ ~ I \ ~ I 1 , 1` '1 1 1 III ~ ~ ~ v, I If ~ • 100 YEAR 1 1 „ v \ 40 uIT OF J I I \ ~ FL00t1~~AY 1 ~ ~ ~ ~ \ - --mot \ \ J / ~ _ 'SAN~~ ~ RY $ EAS~MENr ~ I 11 • l (Typ,) 1 1 Z+ ~ ~ \ (i~iP.,~ ~ 1111 I I I 1 ~ ~ \ 1 1 1 ~ x ~ ~ I I/ • / / ~ TOP f~1NK ~ ~ ' ~ ~ ~ •1 ` / ! ~ ~ \QF III l SSM ~ \ \ N • ~ / ~ ~ ~ ~ I ~ \111 1 l ~ ~ ~ / i, / ~ ll\~~~1 111 ~ > ~ ~ ~ ~ ~v~~\ ~ \ \ \ ~ \ ~ ~ \ ~ \ \ ~ \ J U \ \ \ \ ~ ` ~ ` \ ~ \ \ \ \ \ ~•I ~ 11 ~ I 1111111\~ \ ~ ~ / ~ 1 ~ - ~ ~ o \ \ - \ \ - - \ \ ~ \ ~ \ ~ ~ \ ~ \ / / t / I ~ 1 / / I ~ I ~ ~1 I l`II1111~ 1~ ~ ~ 1 / \ ~ ~ - - ~ \ I 1 1 I ~ ~ ~ ` ~ / ~ i ~ ~ \11111 CCC-09000 ~ - \ \ - \ C ~ \ \ \ \ 1 ~ i~:~,~f ~ t > >l ~ ~ 111:. ten: ~ SrAM 1 30' ~ ~ \ ` ~ ~ I \ ( GRAPHIC SCALE VAM: 04- 19-2011 ~ \ ~ ~ ~ ~ ~ I r ~ I 30 0 15 30 60 ~ - \ ~ II ~ \ ~ _ ~ 1 1 I / ~ ~ ~ ~ I I I l INSET 2 ~ ~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ r.Y ~ 1 inch = 90 M U S ® FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS a a it , k I s i . 1 j. a t I J f i ~ O Om~(~Zrn ILJZQ JO Ua}OIL Z}C9~QU N TY BMITTAL J~zQU~, aZ~~= a .e ZoW~~w~ o~~QOm a 1~ 1' 0 i; ' " ~Q=QZ~.. ~Z Z=Z~ Ik I' ~ow~c~~-a ZaQ~-J~ } ~U3U~p = a . ~ it SHEET ~P.~>? Z i3 C-1 OVERALL PLAAT ~ s ' C-2 EXiSTIl1TG CONDITIONS.... j • C-3 GRADING AND STORM DRAINAGE PLAN ~i _ • C-4 Ul'1L1TY PLAN r' w f P-1 P1.A11T AND PROFILE - SS 0/F "A" sr~. io+oo.oo ~u sr~. is+~.~s P 2 PLA11T AND PROFII~ -POND INLET SYSTFaVI srn. io+oooo ~u srA. ao+is.~ P-3 PLAN AND PROFILE -POND OUfI.Ef SY~IEM srA. io+oo.oo ~u sr~. i i+es.Z7 D-1 SPORM DRAINAGE DETAIIS D-2 SANITARY SEWER DETAIIS P'D-1A WATER G POND DETAIIS PD-1B WATER HARV~G FOND DETAIIS PD-1C WATER HARVESTIl1iG FOND DETAIIS PD-1D WATER HARVE.S'TII1TG FOND. DETAIIS PD-1E WATER HARVESi~1TG POND DETAIIS PD-1F WATER H~AI7VESTIlITG FOND DETAIIS PD-1G~ WATER HAR'VES'fIl1TG POND DETAIIS I '6 PD-1H WATER H~ARVE,STIlITG POND DETAII.S ;p PD- lI WATER H~AI7VESTIlVG POND DETAIIS la to PD-1J WATER HA]l~V1F.'S"i'IlVG POND DETAIIS f~ F' `ro. EC-1 EROSION CONTROL P'LAN -POND 8t SEEWER CONSTRUCTION EC-2 DRAINAGEAREAMAP -POND B~ SEWER CONSTRUCTION EC-3 EROSION CONTROLPLAN:- SPOIL SITE (STAGE 1) I~ V ~ ~ EC-4 DRAINAGEAREAMAP -SPOIL SPIE (STAGE 1) EC-5 EROSION CONTROL PLArT - SPOIL Sl'I'E (STAGE 2) T7602 EC-6 DRAINAGE AREAMAP -SPOIL SIl'E (STAGE 2j h EC-7 EROSION CONTROL PLAN -SPOIL SITE (STAGE 3) EC-8 EROSION CONTROL DETAII,S 3" CAROLINA EC-9 EROSION CONTROL DETAIIS COUNTRY CLUB a~ • + I~ 1 .a ~3 ,9 1 ALL CONSTRUCTION SHALL CONFORM WITH THE I LATEST VERSION OF THE CIlY OF RALEIGH AND NCDOT STANDARDS AND SPECIFlCATIONS. ,i ENr? ; UTD:dTY INSTALLATIONS AND The Co~truction Contractor responsible for the extension of water, ATIONS AND OTHER PUBLIC. ~ ~ sewer, and or reuse as a roved in these Ions is res onsible for FACII,11'IES, INCLUDING SIDEIfi UDDYG SIDEIfALffi AND HANDICAP ~ pP p ~ p RAMPS ARE TO BE CONSTRUC s~nt4litio9. the Public Works Department at 919) 996-6810. AS SPECD?IED BY CITY CODE. BE CONSTRUCTED ON ALL STREETS ,,,wuuna~,~~~ Y CITY CODE. THBSE FACILITIBS q~1 CARp~ Public and the Pubic UtiHtiee' Department at 857-4540 at least HAVE BEEN APPROVED BY TH ..o.N ~ ~ ROVED BY THE CTfY OF RALEIGH ~.`~~O~a~ESS/p'".S'L ''g h~ ri r Sewer Collection Extension S tem r ns p o to begmnmg any. of their construction. ys AND SHALL BE SO INSTALLEII irx s0 INSTALLEII UNLESS A CHANGE ~ ; Q~ • 9 , ~ ~ A division of The John R. McAdams Company, Inc. ~t rn. ~y or ed~n b ~o n.. ~«t~ ma ~~a~ or nb IS AUTHORIZED BY 1fRi1'PEN ~ Failuro to notify both City Depantmenta in advance of beginning cn,+a yak «,~?.,ac~ ~ ux ate. nb m ~ BY 1?RITTEN APPROVAL. PUBLIC c r ~ SEAL ~ c c~.a~~ m~noa. ~a ror a~b proJxd ahd contain to ~ SANTfARY SEVER EASEMENTS construction, will result m the :issuance of monetary fines, and require etaiaad. ana epedneatbn. ~ ~e ~a~ uenw, Ha,aeook. PRIOR TO FINAL ACCEPTANCE, EASEMENTS ARE TO BE RECORDED i .29216 ACCEPTANCE. = ~ = ENGINEERS ¦ PLANNERS ¦ SURVEYORS ¦ ENVIRONMENTAL y~ reinstollation of any water or sewer facilities .not inspected as a result k _ of this notification failure. cnr of Rdea, Pufilk Utlitlas DepoT6nent Parmk / manarvimAjava aE7SYA:L' a_ 1E. 3PinYll:LS v~~4~s, M. NpX RESEARCH TRIANGLE PARK ¦ CHARLOTTE N17S inspection. Install a Downstream Plug, have Aubwdzatim to Cansftct Failure to call for 1jIII11111/1 PUBLIC UTILITIES Permitted Plans on the Jobeite, or any other Violation of My of Data S 2905 Meridian Parkway, Durham NC 27713 I Raleigh Standards will result in a Fine and Possible Exclusion from CONSERVATION ENGINEER NGINEER 800-733-5646 ¦ wwwjohnrmeadams.com ¦ License No.: C-0293 future work in the City of Raleigh. PLANNING s FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION i r. _ _ _ _ _ _ ! / / /i; WATER HARVESTIIITG POND CONSTRUCTION SPECIFICATIONS TEMP RARY ~r r I l 0 SEEDING SCHEDULE ~rlll ~i~~/iv~~//// '/iii-'/ ~/ll / l/11~ / l C~NERAL NOTES - r - ~ J 1. NC DAM SAFETY WILL CLASSIFY THE PROPOSED DAM AS A HIGH HAZARD JURISDICTIONAL 14. CONSTRUCT EMBANKMENT AND POND AREA PER SPECIFlCATiONS IN THE GEOTECHNICAL ~ ' J JI ~ / i / _ / _ / / I\ \ \ X250- / SEEDING DATE SEEDING MIXTURE APPLICATION RATE ' - ' FACILITY. ALL NC DAM SAFETY PERMITS SHALL BE OBTAINED BY THE OWNER PRIOR TO .REPORTS AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENgNEER. ALL - - ~ r - /JI 11 JfT i _ BL ~IM~~..-~.~~, / l// l// l 1 \ ~ V W BEGINNING CONSTRUCTION. CHARACTERISTICS OF THE EMBANKMENT FlLL MATERIAL SHALL MEET THE STANDARDS JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC - j; SET FORTH IN THE GEOTECHNICAL REPORTS, INCLUDING COMPACTION AND MOISTURE KOBE U:SPEDEZA 50 LBS/AC - - _ ~ ' .~lll ///i / _OERIS~R',~28.00 / / / / 17 1 \ ~ ~ ~ 2. ALL NECESSARY PERMITS WILL BE OBTAINED FROM THE US ARMY CORPS OF ENgNEERS, .REQUIREMENTS. IF NECESSARY. TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FlLL MAY 1 -AUG 15 GERMAN MILLET 40 lBS AC - - - - - ' ~ ///j l l ~ r~ / ~ I T -0UT ~(48~'~ Rb'P~-'-~1~ / / B h I / l 1 1 \ \ ~ ~ ~ - ~ ~ - - ~ - - L z ° - - - ' / 1// r / ~i 1 ~ -(~~D AIC'SHEET~D-16~ v / E~ir~ ° \ ~ \ -2a5 ~ _ _ ~ ~ ~ p c~ NC DIVISION OF WATER QUALITY AND THE CITY OF RALEIGH PRIOR TO DISTURBANCE OF MATERIAL WILL BE I T IN H I / . - OVER BU L OR ZONTAL LIFTS AND CUT BACK TO PROPER FlNAL AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC ANY JURISDICTIONAL WETLAND/STREAM/BUFFERS. GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES i' SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACi10N ANO / ~ = i ~ =~~.~//~ji/~/' / ( I ~ / / ~ ~ /III 3 1.F ~8"0 O~RING~\-_ ~ ~ v ~ j/ U ~ v~ o - 3. ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO THE MOISTURE REQUIREMENTS AS THE ENURE EMBANKMENT. ALL COMPAC110N AND SOIL AMENDMENTS / - . - J ~ / ~ ~j/~ 1 J / / --y-- h l II RC~d S6X'\_- +j _ / m W a ~ r:. DESIGN ENGINEER S ATTENTION PRIOR TO CONS1RUCilON. MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE / / ~ 't GEOTECHNICAL ENgNEER AND AS LISTED IN THE GEOIECHNICAL REPORTS. I \ ~ ~ I \ ` ~ X11 ~ ~ I l / / NL SH~\ / \ / ~ ~ ~ a ~ ~ LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC 30, INCREASE \ \ ~ ,t 4. THE MOSHER ENGINEERING APRIL 2011 GEOTECHNICAL REPORT IS CONSIDERED PART OF 10-10-10 FERTILIZER TO 1000 LB/AC). \ \ \ I c /'G / t ~ , , ~ \ ~ \ 1 ~ \ \ ~ii - / 5 -PD=~s~ ~~~r (bm To o.~ . ~ ~ o • ~ \ ~ \ \ ;1 \ \~-1 \ 1 \ ~ I I I ~ ~ ~ / DOUG PE~WI~ ~ ~ A THE DESIGN DOCUMENTS FOR THE PROJECT. THE. CONTRACTOR SHALL KEEP THIS 15. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM \ ~ DOCUMENT ON-SITE AT ALL 11MES WITH THE DESIGN PLANS FOR THE PROJECT. EMBANKMENT PER SEEDING SCHEDULE AND APPROVED EROSION AND SEDIMENT CONTROL ~ ~ / \ _ ~ T~ \ I II I I 111'''' - soup ~ ~ a ~\1V/ ~ \ \ \ \ \ \ I I mil N L~ ~ ~ r~ \ \ PLAN. MULCH \ I - _ - ` \ \ 1\ 1 I I (I l ? / I N ~ DETAIL PD-1G) _ ~ ~t 5. THE ON-SITE GEOTECHNICAL ENgNEER SHALL EVALUATE ALL ASPECTS OF THE APPLY 4000 LB AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT NETTING OR A / , , ~ \ if FOUNDATION, BORROW SWRCE, AND POND AREA BffORE AND DURING CONSTRUCTION. 16. SCHEDULE A FlNAL AS-BUILT INSPECTION AND AS-BUILT SURVEY WITH THE ENGINEER. MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY S1RNgiT CAN BE USED AS A ~ ~ \ ` J\~ \ ~ \ \ ~ \ \ ~ /III a' / / ~ s' ~ u AN AS-BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BffORE THE ~ ~ 6. THE FOUNDATION .FOR .THE .DAM EMBANKMENT SHALL BE EVALUATED BY THE ON-SITE SUBMITTAL OF THE CERTIFlCATION PACKAq: IS REWIRED. ANY COMMENTS OR MULCH ANCHORING TOOL ~ \ ~s \ ~ ; \ \ \\111111` ~,I1111 it _ / T ~ ` _ 1 ~ ~ \ ~ \ `I \ 1 \ \ I ~ EG~33, ~ ~ ~ ~ a a ~ \1 \ ~ BTr'13, `MEET H) H ~ GEOTECHNICAL ENgNEER AS CONSTRUCTION .OCCURS. THE TOTAL DEPTH AND DEFlCIENCIES IN -THE DAM CONSTRUC110N MUST BE CORRECTED. TO 1HE SAl1SFACTiON OF ~ , \ QUANTITIES OF FOUNDA110N MATERIAL TO BE .REMOVED, REPLACED, OR REMEDIATED WILL. THE' ENgNEER AND OWNER BffORE CERTIFlCA110N SHALL BE gtAN1ED. UPON FlNAL PAIGE ' ` ~ APPR \ y. BE DETERMINED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION. OVAL FROM THE NC DAM SAFETY, CLOSE THE BOTTOM DRAIN VALVE AND BEgN JAN 1 -AUG 15:REFERTIUZE IF gtOWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, ~ IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BffORE AN APPROVAL TO AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. \ \ 7. THE FlNAL CERTIFlCATiON FOR. THE POND PROJECT TO NC DAM SAFETY WILL INCLUDE A IMPOUND IS ISSUED. FROM BOTH NC DAM SAFETY AND .THE ENgNEER. \ ~ \ \ E: \ \ 4; CERTIFlCATION BY THE ON-SITE GEOTECHNICAL ENgNEER THAT THE PRO~CT WAS AUG 15 -DEC 30:REPNR AND REFERiILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH \ \ CONSTRUCTED PER THE .PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO BERM SOIL AND COMPACTION SPECIFICATIONS ~ ~ ''E COORDINATE WITH THE ON-SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER \ ~ \ 11 I i i \ ~ 1\ \ ~ ~ \I I i ~ 11 }\\\I III \ 1 \ 233 / / - - - - \ W s` TESTING SUCH THAT THE ON-SITE GEOTECHNICAL ENGINEER CAN CERi1FY THE 1. ALT- FlLL SOILS AND COMPACTION SPECIFlCATiONS TO BE USED FOR. THE DAM BEYOND JUNE 15, OVERSEED WITH 50 LB AC KOBE LESPEDEZA IN LATE F®RUARY OR ~ ~ ~ EMBANKMENT CONSTRUCTION SHALL BE TAKEN FROM THE RECOMMENDATIONS DETAILED / N \ l l ` I \ ~ ~ \ \ \ \ 1 III 1111 1 \ J' Y \232 - - t' CONSTRUCTION. IN THE.q:OTECHNICAL REPORTS. EARLY MARCH.' 1 l 8. ONCE CONSTRUCTION IS COMPLETE, A FlNAL CERTIFlCATION PACKAGE TO NC DAM 2. ALL FlLL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FR US TH P OM NOTE E E TEM ORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO 1 1 I} 1 I~ l i~ \ I \ \~~1, 1 1 1 1 I I l ~Rl I I I\} 1 w SAFETY, INCLUDING AN OPERATION AND MAINTENANCE MANUAL AND AN EMERGENCY BORROW AREAS APPROVED BY 1HE ON-SITE q:OTECHNICAL ENGINEER AS OUTLINED IN ~ ACTION PLAN WILL BE SUBMITTED FOR APPROVAL 1HE FlNAL AS-BUILT SURVEY FOR USE THE PERMANENT SEEDING SCHEDULE. / \ ` ~ THE q:OTECHNICAL REPORTS. THE FlLL MATERIAL SHALL BE FREE FROM ROOTS STUMPS, THIS CERTiFlCAT10N .SHALL OCCUR NO SOONER THAN 60 DAYS PRIOR TO 1HE / , I / X \ 11 L /1/ } I I 1111/f /11 % I 1 I I ~ III III _ ~,Illlllllnl,~ I I ~ } 1' 1 I ~ I 1 l/ l/ 11 I I I ~ l, I I I I .i ~~~0~~~.CARp~'~.,~~ CERTIFlCATION SUBMITTAL PLEASE NOTE 1HAT ANY DEFlgENCIES OR MODIFlCATIONS TO THAN 6 ,AND FROZEN OR OTHER OB~C110NABlE MATERIAL / j ' THE SPECIFlC MATERIALS USED SHALL BE EVALUATED AND APPROVED BY THE ON-SITE ~ I J BRING THE FACILITY INTO CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS SHALL BE GEOTECHNICAL ENgNEER PRIOR TO PLACEMENT. THE CONTRACTOR SHALL PERFORM / THE RESPONSIBILITY OF THE CONTRACTOR. ~ / I I / . l ~ I II } I' l 1 ~ I I I) l / l / ~ / 1 l l _I I,.I ~ / / \ . • . ,~••~o~`j,,.~''ESSiotititi9'% l / l l~ \ lI (l/ 1111..1 / ~l 1 I / 1 ~ f~ 1 / i 2 ~ ~ ,Q~o~ ti STANDARD PROCTORS ON THE. PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM / / l I / t I 1 I I I / / / ~ I ~ l/ / / 23 / ~ ~ SEAL ~ 9. NO TREES SHRUBS OF ANY TYPE MAY BE PLANTID ON THE PROPOSED DAM MOISTURE CONTENT AND COMPAC110N CAN BE ACHIEVED /CONTROLLED DURING / / coNSTRUCTioN PRIOR TO PLACEMENT:. PERMANENT SEEDING SCHEDULE DAM EMBANKMENTS / ~ ~ EMBANKMENT. (FlLL AREAS).. ~ / / / l j/ J 1 1 I I/I I I I I ,I 11 l l l l l l l l ~l l// sr /i/~j~ 292ts ~ c / ~ J / } / 1 1 1/ I I I I I I I I ~ / ! J ~ / cl~r of ` 10. PLEASE REFER TO THE EROSION AND SEDIMENT CONTROL .PLAN FOR A GENERAL 3. FlLL PLACEMENT FOR THE EMBANKMENT SHALL NOT IXCEED A MAXIMUM 8 LIFT SEEDING DATE SEEDING MIXTURE APPLICATION RATE / .l / CONSTRUCTION SEQUENCE AND PHASING FOR CONSTRUCTION. A SEPARATE. SEDIMENT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS FOR 1HE ENURE LENGTH OF AUG 25 - OCT B TALL FESCUE 200 LBS AC / ~ / 11 I I.~ I I I I I{ I I I I r 1 ~i~/ ~s;;~ ~ S~~G I NE~~'j EMBANKMENT. BffORE PLACEMENT OF FlLL FOR THE BERM SECTION ALL UNSUITABLE / / / 3 AND EROSION CONTROL PLAN WILL BE SUBMITTED TO THE CITY OF RALEIGH FOR MATERIAL SHALL BE REMOVED AND 1HE SURFACE PROPERLY PREPARED FOR FlLL ~ / / l ~ ~ 11 / I j \ II \ 1111 1 L I ~ I I I I (I I ~ / - ~ - \t ''',~'s M. ~Hp~'~~`~, ! APPROVAL PRIOR TO CONSTRUCTION. PLACEMENT. FEB -APR 15 (POSSIBLE) ~ I / ~ J I / ( I ` } ~ 1 \ I I yl 1 1 ) / I J I / J / ~'f- ,!!l/lllllll/1~~, . I 11. THE CONTRACTOR .SHALL FURNISH, INSTALL. OPERATE, AND MAINTAIN ANY- PUMPING OR 4. ALL FlLL SOILS USED IN THE EMBANKMENT KEY TRENCH CONSTRUCTION SHALL BE I / / I ! / ~ ~ \ \\1\ I ~ I I 1111 I IJ ~ s / I / ~'~~D~ DEWATERING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS / SOIL AMENDMENTS \ ~ \ / / I/ ~ ~ II III I I 1~ / / • / ~ 11 I ~ 11 ~ / ~ II(~ .~2.~- l / ll I1 ~ I I I I I y~l I x-81 OF 1H POND CONSTRUCTION AREA CUT SLOPE FOUNDATION ETC.. IT IS ANTI PA COMPACTED 10 AT LEAST 95X OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB AC GROUND AGRICULTURE ~ I E ( s, ) q TED / ~ i THAT PUMPING .WILL BE NECESSARY THROUgiOUT CONSTRUCTION. THE CONTRACTOR (ASTM-698). THE FlLL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN 2 LIMESTONE AND 1000 LB AC 10-10-10 FERTILIZER. / sll / / / ~1 '11 II III I NIA / B- ~ , . ~ PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPAC110N TESTS SHALL BE / J SHALL COORDINATE WITH THE ON-SITE GEOIECHNICAL ENGINEER FOR PUMPING AND PERFORMED BY THE. ON-SITE GEOIECHNICAL ENgNEER DURING CONSTRUCTION TO VERIFY ~ ' / ! I t I ~ E ,g ISgIF~ATOR 1 I 11 ~~J III II1 I 1 ~ ry I 1 ~ ~ DEWATERING ACTIVITIES TO ENSURE STABILITY OF ALL AREAS. ,i' THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FlLL SHOULD BE MULCH COMPACTED USING A SHEEPSF00T TYPE. COMPACTOR. IN ORDER TO PREVENT DAMAGE TO ~ - - APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY .TACKING WITH ASPHALT, NETTING, OR A .j / ---J'/ .~I; 1; 1;/;'ll I I~~5~1~ I IN A ~ 'l~/" ~r,/I I , ~ J/ THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL A MINIMUM COVER MULCH ANCHORING TOOL A DISK .WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A OF 20' IS ESTABLISHED ALONG THE PIPE. - - ~ - 1. THE OWNER SHALL OBTAIN A LAND DISTURBING (gZADING) PERMIT AND AN APPROVAL MULCH ANCHORING TOOL 1 ~ X I/1 I I IN"I I ) / ~I/ -~~T 111 \1 l / l I III I I ~ l ~ t` TO CONSTRUCT' FROM NC DAM SAFETY, THE CITY OF RALEIGH, AND ALL OTHER _ ~ 5. TESTING OF THE NEW FlLL MATERIALS. SHALL BE PERFORMED TO VERIFY THAT THE APPLICABLE AGENCIES PRIOR TO CONSTRUCTION. \ ~ RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THERffORE, ~ , , , ~ - ~l ~ I~ I ~ 11 lei ~'i PI I i I t / ~ / I I> , ~I 1\\~~~\ ~ \ l / / / ~o $ I I I 111 11 I ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR INSPECT AND REPAIR MULCH FREQUENTLY. REFERTiUZE IN LATE WINTER OF THE FOLLOWING ~ ~ ~ 2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT EVERY LIFT OF FlLL OR AS DIRECTED BY .THE ON-SITE GEOTECHNICAL ENgNEER. YEAR; USE SOIL TESTS OR APPLY 150 LB AC 10-10-10 FERTUZER. MOW REGULARLY TO A ~ ~ ~ ~ ~ ~ ~ / / J ~ $H6~19 I I I I I NI "I ~ I ~ ~ ~ 1N11 ~ I ~ 4~~ ~~N do EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT / ~ l l l J/ I I L I I L I I I I I I ~ I \ I q l w~ RC ~STD.~:~p z I ANO EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. " HEIGHT OF 2-4 INCHES. ~ ~ ~ THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, 6. TESTING WILL BE REQUIRED ALONG 1HE 48 0 0-RING OUTLET BARREL AT A FREQUENCY - ~ ~ - ~ ~ ~ ~ / ~ _ - - ~ l l ~ 1 t l ~~,1 I \ \ + ~ 1 I/ I I ~I 4~" RAP - EL\ 2 6.~ p ~ r r _ / l / 1 dEt IL ~~T \ ~ ~ I / I ! L' SJ' ~PD=tD \ ~ AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. OF ONE TEST PER 25 LF OF PIPE PER VERi1CAL F00T OF FlLL OR AS DIRECTED BY THE NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND ~ , I ON-SITE GEOIECHNICAL ENgNEER. BASIN FLOOR. - ~ ~ - I 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED POND CONSTRUC110N PER _ =///,/i / 1 / 1 I.tll~ ~ \ / / I / 11/11 \ I I 1 ~ 1 \ w ' THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. ALL TREES AND THEIR EN11R 7. THE ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFlCATiON THAT THE ' E / ~ ~ , ~ - ~ / / / I' I XI 3 / ~u~ THE SLOPES ~ i i / ~ ~ ~ ,'B ~~~y / / L I I I Ab ~ b \ \ \ ~ 2a/ / z s l1 Il ~ upD #HE c:ol~R ROOT SYSTEMS MUST BE REMOVED FROM THE POND FOOTPRINT AREA AND BACKFlLI.ED GEOTECHNICAL ASPECTS OF THE POND CONSTRUCTION HAVE BEEN CONSTRUCTED PER SEEDBED PREPARATION / ij WITH SUITABLE SOIL MATERIAL PER 1HE ON-SITE GEOTECHNICAL ENGINEER. THE PLAN. THESE REPORTS AND CERiIFlCAl10NS WILL BE NEEDED DURING THE AS-BUILT BACKFlLLED AREAS-SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM CERiIFlCAiION PROCESS FOR THIS IMPOUNDMENT FACILITY. THERffORE, IT SHALL BE THE - / _ - - \ _ ~ - ~ - FGc63~8 / I I I III r~•~, ~ \ \ \ ~ ~ ~ 1111 Dw D wJNGw,'~.~ ooh - ~ / ~ _ ~ / AR ~.8 / ~ I ~ ~ \ \ \ \ 11 ~ T-- /R ~ ro dR \ I _ EMBANKMENT. THE REMAINING AREA OF 1HE EMBANKMENT SHALL BE STRIPPED TO A CONTRACTORS RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE / ~ SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENgNEER. ANY ON-SITE GEOTECHNICAL ENgNEER. 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL ~r RESIDUAL SOUS TO ~ LEFT IN PLACE MUST BE WELL SCARIFlED TO PROMOTE BONDING CONDITIONS, IF AVAILABLE. /'r / ~ , / / ~ ~ ~ I II I j 11 ~ l 1\ \ ~ \ \ \ u I 1~Jfj1 ~ / u~~o~~i,,,x ~ pq OF THE NEW EMBANKMENT FlLL NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE 8. FOR TESTING AND INSPEC110NS ON THIS PROJECT, THE UNIFlED SOIL CLASSIFlCATIONS / / / y' ~ . / J I I ` \ ~ 1 \ \ \ \ \ \ \ (1 I ~L 1 ~1 ~NCR~~ ALL (SEE U ~ c AM F N AiION AR UNiI APPROV THE POND SU SP, SW, SC, SM, ML, CL SHALL BE USED. 1HE SOIL SAMPLES TAKEN FOR THE 7. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. / D OR OU D EA L AL OF BGRADE / 1RENCH IS ( ) / OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER. GEOTECHNICAL REPORT INDICATE THAT USE OF ON-SITE SOILS FOR FlLL IN THE / - / ~ ~ / I \ ~ \ \ 1 \ / I 1 ~ DF}T~I IS~i~ET~D~1) / 2.5'x2.5'x9' ~ ~p / / ~ \ / / / / ~ 11 l 1 \ \ a / 11 1 _THI I O~U1S~ RIP DISSIPATOR x ~ EMBANKMENT IS PROBABLY SUITABLE; HOWEVER, TEST PI1S SHALL BE IXCAVATED SIX 3. REMOVE ALL LOSE ROCK, .ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE - ^ I , ~ 36' R~fP~CONaRETE \ I 1' / ~ D NN ~I I I ( • ~ ~ ~ MONTHS PRIOR TO CONSTRUCTION TO EVALUATE THE FEASIBILITY OF U1ILIZING ON-SITE REASONABLY SMOOTH AND UNIFORM. I 4. ECCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM \ I: EMBANKMENT.. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE MATERIALS. ALL FlLL MATERIAL SHALL BE APPROVED BY THE ON-SITE GEOTECHNICAL 4. PER ONE TiME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER. AND SUPERPHOSPHATE ~ \ \ \ ~ ~ , ~ iANn-SEED' COLLARS~(S \ \ \ I f I ~ I I L~ of 4r0 b (001 To 0.02 E ~ OR 2 FT BELOW THE 48"4 OUTLET BARREL. AND SHALL HAVE A MINIMUM BOTTOM WIDTH ENGINEER. UNIFORMLY. AND MIX WITH SOIL ~ \ ~ 1\ \ r \ ~ ~ \ I DE/T~IL SHEET ~Q-1F~ \ \ a\ ~ / t ~ I l III { 0 USOL.I ky / P~ SEE / O z OF 10 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1.5:1 (H: V). THE \ ~ 1 9. THE: MOISTURE RANGE FOR BORROW SOILS SHALL BE -2 TO +4X AS LONG AS DENSITY _ ~ ~ ~ ~ ~ \ l l ~ ` l ~ ~ ~a\ ~ l I ~ \ \s \ ' ' y II altl\ sH M ~~c ~F ~ ~ o a KEY TRENCH SHALL BE COMPACTED TO_THE SAME SPECIFlCATION LISTED IN ITEM 4 OF CAN BE OBTAINED. THE PI RANGE CAN BE 0 TO 30X~ WITH SOILS HIGHER THAN 30X TO 5. CONTINUE 11LLAGE UNTIL A WELL PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS ~ ~ THE SECTION T11L.ED 'BERM AND SOIL-COMPACTION SPECIFlCAiIONS." DEPENDING UPON PREPARED 4 TO 6 INCHES DEEP. ~ ~ ~ \ ~ I \ I \ III ~~Ir 1 / I o~ ~ _ _ BE APPROVED BY THE ON-SITE q:OTECHNICAL ENgNEER. ~ ~ ON SIZE SOIL CONDI110NS ENCOUNTERED DURING IXCAVATION, 1HE ON SITE ~ ~ ~ \ \ ~ \ \ \ \ CLEANOUT (TYP, SEE } II $3 -1 ~,I ! 1 / ^ 1 I I I I 'tA0_Yf11R ~ ~ / U Q' Ai U GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY .TRENCH 6. SEED ON A FRESHLY PREPARED.SEEDBED AND COVER. ~ ~ AS DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN 10. TOPSOIL CAN BE USED ON 1HE DOWNSTREAM DAM EMBANKMENT SLOPES AND OTHER ~ ~ \ ~ \ \ ~ ~ \ ~ \ ~ ~ r _ DETAIL SHE~T PD-1 H) 1 / Rz 6 f R 1 I 1 , FIQpD WyY / ~ o x 1, I / O DOCUMENTATION OF ANY VARIA110N FOR FUTURE AS-BUILT SUBMITTALS TO THE qTY OF GRADED/BARE AREAS TO PROMOTE VEGETATION AND STABILIZATION. SUCH WORK SHALL 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 1 1 1 1 y~ I I I / 1 I ~ I I I o RALEIGH. BE RESTRICTED TO 8 AND PROPERLY PLACED. THE TOPSOIL SHOULD BE RELATIVELY ` \ CLEAN (NO LARGE ORGANIC DEBRIS). 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN \ \ ' S. BEgN PLACEMENT OF BACKFlLL WITHIN THE KEY 1RENCH. THE KEY 1RENCH SHALL BE THE PlANi1NG SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED. \ \ \ \ \ \ \ \ 1 \ 1 I II - - \ B-2 , ~ / I I SSM I ~xg -RIP7~ ~ ~ / / Q O ~ COMPACTED TO THE SPECIFlCAitONS LISTID ITEM 4 OF THE SEC110N i1TLED 'BERM AND 11. N0 VIBRATORY EQUIPMENT SHALL BE USED AT THE PROJECT SITE WITHIN 7 CALENDAR / \ DAYS OF THE POURING OF 1HE ANiiSEEP COLLARS AND THE.CONCRETE CRADLES. 9. CONSULT GOLF COURSE SUPERINTENDENT REGARDING MAINTENANCE TREATMENT. ~ ~ SOIL COMPACTION SPEgFlCAT10NS. THE KEY TRENCH SHALL BE TESTED PER 1HE / ~ SPECIFlCATIONS LIS1ED IN THAT SECTION. ~ I v//~~ \ \ \ \ } I 1 1 1 1 1/ / -a~a~ f ~ ~ ' ~~`~~II I I 11 ~l li/i ///y W 6. ECCAVATE THE FouNDATtoN AREA FOR THE DAM EMBANKMENT UNDER DIRECTioN AND Qjjj'j~ sjR~jCj'[jRE MATERiAL SPECIP'TCATiONS SHEAR STRESS A ,~G2 8 C LCULAl10NS OBSERVATION OF THE ON-SITE GEOTECHNICAL ENGINEER. THE DEPTH AND QUALITIES OF " ~ / AR25~ ~-1~~ I }1\ I 1111 1 ~\Ij\\`_;/ / ,/\I I/ / o FOUNDA710N MATERIAL TO BE REMOVED AND REPLACED ARE TO BE DIRECTED BY THE 1. 1HE 36 4 AND THE 48 ~ RCP OUTLET BARRELS SHALL BE CLASS III RCP, MODIFlED BELL ~ r AR2s~3~ / / I I I I I 1 1 1 1 1 1 (1111 / / / E 2~~I~~ ~ ` ~~'11 I'/I~ I~////%~~ l J 1~ l l l l I I 1 1 11 I1r 11r~_ ~Z4~~ ~ B 10,x' ~ I yyr /~///~/r / / / } 1 I ! 11 / 1111 ~ //~/~1 ON-SITE GEOTECHNICAL ENGINEER. IT IS ANTICIPATED THAT- LARGE DEPTHS AND AND SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPES SHALL 1. POINT OF ANALYSIS: 200 FT DOWNSTREAM OF FEMA CROSS-SEC110N STA. / QUANTITIES OF MATERIAL WILL NEED TO BE REMOVED AND REPLACED FOR THE HAVE CONFlNED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE 035 TO 100 FT UPSTREAM OF FEMA CROSS-SECTION STA. 035. ~ / / / 1 1 I f l 1 r~.~ - -Z43". / / q~ ~ ~ ~ 1 ~ / / / / ~ ~ / / / I I I I /1111 11 I / \ ~ 91\~`!ll r\ \I!1' 111 Il I//~ k M FOUNDATION OF THE EMBANKMENT. ALL MATERIALS USED TO REPLACE UNSUITABLE PIPE JOINTS SHALL BE TYPE R-4. SEE DETAIL ON SHEET PD-1G. 1 I / 1 I / / 1 !III I ~//J/1 II _.Za~-~~ / 1 ~ N~, ~ ~ ~ tl ~l/ / / /l l / ~.I¦~ FOUNDATION MATERIALS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM 2 FROM NC EROSION AND SEDIMENT CONTROL MAN PAG .05.1 / ~ ~ / EMBANKMENT AS OUTLINED IN THE GEOTECHNICAL REPORTS. THE CONTRACTOR AND 2. THE STRUCTURAL DESIGNS FOR 1HE 6.0' X 6.0' INTERNAL DIMENSIONS ANO THE 7.0' X UAL, E 8 2. J ~ I ~ ~ / 1 I /l I I 1 ~I, l l l , / / 11 ' ( ) GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ALL FOUNDATION 7.0 (INTERNAL DIMENSIONS) RISERS WITH EXTENDED BASE ARE TO BE PROVIDED BY T = Ypg J i / III I//~ I~lIIII~IIJ II\~r',~.~e ~ ~ ~ \ 11 / II / ~ 1 / / / / / / I q• / ~ ~ _ ~ II?, \ 11111 I I 1 i / l/ l I' REMEDIAiION ACTIVITIES FOR 1HE FlNAL AS-BUILT CERTiFlCA110N TO NC DAM SAFETY I I d i, OTHERS. ~ N J r IIa / II I I I I ~ 1 ~ ~ I ~r , 1 / 11 I / / ^ I 1 ry`° l / / / ~ l l / 1 1 I I III I / / ~ o ~ 11 1 / I UPON COMPLETION aF CONSTRUCTION. ,WHERE: r ' J J 3. THE DETAILS FOR THE RISER. STRUCTURES PROVIDED IN THIS PLAN SET ASSUME A 6" - / r l IN 1 11 , / / / / / / / I I I I I 1 I I I I I /dy ~ i ~~`/J~'-~ r'1' ~i,"mil llll /il l r /l °~l / 1/11 f1 I~ tII I II 7, N ~~l^ ( r~/1~ ~jll/1//~( 1 ~F: 7. PRI IN T T10N U ITT N ANY T -SHEAR STRESS IN LB/ET' _ / / i OR TO S ALlA , S BGRADE COND 0 S ALONG CONDUIT THROUgi THE DAM WALL THICKNESS FOR THE WALL SEC110NS. THE ANTI-FLOATAl10N BLOCK z - I / 6d / P~cl~,~ IC OF RbL~I~ » ~ I 111 I 1~ 1 l r I ~ t ~ / , / / 1 / / , , ti , / / , / / ~~a~ ~wl~ ~ ~ I \ B-~o ~ ~ I I ` _ ,I II N i ~ l 1 I I I J I J Illl~j~ l V EMBANKMENT SHALL BE EVALUATED BY 1HE ON-SITE GEOTECHNICAL ENgNEER TO " Y =UNIT WEIGHT OF WATER, 62.4 U3/FT / / / F CALCULAl10NS ARE ALSO BASED ON AN ASSUMPTION OF A 6 WALL THICKNESS. THE. / ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL JOINTS OF 1HE RISERS SHALL BE CONSTRUCTED WATER-TIGHT AND SECURELY FASTENED D =FLOW DEPTH IN FT / / / / / / ~ 1 E~227.5 I ~ ~ I II I / J I / / / / / / / / / / / / / / / / (T~'PI) \ / 1 ~1 / / / / / l ~ BT~207.~ M` ~I~II I ~i I-, ~~~I\I I c I ~ j 1 I ~ S =CHANNEL gTADIENT IN FT ff SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE TOGETHER. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONSTRUCT THE RISER ~ / / ll~ I I/ / / / l l II / I ~ 1 ~i( I ~ / Illl~'tf 1/ /1/ / l/ ~ l l / 111 /I (\~ry 1 \ f~Frl/ /QI i; PIPE ALIGNMENTS THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE STRUCTURES WATER-TIGHT AND SECURELY FASTEN THE RISER SECTIONS TOGETHER. IT IS 3. QOM PROJECT AREA FLOOD INSURANCE STUDY, PAGE 85P / / s. GEOTECHNICAL ENgNEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE ENGINEER IF THE WALL ~ / lI l I / / / l I / //l I 1 / -~I I~~ IIII I (~~i 0 1 I l / / / 111! / 11 i / /~+i~' I J ~e- IV ~ .~~1MI111j!,~I// i//~, / l/V...7. / a ADEQUATELY COMPACTED STRUCTURAL FlLL, LEAN CONCRETE OR PLOWABLE FlLL AS THICKNESS OF EITHER OF THE RISERS IS LESS THAN 6" 1 I / / / / ~ / B~13 / l / ~ 1 1 1.1 1 f 11 / ~ j l I ~ ~ ~)~I /lJ/~l/ I I / / / / ~ ~ / ~j z IRECTED BY THE -SITE OTECHNICAL ENgNEER. FLOW DEPTH = 16.5 FT ~ } / D ~ ~ MEASURED'FROM THE LOWEST POINT IN STREAM BED ALONG DAM ~ 1 1 / / / / / / 1 I l 1 11 1I~// / / / 4. THE CONCRETE RISER OUTLET STRUCTURES SHALL BE PROVIDED WI1H STEPS 16 ON I I I B. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION DUE TO EMBANKMENT (214.5) AND THE HIGHEST POINT OF THE 500 YR FLOOD PLAIN ( CENTER. STEPS SHALL. BE IN ACCORDANCE WITH NCDOT SiD. 840.66. PLEASE REFER TO n / / III / /~~~AR2~o3/ ~ 1 1.111 >~111I i /III/( 9 I / y 1 I/ /J / / / / / / / ~ /1 / ~l l ~ ~ 1 l / ~ ? I I I r 1 yl ~9 / ~ 1 'i~/i~ i ~~G,~l~l/~ll~//~i li/// ~ p Q ! EXPOSURE, RAINFALL, SEEPAGE. AND RUNOFF) BffORE 1HE CONCRETE CRADLE CAN BE SHEETS PD-1C AND. PD-1F FOR LOCATION ~ THE RISER STEPS. ELEVATION'... ALONG THE DAM EMBANKMENT (231.0). l l / / / 11 I I ? ~ / / , / /I/ /l /lll,/ / l /i Z 11 l /~l / ~ / l ~17 J I IN ( 111 I / Ill 111 ~ / / f POURED IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT / / / CHANNEL GRADIENT = 0.0016 FT / / r BE POURED OVER 1HE SUBGRADE ONCE IT IS APPROVED BY THE ON-SITE 5. THE 15 Lx15'Wx28' 1HICK CONCRETE ANTi-FLOTAl10N BLOCK AND THE 10 Lx10'Wx32 ~ / / I /1 / / / / ry i / 1 / 1 ~ ~ I I ~ 1 ~ (~IJi/ /i l~ll l l~// / / / ill 111V Il ~I \ f l(~i// l ///l/ GEOTECHNICAL ENgNEER. THE MUD MAT .WILL ALSO PROVIDE BEARING FOR 1HE BLOCKS THICK CONCRETE ANTi-FLOATATION BLOCK WILL BE CAST-IN-PLACE IN THE FlELD. STEEL IN STREAM ELEVAl10N (231.0 TO 230.5) OVER 1HE LENGTH OF ~ J I J//i1 , l , , l / ~ I I ~ r / I 1 / l / / / l '~----s /111 1 "1 l11 ~ 1 • ~ ~ 11111 ~ / THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTiL THE CONCRETE CRADLE CAN BE REINFORCEMENT AND THE CONNECTION TO JOIN THE ANTi- OTATI STREAM ALONG THE DAM EMBANKMENT. (300 F'i). i ~ FL ON BLOCKS WITH THE r / / ` POURED. THE. MUD MAT AND CONCRETE CRADLE SHALL BE EXCLUDED THROUGH 1HE RISER SECTIONS AND THE BARREL PIPE COLLARS SHALL BE IN ACCORDANCE WITH THE ~ ,P i~ , / 1 / / / / ~ / ~ / I I , ~Q ~ , v~tt / 111 I 1/ /~lll/ / / i / / / ~ ~ 1 _ 11 1 l / l~f 1 /~/i / ~ I 1 / 11 ~ / i ~ SPILLWAY ANIISEEP COLLAR LOCATIONS. THE METHOD OF BLOCK SUPPORT FOR THE PIPE DETAILS SHOWN ON SHEETS PD-1D AND PD-1F. 4. T = (62.4' lB/FT~(16.5 FT')(0.0016 FT/FT) I ~ ~ , ~l// ~ ~,ll J I I/l I ~ / ~ / ~ , II / / 1/1 / ~ / r / / l / / / l/ f/ 1 ~ ~ ~ / / 1 ~ ~//J II/ ~ 11111/// /Il/ l / / / O ~ E PROPOSED BY THE CONTRACTOR SHODU) BE SUBMITIID TO THE DESIGN ENGINEER FOR J ~ / ~i . REVIEW. 6. THE CONTRACTOR SHALL ENSURE THAT THE CONSTRUCTION OF THE PRE-CAST RISER T = 1.65 LB/FT= ~ /i l~/ / /1+ ~ ° l / l~/ IJ/ i6 i , / , II~I~ ~ I/J1 I111~1 / ~1 111// / x I ` ~ 9. 1HE FOUNDATION FOR THE RISER STRUCTURE AND ANTI-FLOTAl10N BLOCK SHALL BE STRUCTURES ARE WATER-TiGHT. THE RISER STRUCTURES SHALL BE WATER-TESTED TO '~j /i/ l! I /~~'1 /~/.C/ ~ ~~////~~~J/ '1111 ~ ~//~11 l1/ w I EXTENSIVELY EVALUATED BY THE ON-SIZE GEOTECHNICAL ENGINEER PRIOR TO THE OWNER'S SATiSFAC110N PRIOR TO ACCEPTANCE TO ENSURE THE STRUCTURES ARE 5. TURF REINFORCEMENT MAT SPECIFlED FOR .PROJECT, LANDLOK 300 OR EQUAL / / j / PLACEMENT AND CONSTRUC110N OF THE RISER STRUCTURE AND ANTi-FLOATATION WATER-TIGHT AND NO LEAKAGE WILL OCCUR THROUGH THE RISER SYSTEMS ONCE THE ~ / /j 161//// //~~~~r--~l/~ ~~'~~~~~~;11 j/j///// / //~/ll/ ~ ~I BLOCK. THE TOTAL WEIGHT OF THE STRUCTURE SHALL BE CONSIDERED IN EVALUATING POND IS IMPOUNDED. T = 12 LB/FT' AND MAX VELOCITY = 20 FT/SEC / j ~ / i 1HE FOUNDATION AND BEARING CAPACITY OF' THE AREA UNDER THE RISER STRUCTURE ~ / ~ AND ANTi-FLOATAl10N BLOCK TO PREVENT DIFFERENTIAL SETTLEMENT. B. 1HE 7.0' X 7.0' RISER AND ANTI-FLOTATION BLOCK ASSEMBLY (INCLUDING THE VEGETATED / ~ / / ( ) ~ ///~~~i / / l (^v/~_=-~lj ~ Vii' III~~''~~~i//~//////i ~ w , / ~.~i/ / r ~ _ J ~a~Jw III(// / / / / ~ a CAST-IN-PLACE BASE) SHALL WEIGH A MINIMUM OF 96,650 LBS. THE 6.0 X 6.0 RISER / / / / 10. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FlLL MATERIALS MALL BE PLACED IN AND ANTi-FLOTA110N BLOCK ASSEMBLY (INCLUDING THE CAST-IN-PLACE BASE) SHALL 1 / / / / / r~ sr11HJ s~ / I • / / / I I ~ ~ / / / / / / , ~ ~ ~ ~ ~ / ly / ~ - /Ii 1 / / / ~ / / / / MAXIMUM 8" THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE WEIGH A MINIMUM OF 48,150 LBS. 6. SPECIFlCA710NS SHOWN ON SHEET PD-1H AND INSTALlAl10N GUIDELINES . ~ / ~ i / / / / ~ ! , / ~ 1 / ~ ~ ~ / / 1 / J ~ ri /i / / ~l / / / ON-SIZE GEOTECHNICAL ENgNEER. FlLL LIFTS SHALL BE CONTINUOUS OVER 1HE ENi1RE SHOWN ON SHEET PD-11 / / /i LENGTH OF FlLL IF IT 15 NECESSARY THE EMBANKMENT FlLL MATERIAL WILL BE OVER 9. PRIOR TO ORDERIN THE CONTRACTOR SHALL SUBMITIRASH RACK SHOP DRAWINGS TO ~ ~ / ~ ~ / / / / / ~ ~ ~ ~ / / / IE ~ I r yam'/ l / ,~~i// ~~ii /i / I I r ~ / _ / ~ ~ \ rte/ l/ ~ \ i~ / / /i / l~ l ~i / / % / ~///~,~i/~, ~ ~2h 1 J/ / / 5 IIIII ( 11 1 ?~~i/ ////~j/i////ir~j~~/ /~j//l 1~ BUILT IN HORIZONTAL LIFTS AND CUT BACK TO FlNAL GRADE IN .ORDER TO ACHIEVE. THE ENgNEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS ~ ~ i, / / / / / N f iii' / 1 \ / / / / / / % I~,~ / / PROPER COMPACTION. PROVIDED WITHIN .THE TRASH RACK (SEE DETAIL SHEETS PD-1C AND PD-1F FOR ~ i ~ - //tip k~//// ~ry / ~ % '~.i~i/ /~i / /i i/~// /,//JII ' JII I~ LOCAl10N) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS.. / ~ i ti ry~ 11. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY. TO i i E. INSTALL THE CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE i i; 10. ALL POURED CONCRETE SHALL HAVE THE MINIMUM 28-DAY STRENGTH AS SPECIFlED IN i~ FOLLOWING METHODS: THESE DRAWINGS. / ' / / n~T / ~ ~ 9~ / - ~ //i /i/~i /i / J// / / / / J \ / / / / :tom ~ c--- / / / /1 ti.ya / j /234 ~ / / ~ ~ \ _ / / J ~ ~j / / / ~ / ~ - / ss ~ 11 ~'~==/ice ~ 'ii'i ~i / J/ / / ////I J / A. IF THE PROPOSED STRUCTURAL FlLL MATERIAL IS U1IUZED AS THE FORMWORK FOR 11. GEOTEXIILE FABRIC FOR THE 48" DIA. AND 36' DIA. OUTLET BARREL JOIN ~ 11/~~~~~T / ,/~p_,~T _5~/ J~((( /1111( ~/~///i /i~ ~ /~i///~ / / THE CONCRETE. CRADLE THEN THE STRUCTURAL FlLL SHOULD BE INSTALIEO AND TS SHALL BE 1/ M~ MIRAFl 180N OR ENgNEER APPROVED EQUAL (NON-WOVEN FABRIC). ~ / COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE. / / f/~a~~ i / i / / / J / / / / STRUCTURAL FlLL REACHES THE NIXT DOWNSTREAM JUNCTION BOX OR HEADWALL 12. THE POND EMERGENCY DRAWDOWN IS VIA AN B" DIA. PLUG VALVE. THE VALVE SHALL / / ~ / JB-a~ i B-12 ~i G ~J 1 r ~ 11 1 / / ~ / /j i / / ~ ~ ~ ~ _ / / / AND 15 COMPACTED TO THE ELEVATION OF THE TOP. OF THE CONCRETE CRADLE, BE A Mddi STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN JB EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND _ ~ ~ t 1 / I / ~ i ~ / / ////l / ' E ~ ~ I,. ~ I L / / I \ / / ~ ~ /i / l / / ' ~ / raascr No. i.. CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE CRADLE ACCORDANCE WITH AWWA C 504 SEC. 5.5, ANO SHALL BE OPERABLE FROM TOP OF / ~y , y / / / ~ _ , / I ~ / / / / / ~ / ~ CCC-09000 / ti~ yj25~ < ~ I I / y/ ////j ~i// I /j% ~ / / / / /l/ / / / I DETAIL OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAL SHEET PD-1C). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WI1H A HANDWHEEL ON TOP FOR o- " I~ ~ l f _ \ ply,, i J r I / / / - - ~ 9 ~F 36` t s-~~,/// / / J J I / 11 / / / / CCC09000-PD I B. IF THE PROPOSED STRUCTURAL FlLL IS NOT UTILIZED AS 1HE FORMWORK FOR THE OPERATION OF THE 8 DIA. PLUG VALVE. A CHAIN AND LOCK. SHALL ALSO BE PROVIDED ~ ? n \N 1 iii / / / 1 / ~ / / / / / ' / JS JH 1, / ~ ~~/ice%/~~`_~_~ / 1J/ / /i/~///i -f J na~~Hr: B1 ~ CONCRETE CRADLE, 1HEN PRIOR TO CONSTRUCTING THE STRUCTURAL FlLL FOR SECURING 1HE WRENCH TO THE TRASH RACK. ~ ~ / ~ EMBANKMENT, THE FORMWORK.FOR THE. CONCRETE CRADLE SHOULD BE INSTALLED ~ % rv - ~ ~ ~ A , _ i ~A~1~1~KE''~RISEA`Ot~11E~S1RlfC~R~ /i ~ / i _ ~ , i J/ i / / l . ~ i /i ~ - ~ ~ - - ON EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE w. int 4 rVU IUt UKAInb SMALL nt AUK rtKI-UKAItU n-iz. UUNIKAUIUK io SUBMIT -77 HAL~acPgs ' C S ~ 1 = 60 I CONSTRUCTED PER THE PROVIDED DETAILS. SHOP DRAWINGS OF PERFORATED PIPE FOR REVIEW. c J ~ 1 NED\ W~IIR LEN 12 so' i of ~ ~ - 120--_ Hera: 12 INSTALL RISER BARREL ASSEMBLY AND DRAIN SYSTEMS. THE BOTTOM DRAIN VALVE J 1t \ / , 1~ 1 NAl I)WENSIONS 6 0,0 IR~R -230.5 r l l l l l 1 j / _ 05-02-2011 A1E~l~l~f F UM: FOR THE POND SHALL BE KEPT OPEN UNTIL AN AS-BUILT CERIIFlCA110N HAS BEEN air ~ OqT 1(36 4 0 -II~G so8sr No. i D i COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE ^ ` ALL APPLICABLE AGENCIES. RESPONSIBILITY OF CAROLINA COUNTRY CLUB. "LSSHEETP D-~lE)~l 1 D-1A E i 13. CONSTRUCT ENTIRE EMBANKMENT AND POND AREA IN CONJUNCTION WITH THE DRAIN SYSTEM PER THE PLANS AND THE ON-SITE GEOTECHNICAI. ENGINEER. S t FINAL DRAWING - RELEASED FOR CONSTRUCTION MCMADAM NOTE COMPACTED BERM SECTION (SEE BERM AND SOIL ENTIRE FOUNDATION AREA FOR DAM EMBANKMENT TO CONCRETE ANTI-SEEP COLLARS R I ~ COMPACTION SPECIFlCATIONS BE EVALUATED AND EMED ATED PER THE ON-SITE COLLARS SHALL BE SPACED AT 16 O.C. GEOTECHNICAL ENgN 0 CHNI A R R AND PLACED AT THE MIDPOINT OF PIPE ON SHEET. PD-1A) EER (SEE GE TE C L EPO TS) SECTIONS (SEE DETAIL SHEET PD-1F) " a ¦ ~ N ~ z TOE DRAIN ~ ~ w~ o (SEE DETAIL SHEET PD-1G) W c ~~z 4"~ TOE DRAIN OUTLET ~ y ~ a H ~ TOP OF HANDWHEEL TO EXTEND - 1-FOOT ABOVE TRASH RACK (SEE DETAIL SHEET PD-18) ~ ~ ¦ TRASH RACK 10 Ff. WIDE MINIMUM CONCRETE AN11-SEEP COLLARS (SEE DETAIL) a xz~ ~ p COLLARS SHALL BE SPACED AT 16' O.C. AND PLACED AT THE MIDPOINT OF PIPE 6' O.C. ~ ~ ~ F PIPE ~ d D a Q' CONCRETE COLLAR SEC110NS (SEE DETAIL SHEET PD-1F) TOP OF DAM = EL 233.00 (TO BE CONSTRUCTED IN 3 THE FlELD BY THE CONTRACTOR, 3 1 PROPOSED GRADE sEE DETAIL) I ~ I ~ I ~ I ~ I~ ¦ a 1 I~I~IaI ~I~I ICI ~ a~~~ TOP OF RISER = EL 228.00 I I ~ I ~I I ~ I ~ I ~I I ~ I I~ I III I ~ I 4 ~ I~ I~I~I~II~I ~Ial~l vo I~I~I~II I~I~ ~I ~ ~I I ~II~I „ I~II~II '~I I I~I~I~II ' ICI r ~I~I~II~ ICI : II~I~I~I~I~ I ENDWALL PER NCDOT STD. 838.80. ~ ~ a I~~ I ~ I ~I I I~ I ~I I I=I I ~I - - (SEE DETAIL SHEET PD-1 D) b ~ ~ ~ 1~1~11~,I , I • , .1~1. • I I I~ !emu '~~~~I~~~I~I W ~ ~ W '~I~I W ~ h .t. _ 17 0 0-RING RC 0 0.58X ; ow-? y~ r. :5.!~•'}.i~1:'a.?!a:` :1 sr i•J~ 'r ;as •a. 7;• ..t • •4:' .K : ra. - ~'i r:~• •i }V' :I 'Si:•' .t.t.~ v 1 .y ~~..Y. , •J~ ` , ; . S•' 48 0 0-RING RCP INVERT - EL 217.00 - :'r•• .:r••: .t•.•',, ••R• • •~~.~.4-~• :`1-+.{,•• li.r+i~~~t~h>.. } ..r :S M' 1+. 's' 'l. ia. :r•' ,~1•'i."• .t: ...r ..•i'.vl: rr~:: t•y.. t'Fi ''tom. , r r r : r. 4 . ''y!:+•,~:.` s f.. .~1:,,;'.'¢.'r:•~(.:. • t 'st:.~ ''.y':'' :f. :,;.%•.:va•., .r. :yi. f.-: '•~e... ,:y Ic•1 +a: r 1: f ' -ti !-.t ~,a . • '•7r''•+:. , 2~.1,. j : '.i ~ ,.~....v^y ~ :'r / X a, ~ . ~.F a .i.t ;'ti, •:••;i".'. i.. :~•a'~ "7•:'r:~. •n{•,~.l i..:i~ r • 7s •r t•.• 4c:. •r e,;: . •.:r• APPRO (MATE. LOCATION ~ • , ~ . sji.' i.,~~.>.; ..d++:fr-, •a:~+, ~~+"+u1 •a,. s`. ~~~s. r,+~'..t ;Y: Ka•.'h::*fe.^k~+ 'ii; ~ ~ ~ . s OF EXISTING GROUND •'.;r":.~~: ,ttlllllllllll///,,,, ,~SS.~,~~ .CARp~~ 8' PIPE SECTIONS 10.0' MIN. N:9; e Q SEAL ~ 29216 8'0 EMERGENCY DIP DRNN 48 CLASS III 0-RING RCP ~ WffH TRASH RACK INVERT = 217.00 2-FT. (MIN.) (SEE DETAIL SHEEP SW-1D) KEY TRENCH (SEE BERM AND ~ •.FNpI ~i 0 SOIL COMPACTION SPECIFlCAl10NS, DETAIL SHEET PD-1A) CONCRETE CRI -CONCRETE CRADLE I,~~~IIS/IM llu~l~ `~t~ 8" DIP DRAWDOWN KEY TRENCH TO BE PROVIDED (SEE DETAIL S CONCRETE ANTI-FLOTATION BLOCK DRAIN (4 0.00X) PER THE DIRECTION OF THE SITE (SEE DETAIL SHEET PD-1D) NON-WOVEN GEOTEXTIIE FABRIC INV 48"~ O-RING 16'Lx2TWx22" THICK SHALL BE PLACED AROUND EACH RCP = EL 216.00 CLASS '2' RIPRAP (SEE PERMANENT OUTLET STRUCTURE DETAIL SHEET PD-1D) INV = 217.00 GEOTECHNICAL ENGINEER NOTE ON-SITE GEOTECHNICAL ENgNEER TO EVALUATE JOINT OF THE 48"0 O-RING RCP OUTLET PROTECTION FOUNDATION FOR RISER STRUCTURE PRIOR TO 8".PLUG VALVE. THE VALVE BARREL IN 2' WIDE .STRIPS CENTERED ON JOINT. CONSTRUCTION SHALL BE A MdcH STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE SHALL BE IN ACCORDANCE WITH AWWA C-504 'j SEC. 5.5, AND SHALL BE . OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL N PE DAM CROSS SECrIO j~ ~ N.T.S. O r, 8' DIP DRAIN TRASH RACK 15.0' ~ 5 w ~ SEE DETAIL SHEET PD-1D NOTE NOTES: i ( ) 1. ALL REBAR TO BE /4 REBAR. 1. ALL REBAR TO BE X64 REBAR. 3E X64 REBAR. L CONCRETE FOR COLLARS a 3.5' 8.0' 3.5' 2. ALL REBAR AND ANGLES TO BE j CONCRETE COLLAR j ~ COATING. ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPOXY SHALL BE 3000 PSI (MIN.) 28 DAY: STRENGTH. 155.5' 12' (T0 BE CONSTRUCTED IN 11.20 ' GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR ~ ~ ~ ~ _ THE FlELD BY THE 3. THE HOT-DIPPED, GALVANIZED , ~ • • TRASH RACK. ONCE WELDED, TH • • . ' • : ' . • . d • CONTRACTOR -SEE DETAIL) RISER WITH ANGLES SITTING DIR NCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE 2. COLLARS SHALL BE ; ~ r • • . i..r ~ ~ LES SITTING DIRECTLY ON TOP OF RISER.. CONNECTED Tn THE 48" ':.•;•'':`•~:~`'~;~1..',':•'.:•.: =`.t.'::::4:'.:'••:. ' 'd a•' , . O-RING RCP WITH A' WATER ~ y • • °'r..'1•::,.,.: a Q-i ~ TIGHT JOINT. , : •.~jN'. ';~Z;~'~;''r• •;s 40+ U c ' ' + . ~ d ~ ~ ~ • CONCRETE CRADLE 3.5 . a. ~ : (2) 15.84 LF ' : • • ; . • • . , ~ • d ' a • ! ' ? • (SEE DETAIL SHEET PD-1D) 2"x2"xt 4' ANgE .Y7 r••a~ t I t M 3. COLLARS SHALL BE SPACED . ' . i' . ~ ~ r: ' ' < / ' . d • v .F' . .d , ~ ' ' ' ALONG THE OUTLET BARREL ..f,• .y?'j• . f~;r,~''.;., 1~'+ • i AT 16 FT. O.C. r•~~;~~'•f;l', f•.Y'y~ ~~apZ w•;•` a•••e 0 (2) 15.84 LF 0.5' 4. COLLARS SHALL BE • Iz ~ a d• 2"x2"x1 4' ANGLE CENTERED ON PIPE SECTIONS. Y~;'r';' : ; ' ~ ~ ~ a 2.0' 1 .5' ° ~ 0-RING : ~ 5 .5' ~ U1 f~ U ' . . RCP f:•. • ' 11.20' 7.13' 3.05' 1.02' j .d ' .E s : , - ~ 1.00' „ ~ , ~ D E ~ ~ Oax • • H W F~ ' ~ ' 0 48' O-RING RCP j 15.0 8.0 .a 1 ~1.D2' ?:y}:ea:1~e :r: K,• py ~ _ :.~j~.':r ir.: .rt; ~I ff" •=c:!~ a . 9 a rr ~J'• 4.0' ~4:. O O ~I~ • • , FLOW ~ . 1 . f ,...a• ~ fs~ - , . • . • d+ d W - ` ~ 8.O' V • ~ , • LARGE DIAMETER WATER STOP AROUND PIPE ~ CENTRALLY LOCATED IN SEEPAGE COLLAR. ~ ' REBAR TRASH RACK ABOVE (ABOVE) WATERSTOP SHALL BE JP SPECIALTIES INC. ' •'.d PROM I~ ( ) CONTRACTOR SHALL DE MIN. 12 THICK CAST-IN-PLACE WATERSTOP PIPE FlT11NG OR EQUAL PRODUCT. • . ' : ~ • • ' • : • • ' . ~'a' ' • ~ . : ' . . STEPS IN ACCORDANCE WITH ANCHOR TRASH RACK TO MANHOLE Wi ' d ' ` NCDOT STD. 840.66. STEPS . . WITH FOUR EQUALLY SPACED HOT-DIP TO MANHOLE WALL CONCRETE (3000 P51) SEEPAGE COLLAR CONTRACTOR .SHALL ORDER PRODUCT AS PACED HOT-DIPPED JP320LC1.48. VEN500 EPOXY OR EQUAL SHALL _ • d;. ~ ; • A •,d SHALL BE PLACED AT 16" O.C. THE BOLD /DASHED LJNETYPE DENOTES GALVANIZED STEEL CLAMPS. EACH CU 4MPS. EACH CLAMP BE USED TO AFFlX WATERSTOP TO PIPE 3.5 d. ~ - s' • • d (SEE DETAIL SHEET PD-1H) THE ACCESS HATCH TO BE PROVIDED BY FABRICATED HINGES FOR ATTACHED TO MANHOLE RISER BY ' , • ~ . • • • y . ; : • , ~ • ' ~ THE ACCESS HATCH E RISER BY ACCORDING TO MANUFACTURER INSTRUCTIONS. . , . ~ n • a • • ~ ~ . THE TRASH RACK FABRICATOR 2-4 xl/4 CONCRETE ANCHOR BOLTS « • d ~ . ~ ' s • ' (SEE SHEET PD-1A, OUTLET STRUCTURE CLAMP TO BE COATED W/ AN EPOXY ANCHOR BOLTS EACH (SEE DETAIL SHEET PD-1H) W/ AN EPOXY • + ~ • ~ d MATERIAL SPECIFlCAl10NS, NOTE COAl1NG. TT)P VIEW 4g" RCP CONCRL~'TE ANl'I-SEEP COLLAR DETAII. OUl'1~"f STRUCTURE TRASH E TRASH RACK DETA~ N.T.S. N.T.S. 8.0' TOP OF HANDWHEEL TO .EXTEND " SOLID BRICK (BY OTHERS) 1-FOOT ABOVE TRASH RACK NOTE: OTE: 0^_ NOTE: BRICK SHALL ATTACH AND LAY TRACTOR SHALL PROVIDE STEPS IN 1. ALL REBAR TO ALL REBAR TO BE ~4 REBAR. W 7.0' 11GHT AGAINST PRECAST STRUCTURE USING ACCORDANCE WITH NCDOT STD. 840.66. BRICK .TIES WITH NO VOID SPACE BETWEEN STEPS SHALL BE PLACED AT 16" O.C. TOP OF RISER = EL 228.00 SEE DETAIL SHEET PD-1H ~Q ( ) ~ •r A 4' SOLID BRICK (BY OTHERS) , ' ••i. d.• • ~ • . NOTE BRICK SHALL ATTACH AND LAY 11GHT AGAINST : ~ , 4 ' PRECAST STRUCTURE USING • d 0 . 7.O' • "P 3' ANCHOR DEPTH 'r BRICK TIES WITH NO VOID a 0 ;,g - _ SPACE BETWEEN i ~ 6 MIN. WALL ° CONCRETE COLLAR 3' CLEARAI THICKNESS (TYP.) OUTSIDE OF #4 3" CLEARANCE. TO • q • 4• • ,d.~• , • ' 3' CLEARANCE TO OUTSIDE OF #4 REBAR : ' ' 3" ~(~.TO • a ' OUTSIDE OF ~4 REBAR 1 DEPTH x 4. (TO BE CONSTRUCTED IN THE FlELD BY THE CONTRACTQR - 'p>J~.•~• REBfd~ • i 3000 PSI CONCRETE COILAR . GUIDE STEM ° , SEE DETAIL) . • (MIN. 28 DAY STRENGTH) ~ • a N n d I~ . •a . ~ • ~ W a 48" 0-RING RCP 11.00' o `r 1 'd' 8" DIP DRAIN TRASH RACK 13.83' • ~4 REBAR ANCHORS • • ' • ~ SEE DETAIL SHEET PD-1D ~ CONTRACTOR SHALL SEAL ` ( ) CONTRACTOR SHALL DRILL INTO PRECAST 48" 0-RING ° 48' 0-RING RCP } THE PIPE PENETRATION USING A RUBBER BOOT •.d FLOW ' STRUCTURE WALL AND RCP AND STAINLESS STEEL o 8 DIP DRAIN ' % 4 . • . • 5.9' 48. 0-RING RCP SET. ANCHORS USING ~ 5.5" CENTER TO O HARDWARE . .d , EPOXY GROUT ~ • ' • • ~ CENTER 6.62 a 3'-8' ~ : • ( • INVERT = EL 217.00 a ~ . I ~ , • • . . • i° a :~d d • _ . d; y • ' : . • . • ~ . • d:'~ . e ~ . • . 1' ANCHOR 1 d ~ ~ 1.01 ~ , ' ~ . • . A.v i ~ 13 . 28 . • • • a ' , - .r 2.33 . , ; ; . , « • • • d . • , • • ' ,d • CONCRETE CRADLE a. a. DEPTH • . • • . + ' . , d + . • d • SEE DETAIL SHEET PD-1D • • • a . • • ' , rsascr No. CCC-09000 't l ' . ~ i • . SIDE VIEW l • fB~ILIt)E~! PRECASTER SHALL rn~~: CCC09000-PD PROVIDE A BLOCK OUT u~cNao er: JS/JH CONCRETE ANTI-FLOTATION FOR THE 48'0 0-RING CONCRETE ANTI-FLOTATION ~ REBAR ANCHORS. 5.5' BLOCK CONTRACTOR SHALL DRILL °x"~ 81 E' CONCRETE ANTI-FLOTATION _ - - : - - - ai nrx suer an_~ n RCP _ _ _ _ e o" 1\ITf? DD[.•P•CT DACL' A?Ifl CR BLOCK (SEE SHEET PD-11) %-CONTRACTOR SHALL FORM ~.a rra.c 3' CLEARANCE TO ~ANOMRSvUSING EPOXY GROUT : N.T.S. INVERT OF RISER STRUCTURE FOR DETAILS) 8 0 DIP DRAIN PIPE VALVE. THE VALVE SHALL BE A FOR DETAILS) TO DRAIN POSITIVELY TO 8.PLUG CONTRACTOR SHALL CORE-DRILL M&H STYLE 820 X-CENTRIC VALVE OR OUTSIDE OF #4 REBAR INVERT OF OUTLET BARREL THE HOLE FOR THE 800 DIP PIPE APPROVED EQUAL. THIS VALVE SHALL BE IN FRONT NEW SIDE MEW CONCRETE ANn-FLOTATION ME: 05-02-2011 t; USING NON-SHRINK GROUT IN THE FIELD. PRECASTER SHALL ACCORDANCE WITH AWWA C-504 SEC. 5.5, OMIT REINFORCEMENT IN THIS AND SHALL BE OPERABLE FROM TOP OF BLOCK sir No. t; AREA OUTLET STRUCTURE VIA A HANDWHEEL NOTE. TRASH RACK NOT SHOWN FOR CLARITY. PERMANEW OU= STRUCTURE DETAns " RCP CONCR= COLLAR DETAtL PD-1C 48 N.T.S. aMeADAMS N.T.S. FINAL DRAWING - RELEASED FOR CONSTRUCTION s NOTE a~ ! ~ W ~ ~ ENTIRE FOUNDATION AREA FOR DAM EMBANKMENT TO ~ x ~ BE EVALUATED AND REMEDIATED PER THE ON-SITE W as o GEOTECHNICAL ENGINEER (SEE GEOTECHNICAL REPORTS) U ~ ~~z m w ~ TRASH RACK zo SEE DETAIL SHEET PD-1 ( ~ ~ a~~~ ~ o " CONCRETE COLLAR aPFROxIMATE LOCATION ~ ~ ~ a q OF EXISTING GROUND tY (TO BE CONSTRUCTED IN THE FlELD BY THE CONTRACTOR, ~ ~ SEE DETAIL SHEET PD-1 F) ar ~ ~a W~aa~ JB-6 o ~ E~ ~ .ri.~ Sri Sri ~ ~ ~ W o r - b a W~~ a - d a°~ M 49 LF 36'0 O-RING RCP 0 148 LF 3 ' - FLOW-? 051X 6 0 0 RING RCP 0 O.SOX 385 LF 36'0 0-RING RCP 0 0.96X ~~-i W d ~ o ~yxs ~ 36' CLASS III 0-RING RCP 36' 36 CLASS III 0-RING RCP INVERT =225.40 36 CLASS III 0-RING RCP INVEI 36' CLASS III 0-RING RCP x W INVERT =224.56 INVERT =225.50 INVERT =224.66 NON-WOVEN GEOTEXTILE FABRIC NON-WOVEN GEOlEXT1LE FABRIC SWILL BE PLACED AROUND EACH SHALL BE PLACED AROUND EACH ~~rurnup~ JOINT OF THE 36'4 0-RING RCP OARp~ JOINT OF THE 36'0 0-RING RCP BARREL IN 2' WIDE STRIPS X71,9',,, 6' CLASS III 0-RING RCP BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. ' ' ` INVERT =225.75 CENTERED ON JOINL ' ~ NON-WOVEN GEOTEXTILE FABRIC ' SEAL ~ • ' SWVl BE PLACED AROUND EACH JOINT OF THE 36'0 0-RING RCP ' 29216 i~ j a BARREL IN 2' WIDE STRIPS I~ CENTERED ON JOINT. . ~ ~''FNGI NE~~''^~1 ii i' ,',~~~'SiMirHP~~ CONCRETE AN71-FLOTAl10N BLOgC , (SEE WATER INTAKE OUTLET STRUCTURE DETAIL sHEET PD-1F WATER INTAKE OUTLET CROSS SF.CI~ON ) )N NOTE ON-SITE GEOTECHNICAL ENGINEER TO N.T.S. EVALUATE FOUNDATION FOR RISER STRUCIURE ' PRIOR TO CONSTRUCTION 4} s E~. i~ ~ - t2 7 z d a I? ;s J! Q w m a ~ - m W Z W Z 7 I V U 1--~ 1~ ~ ; t;; i i. APPROXIMATE LOCATION ~a o w Y : OF EXISTING GROUND JB-4 Z O ~ ------------------------FLAW-? ~ c a - ~ F~ow--~ O ~ w ~ 365 LF 36'0 O-RING RCP. 0 0.96X 145 LF 36 0 0-RING RCP 0 0.507L ~ ~i . x ~ O a a 'i r - I 36 36' CLASS III 0-RING RCP Z x x 36 CLASS III 0-RING RCP INVERT =220.78 a E NON WOVEN GEOTEXi1LE FABR C SWILL BE PLACED AROUND EACH .INVERT. =220.88 ~ JOINT OF THE 36'0 0-RING RCP NON-WOVEN GEOTEXTILE FABRIC O ~ ~ SHALL BE PLACED AROUND EACH a BARREL IN 2' WIDE STRIPS JOINT OF THE 36'4 0-RING RCP a CENTERED ON JOINT. f BARREL IN 2' WIDE STRIPS ~ U U 1~ 't CENTERED ON JOINT. O i~~ 'jf _ t i ~?y? I+ I ~ WATER INTAKE OUTI~T CROSS SECTION CONE. corm. ~ k:°: , ~ ~ N.T.S. ,a_ 3 1~ . i~ 0 j a ~ c~ A x z° ~ v , ~ m m z COMPACTED BERM SECTION iECT10N O O _ 10 FT. WIDE MINIMUM (SEE BERM AND SOIL v ~ COMPAC110N SPECIFlCAl10NS IL ~ 'Z, (CATIONS ENDWALL PER NCDOT STD. 838.80 _ ~ ON SHEET PD-1A) (SEE DETAIL SHEET PD-1D) ~i 3 PROPOSED GRADE APPROXIMATE LOCATION 3 OF EXISTING GROUND 1 1 JB-z II~I~II~I~II~I~II~I~III~I~II ICI ~G a I~I~I~IIC~I~I~I~I~I~II~II~I~II~I~I~I~I~I~II~I~I~I JB-3 ~ CJ1CI I ~ I I~1L~I I I ~ ~ I I ~ ~i ~ ~ L: ~3~ L~ 0 0-RI 145 LF 36'0 0-RING RCP 0 0.50X FLOW-? 50 LF 36`0 DIP 0 0.50X FLAW-? . , • r , , . , ~ w i . , rq.. L~ 4 O-RI - - - - - - - - - - . r . d •ryt + s r. ~ 't7{sw ,.ia • k . i ::Z• . 0 I' •n~ ~YL" v^ . ~ ~ j.x •x ? .~w '::d E}.p y j. 'A 't.t } ~ ~ :S f:t{ Y . O.. Mr. ~ay:~ ~ ' :ra..f u ~ ^ • ~ _i~ 'i L,~!;r` a ~JJI 'I~ • ¦ u 36 CLASS III 0-RING RCP 36 DIP INVERT = 219.70 ;I INVERT =220.05 _ _ - 36 DIP INVERT 219.95 36 CLASS III 0 RING RCP 10.0 (MIN.) ANTI ~ E ANTI-SEEP COLLARS NON-WOVEN GEOTT7CTILE FABRIC SHALL BE SPACED AT 16' O.C. SHALL BE PLACm AROUND EACH CONCRETE INV 36'0 0-RING NON-WOVEN GEO1T](TILE FABRIC INVERT = 219.60 CONCRETE ANTI-SEEP COLLARS...... COLLARS SHALL BE SPA( SHALL BE PLACED AROUND EACH gJL1ARS SHALL BE SPACED AT 16' O.C. AND PLACED AT THE MIC JOINT OF THE 36'0 0-RING RCP (SEE DETAIL SHEET PD-1H) RCP = El. 218.41 CED AT THE MIDPOINT OF PIPE i BARREL IN 2~ WIDE STRIPS 't~ JOINT OF THE 36'0 0-RING RCP NON-WOVEN'GEOIEXTILE FABRIC AND PLACED AT THE MIDPOINT OF PIPE'. SEgTONS (SEE DETAIL SI (SEE DETAIL SHEET PD-1F) !CENTERED ON JOINT. I{~ BARREL IN 2' WIDE STRIPS SHALL BE PLACED AROUND EACH SEC110NS (SEE DETAIL SHEET PD-1~! N JOINT. JOINT OF THE 36'0 0-RING RCP CENTERED 0 KEY TRENCH (SEE BERM AND BARREL IN 2 WIDE STRIPS SOIL COMPACTION SPECIFlCAl10NS, lER~I AND raascr No. CCC-09000 PECIFlCATIONS, CENTERED ON JOINT. DETAIL SHEET PD-1A) 18'Lx10.5'Wx18" THICK CCC09000-PD KEY 1RENCH TO BE PRIDED PROVIDED . ~ PER THE DIRECTION OF THE SITE r - GEOTECHNICAL ENGINEER OF THE SIiE CLASS 'B' RIPRAP nss~cNBD ax: JS/JH VEER OUTLET PROTECTION n~wx er: 6~ :.La: N.T.S. . DATE: 05-02-2011 'i WATER HUAIM OTJ= CROSS SEMON CONT. N.T.S. C011Tr. ~ NO. PD-1E FINAL DRAWING - RELEASED FOR CONSTRUCTION MeADAMSY