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Home My WebLink AboutSW8130913_Approved Plans_20201013Le 130C, Back.of.Curb X1 cfaa�t W W1, Sidewalk (W F-M.) c,&g - - Curb,& Gutter A conc. - Concrete UQR� Mop - Existing Cleanout o eco Drop CurbTl 21 bet able 0.02 (MliQ 02 Norm) 2 to (STD. 2'-6' Curb 0.08 (Max) 0. (N ef h - Existing Fire Hydrant. JZ Qe 4*x4' to 0 1 Landing a 6utter Shown) Dom 0.04 (Norm.) U LID \gKite o.egy -Existing Gatve V�Jve 0 elp -� Existi 9 L ght Po le > Ildrd, W ci embo - Existing Metal go Hill. x 4' Mtn. Existing Manhole eMh 0 Cori> Peac -4 eoo - Edcie of Pavement Section B-B A. Existing Reduced Pre. essure Zor a erpz X ewm - Existing Water Meter it 9 Stdewalk 51 Mir, 5' Mtn. Tog of El tl!�/ Gurb bro- Curh urb ex. - Existing Transition p Trdinsition Curb 44 f.f.e. Finished Floor Elevation ............. L.F. -Unear Feet Jones St. V�rlable Slopes Nol- M.B. - Map Book To Exceed 10:1 ME& - Match Ex. Gri.a'de. Section A -A Pg. - Page P, Isometric View % RIW - Right-of-way ss. Sewer Service' Sidewalk Poy, UmIlts For Curb Ramp 9 nst n J int TOW - Top of Walk P_ 018 0" S ME - (see 59.1846.01T NOTE, A Portion of One or Both Ramps NOTES, Typ. Typical May ExteAd Outside 1"he Ptaturn. 1, betaff Per Sheet I of DOT Standard brawing 848.05. See Sheets 2 and 3 of 3 For further Detail rnformation. f 2 e 2 Domes Will Cover Z'-W Length and Full Width of The E. b tectable. Warinln� x1sting Concrete �Imax�- R= Ramp Floor As ShowftonThe Details. Expansionzoint urface. bork Gray Composite 3. Detectable Warning bames Will Contrast Visibility With AdSoInIng 5 Willi (See STD. 848.0 ex; top Vicimity Sketch Covering The Entire Romp. 4*x4' X 36.23 - Existing Spot Elevation .6 Note 1 00 Landing - Flow Arrow Not to Scale Expansion zoint, Idth Area Is Variable - Existing'Swale. (S; � 5 T7. 1) -7 @ 'east Diameter' To 1.40-�_ No Les s /171`1�on 50% To No More @ @ @ Than 65% of The $we Diameter' W A W+A+9" a 5.0. 5.010, -§L- 6' _k.w 0.0' 60 6.8' 6.0'** 7- A&1� 70 7.3' 6.5'- 81 0.01 8.81 7.31 6,5*** S' 20 Z.8' 7.8' 1 60 54 2.51 8.3' ST 4.8' 8.8. 8.3. -§L- 51 _L.w 3.51 9.3" 8.4' 4.1' 5' 1 4.0' 90. 816' 3 ' 8' 0.3' 8.7' 3.4' 10.81 8.91 ee Note I 11 6; 1.6' To -See Notes 1 2.4" 2 22 d 14 4P Min. 8 = X(A+9`) 37,30", 36,23 8 = Distance From Front Edge of Sidewalk X 37.43 X 36.46 X 35.77 4. _ I To back Point of 12:1 (8.33 %) Slope. l!l Sack of Sidewalk Drop Required For All, Sidewalk Slopes. X'3.6.40 Back of Sidewalk Drop Required For Sidewalk Slopes 0.04. _�exi asphalt parking lot Detectable' Wan-dng Domes CURBRAMP X 37,21 existing 36.17 35.23 building NOT TO SCALE X 35.52 < X 3.6.92 X 36.74 rim alay. 37.14 X 36.87 M . I ... Building Data: rim clay. 37.14 rim clay. 37.16 X 37+58:1 rim alay. 37.13 rim elev. 37.15 X 36.74 Existing Building Square Footage 14t7OO Sq ex. underground rim alev. $7.13 eco ank e�o ex cag Building Addition, Square Footage Le .3r104 Sq. Ft. X 36.99 t cco ton top 37-29 .-T tal Building .'Square Footage 17,804 S.F. Construct' Expansion Joint X 35.61 top 36,94 MOMME 0 Expansion Joint eco Joints top 37.35 Buildin Addition Height . . . . . . . ... . . . . to 01 'r 9 4 *4 ex underground ex. URN 37ff 35.20 Z4, _?�f X 36,83 37.02 tank tank embo emboo, 0amba 0 7.16 J concrete Sidewalk W M sic -37,16 3� 78 37�02 ex. hvoc 'OP X 37.3 C idth'varles. �A9 el CAL C49 4' unit. �9 35,27' , 1 emz ewm, Tarkin Data:. itch existing base 'b" 36.39 X 36,11 ewalk width. X 37.10 d . I V: IP6 37.16 X :.Existing. Parking Required Joe 36A6 35.8 X 35.98 UP 39,20 Office/Sales 1 Space.*per...300 Sq.. Ft..of floor NOTES: 1) Concrete to be 3000 P.S.I. 11,420 Sq-Ft.-/300'= . 38 Spaces elp, W/ M top 36.01 2) Expansion joints to be at 20' intervals. conc.04se - 3) 1" beep sawed or scored construction joint every.4 feet. COM X 37.20 3 Auto Repairs ....... One.(1).space' for'each 16 ex rAs -bay and mechanic ..sidewalk 4) When removing and replaci q sidewalk, remove by saw 37.21 n- service' cone. 'nN. �6. tting back to nearest construction joint. existing 21-Service Bays' cu s1dewaik 21 Spaces 7.25 a*. cag X 36.99 X 36.17 5) Sidewalk to b a placed on compactedselect backfill. and be building 36.05 3.6.53 -Spaces Zoo Total ........... 59 37.26 4 inches minimum -thick. Match existing thickness if existing X 36.04 - f.f.e. 37.40 'Existing Parking Provided 312 Spaces (4-A/C--Spaces')� Soo sidewalk is greater than 4 inches. 'New -Parking Required One (1). spacelfor each sewexr I valley Gutter I T"% 1. 1 service A servicd bav an 'mechanic piut:w air., IV CLa 37.383 36.66 New 5 Concrete X 37-17 36,.52 (See Detil) I X 36.96 Walk And Ramp w Metal 6 spaces (.6 Service Bay4) 0co Ne top 37.25 C&9 i red. '65 Spaces Bollard A - X ex. gutter and 36.68 :'Existing -Park moved 9-Spaces bo (Typ.) 36, am exco, red downspouts ernbo . . 36 1 rkincr Provided 303,.Spaces.; (4 !H/C Spaces)* 36.42 To Be Removed a211 X 36.73 3710 36.61 To Be Removed 3000 PSI emh rini clev. 36.40 c-co top 37.62 _T Inv. out 28.66 37.01 X 3�.53 ... .. . ...... ...... Stormwate* r Data: . .... . ... X 36.22 Demo 4' 641 -4- a[ I w/ 169 L.F. Site Subj ec.t to 'NCDEQ Permit No'.. SW8' 130913.. 'Approved 10/11/13 0 - C tic. ex. curb .............. elp W/ Point Bollard *A base 0110. b -6.96 36.3D Total. Impervious- Surfaces Allowed A canc osm . 36 Safety Yellow �.X x 36.69 Q�. W Existing Onsite. ........... 'dd* X 36.55 d B U in . . . . . . 18 ...... 31,576,Sqj Ft. 6 36. kn New Surfaces With'Addition ... 3 .71 X 35,92 - #4 Bar$. X 36.74 36.30 36.18 101, O.C. Future ITpervio -4 Sq Ft. 1461 92 . ...... X 36.07 Sch. 40 Steel 4"' Lop 20D &oss Section Pipe Bollard Filled U_ 36.55 36.43 wit Concrete Valley Gutter New Bay Door 36.36 New Metal Downs 46 35.79 Not to scale pout (TY13.) X 36.25 (Typ.) Bollard PaVe FJuShT0 ade - ew oncr a Finished Gr.... '(Typ.) OTES.' ha t 411 4� X XOD Exist'ng.Proj6ct I srve -Bell And Phillips I ayout dra,�4n from y data by -A . er Existing elevations shown. on plan.are taken from sury phalt X 35.65 2 On*slow' County,GIS aerial photography. X 35.94 2,869 Sq. Ft. New. .18 New As I& utt X 35, Demo . �& . - . . I are per. . 3"P. kip MEG' f 167 L F .,Phill`ps'and� Type SF9.58 Asphalt 2,388 Sq. Ft. -.3. See Building. further information. ex. asphalt Plans for SOC 3000 P.S.I. ex. asphalt Concrete 6' ABC X 35.22 ex. as par Ing t X 35.72 wood fence enclosure X 35.73' 4j�: I Encase Bollard. dum star .,i b 4 r 4b Sl X 35,42 pod In 3.000 P. SFAL. ILI X 34.35 4i 0 ra 4 Comp cted 5 b9i de arklog Crea 37928' so wow 0 6 Min'. #67 - C) stone Base 33.87 MIL C*9 4P --elpw/ aight Faced Curb & Gutter. and Str .. ....... conc. base L 35.Z3 4-embo ex, $wale 96 tip W/ aBollard Detafl Paving'Section 3A 1pconc.basc Idle 34.44 Not To Not to scale scale NCTE: -flume 1 (rown drives, unless grades indicate otherwise, flume U ngA it 2. Construction joints eve 10'. B ildi dditiom& e Plan''.. ry 3. Expansion joints every 90'. 'Note: TEAM CH EVOROLET. OP SNYM$60K0wk0 (h Contractor shall Insure- that 'eand 11 his workers (contractors' BUILDINGA`1T, 1) do not da' age construction subcontractors and other site personne m Town'of Swainsboro, Onslow-Count me' i laying stakes or;6ther asures use n out the project whether by y,.North Carolina d those under the employ of the the Engineer or another entity including Owner: tor shall cause his workers to observe and verify contractor. Contra us te S 'ari:B. S to the fullest extent practicable that stakes, other. measures and grades v.onson ct, and immeditely,but prior 781 W. Firetower Road are, or appear to.be, accurate. and crre Swainsboro, North'Carolina 28584 to any associated. Work, notify the staking entity of any potential conf lict, er or or' ding t a work. The Engineer shall not be responsible rr question regar h U Ictly adhered to. The Engineer shall 0 if all of the above ��easures are not str C not be responsible where due to damage, his staking con not be verified. -E: 11115/19. r costly 6om -of the ve$., PAT. 0 '-.10', 20 30 60, 90. For critical 6 onents work, where the'Contractor belie P served, the c6ntractor. shall re uest the staking that staking. may not be pre ..q.. 'it preservation can be insured. SCALEA �20.... entity to place Staking in an area where s FEET. co Ln Consult Engineers. and Surve ors Land Planners ing n C 0.11958 Cedar'Poi North Carolina OG 7.CrJ Fileriame: S,tevensonCh eYyAJJ-SJt*-dwg 604E Cedar'Point Boulevard'. Pra.wn. By: JJS Phone (252)'393-6101 -t www.BellandPhillips.com I -S 2 Sheet o S190618-7105 9z 'Revised building addition site improvements,' removed "wheel stop" detail; added "Bollord" "Valley Gutter" detail Firm -License Number": F-0108 Rev. 02/19/2020 JJ5 U LOCA NOT TO SCALE MAIN XT spy004 Ro COReF� q� CONSTRUCRON SCHEDULE - D HOLD J15 AN NECESSA RY PERM APPR OVAL OF PLAN AND ANY NE , 1. OBT AIN AP - N ORK• CE PRIOR TO COMMENCING ANY cnoN CONFERENCE sTRu A PRE -CON AGE D STORM DRAIN PARKING LO T AN -OUT D STAKE -OUT UMI 1S AN 2. FLAG WORK GRADING, ARY GR PRELIMINARY ST RUCTURES FOR P 3. INSTALL GRAVEL coNs TRucnoN ENTRANCES ' GRUBBING LNG AND GRUB LING PRIOR TO CLEAR LT FEN 4. INST ALL s� nNG FILL MATERIAL ERcurnNG OR IMPOR RE UND SEDIMENT BASIN BEFORE ALES AND SED SW 5. INSTALL MATERIAL. NECESSARY FILL STALL IN MATERIAL PILING OF MA Y STOCKPILING AWING SI TE AND AN GRADE THE REM 6• ROUGH GR AND TOPSOIL NECESSARY GRADES K VIAL PARING LO T ESTABLISH FINAL STAB U11U nES E INSTALL BASE COURSE STONE B AND STABILIZE WITH AND - UTIUTIES AS NEEDED, '8. FINAL GRADE, INSTALL NON MUNICIPAL VEGETA 7laYSTABILIZE AREAS WHERE BUILDING CONSTRUCnON IS NOT IMMINENT. 9. ALL EROSION AND SEDIMENT CONTROL PRACnCES ARE TO BE INSPECTED WEEKLY AND AFTER ANY RAINFALL, AND REPAIRED AS NECESSARY. 10. UPON COMPLE71ON OF CONSTRUCRON, GRAVEL CONSTRUCTION ENTRANCE IS TO BE REMOVED AND ALL PARKING AREAS ARE TO BE PAVED AND ALL AREAS PERMANENTLY WOETA77VELY STABILIZED. MAINTENANCE PLAN - 1 RPTECTED ILY AND AFTER ANY RAINFALL AND INLET PR07EC71ON To BE REPAIRED S NEEDED TO MAINTAIN A BARRIER 2 SEDIMENT TO BE REMOVED FROM BEHIND ANY SILT FENCE AND INLET PROTECTION DEVICES WHEN IT BECOMES 0.5' DEEP. FENCING EVENT AND NEEDED REPAIRS MADE IMMEDIATELY. 3. AS NECESSARY ALL SEEDED nPR,TORUVCOING PR FlON OV►DEDMULCHED, AND SITEGETA71E COVER. 4. CONSTRUCnON ENTRANCE TO BE MAINTAINED IN SUCH A MANNER AS TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCRON SITE PERIODIC TOPORESSING W7H 2-INCH STONE MAY BE REQUIRED. INSPECT AFTER EACH RAINFALL AND IMMEDIATELY REWOVE ALL 06,1E077ONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS 5. INSPECT INLET PR07EC71ON FABRIC BARRIERS AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED. 6. INSPECT INLET PR07EC71ON FABRIC BARRIERS AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED. Z INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER_) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL MAKE SURE VEGETA71ON GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER SEDIMENT TO BE REMOVED FROM SEDIMENT BASINS WHEN A MINIMUM OF 50% OF VOLUME HAS BEEN FILLED• 8. REMOVE SEDIMENT FROM BEHIND BAFFLES ONCE ACCUMULA71ON HAS REACHED 112 HEIGHT OF THE FIRST BAFFLE. REPLACE BAFFLE PROMPTLY IF THEY COLLAPSE TEAR, DECOMPOSE OR BECOME INEFFECnVE 9. REMOVE SEDIMENT FROM J91A ONCE SEDIMENT HAS REACHED HALF HEIGHT OF SUMP DEPTH. 10. REFER TO NC LOS 'EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" FOR ADD171ONAL MAINTENANCE REQUIREMENTS FOR EACH EROSION CONTROL DEVICE. VEGETA71VE PLAN - 1. PERMANENT VEGETAnON TO BE ESTABLISHED IN ACCORDANCE WITH "NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SEC71ON 6.11, LATEST VERSION. SEE SHEET C12. LEGEND, .� .. EXISTING BOUNDARY i PROP BUILDING FOOTPRINT DELINEATED WETLANDS HANDICAP RAMP PROPOSED STORM SEWER & CATCH BASIN CONSTRUCTION ENTRANCE X X SILT FENCING X • / sf` RIM = 34.50 `INV.= 31.00 A'Gp ^� r 'J Yl NON WOVEN G E T XTIL .. c ....1.. .. . OE -r. ae :t. >4, i IP RAP _ _ UNDER R • � _ :RIM 34.50::�:��::::.:_:•;:•:•::'::;:;�:::;;.::::•::�_:::�:•:�:�::::'::�:::-::f�:- - - .L ` �f Q 0 r�:: 0 G O O 0 �L + 'i� X J- •.1.. .':l:'.•.:� :'a':.. ::.t:': ............ . ............. ........... L CURB CU :::::::::::::: ............ TYPICAL - v :.;PROPOSED A D••• UTO ... . . . T. S dB1A N / RIM = 34.6 ::r: :':��:•-r `::�... �:: ti:. _ µ................. .. ?: sFe 'xe n / - INv. 1D 30 :iS:i: z: F5 : t / IE 35.0 F 2 CY RIP RAP::.,:::::•::::.::::.:::::::::::::::::•::•:::::::.::::::::::::::.::::::::.,,.::.......:. INV 30.1 S �. L 5 CY RIP RAP .:; N :i'r.':X•:::. I V 30.1 / I 6 :`':::::....:::.... . .•I:•.•i.................................: . CY RIP RAP _,...................:::.::.::.:..::.....:::.:. 5 - - ii:•:•isii:•::•i'r':i:•ii:............ '.`...:...:::.c.:�:•:•?:{�:•', / -kCB9 t. r r rr , RIM =J4• :•:z... rrr • •:.'.1�.� � �:.':::::.'.::'.':. .. ..r•.r•.rr •,�O "^''-'� -, INV. • ; rrrr /c jo - r / I gP _ • s - rr�.y.. / rrr • .~r rrr . � ,� - pl ��F -4c: / / ..•..'..rrrrr _- 4' ':. rr r rr 4 rrr_ rr •r r .1.t,� :. i,�/f, ��. /(r` /j,, `:�+x:: ��' � ••.:-::rrr ..:...: t } -- `'�. -� .�iP 5D = . BF r r oO t�, �� rrrrrr_r_r jjj ��~4 �'' i .•�.a `+ y�`�,i M r - :`.DETAIL. BUIELDIN( t , 0 rr r V STO�RMWAT ER WTLAND `, �Q. m �� IE _ -- �; 2 CY RIP • • _ rrr _ "F> / `\ �.:': .. . ........ .. .:. / / rrr r :: r"rr•.�r \�,`'';, �`�.� r rr ••/ i . �/ / • rrr r �- rr rr .r.. rr •/ ? rrr .r...y • rr+ / % ��-'......�„ rrr .. r rr \...._......_.................... �"'•--.. rr :, rrrrr / % `' • rr rrrr '._ ......_-..- _. rr rrrr 1 /� � l k i i i rrrr+rr�.r..r -• •�/ �j, % 2 CY RI • • .. rrr • r 5 ,. �e)�. BF�` STOCK PILE AREA RETAINING WALL T W- 34.5 i BW = 31 r r - = .6 rr i i i rr \�G rrr i I�' /•. rrr ` . r0 � Co IN '\ n+rrr ej r r r ` i i , r •• r r 4 P r G k rr l 0 A rrr rr �' r i Doti � ••:.__•:• � . � �� c Q`Lv Q�gC rrrr rrrr J� r /V \ r , r r ••: 333 ' ✓ r ppC '\1 �O rr >[.Jf .: rrr•. `' �� _ j • err .. - i i i i �- `•- ``�\ 33.2 rr � i�oi i i i i j� v`, ` `• rrr Sp [} ` rr •'• r .► i i i i rr r rr TORNy�A i, DS�� rrr �'•.. �r�r - `•�.-_` `\�•. r , i i i r r � � s,! ��. � rrr BF rrr ..::: � • �' rrrr �� rrr .... =�• -- ..... •J / 33.1 1 n i i i r rr .... - /\+ .�✓ rrr �y, r rr r•• �; rrr rJ 1 r r rr rr rrr CY If INLET d = 33.45 V = 28.J RATE TO BE RAISED FROM 30.3')� \_ JSTING 15" RCP - EX. STORMWATER INLET a RIM = 3315 '\ \ R INv = 27..Y ~\ a (GRATE TO BE RAISED FROM 30.5' \4 \ •' . :£; EXISTING f8" RCP \ \' \ Al \ IE = CY RIP - LIMITS OF DISTURBANCE = 13.46 AC NOTE WELL- 1. SOIL STABILIZA71ON SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND AC711171ES HAVE TEMPORARILY CEASED ACCORDING TO THE FOLLOWING SCHEDULE r ALL PERIMETER DIKES, SWALES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN J.1 SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZAnON NTH GROUND COVER AS SOON AS PRACIICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM LAST LAND -DISTURBING ACTIVITY TE]u ALL OTHER DISTURBED AREAS SHALL BE PROVIDED PORARY OR PERMANENT STABILIZAnON WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM LAST LAND -DISTURBING ACIIVITY. 2 DENUDED AREAS MUST BE STABILIZED WITHIN RFIEFN (15) W"NG DAYS OF CEASE OF ANY PHASE OF AC71VITY. ALL SLOPES MUST BE STABILIZED WITHIN TWENTY --ONE (21) CALENDAR DAYS OF CEASE OF ANY PHASE OF AC71WTY. THIS INCLUDES SLOPES, SWALES, CHANNELS AND STOCKPILES J. THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJ INC71ON WITH THE W lTIEN NARRARVE, WHICH IS AN INTEGRAL PART OF THIS EROSION AND SEDIMENT CONTROL PLAN. 4. ALL SLOPES SHALL BE J. I OR FLATTER. 5. ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINAGE SYSTEM 6. 1.12 AC WETLANDS EXIST ON SITE Z BOUNDARY AND WETLANDS SURVEY PERFORMED BY BELL & PHIWPS SURVEWNG, PLLG DATED 1-30-13 B ELEVA71ON DATUM: NAVD 86 9. ALL PIPES WILL STAY NET SO WATER TIGHT JOINTS ARE MANDATORY 1Q ALL IMPORTED FILL MATERIAL MUST COME FROM A SITE WITH A VAUD NCDENR EC PERMIT LICENSE ,¢' C-2710 COASTAL SITE DESIGN, PC ENG/NEER/N6 LAND PLANN/NG COMMERCIAL / RES/DENTIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 r Ouj O W Q Z w F-- Z W 0 J 0 W J L O LtJ Q Z Q O Z Q 2 O J ZCLQ 2 'Q Qw J O �O PLANNED EROSION AND SEDIMENT CONTROL PRAC710ES - CE 1. TEMPORARY GRAVEL CONSTRUCRON ENTRANCE � a V � Z Practice 6.06 z Z SHALL BE INSTALLED AT THE ENTRANCES TO THE PRO�IECT :z z 0 3 FROM AN EXISTING ROADWAY. DRAINAGE SHOULD BE AWAY FROM •Q 3 THE ROAD AND EROSION WILL BE CONTROLLED NTH DOWNSTREAM PRACnCES DURING NET WEATHER IT MAY BE NECESSARY TO WASH Q TRUCK TIRES AT THESE LOCA17ONS FFt C Q 2 LAND GRADING p V v 3 Practice 6.02 GRADING SHOULD BE LIMITED TO AREAS AS SHOWN ON THE �15r��i.iQF3�I Z Z d. o Lo WjN ►�^-mZ00 (/ L Z cr J Lo oZoo Z a) Y IOU oOd-� a N W O .r vrrurrruti Lnv WHERE SPECIFICALLY INDICATED. CARE SHALL BE TAKEN DURING \o 111 I , LAND GRADING ACnVIRES NOT TO DAMAGE EX/SANG 7RES THAT ARE I TIFIED AS 'TO BE PRESERVED' ASS J. SEDIMENT FENCE O pF /P., Fr vcUce 6.62 • � .� MENT FENCING SHOULD BE INSTALLED AS SHOWN ON THE --- ' Cl. g 3 r` TO DELINEATE AND PROTECT WETLANDS AND SPECIFIED AREAS, AND ND ANY TEMPORARY STOCKPILE AREAS AS NECESSARY TO •• F�, PREVENTZi ANY GRADED INTERIOR AREAS FROM ERODING ONTO ADJACENT%�!y •' • E, • c� �� LANDS OR ROADWAY, OR INTO INLETS, OR AS DIRECTED BY ENGINEER OR NEW HANOVER COUNTY EROSION CONTROL PERSONNEL 1P 4. INLET PR07EC71ON Practice 6.52 STORM SEWER INLET BARRIERS OF SILT FENCING OR BLOCK AND GRAVEL INLET PROTECTION ARE TO BE CONSTRUCTED TO HELP PREVENT SEDIMENT FROM ENTERING THE STORM SEWER SYSTEM. I- O 5. GRASS -LINED CHANNELS PRAC77CE 6.30 ALL OVERFLOW SWALES TO BE GRADED TO DESIGN m CONFIGLRAnON,UNED WITH CEN77PEDE SOD, TO COLLECT AND CONVEY SITE WATER AS SHOWN ON PLAN. AFTER FINAL PROJECT STABIUZA nON, SWALES TO BE RE -GRADED, CLEANED OF SILTA71ON AND LINED WITH CENnPEDE SOD TO ESTABLISH ORJGWAL DESIGN CONTOURS FOR STORMWATER CONVEYANCE. 6. CONSTRUCRON ROAD STABIUZATION PRACTICE 6.80 UPON REACHING FINAL GRADE AND AFTER UTIUTIES HAVE BEEN INSTALLED, ROADWAY/PARKING AREAS ARE TO BE STABILIZED BY PLACING SUB -BASE AS SHOWN IN THE TYPICAL STREET CROSS-SECTION DETAIL ON THE PLAN, TO REDUCE EROSION AND DUST DURING THE REMAINDER OF BUILDING CONSTRUC710N O Z SEDIMENT BASIN PRAC77CE 6.61 THE SENMENT BASIN IS TO BE CONSTRUCTED FIRST (SEE W CONSTRUCTION SCHEDULE) AND IS THE PRIMARY PRAC710E TO � PREVENT SEDIMENT FROM' LEAVING THE SITE DETAILED DESIGN AND SPILLWAY CONRGURA77ONS ARE SPECIFIED IN THE DETAIL SHEET. 8. SKIMMER PRACTICE 6.64 A SEDIMENTAnON BASIN DEWATERJNG CONTROL DEVICE THAT WIIHDRAWS WATER FROM THE BASINS WATER SURFACE, THUS REMOVING THE HIGHEST QUALITY WATER FOR DELIVERY TO THE UNCONTROLLED ENVIRONMENT. O 9. TEMPORARY DIVERSIONS PRACnCE 6.20 A TEMPORARY RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGE AND CHANNEL CONSTRUCTED ACROSS SLOPING LAND ON A PRE- DETERMINED GRADE TO O PROTECT WORK AREAS FROM UPSLOPE RUNOFF AND TO Z DIVERT SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS OR STABLE OUTLETS O 10. BAFFLE W PRACIICE 6.65 A POROUR BARRIER INSTALLED INSIDE A TEMPORARY SEDIMENT TRAP, SKIMMER BASIN OR SEDIMENT BASIN TO REDUCE THE VELOCITY AND DA TE.• 9-22-13 TURBULENCE OF WATER FLOWING THROUGH THE MEASURE AND TO FACILITATE THE SETTLING OF SEDIMENT FROM WATER BEFORE DISCHARGE HORZ• SCALE: 1" = 60' '' � � •-' t/ERT. SCALE. N/A APPM DRAWN BY- RLW VIEV � ��I li / 0 .' 4I �M CHECKED BY' HSR Auf IVA, COMMISSION PROJECT NO.. 12-0280 60 30 0 60 120 180 C.8 C.15 SCALE IN FEET- 1"_ 60, sheet No. of I - //-/-/ --/ - -/ -/ -Z 7- 2" SF9,.5_AMIX ,-� , I p( p 69 6 6" CRUSHED STONE c - 2> 0 <�> I , 9�s P-�� 00 0/-\ / BASE COURSE. ./� ,\\/Z ". 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(�, 4.�. + + ,� .: / t ----- . . . + -1� + - .:. � L -r +4-- + . -- 3620 I!:T i ! x I � o3620 I 0 3u.50 -G + . , +.-4 J5.01 tqC .+i + µ / 6+.00 + F.%3576WiO ".. , 315 1`. .. t+ w 36.30 �/ \ I ° - -� 3560 ,. • '--I- CURB CU ..", SEE DErAILA .1 : : llllf�/11S \�5HF) : I � i . � � 7 � op \ 11%. �- . . 00--11 140 OF ,xS r � � ./ J / .(q v ,IV V, � ..\ .\ 35.85 Z!F ; ( L\ <\ / " 36.25 ,11 ,,l \� ()- , , � , , , T9 91 .1. .1. ? .:. - ,�, � � 35. `- . � + - I i. . . - T; f) ... I - I I - . . '�\ . ........./-- 1-1,;Z--, - �'�,� 35.70 L.LI I" .......... , . . . - .'# - ", .......... ....... :.f. '. .�..i... 11 .,.,:..*.....%:.*.. ....'..*.......V*..,*........,..;... ......%......1.......1,....'.....,-....':.'......'....,*...*....:1*..*:...�,..,,....:1,....:.:,...,....:%. *...*....'.,�..7...'.*.�. :.i..,...."..,'.,..*..%,:"....*.-.,.-,..,. ,... '-....`'-. ..:'.....-.-...'..-.i....-....37.00 ..-. 7 ...-...-W ...-- .......... ..... ------, -.-- --�35.6,1 ::;.::�.::%0�000. � . 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I ,,,,', 40 i CUR6 CUT : - k.-..-... . ............ --..-.-- -- - ---- ' SEE DETAIL (THIS WiM -- , I � -.-,-.-1-.-- --- � -1, , . ....... t "" -\ ---, 1-,, 1111-1",,,---,,�� I ,�1 '--1, I,-,' ��--- 11 -� I'll I 1; �,\, !/ / I ! . : I t ,1, / - �--) � . I I , I I I I \ \ \ / - I -- - / / � / URBING �(AZOAJJ EIE TO TO ASPHALT , -ft, -.1111111M I � I � , 0 � I am 0 ;ram' I -- i I ;A" I I - . hqp�pwrwj� - \ �� -� � OR PrNN► NONN01 I - F, i�,-A r - -1 CNN �� _ _ 1//. � , � .0 .9-.. t----�tl . . .I. � q 04.00 10 / . - . I .00 I .;; g -- / Low ,t4 \\, / I '0i, I , -7 / 5.01 / 3� 1w 35.79 HP + .. 74.50 TG .:. . , 4. � � I " X / -...--.. , .:. .02..:4 4. .: /' .. .. + . . , 35. / / .- 11-�e \ - - / _ / \ / I I I , � I I � I . / I - / \/ / � / /10 � ( I / \CM CUT SEE DETAIL (THIS SHEET) � / EXPANSION JOINT T 30' INTERVALS(TYP) -L -+- 4 ..k. � I 1'�,- -L -+- -i- <�S/ -4-L � r I 1� - + -L -�- -L � -& �L Qv -L -41- 1- I\,- .k'.L I 1" SCORE(TYP) -L -+- 4 A �L � -+- A- s I .& � h -L -j�. A- -*. � 1- ' AIL1- . ri11N;1Zw eTU ,I T1* "4 ,A\\� --- -------------- "� '--4"THICK 5 FT WIDE STANDARD SIDEWALK DETAIL, NTS GRADING NOTES: 1. CONTRACTOR TO MAKE SM00774 7RAN977ON FROM INVERTED CROWN TO SHEET FLOW IN DESIGNATED AREAS 1 2. CONTRACTOR TO ENSURE POSITIVE DRAINAGE IN ALL FINISHED AREAS. J. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO 714E STORM DRAINAGE COUEC71ON SYS7EM. 4. UNLESS N07ED ALL ELEVATIONS ARE TO GUTTER LINE 1-1 ---1 \� I-- '-- -,-\� \ 1-1 I--, --1 ECEIis VE 1 SEP 2 5 2018 By:------------------� . - A - . .4. - * 4-e - . � i . . :. .,. . ,d . 4 . . ! . . . ... . 14 . - A - - 6" . . '. .. .1 ;1' . 4 , . . � , A 1. . A I FT . . ... ..I � . . . .. - .. --] .. 'I• - '- . . . rlo� I ' -A -d . � . . . I 'v- , 4 . A' D . ---o,-, 0,-,�� 0, ON WOVEN GEOTEXTILE UNDER RIP RAP )o \o C 0 0 r'11, TYPICAL CURB CUT - N. TIS TC = CL + 0. 5' � - GUTTER LINE (GL 1 t Q) �1 -� ro �1 O I-- -- -- t ,TYPE $$A$$ CURB GRADING . NTS - - 40 20 0 - 40 80 120 I I -- -- - SCALE IN FEET. 1 "= 40' . AN I ".. I LICENSE # C-2710 COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDEN TIA L � P.O. Box 4041 Wilmington, NC 28406 I,- (910) 791-4441 1 r -� ,.I 1 1119 - ;. 1 ',� SF I ". '. :g vl,g - � ;9 I ,9 � 0 1 V, . -- . 0 q, u - 4-: I 11 ] I. 2- j cc -s I I � , ,! 4 t � .4 ZZ I&I ,� I ;g ,:,,- : , .� § 2 A . �% ,�s -& .-& i . ,5 A I 9 A > a.Q - 6's - s. � -,Z.,-�.j .., t 8'" 2 � VE 1 I J1 �52 f � - o. � - Zq-R jis 9 � I .a." � - 2 0 �. ;SUE§ �-, DA TE: 9-22- IJ HORZ. SCALE- 1 " = 60' VERT SCALE: NIA DRAWN BY- RLW CHECKED BY- HSR PROJECT NO.: 12-0280 -----", Sheet No. C. 7 Of C. 15 �-- -- OUTLET STRUCTURE 10 CY II RIPRAP 1.5 D EMERGENCY SPILLWAY LEGEND PLACE NONWOVEN GEOTECH F11TER ', � , ----- a = 34.2 33 FABRIC UNDER RIPRAP 34 -- ---------- --- �._..EXISTING BOUNDARY •„ - ---- - _---------------------------------- ------ - - SEE DETAIL (THIS SHEET) `32 Ca- _ TOP OF BERM EL = 34.5 FT , / TOP OF BERM 21 ---- TOP OF BERM INVEL = 32.8 f -- ------------- -- ----------------------- F:E.S W 5 CYCL ll RIPRAP - - , r / ------ -- _ _ _ _ _ EL = 34.5 FT oo / NATION \ T 95.14 FT , f ( / • 33 163.08 FT 21 CONTOUR LINE & ELE - j j l 13 LF - 15' CL N. RCP 3 ( �� , n ds ,,� / • • • . ' �� \� `-\ 32td - PROP DEEP POOLS I �. � \�� , • , , , . ' AN77-SEEP COLLAR \ \' \ \ \ �. �\. \� �\. �\ EMERGENCY SPILLWAY SEE DETAIL (THIS SHEET) \ I �� -\� �� - ?a , , ♦ , , ' 30 EL = 34.2 N. FOREBAY � �� \ PROP SHALLOW WATER _ 1600 9- ' ' I STMOATER WETLANDS BASIN- \ BOTTOM • ..... p EMERGENCY SPILLWAY \ \ \ \ \ \ , ' . ' • ' ' I ' PROP SHALLOW LAN EL - 34.2 �� 'TOTAL SURFACE AREA = 48 000 SF' \ ' , , ' EMERGENCY SPILLWAY ' ♦ ��` ' . (SURFACE AREA 0 T.P.E) �� I i � (OUTLET) DEEP POOL . \ \ \ �� • EL = 34.2 'SHALLOW LAND , �� ' , • , rP.P. EL 33.0 FT , • �� / � o7�oM 3o�Fr163,�a'� • ' , '19,20o sk , F p EL. 34 o Fr • , \� . / /00*1 ' It /000, /8 v xx -\ \ \ �� ' ' \ \ •`tee / 000, �,AALL WATER� I �� I �� 0,0 Y DEEP POOL - - _/ / BOTTOM = 32.5.1,200 SF / , -- TTOM 30 FT / .� y � / \ ��- � ' . �� \ • � . 131. � � •-� - � _ 64.3T f7' • -•. � �� ,�� l�� - -� �� \.�% / � / /i / •r `'�� `, 123 LF RETAINING WALL 8 / ' , �� \� I Z �� , • ` / / / , 1000- (BY OTHERS) TOW - 34.5 - - - --•00, �'�' �� \� �� • 40.39 FT. 101.74 FT \� 21.12 FT • ' `\� �� • t.-4� ��' • _ _ y 41.E �� ,� / . 0000 k; •� �� - �� - �- �. ® �� i �� - - �- 4 /i �' .` PERMANENT POOL EL. = 33. , f,, /.. v 91 Al --i27.68 FT. TOP OF BERM EL =34.5 FT TEMPORARY POOL EL = 3'4 0 ' 20 10 0 20 40 60 STORMWATER WETLANDS DETAIL SCALE IN FEET- 1 "= 20' MATCHLINE A -A STORMWATER WETLANDS CALCULATIONS STORMWATER WETLAND PLANTINGS CAL •• % �� ` IMPERVIOUS AREA PERCENTAGE: THE FOLLOWING SPECIES OF WETLANDS VEGET4710N ARE SUITABLE FOR TOTAL AREA DRAINING TO BASIN = 520,844 SF (11.96 ACRES) PLANTING WITHIN THE PROPOSED STORMWAIER WETLANDS: 123'LF RETAINING WALL �r TOTAL IMPERVIOUS = 366,452 SF (8.41 ACRES) PLANTS SUITED FOR SHALLOW WATER (BY TH(% PERCENT IMPERVIOUS = 70.4X SAGITTARIA LANCIFOLIA TOW = 334..5 5 i �� • - (BULL TONGUE) REQUIRED SURFACE AREA. - SAGITTARIA LARFOLIA (DUCK POTATO) - " - SAURURUS CERNUUS (LIZARDTAIL) SURFACE AREA 1.5 VOLUME / 1 FT 44,283 CF / Y FT = 44,283 SF SURFACE AREA REQUIRED PLANTS SUITED FOR SHALLOW LAND SURFACE AREA PROVIDED = 48,000 SF - ASCLEP/AS INCARNATA SWAMP MILKWEED �r �� ' VOLUME. - CARD( TENERA (QUILL SEDGE) ) 1.5 INCH - CHELONE GLABRA WHITE TURTLEHEAD 1=57.2 ( ) Rv = 0.05 + 0.009 x 1 = 0.05 + (0.009)(70.4) = 0.68 IN/IN PLANTS SUITED FOR DEEP POOLS (NOT TO OBSTRUCT OUTLET) MWIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA / / • - 115E 12V0 68)(5> `44) = 44 283 CF f LDAiING AQUA 11C PLANTS SUBMERGED AQUATIC PLMl1 S 52 FT TOP OF EMBANKMENT ,� ELEVATION = 34.5 NOTE: TOTAL REQUIRED SPILLWAY EQUALS 250 LF. FlVE (5) 50 FT SPILLWAYS LOCATED THROUGH OUT STORMWA7ER WETLANDS BERM. SEE BASIN DETAIL (THIS SHEET). EMERGENCY SPILLWAY FRONT VIEW - (DUCK EEED) - ELEOCHUARIS ACICULARIS (NEEDLE SPIKERUSH) f � � ; `3, 3 1. INS STORAGE VOLUME AT EZEVATiON 34.0 = 44,874 CF = LEiVA SPP. - j . 32, ' NELUMBO LUTEA (AMEWCAN LOTUS) ELEOCHUARIS QUADRANGULATA (SQUARESTEM SPIKERUSH) ,31 2 To 5 DAY DRAW DOWIN: - NUPHAR LUTEA (ROCKY MTN POND -LILY) - ELOOEA CANADENSIS (CANADIAN WATER 30 - NUPHAR LUIEA WEED) / . AVERAGE HEAD FROM STORAGE ELEVA71ON (YELLOW POND -LILY) - ELODEA NUTTALLII (WESTERN WA7ERWEED) TO ORIFICE INVERT = (34.0 - 33.D) / 3 - (1.33 FT 4.0 INCH PVC ORIFICE: Q = CA(2gh)"1/2 24.E 0 0,6 x64.4 X 0.33)"i/2 TO PROMOTE BIO-DIVERSITY IN DEEP POOLS CHOOSE MANY DIFFERENT SPECIES OF EMERGENT SPECIES, 0. ii NO MORE THAN 30% OF A SINGLE SPECIES DEEP P / . h0 , T = 186,006 SECONDS = Z15 DAYS BOTTOM. = 30 FT REQ'D STORMWAIEP WIERAND FEATURES: SF OF SHALLOW WATER - 19,200 SF / 200 96 X 50 = 4,800 PLANTS REQUIRED m • 4,800 / 3 = 1,600 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED / DEEP POD (FOREBAY, 18-36 DEEP) = 1OX OF PROVIDED SURFACE AREA SF OF SHALLOW LAND = 19,200 SF / 200 = 96 X 50 = 4,800 PLANTS REQUIRED / = 0.10 x 48,000 SF = 4,800 SF 4,800 / 3 = 1,600 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED SHALLOW WATER (3-6" BELOW PPE EL) = 40% OF PROVIDED SURFACE AREA = a40 x 48,000 SF IF IONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE / .= 19,200 SF WETLANDS WGETA77ON COMMON TO THE COASTAL NORTH CAROLINA REGION 10 FT / . MAY BE SUBSTITUTED. SEE TABLE 9.1 OF CHPIR 9 OF STATE STORMWATER BMP MANUAL 1. G SHALLOW LAND (PPE EL) = 30-M OF PROVIDED SURFACE AREA rl)/� w �o = 0.40 x 48,000 SF FOR LIST OF OTHER RECOMMENDED WETLANDS PLANTS r) /�� 9 '`�• = 19,200 SF ' �r �� `Fyn, DEEP POOH. (18-36') = 5X OF PROVIDED SURFACE AREA `( / = 0.05 x 48,000 SF � �� / = Z400 SF DEEP POOL (OUTLET) (18-36') = 5% OF PROVIDED SURFACE AREA ' � �� • • ` = 0.05 x 48,000 SF TOTAL WETLANDS SURFACE AREA PROVIDED = 48,000 SF 55.93 FT L - \ 34- - / ! I' in / ..'t\ .� ♦ / 1,600 SF / �� . ` / / • ' / /BUTT 30 Fr / w 7 FT �) SHALLOW WA �� _ -�„ -/-1D EL OF Y \ , • •SHALLOW LANtr • �� f� rr f�BQTTN =1 30 FTI 1 • f� •• • ' . I� I 41, EMERGENCY SPILLWAY , ' • \� �� r� •, ,. �� I • ` �� r �� I I EL=34.2 f �( r • '" l r \. 41.96, 34.5 FT F So ELJ .s ,� , \ o TOE'FT 29.56 FT . 3 r--- • 5�49 • - �� FT 1069 0 ,\ ® , ,15.81 FT _ 34,5 FT OF 9ERm EL �- &48 FT TOP * EMERGENCY SP14WAY �' 34.2 ---- -_ _ E STORMIAZATER WETLANDS DETAIL(CONT.) NOTES.- 1. ALL BUILDING ROOF DRAINS AND HVAC CONDENSATE MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION SYSTEM AND NOT ALLOWED TO DRAIN THROUGH STREET / PARKING LOT. 2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED W►7H STONE. HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION J. POND SIOESLOPES TO BE STABILIZED AND PERMANENTLY VEGETATED PER LANDSCAPE PLAN. WELDED FABRICATED TRASH RACK W/SQUARE OPENINGS SQUARE OPENINGS < 6' 15' RCP F+ 4-0' SEE DETAIL ; c THIS SHEET FOR '* TRASH RACK 6' 4- 0, 6' 4' ORIFICE ASSEMBLY 5- 0" 4' CAP WITH INV EL GRATE PLAN VIEW R 33.0 FT WET BASIN B°X PAN SEW OUTLET STRUCTURE DETAILS NOT TO SCALE NOTE., COLLAR TO BE POURED AFTER 6' PIPES ARE IN PLACE REINFORCING AS NECESSARY. Q� 1.5 MIN WET BASIN ANTI -SEEP COLLAR NOT TO SCALE VARIES VARIES VARIES EMBANKMENT TOP= 34.5 (SEI M), = 34.75 (CONSTRUCTED) EMERGENCY SPILLWAY = 34.2 �P ANn_SEE, y STATE STORAGE TOP OF GATES = 34.0 0 COLLAR C PPE _ SEE DETAIL A -DEEP POOL BOTTOM = 30.0 8 -SHALLOW WATER = 32.5 C -SHALLOW LAND = 33.0 D -TEMP. POOL ELEV = 34.0 8 SEDIMENT CLEANOUT EL = 30.5 A BOTTOM EL= 30.0 F.ES �►� / 13 LF 15' RCP IE(OUT) = 32.8 A /IE= 33.0 AN11-SEEP COLLAR, BOTTOM EL= 31.4 BOTTOM SW STRUCTURE EL= 29.5 TYPICAL BASIN CROSS SECTION No, TO SCALE NOTES: 1. TEMPORARY SKIMMER TO BE INSTALLED ON PRIMARY OUTLET STRUCTURE BOX a B Rip RAP W/ GEO7EX AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCOEMR/LQS NO NW0VEk F1L7ER FABRIC SEDIMENTATION AND EROSION CONTROL PERMIT SEE SKIMMER DETAILS FOR INS ALLA71ON (TO SURROUND ENTIRE 2 GRADE WALL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD B€ OUTLET STRUCTURE) J.-L PP IS THE BOTTOM OF STORMWATER WETLANDS J. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOIL TOP OF BOX AT 4. 4 FT x 4 FT PRECAST CONCRETE BOX OR EQUIVALENT HAND BUILT BACK, OF BOX EL= 34.5 3 5. SKIMMER = 4' SKIMMER WITH 3.4' ORIFICE DIAMETER , 1 4' PVC SCREW PLUG EL= 34.0 4' ORIFICE ASSEMBLY 4' CROSS SKIMMER CONNECTION TO BE CAPPED ONCE / 15" RCP SKIMMER IS REMOVED /- OUTLET PIPE WSEL = 33.0 WV = 31 INI� U0 12' 2 FT SUMP SB FOR CLEANOUT 12' INN EL o no PLAN VIEW 1 6'BASE EL = 29.5 4' . CAP TO REMAIN UN71L SKIMMER EIVEt IS REMOVED SECTION VIEW POND BOTTOM S , P 2 5 2003 E� 30 WET BASIN OUTLET STRUCTURE DETAILS NOT TO SCALE p LICENSE # C-2710 " COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL RESIDENTIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 OLLJ vJ � WQ Z � W J ct Q Q 3 J o cn to CU 1 E ti z z O Ln CO W�N WmZco Cn z "� �i 00 ozoo cv Q Q W �o CAR I �S O .ti -` 5483 p' �y ��- i� !y • 5 !� S I Y Q W DA TE.• 9-22-11 HORZ. SCALE. 1 " = 60' VERT. SCALE.- N/A DRAWN BY- RL W CHECKED BY- HSR PROJECT NO.: 12-0280 Sheet No. Co 9 Of C-0 15 M= 3 VARIES n= 0.03 LINED WITH REINFORCING MATTING AND SEED PER SPECIFICATIONS OR SOD. �c 3:1 GRASSED CHANNEL N.T.S FILTER 6 FT. ON CENTER FAB� STEEL POST COMPACTED FILL OR 36" ABOVE GRAVEL, EXTENSION OF FABRIC AND WIRE INTO THE TRENCH NOTE: SEE NARRATIVE 24" BELOW FOR MORE DETAIL. ISOMETRIC VIEW FI L TER FABRIC FILTER EXTENSION OF FABRIC FABRIC AND WIRE BACKFILL INTO THE TRENCH MINIMUM 8 THICK LAYER OF GRAVEL COMPACTED FILL 8 "MINIMUM /\\\/\\\/\\\/ 8 MINIMUM V-TRENCH 4 "MINIMUM 14 "MINIMUM SECTION SECTION sF SEDIMENT FENCE C SILT FENCE � Practice 6.62 N TS y y W W W W W W W W W y y W W W y W y W y y W W LAY SOO IN A STAGGERED PATTERN WITH y W y y W W W y W y y W y y W W y y W W W y W W y W W W W y W W W y y W W W W W W W W W W W• STRIPS BUTTED TIGHTLY AGAINST EACH OTHER. y y y y W W W W W W y W W W W W W W y y W y W y y y y v W W W W W y y W W y W W W W W W A SHARPENED MASON'S TROWEL CAN BE USED TO y y W y W W W W W W W W 4*.* y W W y W W y W W W W W W W W Y W y y y y W W ... W W W W W y TUCK DOWN THE ENDS AND TRIM PIECES. W W y W y W W W W W W y W W W W W W W W W y y y W y W W W y W y W W y y W y W y W W W y W W W y W y W W W W y W W y W y y W W W W y y W y W y W y W W W W y W W W y W W y W W y y y y y W W y y W W W y y W W y W W y y W W y y W y y y y W W W y W y W W W y W y W y y W y W y W y W y y W y y y W y W W y W y W y W W W W y W W y W W y W y W y y W W y W W W y W W y W y y W y W y y y y W W W W W y y W y W y W W W y y y y y y W W W W W y W y y y W y W W y W W W W W W y W V W W y y y W W W W W W W W y W W W y y y y W W W V W y y W W y W y y W W y y W y W W W W y W W W W y W W y W W W W W W W y ,,, W W W y y W . E=, CORRECT BUTTING - ANGLED ENDS CAUSED BY THE AUTOMATIC SOD CUTTING MUST BE MATCH CORRECTLY. INCORRECT ROLL SOD IMMEDIATELY TO ACHIEVE FIRM CONTACT WITH THE SOIL - WATER TO A DEPTH OF 4" AS SOON AS THE SOD IS LAID, AND CONTINUE WATERING AS NEEDED. - MOW WHEN SOD IS ESTABLISHED (2-3 WKS). SET MOWER HEIGHT (2-3"). - FOR SODDED WA TER WA YS a. LAY SOD PERPENDICULAR TO DIRECTION OF FLOW b. USE PEGS OR STABLES TO FASTEN SOD FIRMLY AT THE ENDS OF STRIPS AND IN THE CENTER, OR EVERY 3-4' IF THE STRIPS ARE LONG. c. IN CRITICAL AREAS, SECURE SOD WITH NETTING AND STAPLES, TYPlCAL, SOD INSTALLATION Practice 6.12.5 NTS 40.00 OUTFALL !E = 30.0\ 30.00 25.00 NCDOT #5 OR #57 WASHED STONE 4' MAX 19-GAUGE HARDWARE PI nTu (1/4 MESH OP NCDOT #5 OR WASHED S1 II 6 oTM , 3 V We] Kol a Xvi 1 2' 14.0' Imp iI 1' 1 3 5 TD SEE EROSION CONTROL CALCULATIONS FOR VELOCITY CALCULATIONS. TEMPORARY DIVERSION DETAIL Practice 6.20 NOT TO SCALE STORM PROFILE A I 8" DIP N4TER i i CBIL 02 TG = 35.03 co TG =_ 34 50 TG = 34.63 J 1qi `....z..-.`.. x� 7 }} / "✓ INV. = 'Lc' YET f � f 30.10 I y Ja ,�j< �x'>h/�• "' _ t \ , , ,.F f TG = x,; F \ X' 34.50 _ 30 <; - ` ^s ! Y f , NV. = 30.70 iNV. -IIVY. q } 4 - 31,00 - t 4/ •�` Y r \ r r V `.l' r` of ♦ f'' ,XrE F f r' tr � RGP • S=0 30% I s 1 i.. 1 RN ;r • 72.2 LF 154.3 LF 36' RCP 150.8 S- 36" RCP .20% i 31 S=0.14% S= 19% SUMP EUV = 2Z 10 ON �g 00 00 N. 1+00 2+00 2111% CB4 TG = 34.55 NV = 31.4 0 30.00 30.00 25.00 25.00 SEDIMENT BASIN SUMMARY: MIN. TRAP VOL. = 1,800 CF/ACRE DISTURBED AREA (10 YEAR STORM) Q = (0.3)(9.7)(A) A= DRAINAGE AREA (SEDIMENT MUST BE REMOVED AT MINIMUM TWICE A YEAR) 10 YR SEDIMENT DRAINAGE DISTURBED MINIMUM BASIN VOLUME FLOW MIN. SURFACE SURFACE AREA BASIN AREA (ACRES) AREA (ACRES) VOLUME (CFI PROVIDED (CFI CFS AREA (SF) PROVIDED (SF) A 11.96 11.96 21,528 44,874 34.80 11,310 48,000 SILT FENCE REFERENCE SILT FENCE DETAIL FOR PROPER INSTALLATION \ \\ \\ \\ \\ \\ \ \ \//\/////\ \/\\/\\ / IX /\\ // \/\\// 6 F \ /\\/\\/\\ \/\76/<" ''\\/\\/\\/\\/\\ \/\\ /\\/\\/\\/\\/\\/\\/\\ SIDE SLOPE REFERENCE TEMPORARY SEEDING MAX J. 1 SPECIFICA TION #6.10 TEMPORARY STOCKPILE DETAIL N TS PUBLIC ROAD 6" MINIMUM THICKNESS 2"-3" COARSE AGGREGATE NOTE: SEE NARRATIVE GRA VEL CONSTRUCTION FOR MORE DETAIL. ENTRANCE, WIDTH 12'MINIMUM AS REQUIRED TEMPORARY GRAVEL CONSTRUCTION cE ENTRANCE/EXIT DETAIL Practice 6.06 N TS SCHEDULE 40 PVC ELBOW PIPE PVC PIPE d WATER SURFACE .. .. PVC END CAP SCHEDULE 40 PVC PIPE ORIFICE PVC TEE FLEXIBLE PLATE PVC PIPE HOSE VC TEE Y2" HOLES IN • UNDERSIDE BO TTOM SURFACE END VIEW FRONT VIEW SKIMMER SEDIMENT BASINS ARE NEEDED WHERE DRAINAGE AREAS ARE TOO LARGE FOR TEMPORARY TRAPS. DO NOT LOCATE THE SKIMMER SEDIMENT BASIN IN INTERMITTENT OR PERENNIAL STREAMS. ARM ASSEMBL Y o sK SKIMMER DETAIL Practice 6.64 NOT TO SCALE PVC VENT "C" ENCLOSURE WATER ENTRY UNIT SEE DENR STANDARDS & SPECS. FOR COMPLETE DESIGN CRITERIA & MAINTENANCE STORM PROFILE B r-$ M 02 TG = 35.03 INV = 3E170 INV. = 31.00 f '• s { C85 TG - 34.50 NV. = 31.20 777Nll�/NV = 31.20 _ L ft 97.4 06 TG = 34.50 INV. = 31.40 1 < � / f w < n �FE � f 0.5 LF 15" RCP 1 LF 18" RCP S=0.33% ^S ih O� M ef-p re 12-41 ►)� 1�� g O) 5+00 6+00 7+00.77 1+00 2+00 STORM PROFILE 40.00 40.00 05 CB7 TG = 34.56 TG = 34.50 INV IN 31.26 NV = 31.40 INV. N 31.26 INV. OUT 31.26 30.00 30.00 25.00 O t 3+77.67 25.00 La 4' 0 0 0 0 REFERENCE EROSION CONTROL <>�0000< CALCULATIONS FOR SPECIFIC "0"0" DIMENSIONS. OUTLET PIPE DIAMETER o 0 (Do) d50 = REFERENCE EROSION CONTROL CALCULATIONS dMAX = REFERENCE EROSION CONTROL CALCULATIONS Lo = REFERENCE EROSION CONTROL CALCULATIONS MIN. APRON THICKNESS = 4.5" NOTE: GEOTEX NONWOVEN FILTER FABRIC TO BE PLACED UNDER ALL STONE OUTLET PROTECTION. RIP RAP DIMENSIONS STRUCTURE L X W X D CLASS QUANTITY F1 9' X 6' X I' 1/ 2 CY F2 9' X 6' X 1' // 2 CY F3 9' X 6' X 1' // 2 CY F4 9' X 6' X 1 ' // 2 CY F5 9' X 6' X 1' // 2 CY STORM PROFILE D 0000 40.00 40.00 �8 iG = 34.50 NV 31.0 OUIF - ALL IE 30.1 \ 30.00 30.00 25.00 25.00 1+00 1+46.50 8 DIP WATER MAIN CB9 TG = 34.50 INV = 30.30-, •• \E \ f , Y , yj;sS' �„`y'a ,f <,� 7f'q "rt F: 7x 7x s i ,9 I+ r 78.0 LF 30' RCP 101.1 LF 30" RCP s--a 5=0.30% e ss C QO� DO 1+00 2+00 C810 TG = 34.50 NV = 30,6 30.00 25.00 2+79.10 LICENSE ,f� C-2710 COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL /RESIDENT/AL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 -- OLLJ or Lj z O ZO W uj Q L LAJ z�� O 2 J oC � z �z � Q J 00 to U Z � z CO 1;4- Lzi1OCQ >N 1`WmZo�p (nz�� z C __j - z,� z 0Zoo rn Zc)(j `3 CN 4 W DA TE.• 9-22-13 THOR. SCALE: 1" = 60' AVERT. SCALE. N/A DRAWN BY- TRW CHECKED BY- HRS PROJECT NO.: 12- 0280 OP Outlet Stabilization Structure Specification 16.41 - Construction Specifications 1. Ensure that the subgrade for the filter and riprop follows the required lines and grades shown in the plan. Compact any fill required in the subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprop thickness. 2. The riprop and gravel filter must conform to the specified grading limits shown on the plans. 3. Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any damage by removing the riprop and placing another piece of Filter cloth over the damaged area. All connecting joints should overlap a minimum of I ft. if the damage is extensive, replace the entire filter cloth. 4. Riprap may be placed by equipment, but take care to avoid damaging the filter. 5. The minimum thickness of the riprop should be 1.5 times the maximum stone diameter. 6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded. 6. Construct the apron on zero grade with no overfall at the end. Make the top of the riprop at the downstream end level with the receiving area or slightly below it. 8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit site conditions, place it in the upper section of the apron. tion 9. Immediately after construction, stabilize all disturbed areas with vegeta (Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding). Maintenance Inspect riprop outlet structures after heavy rains to see if any erosion around or below the riprop has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent further damage. GC Grass -Lined Chonnels Specification 16.30 - Construction Specifications 1. Remove all trees, brush, stumps, and other objectionable material from the foundation area and dispose of properly. 2. Excavate the channel and shape it to neat tines and dimensions shown on the plans plus a 0.2 ft overcut around the channel perimeter to allow for bulking during seedbed preparations and sod buildup. 3. Remove and properly dispose of all excess soil so that surface water may enter the channel freely. 4. The procedure used to establish grass in the channel will depend upon the severity of the conditions and selection of species. Protect the channel with mulch or a temporary liner sufficient to withstand anticipated velocities during the establishment period (Appendix &05). Maintenance During the establishment period, check gross -lined channels after every rainfall. After gross is established, periodically check the channel; check it after every heavy rainfall event. Immediately make repairs. it is particularly important to check the channel outlet and all road crossings for bank stability and evidence of piping or scour holes. Remove all significant sediment accumulations to maintain the designed carrying capacity. Keep the grass in a health, vigorous condition at all times, since it is the primary erosion protection for the channel (Practice 6.11, Permanent Seeding). Land Grading Specification 16.02 - Construction Specifications 1. Construct and maintaini all erosion and sedimentation control practices and measures in accordance_ with the approved sedimentation control plan and construction schedule. . 2.Remove good topsoil from areas to be graded and filled, and preserve it for use in finishing the grading of all critical areas. 3.Scarify areas to be topsoiled to a minimum depth of 2 inches before placing topsoil (Practice 6.04, Topsoiling). 4.Clear and grub areas to be filled to remove trees, vegetation, roots, or other objectionable material that would affect the planned stability of the fill. 5.Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris, and other materials inappropriate for constructing stable fills. 6.Place all fill in layers not to exceed 9 inches in thickness, and compact the layers as required to reduce erosion, slippage, settlement, or other related problems. 7.Do not incorporate frozen material or soft, mucky, or highly compressible materials into fill slopes. &Do not place fill on a frozen foundation, due to possible subsidence and slippage. 9.Keep diversions and other water conveyance measures free of sediment during all phases of development. 10.Handle seeps or springs encountered during construction in accordance with approved methods (Practice 6.81, Subsurface Drain). 11.Permanently stabilize all graded areas immediately after final grading is completed on each area in the grading plan. Apply temporary stabilization measures on all graded areas when work is to be interrupted or delayed for 30 working days or longer. 12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately protected from erosion with temporaryand final stabilization measures, including sediment fencing and temporary seeding as necessary. Maintenance Periodically check all graded areas and the supporting erosion and sedimentation control practices, especially after heavy rainfalls. Promptly remove all sediment from diversions and other water -disposal practices if washouts or breaks occur, repair them immediately. Prompt maintenance of small eroded areas before they become significant gullies is an essential part of an effective erosion and sedimentation control plan. Permanent Ground Cover Centipede Sod to be used on all disturbed areas. Temporary Seeding Fertilizer shall be the some anal is as specified for "Seeding and Mulching" and applied at the rate of 400 Ibs (450 k9 and seeded at a rate of 50 pounds (55 kg) per hectare. Sweet Sudan Grass, German Mil et or Browntop Millet shall be used in summer months and Rye Grain during the remainder of the year. The Engineer will determine the exact dates for using each kind of seed. Hydro -seeding is also acceptable for temporary stabilization for onsiteand offsite disturbance. Fertilizer Topdressie+o_ Fertilizer used for topdressing on all roadway areas except slopes 2:1 and steeper shall be 10-20-10 written approval of the Engineer, a different analysis of fertilizer may be used provided grade and shall be applied at the rate of 500 Ibs per acre (560 kg per hectare). Fertilizer used for topdressing on slopes 2:1 and steeper and waste and borrow areas shall be 16-8-8 grade and shall be applied at the rate of 500 Ibs per acre (560 kg per hectare). r a different analysis of fertilizer may be used rovided Upon written approval of the Engineer, ys Y P the 2-1-1 ratio is maintained and the rate of application adjusted to provide the some amount of plant food as 16-8-8 analysis. Supplemental Seeding The kinds of seed and proportions shall be the some as specified for "Seeding and Mulching'; with the exception that no centipede seed will be used in the seed mix for supplemental seeding. The rote of application for supplemental seeding may vary from 251 to 751 per acre (28 kg to 85 kg per hectare). The actual rate per acre (hectare) will be determined by the Engineer prior to the time of topdressing and the Contractor will be notified in writing of the rate per acre (hectare), total quantity needed, and areas on which to apply the supplemental seed. Minimum tillage equipment, consisting of a sod seeder shall be used for incorporating seed into the soil as to prevent disturbance of existing vegetation. A clodbus#er (ball and chain) may be used where degree of slope prevents the use of a sod seeder. Mowin The minimum mowing height on this project shall be 4 inches (100 mm). Crimping Straw Mulch Crimping will be required on this project adjacent to any section of roadway where traffic is to be maintained or allowed during construction. In areas within 6 ft (2 meter) of the edge of pavement, straw is to be crimped and then immediately tacked with asphalt tack Crimping of straw in lieu of asphalt tack will be allowed on this project subject to the following conditions. All areas seeded and mulched shall be crimped and/or tacked with asphalt as directed by the Engineer. Crimping will be limited to slopes 4:1 or flatter unless the Contractor can demonstrate to the Engineer that steeper slopes can be negotiated without altering the typical section. Straw mulch to be of sufficient length and quality to withstand the crimping operation and provide adequate ground cover. Crimping equi ment including power source shall be subject to the approval of the Engineer providing that maximum spacing of crimper blades shah not exceed 8 inches (200 min). g F Specifications # 6.65 - Construction Specifications 1.Grade the basin so that the bottom is level front to back and side to side. 2.lnstall posts or saw horses across the width of the sediment trap (Practice 6.62, Sediment Fence). 3.Steel posts should be driven to a depth of 24 inches, spaced a maximum of 4 feet apart, and installed up the sides of the basin as well. The top of the fabric should be 6 inches higher than the invert of the spillway. Tops of baffles should be 2 inches lower than the top of the berms. 4.lnsto# at least three rows of baffles between the inlet and outlet discharge point. Basins less than 20 feet in length may use 2 baffles 5. When using posts, add a support wire or rope across the top of the measure to prevent sagging. 6. Wrap porous material, like jute backed by coir material, over a sawhorse or the top wire. Hammer rebar into the sawhorse legs for anchoring. The fabric should have five to ten percent openings in the weave. Attach fabric to a rope and a support structure with zip ties, wire, or staples. 7. The bottom and sides of the fabric should be anchored in a trench or pinned with 8-inch erosion control matting staples. &Do not splice the fabric, but use a continuous piece across the basin. fill. The fill material must contain sufficient moisture so it can be formed by Maintenance Inspect baffles at least once a week and after each rainfall. Make any required repairs immediately. Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose, or become ineffective, replace it promptly. Remove sediment deposits when it reaches half full to provide adequate storage volume for the next rain and to reduce pressure on the baffles. Take care to to avoid damaging the baffles during cleanout. Sediment depth should never exceed half the designed storage depth. After the contributing drainage area has been properly stabilized, remove all baffle materials and unstable sediment deposits, bring the area to grade, and stabilize it SK Skimmer Sediment Basin Specification 6.64.7 - Construction Specifications MATERIALS 1. Clear grub, and strip the area under the embankment of all vegetation and roof mat. Remove all surface soil contain* hi h gmounts of organic matter and, stockpile or dispose of it properly. Haul aligob ctionable material to the designated disposal area. Place temporary sedimen control measures below basin as needed e of roots wood 2. Ensure that fill material for the embankment is fie , ve etation, organic matter, and other objectionable material. Place the fill in liffs, not to exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow for settlement. J. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the mud by excavating a shallow pit under the skimmer or providing a tow support under the skimmer of stone or timber. 4. Place the barrel (t icafl 4-in h Schedule 40 PVC pip) on a firm, smooth >l undation of imp rwousrsoil. bo not use ervlous material such as sand, gravel, or crushed stone as backfill around the pipe. Place the fill material around the pipe spill way in 4-inch to rs and compact it under and around Peeeme to of least the some densios the adjacent embankment. Care hunt i*en not to raise the pipe from the firm contact with its foundation e compacting under the pipe haunches Place a minimum depth of 2 feet of compacted backfill over the pi a spillway before crossin it with construction equipment. In no case should the pipe conduit be installed by cutting a trench through the dam after the embankment is complete. 5. Assemble the skimmer following the manufacturers instructions, or as designed. 6. Lay the assembled skimmer on the bottom of the basin with the flexible Joint at the inlet of the barrel pipe. Attach the flexible Joint to the barrel pipe and position the skimmer over the excavated pit or su port. Be sure to attach a rope to the skimmer and anchor it to the side of t�e basin. This will be used to pull the skimmer to the side for maintenance. 7. Earthen spill ways -Install the spillway in undisturbed soil to the greatest extent possible. The achievement of planned elevations grade, design width, and entrance and exit channel slopes are critical to Me successfui� operation of the spillway. The spiNwoy should be lined with laminated plostic or impermeable Coemed otextil'e fabric. The fabric must be wide and long enough to cover the bo and sides and extend onto the top of the dam for anchoring in a trench. es may be secured with 8-inch sta les or pins The fabric must be Ion enoug�i ,to extend down the slope and exit onto stable ground. The width of the fabric must be one piece, not joined or spliced; otherwise water can e# under the fabric. If the length of the fabric is insufficient for the entire length of the spillway, multiple sections, spanning the complete width, Tybe used. The %pper sections) should overlap the lower section(s)o water cannot w under the fabric. Secure the upper edge and sides of the fabric in a trench with staples or pins. (Adapted from "A Manual for Desiggning, Installing and Maintaining Skimmer Sediment Basins. February, 1994. J. W. Faircloth & Son.). & Inlets -Discharge water into the basin in a manner to prevent erosion. Use temporar slope drains or diversions with outlet protection to divert sediment - laden woer to the upper end of the pool area to improve basin trap efficiency 9. Erosion control -Construct the structure so that the disturbed area is minimized Divert surface water away from bare areas. Complete the embankment before the area is cleared. Stabilize the emergenc spillway embankment and all other disturbed areas above the crest of he. princi al spillway immediately after construction (References. Surface Stabil►zationT 10. After all the sediment -producing areas have been permanently stabilized remove the structure and all the unstable sediment. mooth the area to blend with t e adjoining areas and stabilize properly (References: Surface Stabilizafion Inspect skimmer sediment basins at least weekly Qnd after each significant (ong-half inch or renter) rainfall event and repair immediately. Remove sediment and rest re the basin to its original dimensions when sediment accumulates to one-half the height of the first baffle. Pull the skimmer to one side so that the sediment underneath it can be excavated Excavate the sediment from the entire basin, not just around the skimmer or, the first cell Make sure vegetation growing in the bottom of the basin does not hold down the skimmer. If the skimmer is cloiged with trash and there is water in the basin, usually trk' on the rope wmake the skimmer bob up and down and dislodge e debris and restore flow. if this does not -work, pull the skimmer over to the side of the basin and remove the debris. Also check the orifice inside the i skimmer to see if it s clogged; if so remove the debris. If the skimmer arm or barrel pipe is clogged the orifice can t>e removed and the obstruction cleared with a plumbers snake or by flushingwith water. Be sure and replace the orifice before repositioning the skimmef Check the fabric lined s iNwa for domaVe and make any required repairs with fabric that spans die full width of rillway. Check tie embankment, spillways, and outlet for erosion damn eaninspect the embankment for piping and settlement. Make all neeess�ary repairs immediately. Remove all trash and other debris from the skimmer and pool areas. Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter to prevent the skimmer from plugging with ice. CE ,temporary Gravel Construction EntrancefExit Specification 16.06 - Construction Specifications 1. Clear the entrance and exit area of all vegetation, roots and other objectionable material and properly grade it. 2. Place the gravel to the specific grade and dimensions shown on the plans and smooth it. 3. Provide drainage to carry water to a sediment trap or other suitable outlet. 4. Use geotextile fabrics because they improve stability of the foundation in locations subject to seepage or high water table. Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any structure used to trap sediment and clean it out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. Sediment Basin Specifications 16.61 - Construction Specifications 1.Site preparations -Clear, grub and strip topsoil from areas under the embankment to remove trees, vegetation, roots and other objectionable material. Delay clearing the pool area until the dam is complete and then remove brush, trees and other objectionable materials to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment to facilitate vegetative establishment. Place temporary sediment control measures below the basin as needed. 2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth Fill embankment. Cut the trench to stable soil material, but in no case make it less than 2 ft. deep. The cut-off trench must extend into both abutments to at least the elevation of the riser crest. Make the minimum bottom width wide enough to permit operation of excavation and compaction equipment but in no case less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction requirements are the some as those for the embankment. Keep the trench dry during backfilling and compaction operations. 3.Embankment-Take fill material from the approved areas shown on the plans. it should be clean mineral soil, free of roots, woody vegetation, rocks and other objectionable material. Scarify areas on which Fill is be placed before placing fill. The fill material must contain sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too wet for proper compaction. Place fill material in 6 to 8-inch continuous layers over the entire length of the fill area and then compact it. Compaction may be obtained by routing the construction hauling equipment over the fill so that the entire surface of each layer is traversed by at least one wheel or tread track of the heavy equipment, or a compactor may be used. Construct the embankment to an elevation 10q higher than the design height to allow for settling. 4.Conduit spillways -Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. Secure all connections between barrel sections by approved watertight assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti -seep collars. Place the fill material around the pipe spillway in 4-inch layers and compact it under and around the pipe to at least the some density as the adjacent embankment. Care must be taken not to raise the pipe from firm contact with its foundation when compacting under the pipe haunches Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway before crossing it with construction equipment. Anchor the riser in place by concrete or other satisfactory means to prevent flotation. In no case should the pipe conduit be installed by cutting a trench through the dam after the embankment is complete. 5.Emergency spill way -Install the emergency spillway in undisturbed soil. The achievement of planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful operation of emergency spillway. 6.1nlets-Discharge water into the basin in a manner to prevent erosion. Use diversions with outlet protection to divert sediment -laden water to the upper end of the pool area to improve basin trap efficiency (References. Runoff Control Measures and Outlet Protection). 7.Erosion control -Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas. Complete the embankment before the area is cleared. Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after construction (References: Surface Stabilization). &Safety -Sediment basins may attract children and can be dangerous Avoid steep side slopes, and fence and mark basins with warning signs if trespassing is likely. Follow all state and local requirements. Maintenance Check sediment basins after periods of significant runoff. Remove sediment and restore the basin to its original dimensions when sediment accumulates to one- half the design depth. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the riser and pool area. Construction Road Stabilization Specification 16.80 - Construction Specifications 1. Clear roadbed and parking areas of all vegetation, roots and other objectionable material. 2. Ensure that road construction follows the natural contours of the terrain if it is possible. J. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for drainage but generally not more than 2 to 3X 4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or turnouts (References: Runoff Control Measures). 5 Keep cuts and fills at 2.1 or flatter for safety and stability and to facilitate establishment of vegetation and maintenance. 6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of the road and smooth to avoid depressions. 7. Where seepage areas or seasonally wet areas must be crossed, install subsurface drains or geotextile fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain). & Vegetate all roadside ditches, cuts, fills and other disturbed areas or otherwise appropriately stabilize as soon as grading is complete (References. Surface Stabilization). 9. Provide appropriate sediment control measures to prevent off -site sedimentation. Maintenance Inspect construction roads and parking areas periodically for condition of surface. Topdress with new gravel as needed. Check road ditches and other seeded areas for erosion and sedimentation after runoff -producing rains. Maintain all vegetation in a healthy, vigorous condition. Sediment -producing areas should be treated immediately. BAFFLE EARTHEN EMBANKMENT\ ----I � `;`► ,.,-.�I� it -it- 'i�. • 11=11=11'P; ��{ i!�•�':�\e-��-fit.-_,`��;11�� ► � � �:11=_�; �; it :�'" ' i iA s IP HARDWARE CLOIH & GRAVEL INLET PROTECTION Specification 16.51 - Construction Specifications 1. Uniformly grade a shallow depression approaching the inlet. 2. Drive 5 FT steel post 2 FT into the ground surrounding the inlet.. Space post evenly around the perimeter of the inlet, a maximum of 4 FT apart. J. Surround the posts wit wire mesh hardware cloth. Secure the wire mesh to steel posts at the top, middle, and bottom. Placing a 2 FT flop of the wire mesh. under the gravel for anchoring is recommended. 4. Place clean gravel (NC DOT 15 or 157 stone) on a 2:1 slope with a height of 16 inches around the wire, and smooth to an even grade. 5. Once the contributing drainage area has been stabilized , remove accumulated sediment, and establish final grading elevations. 6. Compact the area properly and stabilized it with ground cover. Maintenance Inspect inlets at least weekly and after each significant (0.5 in or greater) rainfall event. Clear the mesh wire of any debris or other objects to provide adequate flow for subsequent rains. Take care not to damage or undercut the wire mesh during sediment removal. Replace stone as needed. Temporary Diversion TD Specification 16.20 - Construction Specifications 1. Remove and properly dispose of all tress, brush, stumps, and other objectionable material 2. Ensure that the minimum constructed cross section meets all design requirements. J. Ensure that the top of the dike is not lower at any point than the design elevation plus the specified settlement. 4. Provide sufficient room around diversions to permit machine regrading and cleanout. 5. Vegetate the ridge immediately after construction, unless it will remain in place less than 30 working days. Main fen once Inspect temporary diversions once a week and after every rainfall Immediately remove sediment from the flow area and repair the diversion ridge. Carefully check outlets and make timely repairs as needed. When the area protected is permanently stabilized, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it. LICENSE # C-2710 " COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL /RESIDENTIAL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 U z � o `n (n CIO W N WmZo�Oo �U.i Z W� Z cr --J 00 OZOC) �0) =ov . o•�r Q a N W 0 Z3 I`IIIIIIIIo Fee Y Q W DA TE: 9-22-13 THOR. SCALE: 1" = 60' AVERT. SCALE: N/A ORA WN BY- TRW CHECKED B Y.• HRS PROJECT NO.: 12-0280 Sheet No. C*_12of Co 15 -�� _......._.._._.._._..:__.._.........._.._..._...- N 34'41 '27"E 1373.26'was, somm, commit OWNED 11 MOM!* MOM= a \ R 17URE DEVELOPMENT r - T 1 I 1 Z Ir 0 I I 34 t,.. i ►r rr rr �Nereis•.�i� 07 u jli .: — 1 i...J :��...... _....... - --- -- .... i ol V. I / / / 1 I I / y ,. , OVERALL DRAINAGE AR 520,844 SF 7/{ \ ; .. `` _— i _.. ..._. / 23 38'2 "W 'S7 •�••.. 97 ,Y. - ...doom .o. 000 _.._._.._ - ---ate_ r........................ ��..... - ---._ . -----� _ ...._� ....►. ==--- N-;9 4237' 277 . 81 ' .—_ Y_�� .: ,f �` .� S 38 23 , 4 W 205, 35 OVERALL DRAINAGE TO STORM WA TER WETLANDS BASIN, A/ 3Q'A '?7"r- 1 -,�77 7F' MOM Man, mom S J87 1 57"W 977.77"mrMonona --- �m i DRAINAGE AREA TO SWALE 1 M, J9.42 ,••37 - 277.81 ' S 38' 205.Ar 3 ' . x _ , Soso I. UCEMSE j C-2710 COASTAL SITE DESIGN, PC ENG/NEER/NG LAND PLANNING COMMERCIAL / RES/DENT/AL P.O. Box 4041 Wilmington, NC 28406 (910) 797-4441 Z Z C° O � Ln 0 CO ►�mzCc zw zOr--j co OZ�O rn �OU� CN a W DA TE.• 9-22-13 HORZ. SCALE.- AS SHOWN VERT. SCALE N/A DRAWN BY- RL W CHECKED B Y.• HSR PROJECT NO.: 12- 0280 Sheet No. Of DIMENSION PLAN, 72 FT j 72 FT _..,41 Arc 4U 1- ✓ — I i 21.21,,E , N rn 1 31.36 Fr 1 w{� w �N N Co Ft 24 ,W Nrr o Z rr 1 � 1 rr r ❑ 24 FT r j El ,�r 4t •. r tz r N r tz .89 24 FT � o r h r r 24 FT r r r 40 20 0 40 80 120 SCALE IN FEET. 1 "= 40' r y 40 20 0 40 80 120 SCALE IN FEET 1 "= 40' LICENSE # C-2710 " COASTAL SITE DESIGN, PC ENGINEERING LAND PLANNING COMMERCIAL / RESIDENT/AL P.O. Box 4041 Wilmington, NC 28406 (910) 791-4441 Z �O v I 64 64 Lu oD Z 00 Z cr J oz�o rn =ov . O> CN W �o ' :7 — 3 r- TA -91010-10 0 I ZE LU DA TE.- 9-22-13 HORZ. SCALE.- AS SHOWN DER T. SCALE. N/A DRAWN BY- RL W CHECKED BY- HSR PROJECT NO.: 12-0280 Sheet No. Of