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WPO200900020 Plan - Stormwater Stormwater Management Plan 2010-12-14
OWNER: NEXT GENERATION, LLC PO BOX 5548 CHARLOTTESVILLE, VA 22905 TELEPHONE.• (434)975-3334 FAX: (434)975-0267 CONTACT MR. WENDELL WOOD ENGINEER: SCOTT COLLINS, P.E. COLLINS ENGINEERING 800 E. JEFFERSON. STREET CHARLOTTESVILLE, VA 22902 TELEPHONE• (434)293-3719 FAX: (434)245- 0300 TAX MAP NUMBER: TMP 33--1D (PHASE I) APPROVED PRD INCLUDES TMP 33-1 D & TMP 33-1 ACREAGE.• TOTAL PROJECT AREA OF PRD: 91.7 ACRES AREA OF TMP 33--1D = 133.2 ACRES AREA OF PHASE I WI THIN RD = 21.82 AC. EXISTING ZONING: PRD — COPY OF PROFFERS PROVIDED SEPARA TEL Y SUBDI VISION STREETS• CURB & GUTTER - DATUM: NAD 83 SOUTH SURVEY.• BOUNDARY FROM REZONING OF PROPERTY FOR PRD, 1975 .` TOPOGRAPHY FROM FLOWN AERIAL SURVEY, 2004 TOPOGRAPHY WAS FIELD- VERIFIED ON MARCH 12, 2008. USE.• MULTI —FAMILY RESIDENTIAL WITH OCCUPANCY LIMITED TO 62 'YEARS AND OLDER UNI TS TOTAL NUMBER OF UNITS ALLOWED WITH PRD: 300 UNITS T®TAL NUMBER OF UNITS SHOWN ON APPROVED PRD PLAN:249 UNITS NUMBER OF UNITS WITH PHASE l: 15-2 BEDROOM ATTACHED CONDOMINIUM UNITS DENSI TY- PROPOSED PHASE: 15 UNI TS/4Z 68 AC = 0.31 DU PER ACRE OVERALL: 300 DU / 91.7 AC = 3.3 DU PER ACRE BUILDING' HEIGHT BUILDING HEIGHT SHALL NOT EXCEED 25 FT. STORIES: 1 %2 STORIES MAXIMUM PHASING• THE DEVELOPMENT SHALL BE PHASED. PHASE 1 IS PROPOSED IN THIS SET OF,. CONSTRUCTION PLANS THE PROPOSED PHASE MEETS THE REQUIREMENT THAT ,10q T E. FINAL Sl TE PLAN. W 0 N H A D ARE A /S SHO N 0 THE P ROJEC TL N GRE TER F OR A TOTAL PROJECT AREA: 133.215 ACRES 107 PROJECT AREA: 13, 32 ACRES PROPOSED PHASE AREA: 42.97 ACRES TOTAL AREA WI THIN PRD: 91.70 ACRES 107 PROJECT AREA WI THIN PRD: 6.51 ACRES PROPOSED PROJECT AREA WI THIN PRD: 65.13 ACRES RECREA T70NI OPEN SPACE AREA: RECREATION AMENITY CONSISTS OF THE COURTYARD WITHIN CONDO FACILITY. PROPOSED: 15 UNITS * 200 SF/UNI T = 3000 SF REQUIRED, FOR THIS PHASE PROPOSED: 10, 400 ' SF PASSIVE RECREATIONAL AREA PROVIDED FOR THIS PHASE (COURTYARD) ' PARKING 15 UNITS x (2.25. SPACES/UNI T) = 34 SPACES REQUIRED FOIR THIS PHASE ;a -34 PARKING SPACES PROVIDED WITH THIS PHASE 7 GARAGE SPACES AND 28 SPACES WI THIN PARKING AREA (INC. (5) HAND. SPACES) a LIGHTING: NO OUTDOOR LIGHTING IS PROPOSED EXISTING LANDSCAPE FEATURES: MATURE HARDWOOD FOREST (OAK, POPLAR, HICKOPY). HISTORIC RESOURCES: EXISTING-PRITCHETT FAMILY CEMETERY LOCATED JUST SOUTH—WEST OF THE SITE SHALL NOT BE IMPACTED BY THE PROJECT. THE CEMETERY SITE IS NOT LISTED ON STATE AND/OR NATIONAL HISTORIC REGISTERS. NO OTHER POTENTIAL HISTORIC RESOURCES ARE KNOWN TO EXIST WI THIN THE VICIAVI TY. DRAINAGE WATERSHED: NORTH FORK RIVANNA BELOW WATER SUPPLY INTAKE FLOODPLAIN: LIMITS OF 100 YR FLOODPLAIN SHOWN PER FEMA FLOOD INSIURANCE RATE MAP NUMBER 5'1003CO145D DATED FEBRUARY 4, 2005 PROFFERS.• SEE THIS SHEET FOR INFORMATION ON PROFFERS NOTE, THIS PROJECT SHALL GUIDELINES AT •THE TIME OF CONFORM TO THE ALBEMARLE COUNTY STANDARDS AND THE PRD REZONING IN 1975. SETBACKS: BUILDING SETBACKS PROPOSED COMPLY WI TH PRD APPROVED PER ZMA-77-19. LIST OF AREA: VD0T R/W.- 3.93 AC. PRIVATE ROADWAY.• 1.14 AC. PARKING AREA: 0.23 AC. BUILDINGS: 0.31 AG OPEN SPACE.• 42.07 AC. IMPERVIOUS AREA: PROPOSED WI TH THIS PHASE: BOULDERS ROAD EXTENSION: 132, 500 SF REMAINING ROADS: 56, 900 SF RETIREMENT COMMUNITY 22,300 (INCCUDES PARKING L0T &'GARAGES) L GEND -- ---- ---I EXISTING CULVERT ... _� ,.. EARTH DITCH r CUL VERT DRIVEWAY CULVERT DROP INLET & STRUCTURE NO. BENCH MARtK CURB _ CLEARING LUMI TS ... .v. CURB & GUTTER PROPOSED PAVEMENT �' VDOT STANIDARD STOP SIGN --- --------200---------- EXISTING CONTOUR EC--3A DITCH DEPTH OF EC--3A DITCH 200 PROPOSED i CONTOUR 6» PROPOSED ,SPOT ELEVATION EC-.2 DITCH � TBC DEN07ES TOP/BACK OF CURB T/B DENOTES TOP OF BOX 6„ DEPTH OF EC-2 DITCH � �- ll ��=--r�� ,% / // ,l"// III ! 111 I}1 11 � � --1 �= =-` _ - -. �. /� �- \ \1 � f \\�,,. (''�'�� / /� /I , � l/� ;; � %I/r/i/ // / /J/ \ 1 I I f I t ` ,1'\\ ��\ )-4 = �--i ;- ��"-�- /�j,�_ --�., � \ \ ,11�1`�.� , \ �_ ./�/.i ? /�J�• ��r/, I/�j�// >� i } 11\1\1}\h 7J��,-..� _- =ice ���I1) IIIIII}\� ��,��/1/ // /i //� /ii �r (\� f/� = J)I /I(11 f(I(I II I(1 �, ���lj/ I�' I ,�,! 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', J I j (I (l / / •� \ \� ��'— j/�~ i�%/ , - / / r \ t �-.. 9 \ \ \ \� \ / \ / SITE LAYOUT SCALE:1 "' = 200' TITLE SHEET COVER T-1 PARCEL BOUNDARY AND PRD LIMITS EXHIBIT E-1 EXISTING CONDITIONS E-2 OVERALL SITE PLAN S-1 SITE PLAN S-2 SITE PLAN - GRADING & UTILITIES S-3 SANITARY SEWER EXTENSION PLAN S-4 SANITARY SEWER EXTENSION PROFILE S-5 BOULDERS ROAD EXTENSION PLAN & PROFILE R-1 BOULDERS ROAD EXTENSION PLAN & PROFILE R-2 ROAD PLAN & PROFILE R-3 NOTES, DETAILS & CROSS SECTIONS R-4 OMITTED R-5 GRADING & DRAINAGE DP-1 GRADING & DRAINAGE DP-2 DRAINAGE PROFILES DP-3 DRAINAGE PROFILES DP-4 DRAINAGE PROFILES DP-5 DITCH PROFILES DP-6 CULVERT PROFILES & CALCULATIONS DP-7 OMITTED DP-8 OMITTED DP-9 STORMWATER MANAGEMENT PLAN & CALCULATIONS SWM-1 STORMWATER MANAGEMENT DETAILS & CALCULATIONS SWM-2 EROSION & SEDIMENT CONTROL PLAN- PHASE I ESC-1 EROSION & SEDIMENT CONTROL PLAN- PHASE II ESC-2 EROSION & SEDIMENT CONTROL PLAN, NOTES, & DETAILS ESC-3 EROSION & SEDIMENT CONTROL NOTES & DETAILS CONT. ESC-3A EROSION & SEDIMENT CONTROL DETAILS & CALCULATIONS ESC-4 LANDSCAPING PLAN L-1 OMITTED L-2 OMITTED SS-1 TOTAL NUMBER OF SHEETS 32 APPROVED by the Alk emarle (-ounjy COtTl wnily Dav Flo ment ilapartm t Data _______� j Flle--��tf1A.�AO ODDS ._. o /p � � o iii . rod. \ � �� r'o• GR6�NE / / p r ^ A� gRLB4OUNT}- OUN�, / o00 ,�. I r' 1 / L�L R6 ZONING o Qo i E BUI INGS U % :ON RUCTIO / o Q O o p D r. SIGNATURE PANEL: DEPARTMENT OF COMMUNITIVEVELOPMENT P LAN N I N G/ZONING _-- _ ___ ...._______________ ! 2.�� 0 1 __---- D c ENGINEERING__ �%1__ ___ !� �f�? _ _____ __� _ _ _. BUILDIING OFFI IAL __ — _________— -- _1 ` - t� ______, _____ ARCHIITECTUR L VI CARD...,_---�--------------•------------------- - ._ FIRE OFFICIAL ___________________u�e �r�t�s _____ ___,_ ALBEMARLE COU TY SERVICE AUTHORITY_.—_—_—_ _ o—_______�___ VIRGINIA DEPARTMENT OF TRANSPORTATION__________________ _________-_ COLLINS ENGINEERING IS NOT RESPONSIBLE OR LIABLE FOR ANY CONSTRUCTION OR DAMAGES TO THIS PROJECT PRIOR TO ALL FINAL PLAN APPROVALS. RFD. SCO�.'T� COLLINSZ ti No. 3 791 ll lJo��v �� Q`�srnrral, E���� r 1 z z t-- g � w O u U q" z z Q o o U � (9 (9 Z a z cJn a Q z ¢ a � z z o N u) H � M oc a aj CP CT Q Ca N O N uj (31 () M CT1 � N � d- N G'"" - D o6 C31 N N �� z z � O .,� W °� 0 o� o U o v v � o -,� C� O a� �r� ( ' v x � v o u'- o ^/ v 41 U uj , a L3 C r o 0 h�'1 . Ld 0 W ° z U �� L w • V)a � � z ° ® o � U T C " ° L U U O °� � o .� U ® 2 O > x W IH� ° ° Q �, o 00 w � U JOB NO. ,c 092001 w0 SCALE ° A S NOTED SHEET NO. a T1 /i l /'/ i/ r / / / . \ ( i 1. TOPOGRAPHY PROVIDED BY FLOWN AERIAL SURVEY, 2004 AND UPDATED WITH NGIC IMPROVEMENTS FOR BOULDERS ROAD AND PHASE 1. BOUNDARY IS FROM THE PRO " ri/ I (�/ / /r!' / \ l `REZONING OF THE PROPERTY, 1975 AND COUNTY RECORDS FOR BOUNDARY OF SUBJECT PARCELS. THE DATUM FOR THE TOPO IS NAD 85. !'-'-' / /: , I / j j '` ,�_ `/ / / ///• �/ / / \ \ 1 ` 2. THE EXISTING CONDITIONS AND FIELD COND177ONS OF 7HE S11E WERE VERIFIED ON MARCH 12,E 2009. r6 / I / - ( (/ /--- , / / // // Iyl,P 21,14G1., 2. WPO BUFFER LIMITS ARE SHOWN ON 7HE PLAN. THEY INCLUDE FLOODPLAIN LIMITS AND 100 SETBACKS FROM 7HE STREAMS. ,-, ;-_.,,.- „ , �J/ / �-- rr / / I/-�-^ r f / // �i/ QNE[�' J. THERE ARE FLOODPLAIN LIMITS LOCA7EO ON THIS SITE AS SHOWN, PER FEMA MAP #51003C0145D, PANt . #145D, DATED 02-•-04---2005 - y S810 49' 35.2o E Amamamwaxamm S75 � i.25"E �/ / I / / / (I 1 / //-. / , l' • // 4. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCA77NG AND REMOVING 7HE EXIS77NG WELL THAT EXISTS ON THE PROPERTY. ..r ` 373 900 49. Q `7l---, / - I l ,//' ) l 1 , L q PPROV' � r / /�N �/ % B, THERE ARE NO EXISTING EASEMENTS LOCATED ON THIS PROPERTY 7 0 I s - / / i 'P (R r �/ f G, N ( 6. CRI77CAL SLOPES ARE SHOWN ON THE PLANS. IMPACTS TO CRI77CAL SLOPES DUE TO 7HE APPROVED ROAD ALIGNMENTS MEET THE IMPACT REQUIREMENTS SET FORTH /,I / ( . / / �A% NI , ) f,Il/ .;j , /l, J I r AT THE TIME OF 1NE PRD REZONING NQ ADDI770NAL APPROVAL IS NECESSARY FOR THE ROAD IMPACTS. THERE ARE NO CRITICAL SLOPE IMPACTS PROPOSED W77HIN 750,040II \,' / /1 \ / i Jit `�(///, /�/ \ I r l t l I �/ �.�. I .� % PHASE l OF THE DEVELOPMENT 7NAT ARE NOT RELATED TO CONSTRUCTION OF ME ROADWAY AND GRADINU ASSOCIATED W(77-I THE ROADWAY. 7NERE ARE ADDITIONAL 0� - �\ \\ l l ` `- ('' I f /' l I i' / / ` I CRI77CAL SLOPES OUTSIDE OF THE LIMITS OF THE PRO AND ZONING APPROVED ROADWAY THAT SHALL BE IMPACTED WI7H BOULDERS ROAD EXPANSION, AS SHOWN ON l- -- 1 + j� / _ 1 r , I I ( p I \ \ \ � "- - % ) I / 1 ) - ^ i 1 \ \\` '\ __.. _ - - / / i _-� - t / I - _-- - -- - / _- - i ,' / / - (/ I t� \ \ \ �� �\ _ _ - BONE® --I `' % / '' f ` / / / �/ / / , ' / / -` !/ css /�� , /, , � \ `\' �\ ' \ \ pp\� rr�, \ \ \ - _ - ETC - ENEFgdiO� L14CC / // ' r �t \ .\\ = � //�,'i'i , ' I � f . \ \ 1 \, / _� / S _ / i ` 1 ,♦ 1 �: \ `� I �` \ \ ' `L•- •��b \ \ ._ _..._ ..._- -.-' '1�. -� i / / / '` -.-- _ "�° r ,r / / / // / /,-, l - `r -� --./ f C� \` ` �1 ��I / �, _� _ _ _--T %� /� �i;' 11 Dig \/ / / / / /' / /^ ' / / // l / / \ \ > ' \ \ , / \ I \ \ .\ - _ 1- -� ---- _-- _ �� ` �- I l / / �/ / / � / / / / % __ \_ / / / / / 2 l , J ` \ ) 1 `� \\\�\ \ I ITS OF Y�06 - .`_' \ ._. 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I .., \ \ -. ...; ...�; _ 1 f ! l/j'i / , / V / / / /JAFYa�_{.7�I: f�ER \ `♦ \- ' l l / / l r / / i �. - ,/ i/ J /• / \ \ \ ,`♦ \ \ \ \ ` \ \ "'� \ \~ t \\\ !l I/I/, //I / , / �- \'\ _ / / 1 I , / / //• / / ZON D r)�D� /%.... i J�/ / / `\` \\ \ \ \\ `. \ \ "` \4�\ \ �: \ \` / , / / 1 / j / XI,STING-100,YE� // /` / 1 / / E /! / \ '\ '\ \ \ \ `mow - - '� �� / ;,/ I ( - /NE�CT G NEB 'T 0N,-L.L;�. -�' J \ - \ \ ` `� _ � .` � / . �" / 1s �) r PLAIN` - -- / T ' /. -- ;' / ,,•- \ \ • . `\ // / / L OD LIMIfiS / / / / / / i / / / / ! - __ ' % /�'. \�. \CRI iCAL SLOPES i � � ,_ `\ \ ^� \ \ _ I I I r r l > /' , A \ \ \ '- Ii I { / ;' / / / / / / / / _ / % /; / \ `.\ \` \ �\ \ \ \ J / �\ /-.// r 1- '•.. > \ \ \ '\ , \ \ i I I / l ; r/ I \ \ \ \\ \ \ I �= _ 1 //' f / /// / l I / / / / / / f ._- --- -- - / / ; - \ \ \...., ',� / _�; =\ ,� \ \ \ \ 1 \ ;\ \ I I / / f/� \ \ \, \ �k \ \ \ \ ( A _ -- --- - / / / / / / / 1 ( ) f �• \ \ \ \ •.r ---• --- _ _ / r i ) ! i � \ \ ( / 1, \ \ \ \\ \l. \ \\ \ lI - r / r ( I � I ; � \ / / / ♦ \ \� .`I .\, \ \`'\ \ ♦ \ / / / /- � - ..' / 1 , \ `' . ��'i4 \ \ \ .\ \ \ \ Q' \ \ \ / 1 / ram' a I l `` `• \ \ -\..- ( l (/ __. _ ,..1 I \` ' !� \ ` ' `\ `, /' _ / / // _- _ ...__ � •' / / I I I ) I / / \ \\ \, ti CtIMIT a P \ \ O \ I ( op 00 1 f \ \ \ \ \\ , \ \ j � -1 `' \ \\ ` \ .\ \\ \ / 1 / / -_. - -._ _ -.. _ ( I ( 11 r'- c / 1. I % ' i� B�l \ \ \� I f I \ 1 I ( \ \ \ _ 1. \ \ I i I I i / - ._...__.' I / 1 i �1 �x.r J (/ % / r /) ( \ ` \ (I } 1 I \ \ \ `� C:RITICAL.$L®PES IM�A(iTa`(TYR) \ \ \ ' / _ \ \ \ \\ \ \ `\ \ l 1 1 I I ( (/ ` - _ '� _ _. - - .._... _ _) I 11 \TMP 3-1 / \ 1 1 1 \ \ I I I \ \ \ \ \ \ \ \CRITICAL ShOPE IMl�AC, 8-ARE�4 SI Tf NT wITfH f / \\ { I / _ / /f // - �- .1 - / 1 l \ \ \ \ \ \ \ \ �_ \. K \ \\ \ � \ 1 i, �i `� \ I / - _ _ _ / / 1 I +"_ i BONED RAI . I i / / / l / / ' ) I 1 � ti � \ 1 \ \ \ ( \ \ \ TPtE �4PPROVED REZONING Fb� I HP P D \ *E IM0AOTS ` I � \' \ - \ \ } -� - -- --�/ \ \ \ \\.. / \ \ I / TMP 33=1 i �4 WOOD \T.E. // / / / ._ I i ? / / ) \ \ �" \ \\ -\ \ \ \ A� ASSOCIATED -WITH T4-CONS\9 'TRY TIOIN OF tfHF\; `T tr' \ \ \ , i / -_ /) -r - - �/ \ i i 1 ( � , -- ( f 1 I \ \ �- \ RL co - \ \ �' \ �' / \ \` ZONED PRD / __ ._ / / I I - 0\930 Aq I' . I I (, �/ / -\ / / / / / ! r \ / - • ` _ .� \ \ ^.. �NTRANCE�ROAD TO�THI. SITE �r;i Lpp MA UNTI! - - \ \ \ \ .\'\ , / /% \ \ \ / / \ I (I / / I ` __ l _ \ \ \ DESIGN-.._. �. w S A PROVE \ \ , /- `\'' ' Ate \ 1 , I I I i / ,' / / / { c�, �, I\ \ - \ c, \ ` \ \ GUIDELINES A,T�TOE\TIME H tRl� A � \ \ `\ � \ .ti � \ \ NEXT �"a�NERA�TION L:�.C. \ � / i I / / .l - \ I I / /' / / _ \ .� \ - _..Ac>;owED ; are IMPACT�r Tp CRIT�,IC�L SL?RP S•FOR o�wAYs ; \ _ \ \ \ ` - --- f \ 4,8.500 AC \ \ , , \ _. / 1 \ \ } I I I / + \ , \ -_ _ " \ _ I- --\ \ _ I \, \ v i ` \ _ .._ _ _ - I \ \. \ ) / / R \ I }' I \ 1 I ` r / I ( r� \ �- - __ '(TYR;) \ i `\ �•^ ` \ ` _....._ - _.._ ' \ \ / ` r \ I �' \ �.\� \ \ \ \ ( ` �`-^ ♦1.I. \ \ 49 \ \... \ I f(\/(,% /j / ) /''-,. '\ \ Q. \ ,% 1 , ---� / / \ I \ ` \ \ ,\ \ ♦ \ �' b `� ) \ \ `�___ PHAa - '-- ` \ I � � ♦ \ ` � \ r"l r= ,/ \ \ � \ _ ._ ._ -� / � I I I _.�.._._ ( ,./ J \ � / / / ~- / \ \ \% \� \ \ .\ \ \ \� chi \ \ \ \' -- - - - - -\\ ` \ `\ \ _ ! � \ t / \ \ I - -- _-- .-- - _ ' / ) `/ -- / I / , // J -, ++I\`\ i \\\ \ l\�FIN `1(LO�Y`EA� \ �\ \\ `\ �4-2.97 l�. \ _ . __ ` \ - ��\\\�\\\ _.\_.-. - I 5 / ,) I I i i \ I i \ i ' \ \'" \ - _,_ i ,/ / /` -� �/ / , % \ l I ( r( // // \ \ \ \ \ •\\ F��Q ,1�1 �It1T \, \ ' \� \ ARE7A QF-PHA8E -I. - - - , \ , �\ _- _ \ I / ) I f . I ) \ \, ` \ \ _._..._ _..._ .._- -.' / i , i i / I /' / i I 1 I \ ?I /// //�/ 1 \\ \`.` ..71 } ( ' r l \ \ \ \ .\\ _-WIfH1 r PRD - - -~' - - _ \ \ \ \ \ \\ -- \ 1 / 1 I r \ \ „�- _ _ - - / / / / / / / I I I L 2 ; , I r \ \ \ _ - ----, \ \ ' - \ -. ,- ( � �NF m % ' - o � / / ` �\ '\ \ � i ` \ I l it ! I 1/ 11 \ I - - \ L1 358.938' N77 44' 24.3'0"W L2 133.657 N6 20 49.6a E L3 126.996' N5 11' 05.26"W L4 49.163' N28 21' 04.81 "E L5 65.511' N58 29' 43.67"E L6 136.547' N62 20' 06.30"W L7 577.982' N26 53' 44.75" E L8 211.51' S 55 26' 45.25" E L9 245.000' N77 38' 24.75" E L51 1587.692' S 12 06' 13.53"W L52 1222.690' S45 43' 59.03"W L53 356.841' N34 25' 39.76"W L54 163.411' N36 49' 09.79'E L55 202.784' N29 42' 59.93"E TMP 33-4 ZONED RA CHARLES W. SAFLEY 11.84 AC op� TH o�1 'no. SCOTT R. COLLINSZ ) Lie. No. 035791 r� k�1p, �/ SIONAL ' 1-=. z p h -, s � w � c � I- a cn it G 4 G / m M ru I, � � C / ~ .&- C G I. uj a i, c TMP 33-4B ZONED RA JANET OR DAVID HEFREN 3.726 AC •• \. \ \ i , l f , I I \ 1 \ \ \ ` \ \ ,\ , �A� �- _-_ //" \ \ \ \ \, \ \ :_- � 1 \ \ ; \ t `\ \ I k \ \ . 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U7 -- / / r p� '� ` \ l 1 ` � �.` ,_ - 0_ '- �/ / �� /, _ 1 ) I 1 \ \ � \ ) . / / / f / l r, I l / / _. _ -- - _ - - -- _ - -' ' _ -- - - -- '` ., - - _ _ -,- . -_ . - / / 58 \. \ ` \ \ ' \ \ I ; I I -...- -- ---- -`I <Z5 f - _ -_ / � / - I ( / I I II \ \ \ \ / ' ! I ; / _ '- / -- --' -- 1 \ \ \ \ 1 / - -xv / / ; / / \ III \ 11 / //%,- - I I /r /,// / / I f / - -- / - �'`- _ - _ - \ `I I \ \`\ \\\t I � � - --�- ` _j /-319,160\\1'\\\\ l\ \ _/ \ / 1- r r// - - _--'� ( (,(/ / / I / I 1 I r TMP33�1Du -� _ ❑ �" ` �`,.:- �' I \\\ \ ��\ \ ( - - \ / r\ I i - -- Q _ (� f I \ \ iI I \ \ - --- ._.. __ ._ - /' / 8°" 32' 52\,2`Fi' ' % \ \ \ \ \ / l / / ,\x / , r - ft - -... 1 ! ' I Sl I' l f ) /� ZONE® RA -------_ __ `~- / I f f I �11 I I I I I \ I, `\I \ \ / -,. -- - .--- - ..-_ ; ---- \ \ ` \ \ \ I I 1 \ - '-- -- �-- �" - -- I I / I I 'I I , \ t \ \ ` .. ...__ _- _ _.. - / � \ \1\ \ \ \` 1 ! I l I `I \ \ \ \ , \\ -- \\ I\ (/ / / / / / ,-- - -- -J� I} I\ (\ I\ I\ 42 97 � f i( NEX,;T GEN ---- e N; CL.0 - _ --- - - _ - _ _ __ j ` .. 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' \ \ I I \ ` (` \ \ \ -. " I \ / 6 / \ f _ \ `� � �; -2 0 / - - / i I I I ` \ \ 1 1 � \ \ \ rl \ \ \ .. P / I . I I \ - _ \ ` \ .~TOP \ F HoX-5614.,9 ' S 'N$.. _ \ /' / r � r ' \ \ "..-• _ \ \ ` I I { I ( ( t \ `\ .\ \ _ / '' �. --' -"^.-- '-� \ \\\ � \ \. \ �\ \• ,\ '\,/ \� /� �� �'' /// \ � _ ' \/ / f / / � !/ ! / / 1 I I I �-- \ \ \ \ \ \ �I \ (T,N ].SET ;II _ .- _ -•- - '\ \ \ \ \ \ \ \ \ , \ \ \ \ \ \ \\' \ � \. -_._ - // _ �- --- / / \ \ - "� \ \ \ '` \` I E `` i r ; / /'. J / ; l l , / I \ \ +� '\ \ \ / \ \ 1\ ` - - 1. TMP 33-4C / ZONED RA WILLIAM AYERS 5.067 AC 'Q'n'Q 9 z w z 0 U) a cid 8 Q > } 0 cD z V) w ty- a z 0 to to z CA Z) M 0 o O 0 N O N N r � � i F---9 uj a3 t9 t"` < m = Z m 0. 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'h'-ft 0 It fE Q 56 PVI STA:11 +80.02 v PVI ELEV: 508.551 w A.D.:-2.00%% � 2 K: 75.00 VC LENGTH:150.00' HP STA:12+55.02 HP ELEV:510.05 _ 520 520 _T ------PROP, � __- GRAD C/'L --- 515 TYP. �515 n_ XIST Hi EYE w z GRAD C/L - w m a o TYP. % -- __- 0 Ln _-- 510 W� o--� 510 ., z 0 i PROPOSED °o , ,, d / HT. OB 12"X12"TEE m ® t"" =�. rj 2�-12" G.V.G 1- 0 _ 12" B.O. � � 505 505 _ - i PROPOSED 12"' CL. N 52 D.I. WATERLINE _ <t V r r V _� Ln > �,U uW� 500 500 _ o d C, - STORM STRUCTURE �-j 57 CROSSING o _ . Ca 495 _ zCQL zmLn 495 - PROPOSED 12" BEND 10' 490 490 _ a M o0 I N r- q? .p) .mr t t00 LO N r6 � m tri (� . 00 O - � N ~ M `r O 0 rp � tI� LO I j i10 t!7LO LO 10+00 10+50 11+00 11+50 12+00 12+50 *13+00 13+50 14+00 14+OLft 08 15-l-00 PR0IFILE DATA: HORIZONTAL SCALE 50 0 25 50 100 200 1( IN FEET ) 1 innch = 50 ft. VERTICAL SCALE 5 0 3 5 10 20 ( IN FEET ) 1 inch = 5 ft. NOTES: 1. ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. 2. MINIMUM OF 3' OF COVER MUST BE MAINTAINED OVER WATERLINE. 3. MINIMUM OF 1' VERTICAL SEPARATION FROM STORM SEWER AND WATERLINE AND 1.5' OF SEPARATION BETWEEN WATERLINE AND SANITARY SEWER. 4. SEE SHEETS DP-1 & DP-2 FOR SIZING INFORMATION FOR ALL DRAINAGE EASEMENTS. 5. ALL PAVEMENT STRIPING SHALL BE TYPE A MARKING. STOP BARS & CROSSWALKS SHALL BE TYPE B CLASS IV. Boulders Lane Line Bearings - -Length L1 N850 55' 57.43"E 78.14' L2 440 55' 34.30"E 99.41 Boulders Circle Line Bearings I Length -L3 S50° 46' 22.30"E 1 5 Boulders Lane Circle Delta Length REdius C1 41.67 290.93 Boulders Circle Circle Delta Length Radius C2 6.95 125.77 10 6.56 C4 18.93 66.08 200 C5 49.27 171.99 200 PVI STA:8+25.00 PVI ELEV: 513.09 PVI STA:1 C)+50.00 Q A.D.:3.78% PVI ELEV: 516.151 v K: 52.93 A.D.:-2.54%% VC LENGTH: 200.00' K: 59.08 LP STA:8+52.99 VC LENGTH:150.00' LP ELEV:513.96 HP STA:10+55.39 HP ELEV:515.68 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+0012+25 ZH © SCOTT R. COLLINS� Q Lic. No. 035791 � '�&.'S"'o .. NAL EIy 21 E U W 0 W 104 in z c, rn I'D o N O N N d` � t`D L F� 0z Q>LU QLU �w z oz �0 �o (LLj 6b z L a� W 0 =b U L W `-6 : $ �M zL � N -U b0) WT � o a N C O a� c� 3 0 Wb z U O z Wa z J � 0:6 0 ° T C a b 0 L p. U 03 �L W_ � b 0 a0 W � n W > v a _0 D JOB NO. '"(� 0 0,0 J2OO.L 2 i U > O O tom) 0 SCALE O �' AS SHOWN 0 �b SHEET NO. CL a � a R-3 q) i� 77 /Z N&E� 7 PROPOSE/LOPES-G-REATER THAN 3:1/.s+iALL HAVE -' 100-YEAR FLOOD PLAIN D S-SH 0 /Wg/AIN/T'Et4ANCE"�NON,-/dR�,Sg)'GROI-JND QOV�R AS L V '�K -SCOTT R. COLLINS VkE CLAN TH P' N/ON, SEE SHEET81-1 AND L-2,F-OF� 6C,�/TIO�f OF MULCH D A/R. LONG-2:l SLOPES Lie. 'No. 035791, EA,% -/2. S/EE SHEET DP FOR/-BENCkMAR GCA+10N- /_'_ Z E�LVAMON,1. 10RAL X\\ 7- 77 f / "Ol MM Lin Sam z 1/, Lu 1z; 1411� 1). mom x 1;0� '0 z z U Uj Ul < Qdfid J1 0 L �� _ _ \ z 420 => 0 8 > fps E N GRASS SWA L *5 0 c' .J Y042Q Q,: NO SOA4�- V_ o U 7 U) z z z LU E3 V) Ln w -4� k < E 0 u Z < M vi z z LU L 0 0 (n ca V) .... ....... U) V) < ..................... .. . ......... . .. . Z .................... <\ ED 0 V) U) V . ... .. .... D M ... uj LU UD) Q2 LU c s 18' \mhr. T \ _ \ \ ._ _ - \ I \ \ \ 1 \ \1 \ 1 f GRASS §WALE' IVZ= 4 L-'-_fps,_ io 7 SWM & ACCESS ESMT. 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Uj -e, V) ................................ ................... .................................... ..... ....... , .o T� Pn _j \ . .................... 0 ............. I ...... ..... ........................... ......... 41 ....... .. LU . . . . . . . . . . . . . . . . . . . ...... 5 q) . . . . . . . . . . . . . . . . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . z Q . . . . . . . . . . . . q) > UJ ............... X C As ..................... ................. GRAB .......... 2 05 \f�. -------------- a 0000 Lo'fo 7. !QALC DRAINAGE %SEMENTWIDTH Q ULADONS uj 0001* P!22 No. Size (inchep) Max D e &Lf eejt I Eawnient Width Recluired (ftttj Easernent Width Pr�il�' 06 (U of Symbol ture 15 21.5 24 - ------ . ..... Area 1 14-82 32.9 34 9.10 (Acres Cw te ("n.) 213 15 24 JJ 9.20 217 15 0 S_- 2D_ 16.0 20 3 15 6.00 u 21.0 22 5 15 8.50 0 0) u 15 9.50 23.0 24 7 6.92\\ 9 17.8 20 uj 16.4 20 _j E 11 18 6.19 -0 17.3 13 18 20 15 15 6.89 in 8.00 19.5 2 4 z 7.32 17.9 20 0, 17 15 LiJ 0 17.6 20 Ld 19 16 7.15 P-11 z 0 15.6 20 _4 (9 21 15 6.16 20 SWM & ACCESS,,LLJ 1 5.31 13.9 4 C/) > 23 ------ 1600\, V) ESMT. 5.18 13.6 0 z 24A 20 6.10 1161 20 22.0 22 N 27 18 8.73 8,63 ......... 0 18 21.8 22 ....... >1 29 ur)o 16 6.24 17.0 __20 31 18.2 20 0 Z) 33 16 7.33 8 -- 720.4 227.70 i...... 35A 0o........ uj2 .50 20.0 37 15 6_2 15 50 18.3 20 -2 39 x 7. 20 FQ J 41 is 7.76 18.8 E_ 18.6 20 6HXNN 43 16 7.66 z 8.00 20 15 19.3 AbE &,\&u -W ..... 20.3 21 45 EE--- 3 0 15 8.60 47 15 8.50 20.5 21 1 1 q) -0 LU 15 17.3 2) _FJOR :3 49 A uLx-rION LU 7.00 DETAILS 51 20 53 7.00 17.3 15 U) 14.3 JOB NO 5.50 20 . ..... 54B 15 41 6.98 17.2 20 55 15 -2 18.6 20 092001 > 57 15 low MOM moan 0) 15 1.2.9 --- 20 0 4.82 W X 20 SCALE 61 15 4.72 11.4 V 20 1 (Yd 17.9 t�a �,, 63 15 W 7%11\ 19.1 20 INTE --SEE SHEET P-2 0 CL 65 16 8.54 20 69B L_ 4.0 'KCAL E- ME4 ow M Moorm" 0 SHEET NO. 15 1.00 15 1 32.50 68 ),0,■ P-1 69 67.0 D K & - ___L CULVERT 30 19.70 41.4 42 drain to Culwrt I LVERT 1 10 400 NOTE -1-/PROPOSED SLOP S GRE�TER THAN 3:1 SHALL HAVE ............ -COV-E-RAS 'COTT R. COLUNS�?, J-OW MAINTENAIK�JC (NOWGRASS)6G�OUND -1 AND L-2 U Lie. No. 035791;.t� ON THE� PLANS: SEE p/XV AL3 S 1-:pw SHE L S=4f. 12% �y -'--LOCAT [ON OF MULCHED AREAS ALONG 2:1 SLOPES. Q2 ='Z'jl CtS Y\ -SEET--H.1,S- -S4ET FQR-8ENCHM)�.RKj;.00AT40,N-.& Z�'��IORAL t NO ATION. Do 0.�2' E L F--V 8*M OMH J-4- S=J. 00Z f - "-Aft 02=0'58 CfS Air 0. 75 rs '29 fps -0 J2' z Lu 44 N, 0 goo z z U UJ LU < logo/ Ij/0w U) I/N CfS '0 75 f, '%* E 7� 2,90\ fps 0 0 \ )Q22 ij Cts NO SCALE D,0=0.28' U U cd ........... !.05 \fps GRA \Nx, z z z u ........ 100 0 0 > 00, *4P' 10 X Q (9 > - ----- - 44 � L\ L zU) ca Z Z Z tu D K V) En Z -j LU **4* 0 < Ce :� Z X, z < < 30 ...... \ 0 0 vj vj _4 orp, < A Z 0 6 UJ A V) (f) V) T Lu uj V) CID 4,\ 0% uj SWM & ACCESS\ ....... 600 . .......... ESMT. (TYP-) .......... C) 10 V- -t ---- L --L I ;9, T I ........ M 14, NNE FUHC ADEWAC�Y\& M -19-- uj APO"% ziult3m U LAT 710� I AIU-3 .......... �-J CL ........ 50 ARM X": .. ........ - - ------ Ago", 'A MAT�qHLINE ---S-EE--SHEE . . . . . . . Z(69B LAS z z 7' "506, uj Ld LLI z _u z uJ /Z., 1 w 0 7- 7:� z -:4 z >< U8 U.J 's 4 %nor so, T U LLAA Tfll DRAINAGE EASEMENT WIDTH CALC ui Size(inches) MaxDepth(feet) Easement Width Nuired (feet) Easement Width Pro�Aded (fIs2tj U) Area 06 15 14.82 32.9 34 Symbol Structure Cw te (Mn.) x 2B 15 9.10 21.5 24 (Acres) (D 2D 15 9.20 21.7 24 z - Q- -4� 3 is 6.00 16.0 20 0 5 15 8.50 21.0 22 LU ...... 7 15 9.50 23.0 24 Q� 6.92 u 9 18 20 ui 11 18 6.19 20 ......... 16.4 E ... ........ a Aft ....... 18 20 (D 13 6.89 17.3 15 19.5 20 U I 7.32 17 15 17.9 20 z 19 7.15 17,6 15 20 Ljj 21 15 6.16 15.6 20 5 E-4 z 23 15 5.31 13.9 20 LLJ .. ........ C/) C: 15 5.18 13.6 20 C ox z -j eX 25 15 6.10 16.7 20 P-1 27 18 8.73 22 ...... 29 18 8.63 21.8 22 .......... ............. 31 15 6.24 17.0 20 . ..... ...... 33 15 3 18.2 20 L 0 35 1 7.70 20.4 22 cxm ......... Room . ........ awn ...... - 4 "w on now 31 15 7.50 20.0 20 ".4 ...... . now Mpjv* > 0 I-- - 39 15 7.50 18.3 20 uj ..... ........ ....... ......... ..................... ------- ........... ..... ............. ........... 41 15 18.8 20 .......... . .. ... 43 15 7.66 18.6 20 .......... 45 15 8.00 19.3 20 E ................. . ........... 47 15 8.50 20.3 21 .............. 0 00 8.50 .... ......... 49 15 20.5 21 .............. b 51 15 7.00 17.3 20 ................ Lu rn E 53 17.3 20 X 7.00 N. ......... ... ... 14.3 20 0 (n 54B ... ..... .... ... 6.98 ....... ....... .. 55 15 17.2 305 NO. ..... . 20 ....... --- .. ..... ... .............. :: /. .............. 57 15 7.66 18.6 20 ...... .... .... 092001 ...... 15 4.82 12.9 20 .......... ......... "'M R............ R-R. , .... ......... ......... ............ 61 15 11.4 20 59 ... ....... 63 15 7.96 17.9 20 .............. ....... =50' ...... .............. '10 .............. :�� W . ......... ...... . . .... ... 65 16 8.54 19.1 20 . ........ ......... 50 0 �5 10 FEE .............. .......... .......... q) 0 ........................... 67.0 68 1*1? includes Kr, LL ... ........... 15 .00 4.0 20 X SCALEA 1 67 SHEET NO. ........... ........ . ...... . ...... 19.70 1**Areas 11 & JJ drain to Culwrt 1 DP-2 E, ...................... .... ... 15 32'60 ....... CULVERT 1] 30 41.4 42 C3 r11w . . . . . . . . . . . . . . 6 z a w w z c� z W V) z J J O Q 1- O Rr v N 0 U C N N N N Q X v v s O s rn c N IT -2 530 i 5301 STIR: 54; DI-.' WO io? STA. 20+25.1 LO (0 LO 0 C-41 TP=514.80 - LO F .4- INV IN: 508.' 0 PRO or _jc+a INV OUT: 501 (0 11 6 F- cd (0 O\-O_�R :0 1 1 525 `t 0 _j 525 04 -0- r- r� N0W0 O'OOL') NW a L0 0 .0 + do N L0 LO [10 0 .0 07 Lo 0 u') 00 Lfj F- + r- LO + co Lo . 04 P0 r) Lri 0 G-- 4 + 0)4-- -0) 4--;. -rikEr) Lr) z 00 L0 c 00,0 (0 to . Lo LO Lo 11 F_ + 00 to �:2 :;�� D It > >> > _j LO 0 11 > > 4r U) V) z z �:z z 520 5 p� jc� V) V) Kl- U) �u) 20 ia - A STR: 54A; M V) P-21 zz N Lq Iq u� E 11 >> V) STA. 201 1 0 r- Lr �_Q_zz cc 0000 U) V)I--- TP=520.� + -INV OUT. 00 LO -------- 5151 515 m 0) V) v)[-Zzz n 0 O(c GRADE:' C3 0)0)r� q (00) + < 12 W TERLI\IE,, m 04 V) '12" WATERLINE c(o EXISTING It -Oz zi;g ROSSI qG 510 0 6� < LO- - _Z CROSSING 5101 GRADEI\--.F 'cl, > > > - F L�;Zz 0c) 54 C5_3 51 00 00 7- 5' 9 R LF .58%1 505 00 "D 01) vv) V) :2 U.) 0 00 00 4- 505 00 45 15" CP 131-39 7 Z 15" RCP 140.48 LF 150# RCP 94. 2 LF @ I I 0. 0% 43 @ 0.50% It > >> 15" RCP 49.66 LFJ V) zz 2. 00.50% 15" RCP 25.76 LF 0 0,50% 500 500 41 A 15" RCP 38.96 LF 12" WATER-INE 0 0.50% CROSSING .12 W TERLM 495 495 cjNf3___ _F @ 6.3 vF 39 0jN 1® 9 c? 490 4901 485 480 37 -SOIL ANCHORS REQ*D L 475 iON BASIN #1 VDOT STD. EW-1 FOR DESIGN NOTE.- ALL 40ADWI Y EM1NKMENT MA TERIAZ. SHALL CONSIST 00 I/A/ A AlTrf \_/ l)r Qnll �11A( ___c - _ 3 UPE NIFO�'AM LA 5 OT MO f� E THAN 8 IVCHES IN THICKNESS 9EFORE COM �()M ACTT A IC CT 0 THE ENTIR,:-- ROADBED AREA IN DAN n _r VD ') n r) -7 "1 /-1 A n SPECIFICATIO J"3303. 330304. VO Tf. EH-Wl-lt- N 0 TE.- 7MINIMOM I' OF VEf MCAL SEPAfATION FROM STORM --SEWR 1K TOTE: VD07- STD. 1--1 R' QUIRE9 ON LL STRUC 0 TE.- ALL FIPE IS CLASS N ROP, UNI.ESS NOTED OTHERIVISE. MuTE--vDoTs,TD----_l'E-T -7� E- QVTRi -0-W" -STRUC TURE- 5Y 485 4801 475 470 3.75 (L)A3. 75 EC-11, CL. 1. TRANSITION FROM kw Az- (u) vuv TYPE A RIP -RAP PIPE TO 1 STD. FOREBAY--- 470 465 465 4 60 460 co C; CD 0 U-) 12+50 1� 00 0 0 LO 113+00 LO L6 0 0 LO a-) 13+50 r_ LO . 6 r, 0 0 14+00 0 V) . cd co 0 0 W) LO 14+50 (0 6 0 - 0 LO V) 15+00 co Q0 6 N V) 15+50 c� Ln LO LO 16+00 00 c\j LO Ln 16+50 cq LO "t Lntt N LO LO 17+00 CO CO m , Ln 17+50 0 co 0 LO U) 18+00 N U) In 18+50 00 L6 LO in 19+00 LO co LO 19+50 4 00 -t�j Ln LO 20+00 to 20+ZMO+75 ot (0 cq C5 V) > > W w 00 w U- co 10+00 10+50 - 0� 0 o) -,t 11+00 0 0) Ln 11+50 clq 0 0) LO 12+00 STR:40; DI-213, L=8' STA. 12+60.39 TP=503.99 INV IN: 497.01 TO 56--- f GRADE 510 INV IN: 497.01 TO 42 _STR:,�6; DI-'2B, L=12' INV OUT: 496.91 TO 38 STA. 10+96.04 TP=504.01 INV OUT: 497.24 TO 40 505 505 r . I- __ EXISTING -12L-WATER-INE GRADE CROSSING 1500 500 495--- L__ 1 495 15" RCP 46.35 LF 4q9 @ 1 0.50% 1 4yZI > > w w _j _j w w 0) . P- o clq (0 t6 00 02 W o LO STR 54A - OUT2 -T- STIR:42; DI-213, L=8' co C) STA. 14+10.53 11 0 STR:60; DI-2E3 , L=8' TP=509.18 j __STA. 11+18.71 e4 (0 - to tq '. . INV' IN: 501.54 TO 44 m N TP=509.65 INV' IN: 501.54 To 58 1 in 4 FINV IN: 504.81 TO 62 INV OUT: 501.44 TO 40----,---- 0 0)-4-0 + q INV OUT: 504.71 TO 58 6 5 0 CA� 515 LO 0 Lo:� 51., it STR:62; ,PROPOSED GRADE STA, 11 TP=511,* -1TW OUT 510 510 12" WATEI . �LINE CROSSING— 505 59 505 IEXISIING_/ 3' 57 15" RCP @ 3.53% 76.20 LF GRADE L15" RCP 23.05 LF 5(00 011.74% 5001 15" RCP 45.91 LFJ 498 @ 5.82% 498 r-, 4 OD 00 00 n . r- r LO 0 C� 00 0) 0 od ro 0 - 0 0 LC) 0i Lci 0 0 L6 b uj U- L J) I Lo L0 I L0 LO 10+00 10+50 11+00 11+50 11-240012+25 DI-2B, L=4' -94-91 79 507.50 TO 60 9, L=6' )3 9 TO 54A 3.09 TO 52 DI-7 .64.00 -1 508.38 TO 54 STR 42: STR 62 EXISTING GRADE (0 't 52 525 :(0 0) 0) n N LO + :(0 520 Lo- - 0520 iv) P: DI-2C, L=4' U) STR:64; PROPOSED 10+73.54 GRADE _STA, TP=513.91 INV OUT: 507.10 TO 46 1515 5151 wilm 11111111061111111111111 1 g"- ATERL NE CROSIING 50 50511 \_15" RCP 25.77 LF 502 0 4.511 0 >> r, (0 0LO ww Pei ti 00 u) Lo U-) Lo w U- I 1 1 10+5010+74 11+00 ESTrR' 64 - STR 46 E I 535 530 525 STR: 48; -213, L=6' STA. 18+09.06 TP=515.21 INV IN: 506.70 TO 66 INV IN: 506.70 TO 50 INV OUT: 506.60 TO 46 515 510 505 502 535 Wei 525 OPOSED ADE 520 STR: 66; DI-28, L=6' -STA. 10+25.82 TP=515.21 INV OUT. 508.22 TO 48 5151 510 t1 WATERI. INE CR'OSSING 15)f RCP 25.82 LF 0 5.87% 502 > > w w cl Ln 02 LO LO LO w 10+0010+2610+50 STR` 66 48 50 0 50 100 FEET I-IORIZONTAL SCALE: 1"=50' 5 0 5 10 FEET VERTICAL SCALE: 1"=50' o SCOTT R. COLLINSZ,` Lie. No. 035791� p z 0 ZUU,) u C=u) a OZ U) V-) > ul > uj ce Lc m 1 (311 0 1 C) 0 0 1-1 �l �l --I � p--q W U) L9 < A016 A 0 " Lm -0 4D Lu Lu L z Lai°Lu Lu 0 z u 0 U) 0 ►� �- ww z LLJ ° .� u_ (0) 0 uj CL w q) x Q 0) r.e. o 0- 1,4 uj Q) z 0 0 0) U LuT 0 1 r r% E U3 -0 C wo c: .2 Li 0 Q z Z' Lli W Mom z _j J.c: 016 mj 0_0 0 07 LLj 0 2 0 0 41 > x -0 Q) z 5 00 b Z3 E Lu Z3 0 CL (n JOB NO. 092001 Qki 0 SCALE V: V=5' H: 1 "=50' SHEET NO. DP-5 Im, riles �Desi n Storm Year = { 10 C 4 __ ._,L.__.__.._.._._ - -___.-.___._..... PONT DOWNSTREAM ^. STRUC"PURE DRAIN RUNOFF AREA COEFF. CA INCR ACCUM WEEP TIME RAIN RUNOFF FALL Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY _ `EL _. FLOW -.. 1 ^ _.._ REAM ._. �._.._-.. -_-____ ACRES C MN MIN C.F.S. UPPER. LOWER FEET FVFT. INCHES C.AS. F.P.S. SEC 30 4.07 0.45 1.83 1.83 11.80 5.04 9.2 28 487.28 486.48 83.37 0.0096 18 10.3 6.6 12.7 28 0.12 0.72 0.09 1.99 12.01 5.00 9.9 14 486.38 485.86 52.30 0.0099 18 20.9 5.8 9.0 2 PIPES 14 0.34 0.85 0.29 4.27 12.16 4.97 21.2 12 485.76 471.81 232.31 0.0600 18 51.5 1 13.8 16.9 2 PIPES 12 0.32 0.85 0.27 4.86 12.44 4.93 23.9 10 471.71 462.10 248.48 0.0387 18 41.3 12.1 20.6 2 PIPES 10 0.29 0.78 0.23 5.57 12.79 4.87 27.1 OUT 462.00 434.00 146.39 0.1913 18 91.9 22.6 6.5 2 PIPES 2 0.40 0.64 0.26 0.26 6.80 6.12 1.6 4 454.76 454.31 89.05 0.0051 15 4.6 3.4 26.4 4 0.32 0.50 0.16 0.42 7.24 6.00 2.5 6 454.21 453.52 138.20 0.0050 15 4.6 3.8 36.6 6 0.37 0.56 0.21 1 0.62 7.85 5.85 3.6 g 453.42 453.14 55.08 0.0051 15 4.6 4.2 13.2 8 2C 0.29 0.78 0.23 0.85 8.07 5.79 4.9. 453.04 452.60 61.61 0.0071 15 5.5 5.0 12.2 2C 0.00 0.00 0.00 0.85 8.27 5.75 4.9 OUT 452.50 439.00 152.70 0.0884 15 19.2 13.0 11.8 24 10 0.71 0.69 0.49 0.49 5.00 6.67 1 3.3 462.53 462.10 85.09 0.0051 15 4.6 4.1 21.0 26 12 0.47 0.67 0.31 0.31 5.00 6.67 2.1 474.00 471.81 48.23 0.0454 15 13.8 8.0 6.0 . 32 28 0.08 0.90 0.07 0.07 1 5.00 6"67 0.5 492.90 486.48 80.36 1 0.0799 15 18.3 6.3 12.7 34 16 0.26 0.90 0.23 0.23 5.00 6.67 1.6 497.50 493.72 48.04 0.0787 15 18.1 8"8 5.5 54A 54 2.69 0.30 0.81 0.81 15"00 4.55 3.7 508.38 508.19 38.96 0.0050 15 4.5 4.1 9.5 54 52 0.12 0.46 0.06 0.86 15.16 4.52 3.9 508.09 507.96 25.76 0.0050 15 4.6 4.2 6.2 52 50 0.03 0.75 0.02 0.88 15.26 4.51 4"0 507.86 507.61 46.66 0.0053 15 4.7 4.3 10.8 50 4$ 0.25 0.83 0.21 1.09 15.44 4.49 4.9 507.51 506.70 140AS 0.0058 15 4.9 4.6 30.7 48 46 0.28 0.75 0.21 1.39 15.95 4.42 6.1 505.94 131.39 0.0050 15i 9.1 4.0 32.9 2 PIPES 46 44 0.09 0.85 0.08 1.65 16.50 4.35 7.2 E06.66o 505.36 94.32 0.0051 15 9.2 4.1 22.8 2 PIPES 44 42 0.15 0.50 0.08 1.73 16.88 4"31 7.4 505.26 501.54 172.81 0.0215 15 9.5 8.5 20.3 ._.- 42 40 0.16 0.12 0.80 0.80 0.13 0.10 2.41 2.77 17.22 17.50 4.27 4.23 10.3 11.7 501.44 496.91 497.01 487.48 150.14 158.91 6.0295 0.0593 15 15 22.2 31.5 8.8 11.8 17.1 13.4 2 PIPES 2 PIPES 40 38 17.73 4.21 17.0 487.38 470.00 98.41 0.1766 15 27.1 23.3 4.2 38 OUT2 0.00 0.00 0.00 4.04 56 40 0.53 0.50 0.27 0.27 12.50 4.92 1.3 497.24 497.01 46.35 0.0050 15 4.6 3.2 14.6 0.16 10.30 5.31 0.8 507.50 504.81 76.20 0.0353 15 12.1 5.5 13.8 62 0,29 0.55 0.16 60 10.53 5.27 2.4 504.71 504.31 23.05 6.0174 15 8.5 5.9 3.9 60 58 0.59 0.56 0.30 0.45 10.59 5.25 2.9 504.21 501.54 45.91 0.0582 1:5 15.6 9.7 4.7 58 0.16 0.64 0.10 0.56 42 0.19 0.19 6.00 6.35 1.2 507.10 1 505.94 25.77 0.0451 15 7 13q15.76.0 6.7 3.9 - ----- 64 0.37 0.50 46 66 0.19 0.46 0.09 0.09 5"00 6.67 0.6 508.22 506.70 25.82 0.0587 15 4.3 48 68 69A 4.26 0.45 1.92 1.92 1 12.30 4.95 9.5 481.68 475.20 199.86 0.0324 15 11.6 10.5 19.0 ---- 69A OU13 0.00 0.00 0.00 1.92 12.62 4.90 9.5 475.10 468.00 109.74 0.0647 15 16.4 13.8 7.9 36 0.24 0.85 0.20 0.20 5.00 6.67 1.4 499.40 498.78 48.11 0.0129 1.5 7.3 4.6 10.6 18 22 0,23 0.85 0.20 0.20 5.00 6.67 1.3 502.78 501"10 $0.34 0.0208 15 9.3 5.3 15.1 20 0.85 0.31 0.51 5.25 6.59 3.4 501.00 498.78 119A5 0,0186 15 8.8 6.6 18.0 ---- 20 0.37 18 1 0.16 0.88 5.55 6.49 5.7 498.68 493.72 163.42 0.0304 15 22.5 7.6 21.5 2 PIPES 18 0.19 0.85 ! 6 16 0.19 0.85 1 0.16 1.27 1 5.91 1 6.38 1 8.1 493.62 487.48 41.51 0.1479 15 49.7 14.8 2.8 z PIPES 38 DRAINAGE DESCRIPTIONS i STIR.PIPE INFORMATION INLET INFORMATION NO. DIA. LENGTH" ft SLOPE % •-• INVERT IN INVERT OUT MATERIAL INLET TYPE Curb T INLET STATION SLOT LENGTH RIM* ELEVATION COMMENTS -kL 30 y DI-7 NIA 11+82.03 NIA 493.03 VOOT STD IS-1 REaD 29 18 83.37 0.96% 487.28 486.48 RCP3 28 0I-313B CG2 10+98.66 6 494.93 VDOT STD IS-1 REaD 27 18 52.30 0.99% 486.38 485.86 RCP3 14 _ DI-38 CG-6 10+46.36 16 491.28 VDOT STD IS-1 REQD 13 18 232.31 6,00% 485.76 471.81 RCP3 12 DI-36 CG-6 14+44.81 16 478.19 VDOT STD IS-1 REQD 11 18 248.48 3.87% 471.71 462.10 RCP3 10 DI-36 CG-6 11+96.39 10 468.92 VDOT STD IS-1 REQD 9 18 146.39 19.13% 462.00 434.00 RCP3 2 DI-3C CG6 5+46.88 16 459.77 VDOT STD IS-1 REQD 3 15 89.05 0.51% 454.76 464.31 RCP3 4 0I-38 CG-6 4+67.84 8 460.64 VDOT STD IS-1 REQD 5 15 1 138.20 0.50% 454.21 453.52 RCP3 6 DI-31313 CG-6 3+19.38 8 462.32 VDOT STD IS-1 REQD 7 15 55.08 0.51% 453.42 453.14 RCP3 8 DI-31313 CG-6 2+644.30 8 463.74 VOOT STD IS-1 REUD 2B 15 61.61 0.71 % 453.04 452.60 RCP3 VDOT STD EW-1 2C MH NIA NIA 461.80 VDOT STD IS-1 REUD 2D 15 152.70 8.84% 452.50_ 439.00 RCP3 24 DI-313 CG-6 10+85.37 16 468.28 VDOT STD IS-1 REQD 23 15 85.09 0.51% 462.153 462.10 RCP3 26 DI-3B CG2 10+95.17 12 480.41 VDOT STD IS-1 REQD 25 15 48.23 4,54% 474.00 471.81 RCP3 32 _ DI-313 CG2 10+80.361 6 498,84 VDOT STD I8-1 REUD 31 15 80.36 7.99% 492.99 486.481 RCP3 34 - DI-38 CG-2 10+94.43 10 503.23 VOOT STD IS-1 REQD 33 15 48.04 7.87% 497,5,0 493.72 RCP3 54A DI-7 WA 20+614.00 0 520.41 VDOT STD IS-1 REQD 54B 15 38.96 0.50% 508.38 608.19 RCP3 54 DI-213 CG-6 20+25.03 6 614.80 VDOT STD IS-1 REQD 53 15 1 25.76 0.50% 508.09 607.96 RCP3 52 DI-26 CG-6 19+919,27 4 514.85 VOOT STD IS-1 REQD 51 15 46.66 0.53% 507,86 507.61 RCP3 50 DI-213 CG-6 19+49,61 4 514.73 VDOT STD IS-1 REQD 49 15 140.48 1 0.58% 507.61 506.70 RCP3 48 DI-26 CG-6 18+09.06 6 515.21 VOOT STD 18-1 RECID 47 15 131.39 0.50% 506.60 505.94 RCP3 46 -� DI-2C CG-6 16+77.67 4 513.94 VDOT STD IS-1 REQD 451 15 94.32 0.51% 1 505.84 505.36 RCP3 44 DI-2B CG-6 15+83.34 6 512.81 VOOT STD IS-1 REQD 43 15 172.81 2,15% 505.2'.6 501.54 RCP3 42 T DI-213 CG-6 14+110.53 8 509.18 VDOT STD IS-1 REQD 41 15 150,14 2,95% 50..,44 497.01 RCP3 40 DI-26 CG-6 12+60.39 8 503.99 VDOT STD IS-1 REQD 39 15 158.91 5,93% 496.91 487.48 RCP3 38 -M MH WA 24+50.20 NIA 497.80 VDOT STD IS-1 REaD 37 1 15 98.41 17.66% 487.3i7 470.00 RCP3 VDOT STD EW-1 56 - DI-26 CG-6 10+96.04 12 504.01 VDOT STD IS-1 REaD 55 15 46.35 0.50% 497.24 497.01 RCP3 62 13I-26 CG-6 11+94.91 4 511.79 VDOT STD IS-1 REQD 61 15 76.20 3.53% _ 507.50 504.81 RCP3 60 DI-2B CG-6 11+18.71 8 509.65 VDOT STD IS-1 REQD 59 15 23.06 1.74% - 504.71 604.31 RCP3 58 DI-213 CG-6 10+195.166 8 509.04 VDOT STD 18-1 READ 57 15 45.91 5.82% 504.2.1 601.54 RCP3 64 DI-2C CG-6 10+73.54 4 513.91 VDOT STD I8-1 REQD 63 15 25.77 4.51% _ 507.10 505.94 RCP3 . 66 DI-26 CG-6 10+25.82 6 515.21 VDOT STD IS-1 REQD 65 15 25.82 5.87% 508.22 506,70 RCP3 - 68 "� DI-7 NIA 13+109.60 WA 503.80 VDOT STD IS-1 REQDVDOT STD SLA READ 68 15 198.86 3.24% 481.6"8 475.20 RCP4 VDOT STD EW-1 69A � MH NIA NIA 489.65 VDOT STD IS-1 REaD VDOT STD SL-1 REQD 09B 15 109.74 6.47% u 475.10 468.00 RCP3 36 DI-31313 CG2 10+�94,51 8 508.16 VOOT STD IS-1 REQD 35 15 48.11 1,29% 499.40 498.78 RCP3 22 DI-313 CG2 4+20.05 6 509.79 VDOT STD IS-1 READ 21 15 80.34 2.08% 502.78 501.10 RCP3 20 DI-36 CG-6 3+39.71 8 507.55 VDOT STD I8-1 REQD 19 15 119.45 1.86% 501,00 498.78 RCP3 18 DI-313 CG-6 2+20.28 8 606.21 VDOT STD IS-1 REQD 17 15 163.42 3.04% 498.68 493.72 RCP3 16 -T DI-3B I CG-6 10+46.60 10 501.43 VDOT STD IS-1 REQD 15 15 41.51 14.79% 49162 487.48 RCP3 Table 8: Pipe Design Ta I T O ; -- ------- PIPE DESIGN _.._._... _ . _ . __. _._._____ I ! 7 [n = = O SCQTT R. LLI r--, �n = 0.025 for CMP 0.013 for RCP n 0.01 for HDPE € 1 U Lie. No. 035791 Pipe ! H drolo ( Pipe i >D € ? c a IONALO N Rp I O E f o 3 III O -1 c vi i o > ti Pipe run: 30 - OUT 30 28 4.07 0.45 1.832 1.832 11.80 5.04 9.22 487.28 486.48 83.4 0.01 0.0096 18 6.67 0.21 28 14 0.12 0.72 0.086 1.990 12.01 6.00 0.43 486.38 485.86 52.3 0.01 0.0099 18 5.82 0.15 14 12 0.34 0.85 0.289 4.269 12.16 4.97 1.44 485.76 471.81 232.3 0.01 0,0600 18 13,76 0.28 Z w 12 10 0.32 0.85 0.272 4.858 12.44 4.93 1.34 471.71 462.10 248.5 0.01 0.0387 18 12.06 0.34 10 OUT 0.29 0.78 0.226 5.572 12.78 4.87 1.10 482.00 434.00 146,4 0.01 0.1913 18 22.55 0.11 Q Pipe run: 2 - OUT g V) 2 4 0.40 0.64 0.266 0.256 6.80 6.12 1.67 454.76 464.31 89.1 0.01 0.0051 15 3.38 0.44 Q O O 4 6 0.32 0.50 0.160 0.416 7.24 6.00 0,96 464.21 453.52 138.2 0.01 0.0050 15 3.78 0.61 V V q2S 6 8 0.37 0.56 0.207 0.623 7.85 5.86 1,21 463.42 453.14 56.1 0.01 0:0051 15 4.16 0.22 z z z O. 8 2C 0.29 0.78 0.226 0.849 8.07 5.79 1.31 463.04 462,60 61.6 0.01 0.0071 15 6.03 0.20 ¢ O 0 0 2C OUT 0.00 0.00 0.000 0.849 8.27 5.75 0.00 452.50 439.00 152.7 0.01 0.0884 15 12.99 0.20 �tz V V %01c� C9 Pipe nun: 24 -10 UV1 COZ Z Z 24 10 0.71 0.60 0.490 0.490 5.00 0.67 3.27 462.53 462.10 85,1 0.01 0.0051 15 4.06 0.35 0 V) U) U') V Pipe run: 26 -12 Z �t � (,7 28 12 0,47 0.67 0.315 0.315 5,00 6.67 2.10 474.00 471.61 48,2 0.01 O.D454 15 8.04 0.10 Z. Q (Z Pipe run: 64A - OUT t r z z W 54A 54 2.69 0.30 0.807 0.807 15.00 4.55 3'67 508.38 608.18 39.0 0.01 0.005D 15 4.12 0.16 ce O O p �. 54 52 0.12 0.46 0.055 0.862 15.16 4.52 0.25 508.09 607.96 25.8 0.01 0.0050 15 4.18 0.10 � U1 Q 48 46 0.28 0.75 0.210 1.390 16.95 4.42 0.93 506.60 505.94 131.4 0.01 0.0050 15 3.99 0.65 00 m Z 46 44 0.09 0.65 0,077 1.651 16,50 4.35 0.33 505.84 505.36 94.3 0.01 0.0051 15 4.14 0.38 0 U) � 44 42 0.16 0.50 0.076 1.726 16.88 4.31 0.32. 505.26 601.54 172.8 0.01 0.0215 15 8.53 0.34 42 40 0.16 0.80 0.128 2.411 17.22 4.27 0.55 501.44 497.01 150.1 0,01 0.0295 15 8.80 0.28 ca 40 38 0.12 0.80 0,096 2.772 17.60 4.23 0.41 96:91 487.48 168.9 0.01 0.0593 15 11.86 0.22 38 OUT2 0.00 0.00 0.000 4.043 17.73 4.21 0.00Mf0- 47 f OU 98.4 0.01 0.1766 15 23.30 0.07 Pipe run: 56 - 40 56 40 0.53 0.50 0.265 0.265 12.50 4.92 1.30 497.9-4 497.01 46.4 0.01 0.0050 15 3.17 0.24 Pipe run: 62 - 42 62 60 0.20 0.55 0.160 0.160 10.30 5.31 0.86 507.60 504.81 76.2 0.01 0.0353 15 6.52 0.23 80 58 0.59 0.50 0.295 0.455 10.53 5.27 1.55 504.71 504.31 23.1 0.01 0.0174 15 5.83 0.06 58 42 0.16 0.64 0.102 0.657 10.69 5.25 0.54 504.21. 501.64 45.9 0.01 0.0682 15 9.67 0.08 a ca o T+ t-I Pipe run: 64 - 46 N Q N N 64 46 0.37 0.60 0.185 0.185 6.00 6.35 1.17 507.10 505.84 25.8 0.01 0.0451 15ME= 6.66 0.06 Pipe run: 66 - 48 66 48 0.19 0.46 0.087 0.087 5,00 6.67 0.68 508,22 506.70 26.8 0.01 0.0587 15 6.03 0.07 Pipe run: 68 -OUT 68 69A 4.26 0.45 1.917 1.917 12.30 4.95 9.49 481.68 476,20 199.9 0.01 0.0324 1.5 10.54 0.32 ~� 69A I OUTS 0.00 0.00 0,000 1,917 12.62 4.90 0.00 475.10 468.00 109.7 0.1 0.0647 15 13.82 0A3 Pipe run: 36 -18 36 18 0.24 0.85 0.204 0.204 5.00 6.67 1.36OEM 499,41) 498.78 48.1 0.01 0.0129 15 4.65 0,18 Pipe run: 22 - 38 22 20 0.23 0.86 0.196 0,196 6.00 6,67 1.30 502.78 501.10 80.3 0.01 0.0208 15 5,33 0.26 �r 20 18 0.37 0.86 0.316 0.510 5.25 6.59 2.07 501.00 498.78 11915 0.01 0.0186 15 6.63 0.30 18 16 0.19 0.85 0.162 0.876 5.55 6.49 1.05 498.68 493.72 163.4 0,01 0.0304 15 7.61 0.36 m 16 38 0.19 0.86 0.162 1,271 5.91 6.38 1.03 493.62 487.48 41.5 0.01 0.1479 15 14.82 0.06LL N LIJ ON hl z �fy N vw N nz z .ra � IJ r z �v � o _ v L o _ v �•� 1.. LJ c o V1 � pL9 0 z E-4 ce � rn v y x U N w O I, 2 0O U LU Ul o � L W O w U ••'� z 1-1 w� V c J Q, J � O016 U Nc 0 o o UL w L v, gg �� 2 0 ll "-ll N N 0 �o o� ao w => U � 6 0. U7 � JOB NO. 092001 oa wo SCALE D v c -c NIAv -;�: rn o c N O SHEET- NO. -a 0- WIR o a o > .s= c i A f `o cj k , v /r ✓ I I OR 5-19 C'QMPLIANC CP[LCI,LATI�NS rl'4ER MANA/GlEMENt .00 & C DES % l -I� (1 DESIGN VALUES SSE r Sl7BlE L ULATIONS � TMP 33-1D--' OVI ED W\\ (� �-'�� DRAINAGE AREA P tT�•''{ THEITI�ALA/ zoNEaPRD NEXT GENERATION, L.L.C� J--\ � \ Drainage Area #1 Drainage Area ##2 T !./ ' I1 r" \CDrainage Area #3 woo woo WATER QUALITY SUMMARY PRE -DEVELOPMENT DRAINAGE POST -DEVELOPMENT POLLUTANT REMOVAL PERCENT PRE' ON -SITE PHOSPHOROUS REMOVAL REMOVAL TYPE OF TREATMENT REMOVAL PHOSPHOROUS REMOVAL RATE ON -SITE OFF -SITE AREA TOTAL IMPERVIOUS DEVELOPMENT Situation OFF -SITE TOTAL DRAINAGE PERCENT LOADING REQUIRED RATE (%) FACILITY RATE REMOVED SATISFIED AREA AREA (%) PHOSPHOROUS AREA AREA AREA ° IMPERVIOUS (/o) (LB/YR) Lp LBSMRx 1 RRx100/Lpost LOADING (LB/YR) ( ) 9.52 0 9.52 20 #2 4.99 14.87 - 14.87 41 14.21 9.21 64.86 Retention Basin III 65% 9.23 YES 17.7 0 17.7 20 #2 9.28 15.19 - 15.19 38 13.58 4.29 31.63 Bioretention Basin II 65% 8.82 YES 6.69 0 6.69 20 #2 3.51 2.78 - 2.78 20 1.46 0 n/a Bypassed - Bypassed YES Table 12: Water Quality Compliance table rMP 03 : / ._ v \ - PHASE.lNE \�\�\\ _\ \ - l TMP 33-1 RA \ ~\ "'mr'~ (TyP,) j / \`\ //� \ \ ZONED PRD /'{ \ \ i i \ \ NEXT GENERATION, L.L.G-__ VOOR; T.E.\ /- \ 0.930 AC 1 \ \ ' \ r `� �/ ,48.600 AG � DRAINAGEAREA # 2 `� / // u �Y ` / \� \ \ _ - _ -_ '. T UAL! I-20°� 450 / • / --"`- -..-ti+o-_"-_. � .,,- • � / � _x sEc. #6 � � . -�� �f�� :�� • � . •,�: � ,% � / �% � `� / 1, �� � f � ' � I X--SEC. #7 i \ / C \ 11 WATER QUALITY COMPLIANCE project area 32.84 (should be roughly equal to limits of disturbance) area captured 30.06 percent capture 92% (should be 90% or better) f, factor 1.0 (1.0, or 0.9 for sites in the development areas where existing impervious cover is greater than 20%) i d 'w ro > v v all U ltl -0N 'p Cr N '3 a o m m N Q 0 E - p > 7 7 Cd facility name (0 E E 2 facility type ** 4T remarks Drainage Area #1 14.87 0.20 0.41 64.86% 21725 Retention Basin 111 65% 36356 1.7 Drainage Area #2 16.19 0.20 0.38 31.63% 9989 BloretenClon Basin 11 65% 11328 1.1 Drainage Area #3 2.78 0.20 0.20 0% 0 none 0% Na Na / / , \ \ / 1 N I I * impervious area before development in designated growth areas can be a minimum 20% allb-C, r h `��/ a the facility J' area, r the drainage area to within r o dra - e property wl I h subject drainage hnt a bec d na •. �•: �f h t ra �. I T h ion o f h is most often N 'r b the portion , this O the entire property, but Y r p pe Y 1 g g \ / po \ P Pe Y 1 x ,s / \ _ / i - r � 1 X G 11: #4,w 4 dt'• 7 e _ I ' 0 2 .� 6 I ti \ / 5 =J _OVERALL^ 4 2 J- - 81 .,r _ I_ � E / 1 _ TURF FU SWM PLA �- �f \/ r / 4 : - - 0 1 10 I .i 0 TM 33-1 �' n - , - £ ' £ � . • - �_.� - =_ ,_.= ! ZON PRD \ �y�/� n `J Q�'A GEAR � : ! 1 f I �: ! �\ \' ' .�, - / - 5 A - `\� ` \\\%' •Z P .� ..L •f:- a'r G,r. �t � I '% • / ! � I I \ �: / �- 1 \ \ 1-�,. - '�^ --.- n '/ , / � '� 09' I \ \ NEXT GENE TION, .L.C. \ I �i r P / A = 6. C / / I ' I ' ( / r`.\%�. i \\\`; _� _ / �' �..� _�^ 7 O� (�J ::y °:i; 9 i" ER QUA / _ _/, \ ` D. iS� P) 1 0.JE �'s.: `�1" ��y'r. / _ / I /•,` / '1,'/ l f. /- f \ \�• \\`"...� .._ / / / ' ' /./ ! / �` -- �.•r �-^ \ ' ^ -� \ i`( SEC #2 w \ P"';' // I ���ERVIOU�,i'3 9/0/ i TMP 33-10 ;/ J /J //r-�� �r\ \ -% ' // �t.(�j i/ %% ,i'1. L - '' / // '� \ T WFUNNr / ZONED RA rMe-33=1a' :'r : f _ . 1� `�, 1� /j'�� /� /r l lL�' r�.J I i ®,°\�� \ \,\' $ 13� / NEXT GENERATION LLCorrt! �ij p�'•. �. /// //% / (i a .� i "ll� 1 �/ \`�' 11 TMP 3a a k- / _ I zy ZONED RA ~�'iNET D \ �" r iz. in• I 61.295 AC _ C' s ,� ©� _, _. s: •,1 c: ( i i /' Y/ i ` \ \ W ¢ , _ "� ,• � -= � : r; :::.;t.,:�:::,:t.-:• / / / t 11 1 ` � J \ // 4^. // CHARLES W. SAFLEY COY'� tti.i.r.:t.• r.. •. j �( l _ /' Y 11.84AC J \ { r... / \\ \ I -- _ -„'-` _ .---. `� \ \ ...._.-" (i / --1-..._ �Q� r.- �'-_- - J l ,, / : ' •� :. altj:.•:. •qa� ..: F�;'Ffj x:� : •t� 1 , , I, , x� _ _ �., . /,C ,v ih � /-• \ ..\_ `''~• _.- ^� --,� \.._._«. ( � ` `' � II••_ TMP 33-1D /-,�.�%-/.-�:•�.-:.-::.., I {r 11 �1 / / ;\�_,.\'="•::�•r:.t:..: • .�•;:!�i �:}�'•. � � �\\ , l �' / / //�%`" ^. J ` �/ ZONEDPRD - I.-/ '-- t 1 i 1 ' "`' }9�Ji' •.LVt' } y,�..'� ... • \\ / / li f/' \ \ ii \ -�/ / � ,-•�" / / _ •...�••..,, .�'' :::•:.;::: ` 7 \ I `� .-_ .�- --- •....._-_ 1 � - ` r- _ � G&RAT-1,0N, L.L.C. `� TIMP33-1 �� �I 1 ! '/ -` _.~\�;`'•::?:•;"' j \, \\'�\� y' \/ // 1 \1 ZONE RA ' I 1 / '-- ) ( \ - �. / 1 - ! i - ' /l,C�\� \; ,mac fili�c \ ..�\ �.^/-\.� �'y:_=10 MARTIN R M NA�'\ I �1 / �' - ` - / � 'ESTATE I / ' �! ~rlfAP3/ - _' \ �`\ / i% � \\'�� .�`i � �'..� � .� \ `, \X -'i� / � „'�• \ \ �, \`` T ti -� .,\\. , `�\ r,,",��t°'�r�✓ � --.. /9.63-A�i -'1 ). .- / / \ ,- _._.• I I i / ZON i't�/ .:,,', i %' ` \ , \`, 1 \ \ � :�� `,.�' •.\ \\ •• .,.•` ,-,\ �" " '�` `^ --•• _.._. / / I �-�ly _.---^-' 1"'- '-/ � �_ -- ---'- ...../ < � / 1 t ,NEX`riG� N CEN;'L1:£./-~ -- '�-� "(�/' `��-` � `=-�\��•cy\^,,,vc�5�\�\�.-�\t\`\\ `��^ � \` 1_-` \� ''�./ -� ' J JC` 1.7 A� I //// �/ i �': � "'_-..✓;,^ /\>'// �{`..�� \. ,\�_�`e`•\-^',':...=.J'--�,�:-.� /-~`�1��;�,.\�\\��.�,\� _-`�1 1 -,• //f � �..,.(,�\ � � TMP 3ID 3-1D GRA HIC ZONED RA a� ram\ ( o fig tsa soo/. I r / l I �, NEXT GENERATION, -- 7 &e s 1a / I �t -�t�;1 r� .\ 1 , ._ -.'` •.1 \ ,\\ , I' 1 \ _ •-5., .. _ ; � , ,,�\'�-\ , I„ � � �.._� ,•- ;� �=___ -'_..1 I � I I � i /y, � `'�-_ ,� -.= __--�� ._�{' {•+'� a,s,� r .r,: Nt<-.-r\ V ( \ 11'1 S PJ 1 \ \ . \ .\\ \ `�`�'%".-1 `\�• ~ \ ' \\ i 1 ,' _ ~� \ \ \,\ / t.l u w~--•-----_- '•_.`- /� I TMP 33 1 D / J t / hfir f ` \ �1 ) < \ \ / - y' ` \ - ' TMP33AC /�YERS ZONED I _ \` \ .\ I l ',J,;• 5 ".;- R-i�i_� { `, \ 1 7.I110�71.0 f 1 . :\ `; `, \ -� '�+.�,� `� .!'� \ \�... •\ \ \ \\ \ ,, '�( \ \ f \ i / 1 , \ ZONED RA fi � NEXT GENERATION, L.L.C. (` `. �'.;' `"'222 ` \\ \\ ti 'k` \�(" / / % wlL6.06 AC .;\TMP33.1 / I I �'�\ `y i\ \ i \ �, l\ \\\,V'\ �� �\ } 1 A, \�.-� ���\�\ . z6NEDPRD \ / ! / 1 �/ / I //t �Y 1 Q� Post-�Developmer '�' Weighted Values : `� :�\ _ �' \� ��;�y �� _ _� , / JN�G�ERf� �L.G _ �!6y w( Area ac Non -Impervious Area ac at C 3 - \ i / 1 i 1 \\ J / \ J \ \ \ . Drainage Area Impervious( ) at C=0. 90 pe ( ) =0 0 _ . I / !i I \. \ �- _ _ _ / ' / / �'' / / / / III J tolp \ - \ 2 79 12.08 0 41 _ \ i � /� i ' G�\� - / r ✓� Sty Il� D 90 . --. \ /y �� � ------ D.A. #1 � � �-�............ 561. p A \ / < ^\� \i/t' T' I .� -�- , \\ ` .- D A #2 2 O7 13.12 0.38 ` I l\ y�\ \� y\ \,i j\ �\ , / / l - _Al1 \ \ \\\\\ 5V ff W / , 50 2 r ®' *so / / / ! // BOUNDARY \ ` j/, \ \\ i / ^ y� / li 58.2 ' e gg rdcg6stru on no sfor 5tormwater Man em t la s / / \\� \ l \� ,=L �"� LIN FTYP.) j /' ~ / ��of iltGr #1 Impervious Arec'�S'~�� t\' / 1 4 s.da and constructed till -to-be within /o of m ximum d de/nIty - - ✓ \ _i) / -� / ( \ q p J� Ij ( �, �% f o t�inum moisture content. All fill mater�l to be approv d by a / TMP 33-1 D/' \ >,\ / I -' NOTE° '\ Description Area (sf) \' \ �' ` r 1 / ; / p �_ l \ ' o �tec nicalengmeer geotechnicalengineee Istobepr sentdtiring ZONP.D-PRD �C \' - --`' /`� FOR MS-1`9~COMI LIA CE` Retirement Community 22300 �\ / `./ 1 - / (NOTE: CONCEPTUAL WET POND WILL HANDLE nstrJctio� of damp. \ NEXT G NERATION, L.L.C. �° \ - �� � WATER QUALITY AND WATER QUANTITY FOR THE \ ` !! _'�- - -" `- - - i� �` =.ti - ` ' Tc DESIGN Road Network for Ret. Community 56904 >, 1 .Pighand,riserloir�saretobewatertightwithinstorrrwaterr�ianagem nt � \\ � /�V/ � _- ',�. �%\ CALCULATIONS & �� .:..J�7 I, .�' � � .,1 i // /( -PROPOSED FUTURE DEVELOPMENT, /��_- �� Boulders Road Extension 42500 �! / i i = faciRies. l / - �\� / } \ VALID S SEE CALCULATIO S / `t�\l \ ` Future Parking Lot Expansion 8650 f A 3 or tem�orary sad ment traps or basins which are to b co verted to % \ / \ - \ •- `',- PR4V1DE D WITH THE SU BM�TT f e sr tOn is not to eke / \ / j- _ i' rmanent stormwat�r management f AMes--eorw \ , F = 130350 ' /,' --" ¢ pace until th site is stabilized and 1 / \ r / �' ' `/j \ \ �,. 1 � PACKAGE ` -� `u A o erasion cankr ins actor - / \ �- ` \ I N \� ` ✓./ �/ i; _ - / ; , \ t� /� /� l /�� 7r�X �1 Z / per fission has be n obtained from tl�e C unty o�J p \ -t- 1..I. I ,. "i _ I o / 1 _ r 1 41/ _6' \ 1 \ , \ Ngxr_GENER,IT QN .L: \ I) i \ \ y` � •s 1 1 I \ - � `' / / // _ / j / / )' PHAS ` - - - ` = C1 fCC17Y� 0 i \ \ Z = 199775 . \'.. ` \ ~ \ \\ _PH .Ir sr F;t`'\� T�� / /i, _ o�rl c?^ !9 o 1 I _ R �%\\ - \\ ��\\\\\ \ ws,p / /' \ /% F I k 'ri ' i / TMP331(3t TMP 1 �, o I / °Xi I�MPEERVIOUS,i=20 \ yg \ \ \ TMP 33A i / ' ' 11 /� I \ > �:.�. \•\. �= \ \\ - - ` - } _-.,rt P ! ��\ 1` \i /� 1 L I -- /j� /\ �'� /j / / / - ZONED RA TI s // \ I \ - ; ` _ \ / i / (`NEXT QENERATION LLC \\ / ZONED PRD / / /,/ / ,,7 / _\`�.32.27 \;\. '�/ `� , I / 61.zs5AC ZO Cb RA a '� DETENTTtQN:� \ / / t� \ \ Dsm _ J �\ NEXT GENERATION, L L.C- 48.500 AC_ J / / / ✓ ` \ - �/ / \ \` ` , L�\ i j ,�1:. l i ' �� /i / / . f l y r WOO T.E. a Cw=o.38 , 0.930 AC T.E.` v Tc=g:6 / / \ eta \/�\'``� / \ \ - __ _ / �� \. ✓/ // "° f' I 1 i , 1 / r J \ \ ice' J" 1 V r i//.�.. �/ /�%// g % �' /i, � // �� \ \ _.� PHAs 'crN� y � 1 r ' : ` ': = " =;�-=-�''/-- _, � • ::• ` - ti :',�_.', . �. ( 1 I i/ r l �� �.•: ` ,� __ -, -;//�i ^, ::;,,.:... I i �1 I I � SCALE:1u=Zoo ' tTY STORMWATER DETENTION PLAN (2 YEAR) / _J�SEC. #6 Project (roughly equal to limits of disturbance) o Pro' etain 30.06 ac. Area Detained: 30.06 ac. Percent Captured: L 0 • X-SEC: # / e cent C to ed• 89 •� should be between 80% and 120 /o .A 7 l' - s \ ,�' ( .i/j� •9 , � �: � ./ � /tee � � 1 q �Y C?• 1 I r` ,1 V r• tt t NX M / I W o I \ ~WIR!!H \\ I o E _ % i ENT ( EA$ a / 3P .G" / O 4 t 1 1 I V G {1. # X i` I r� 3, I O RS 1 r / I £ Y I 1. l' G / r \ X-SEC, # ° ••/' ''`- --may '_..` ".., . \ "�\ � � ZON PRD\ `---c'• -(�\e \ \ s � ;r �k''' ;3 � / NEXT GENE TION, L�L. \\\ �`' ,• , r' J 4 / SEC. #2 --�. \ ;'r' S �/ ` / �f"' \ I TMP33-10 ZONED RA NEXT GENERATION LLC NP 4 \61.295 AC 4 � `, / '--' ^_ \ -�-, � ''WET `'`�;;�:•,. ,�'. " � � - ._._.... � 64 \ _.--- `` '� .,"'• --r ^-V --�-•..__.� ~\ ( �. L" 1 I �L / Zq�IwD3PRD l GEITION L.L.C. -- i DRAB NAGEAREA \ `\ �EAR'EA #3 o c o 0 o c .� `ZONE RA I I ' ` r ` M D.� .78ac\ _ _ o D. = a �.87ac / I - MARTIN R MANA /� CVATER 0UAL/TY ��7ER QUA�ITY? 1 / I ~ESTATEI � \ °/aIMPERVlO S i=tzo°i6 Ivor , v J 1 L.IIVL- �.urll nv. I s`i, \ _ 4 J ` _� oi61MPERVIOUS,i=zoR�o) �._ DETENTIp,N / I �6 SCHEDULE 4p PERFCIRATED j9.53 A� \ 1 ® _- ` / �� DETENTION: � Cw-v,3a / ) I I , , Cw=o.42 In, ® �' �\ TC=7.8min. PVC UNDERDRAIN, SPACED PER TMP33-1D -` 4 < "� - - _ _ RAPHIC S\CAL► I PLAN, SLOPE TO DRAIN ZONED RA r I ~ I 1 i NEXT GENERATION�LE:-•-- ° 33 1 D 1 \ ZONED rVA_- ,....- a NEXT GENERATION, L.L.C. N L .L. C Io I ter 42 11-m-pervious'"Treas Description Area (sl) Boulders Road Extension 90000 Future Retirement Community 95000 Future Roadway for Ret. Comm. 14775 `\ �1 inch = 50'fL `\ N 9 E i E n.. O 0 N n. 3 0 O _ i � 7 N m U ro U- 0 U Q n, f� U r •M 1_ 1 •i•I +-. 3 o n, � o. �. o. o r2. � tl. LC Remarks Pre -Development D.A. #1 9.52 5,89 - - - Pre -Development D.A. #2 17.7 10.76 Pre -Development D.A. #3 6.69 4.31 - - Post -Development D.A_ #1 - - 14.87 - 1.66 Post Development D.A. #2 - - 15.19 Post Develo nt D.A. #3 2.78 2.03 Pre -Development (cfs) > Post -Development (cfs) STORMWATER DETENTION PLAN (10 YEAR) Project Area: 33.91 ac. (roughly equal to limits of disturbance) Area Detained: 30.06 ac. Percent Captured: 89 % (should be between 80% and 120%) 17 u Z a i_ Z i, v Z l-- W l' - W w °0- 00 0 0� g Lu 4 a O 0» v bb In u'', In a. t>w Remarks Pre -Development D.A. #1 9.52 15.85 - - - Pre -Development D.A. #2 17.7 32.29 - - Pre -Development D.A. #3 6.69 11.36 - - -. Post -Development D.A. #1 - - 14.87 - 12.30 Post -Development D.A. #2 - - 15.19 - 23.62 Post Develo nt D.A. 43 - - 2.78 5.56 - rre-•vevuripmeni tors) � MOst uevewnrient (cfs) f ,TH d SCOTT R. COLLINS'Z Lie. No. 03579L, �SIONAL E� C C L � 4 u o 0 O Z z [ O o ®U)V)(� O �' a ce � pn va o ` H Q Cr, � o o 00 Co CO w w }IY Ix a o a ;�� iN C1 N N �`•1 l`O I#- V ! e-1 A111111111k 'A LAJ i hl � az �'y r� z `J 0 0 .cl z 0 .0 W -z ( J F_ a v I� o UJ 1{...d, ® U Q x U 4) Lw o� Lu ,z U UJ a � t '`../ F � o � U ....J �[ _ J W U z II�L 0 {r^� Z 4 W v 1 C a J 7 d7 o O � Q c "� o S t? U ,z V) 1 ® i m I..LA.#0 > o � F ' O 00 a Q)-0 w F LL1 U, 7 0 JOB NO. c 09200.E o � o SCALE n a 1= 150' c � v o SHEET NO. a SWM_1 ¢ ham-- a t";.1D Water Quality Volume Requirements: RETENTION BASIN #1 FOREBAY REQUIREMENTS: Minimum Forebay Volume= 0.25 inches per impervious acre Forebay Depth to range from 4'-6' Impervious Area= 130350 sf Minimum Forebay Volume= 2716 cf RETENTION BASIN #1 VOLUME REQUIREMENTS: Minimum Water Quality Volume Calculations: Impendous Area= 130350 sf Water Quality Volume 5431 of 0.125 ac-ft Water Quality Volume Required for 65% Removal= 21,725 cf WQV x 4 0.499 ac-ft Total Area of Elevation Area of Forebay Volume Elevation (R) Retention Basin Volume (co (ft) Contours (so (co Contours (sf) 460 0 0 460 6932 0 462 0 0 462 8291 15,203 464 0 0 464 13041 36,35611 466 326 219 466 15174 64,544 468 686 1,211 468 17444 97,136 4-f0 1163 3,039 470 13942 134,494 472 1756 5,938 472 22670 177,077 INFLOW HYDROGRAPHD.A.TA H19,iUKL 3.Uf - fa HOtilof etieoi/.5 Enihaitkineiits wl S'eepa a Controls amvgeneous fill r _-_-- min, . _ I" Cut off trench-4' Wow sutiableI Soil or rock L - - -..- - M material - - � TYPICAL 140MOGENEOUS EMBANKMENT Perforated vt FOUNDATION DRAIN 1 Year- 24-Hour Storm 2 Year- 24-Hour Storrs 10 Year- 24-Hour Storm Area (acres) 14,870 Area (acres) 14.870 Area (acres) 14.870'-4,Transltion tlKt CN 74,000 CN 741000 CN 74A00 CHIMNEY DF Type 2 rYPe 2 Type 2 0:\3_01-10 rainfall, P (in) 3,500 rainfall, P (in) 3,700 rainfall, P (in) 5,600 time of cone, (hrs) 0,2400 time of cone, (hrs) 0,2400 time of cone, (hrs) 0,2400 time increment (hrs) 0,0200 time increment (hrs) 010200 time increment (hrs) 010200 time limit (hrs) 30,000 time limit (hrs) 30,000 time limit (hrs) 30.000 fudge factor 1400 fudge factor 1,00 fudge factor 1.00 routed true routed true routed true sorv"vea�03I Mb'eangl felc11k1ratrucl peak flow Ccfs) 21,092 peak flow Ccfs) 43,589 peak flow (cfs) 18,954 peak time (hrs) 12,002 peak time (hrs) 12.002 peak time (hrs) 12,002 volume <cy> 2475,853 volume (cy) 2755,215 volume Ccy> 56934902 ROUTED OUTFALL HYDROGRAPII DATA AT CRITICAL DURATION 1 Year- 24-Hour Storrs inflow (cfs) 18,946 at 12,00 (hrs) discharge (cfs) 1,569 at 12,70 (hrs) water level '(ft) 466,434 at 12176 (hrs) storage (cy) 2638,310 7ronsition fill .Rock or gravel foi tt 0 Blanket drain BLANKET DRAIN dM , er rock IWA Rock or grovel Rock taa o"° drain Transition filter `,IN TOE DRAIN >/� 3.01- 3 2 Year-- 24--Hour Storm inflow (cf s) 211083 at 12100 (hrs Retention Pond III-A.quatic Benc.h� Plantxn�s: 1664 t 12 72 (hrs) discharge (cf s) I a I water level (ft) 466.702 at 12182 Chrs) storage (cy) 27951363 10 Year- 24-Hour Storm inflow (cf s) 43,570 at 12.00 (hrs) discharge (cf s) 121298 at 12,26 (hrs) water level (ft) 468,702 at 12,26 (hrs) Abb. Scientrfrc Name Common Name Caliper Size 10 YR Total CANOPY: Quanti Canopy BIOFiLTER LANDSCAPING CA Ciethra ainifol'ia Hummingbird Summersweet 2' 16 16 1 256 HVI Hamamelis Virginiana Common Witchhazei 6' 113 17 1,921 VBDN Viburnum Dentatum Arrowwood Viburnum 3'4 31 24 ' 744 APiFR Seed mot: 50% Autumn Bentgrass & Red seed per � 1,850 manufacturers Agrostis Perennans, Fescue s.f. 50% Festuca Rubra recommendatiorts IOTA _-----_.-t�_.��..__. _ _2,921 storage (cy) 4062,508 BiORETENTION BASIN #2 FOREBAY REQUIREMENTS: Minimum Forebay Volume= 0.25 inches per impervious acre Forebay Depth to range from 4-6' Total Proposed & Future Impervious Area= 199775 sf Minimum Ultimate Forebay Volume= 4182 cf BIORETENTION BASIN #2 MINIMUM FLOOR AREA REQUIREMENTS: Proposed & Future Impervious Area to Basin #1= 199775 sf Minimum Bioretention Floor Area (1" Over Impervious Area 16648 sf Total Area of Elevation (ft) Area of Forebay Volume Elevation (ft), Bioretention Basin Volume (cf) Contours (so (Cfl Contours (sf) 435 488 0 435 16708 0 436 793 634 438 18726 17,707 437 1163 1,606 437 20874 37,498 438 1598 2,981 438 23151 59,500 439 2096 4,823 439 25557 83,844 440 2657 7,194 440 28092 110,659 FLOW HYDROGRAPH DATA 1 Year- 24-Hour Storm 2 Year- 24-Hour Storm 10 Year- 24-Hour Storm 5,190 Area (acres) 15,190 Area (acres) 15,190 Area (acres) 1 CN 6190 CN 68,000 CN 68,000 Type 2 Type 2 Type 2 rainfall, P (in) 3,500 rainfall, P (in) 3,700 rainfall, P (in) 51640 ' time of cone, (hrs) 0,1600 time of cone, (hrs) 0,1600 time of cone. <hrs) 0.1600 time increment (hrs) 0A200 time increment (hrs) 010200 time increment Khrs) 0,0200 time limit (hrs) 30,000 time limit (hrs) 30.000 time limit (hrs) 30,000 fudge factor 1.00 fudge factor 1.00 fudge factor L00 ra�uted true routed true routed true peak flow Ccfs> 151727 peak flow (cfs) 17,792 peak flow Ccfs) 40,444 peak time (hrs) 11,938 peak time (hrs) 11.938 peak time Khrs) 11,938 volume (cy) 1838/817 volume (cy) 2080.229 volurie (cy) 4728.635 Blofilter I'lantin: ROUTED OUTFACE HYDROCRAPH .DATA AT CRITICAL DURATION 1 Year- 24-Hour Storm inf low (c-Ps) 151720 at 1134 (hrs) discharge (cf s) 4.225 at 12.18 (hrs) water level (f t) 436,638 at 12,18 (hrs) storage (cy) 1114,459 Abb. Scientific Name common IName Size Root'rype Remarks Quantity MYPN M 'ca Pens wank a Northern Be (be 18"-24" s ead Cont Dense/ Fua _ _ 34 N5Y N a Iwatka BldckGum 2"cai B&B Si Leader _ 8 VBDN Viburnum Dentatum Arromwod 3'-4' ht B&B Dense! Full 48 Vibumum binge Leader 8 WVI Hamamegs Virginians Common Witfchhazel 8' ht a&B ng AN Andropmn Gerardi Big Biuesterm 4" pot corn. 127 PV panicum Vlr turn $Wtch Grass 4" pot Cont 162 AP/FR Seed mix: 50% Agrostis Autumn 9ent{grass & seed per 7,714 s.f. Perennans, 50°lo Red Fescue ma n1eriurers Festuca Rubra recornmersdaYwrs Wildfloarer Seed Mix seed par 8,993 s.f. maraactu•ers recommereatiom 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F 7ronsition fill .Rock or gravel foi tt 0 Blanket drain BLANKET DRAIN dM , er rock IWA Rock or grovel Rock taa o"° drain Transition filter `,IN TOE DRAIN >/� 3.01- 3 2 Year-- 24--Hour Storm inflow (cf s) 211083 at 12100 (hrs Retention Pond III-A.quatic Benc.h� Plantxn�s: 1664 t 12 72 (hrs) discharge (cf s) I a I water level (ft) 466.702 at 12182 Chrs) storage (cy) 27951363 10 Year- 24-Hour Storm inflow (cf s) 43,570 at 12.00 (hrs) discharge (cf s) 121298 at 12,26 (hrs) water level (ft) 468,702 at 12,26 (hrs) Abb. Scientrfrc Name Common Name Caliper Size 10 YR Total CANOPY: Quanti Canopy BIOFiLTER LANDSCAPING CA Ciethra ainifol'ia Hummingbird Summersweet 2' 16 16 1 256 HVI Hamamelis Virginiana Common Witchhazei 6' 113 17 1,921 VBDN Viburnum Dentatum Arrowwood Viburnum 3'4 31 24 ' 744 APiFR Seed mot: 50% Autumn Bentgrass & Red seed per � 1,850 manufacturers Agrostis Perennans, Fescue s.f. 50% Festuca Rubra recommendatiorts IOTA _-----_.-t�_.��..__. _ _2,921 storage (cy) 4062,508 BiORETENTION BASIN #2 FOREBAY REQUIREMENTS: Minimum Forebay Volume= 0.25 inches per impervious acre Forebay Depth to range from 4-6' Total Proposed & Future Impervious Area= 199775 sf Minimum Ultimate Forebay Volume= 4182 cf BIORETENTION BASIN #2 MINIMUM FLOOR AREA REQUIREMENTS: Proposed & Future Impervious Area to Basin #1= 199775 sf Minimum Bioretention Floor Area (1" Over Impervious Area 16648 sf Total Area of Elevation (ft) Area of Forebay Volume Elevation (ft), Bioretention Basin Volume (cf) Contours (so (Cfl Contours (sf) 435 488 0 435 16708 0 436 793 634 438 18726 17,707 437 1163 1,606 437 20874 37,498 438 1598 2,981 438 23151 59,500 439 2096 4,823 439 25557 83,844 440 2657 7,194 440 28092 110,659 FLOW HYDROGRAPH DATA 1 Year- 24-Hour Storm 2 Year- 24-Hour Storm 10 Year- 24-Hour Storm 5,190 Area (acres) 15,190 Area (acres) 15,190 Area (acres) 1 CN 6190 CN 68,000 CN 68,000 Type 2 Type 2 Type 2 rainfall, P (in) 3,500 rainfall, P (in) 3,700 rainfall, P (in) 51640 ' time of cone, (hrs) 0,1600 time of cone, (hrs) 0,1600 time of cone. <hrs) 0.1600 time increment (hrs) 0A200 time increment (hrs) 010200 time increment Khrs) 0,0200 time limit (hrs) 30,000 time limit (hrs) 30.000 time limit (hrs) 30,000 fudge factor 1.00 fudge factor 1.00 fudge factor L00 ra�uted true routed true routed true peak flow Ccfs> 151727 peak flow (cfs) 17,792 peak flow Ccfs) 40,444 peak time (hrs) 11,938 peak time (hrs) 11.938 peak time Khrs) 11,938 volume (cy) 1838/817 volume (cy) 2080.229 volurie (cy) 4728.635 Blofilter I'lantin: ROUTED OUTFACE HYDROCRAPH .DATA AT CRITICAL DURATION 1 Year- 24-Hour Storm inf low (c-Ps) 151720 at 1134 (hrs) discharge (cf s) 4.225 at 12.18 (hrs) water level (f t) 436,638 at 12,18 (hrs) storage (cy) 1114,459 Abb. Scientific Name common IName Size Root'rype Remarks Quantity MYPN M 'ca Pens wank a Northern Be (be 18"-24" s ead Cont Dense/ Fua _ _ 34 N5Y N a Iwatka BldckGum 2"cai B&B Si Leader _ 8 VBDN Viburnum Dentatum Arromwod 3'-4' ht B&B Dense! Full 48 Vibumum binge Leader 8 WVI Hamamegs Virginians Common Witfchhazel 8' ht a&B ng AN Andropmn Gerardi Big Biuesterm 4" pot corn. 127 PV panicum Vlr turn $Wtch Grass 4" pot Cont 162 AP/FR Seed mix: 50% Agrostis Autumn 9ent{grass & seed per 7,714 s.f. Perennans, 50°lo Red Fescue ma n1eriurers Festuca Rubra recornmersdaYwrs Wildfloarer Seed Mix seed par 8,993 s.f. maraactu•ers recommereatiom 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F Abb. Scientrfrc Name Common Name Caliper Size 10 YR Total CANOPY: Quanti Canopy BIOFiLTER LANDSCAPING CA Ciethra ainifol'ia Hummingbird Summersweet 2' 16 16 1 256 HVI Hamamelis Virginiana Common Witchhazei 6' 113 17 1,921 VBDN Viburnum Dentatum Arrowwood Viburnum 3'4 31 24 ' 744 APiFR Seed mot: 50% Autumn Bentgrass & Red seed per � 1,850 manufacturers Agrostis Perennans, Fescue s.f. 50% Festuca Rubra recommendatiorts IOTA _-----_.-t�_.��..__. _ _2,921 storage (cy) 4062,508 BiORETENTION BASIN #2 FOREBAY REQUIREMENTS: Minimum Forebay Volume= 0.25 inches per impervious acre Forebay Depth to range from 4-6' Total Proposed & Future Impervious Area= 199775 sf Minimum Ultimate Forebay Volume= 4182 cf BIORETENTION BASIN #2 MINIMUM FLOOR AREA REQUIREMENTS: Proposed & Future Impervious Area to Basin #1= 199775 sf Minimum Bioretention Floor Area (1" Over Impervious Area 16648 sf Total Area of Elevation (ft) Area of Forebay Volume Elevation (ft), Bioretention Basin Volume (cf) Contours (so (Cfl Contours (sf) 435 488 0 435 16708 0 436 793 634 438 18726 17,707 437 1163 1,606 437 20874 37,498 438 1598 2,981 438 23151 59,500 439 2096 4,823 439 25557 83,844 440 2657 7,194 440 28092 110,659 FLOW HYDROGRAPH DATA 1 Year- 24-Hour Storm 2 Year- 24-Hour Storm 10 Year- 24-Hour Storm 5,190 Area (acres) 15,190 Area (acres) 15,190 Area (acres) 1 CN 6190 CN 68,000 CN 68,000 Type 2 Type 2 Type 2 rainfall, P (in) 3,500 rainfall, P (in) 3,700 rainfall, P (in) 51640 ' time of cone, (hrs) 0,1600 time of cone, (hrs) 0,1600 time of cone. <hrs) 0.1600 time increment (hrs) 0A200 time increment (hrs) 010200 time increment Khrs) 0,0200 time limit (hrs) 30,000 time limit (hrs) 30.000 time limit (hrs) 30,000 fudge factor 1.00 fudge factor 1.00 fudge factor L00 ra�uted true routed true routed true peak flow Ccfs> 151727 peak flow (cfs) 17,792 peak flow Ccfs) 40,444 peak time (hrs) 11,938 peak time (hrs) 11.938 peak time Khrs) 11,938 volume (cy) 1838/817 volume (cy) 2080.229 volurie (cy) 4728.635 Blofilter I'lantin: ROUTED OUTFACE HYDROCRAPH .DATA AT CRITICAL DURATION 1 Year- 24-Hour Storm inf low (c-Ps) 151720 at 1134 (hrs) discharge (cf s) 4.225 at 12.18 (hrs) water level (f t) 436,638 at 12,18 (hrs) storage (cy) 1114,459 Abb. Scientific Name common IName Size Root'rype Remarks Quantity MYPN M 'ca Pens wank a Northern Be (be 18"-24" s ead Cont Dense/ Fua _ _ 34 N5Y N a Iwatka BldckGum 2"cai B&B Si Leader _ 8 VBDN Viburnum Dentatum Arromwod 3'-4' ht B&B Dense! Full 48 Vibumum binge Leader 8 WVI Hamamegs Virginians Common Witfchhazel 8' ht a&B ng AN Andropmn Gerardi Big Biuesterm 4" pot corn. 127 PV panicum Vlr turn $Wtch Grass 4" pot Cont 162 AP/FR Seed mix: 50% Agrostis Autumn 9ent{grass & seed per 7,714 s.f. Perennans, 50°lo Red Fescue ma n1eriurers Festuca Rubra recornmersdaYwrs Wildfloarer Seed Mix seed par 8,993 s.f. maraactu•ers recommereatiom 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F storage (cy) 4062,508 BiORETENTION BASIN #2 FOREBAY REQUIREMENTS: Minimum Forebay Volume= 0.25 inches per impervious acre Forebay Depth to range from 4-6' Total Proposed & Future Impervious Area= 199775 sf Minimum Ultimate Forebay Volume= 4182 cf BIORETENTION BASIN #2 MINIMUM FLOOR AREA REQUIREMENTS: Proposed & Future Impervious Area to Basin #1= 199775 sf Minimum Bioretention Floor Area (1" Over Impervious Area 16648 sf Total Area of Elevation (ft) Area of Forebay Volume Elevation (ft), Bioretention Basin Volume (cf) Contours (so (Cfl Contours (sf) 435 488 0 435 16708 0 436 793 634 438 18726 17,707 437 1163 1,606 437 20874 37,498 438 1598 2,981 438 23151 59,500 439 2096 4,823 439 25557 83,844 440 2657 7,194 440 28092 110,659 FLOW HYDROGRAPH DATA 1 Year- 24-Hour Storm 2 Year- 24-Hour Storm 10 Year- 24-Hour Storm 5,190 Area (acres) 15,190 Area (acres) 15,190 Area (acres) 1 CN 6190 CN 68,000 CN 68,000 Type 2 Type 2 Type 2 rainfall, P (in) 3,500 rainfall, P (in) 3,700 rainfall, P (in) 51640 ' time of cone, (hrs) 0,1600 time of cone, (hrs) 0,1600 time of cone. <hrs) 0.1600 time increment (hrs) 0A200 time increment (hrs) 010200 time increment Khrs) 0,0200 time limit (hrs) 30,000 time limit (hrs) 30.000 time limit (hrs) 30,000 fudge factor 1.00 fudge factor 1.00 fudge factor L00 ra�uted true routed true routed true peak flow Ccfs> 151727 peak flow (cfs) 17,792 peak flow Ccfs) 40,444 peak time (hrs) 11,938 peak time (hrs) 11.938 peak time Khrs) 11,938 volume (cy) 1838/817 volume (cy) 2080.229 volurie (cy) 4728.635 Blofilter I'lantin: ROUTED OUTFACE HYDROCRAPH .DATA AT CRITICAL DURATION 1 Year- 24-Hour Storm inf low (c-Ps) 151720 at 1134 (hrs) discharge (cf s) 4.225 at 12.18 (hrs) water level (f t) 436,638 at 12,18 (hrs) storage (cy) 1114,459 Abb. Scientific Name common IName Size Root'rype Remarks Quantity MYPN M 'ca Pens wank a Northern Be (be 18"-24" s ead Cont Dense/ Fua _ _ 34 N5Y N a Iwatka BldckGum 2"cai B&B Si Leader _ 8 VBDN Viburnum Dentatum Arromwod 3'-4' ht B&B Dense! Full 48 Vibumum binge Leader 8 WVI Hamamegs Virginians Common Witfchhazel 8' ht a&B ng AN Andropmn Gerardi Big Biuesterm 4" pot corn. 127 PV panicum Vlr turn $Wtch Grass 4" pot Cont 162 AP/FR Seed mix: 50% Agrostis Autumn 9ent{grass & seed per 7,714 s.f. Perennans, 50°lo Red Fescue ma n1eriurers Festuca Rubra recornmersdaYwrs Wildfloarer Seed Mix seed par 8,993 s.f. maraactu•ers recommereatiom 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F ROUTED OUTFACE HYDROCRAPH .DATA AT CRITICAL DURATION 1 Year- 24-Hour Storm inf low (c-Ps) 151720 at 1134 (hrs) discharge (cf s) 4.225 at 12.18 (hrs) water level (f t) 436,638 at 12,18 (hrs) storage (cy) 1114,459 Abb. Scientific Name common IName Size Root'rype Remarks Quantity MYPN M 'ca Pens wank a Northern Be (be 18"-24" s ead Cont Dense/ Fua _ _ 34 N5Y N a Iwatka BldckGum 2"cai B&B Si Leader _ 8 VBDN Viburnum Dentatum Arromwod 3'-4' ht B&B Dense! Full 48 Vibumum binge Leader 8 WVI Hamamegs Virginians Common Witfchhazel 8' ht a&B ng AN Andropmn Gerardi Big Biuesterm 4" pot corn. 127 PV panicum Vlr turn $Wtch Grass 4" pot Cont 162 AP/FR Seed mix: 50% Agrostis Autumn 9ent{grass & seed per 7,714 s.f. Perennans, 50°lo Red Fescue ma n1eriurers Festuca Rubra recornmersdaYwrs Wildfloarer Seed Mix seed par 8,993 s.f. maraactu•ers recommereatiom 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F 2 Year- 2 4 -Hour Storm Area of proposed Bioretention Basin inflow (cf s) 17,784 at 11,94 (hrs) Total number of plantings required (1000/ac.) = 8 6 4 a t 12.14 C h r s) Shrub to Total Tree Rof ati should be between 2:1 & 3:1) discharge (cfs) ntings proposed 5� water level (ft) 436,772 a t 12.14 C h r s> Note: A minirrxim of 3 shrubs and 3 trees are required. storage (cy) 1214.925 10 Year- 24-Hour Storm inflow (cf s) 40,425 at 11.94 (hrs) discharge (cfs) 23,617 at 12,08 (hrs) water level (ft) 437,665 at 12.08 (hrs) storage (cy) 1921.112 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F 16708 sf 384 plants 385 3.0 VDOT STD. EC-1 CL. 17 DRY RIP -RAP. 4 ' (W)x2' (D)x33' (L) 4' WIDE CONCRETE -- WEIR ELEV =435.00 TENTIONIBA.SIN #z NOTE: 10 YEAR AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE RETENTION POND IS 1 YEAR W.S.E.=466.43 ESTIMATED TO BE 121, 700sf, HOWEVER THE RETENTION POND WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 2 YEA W.SE.=2 YEAR W.S.E.=466.70 130,350sf. THE POND SHALL BE DESIGNED TO TREAT 65% OF THE IMPERVIOUS AREA. THEREFORE, THE VOLUME 2 YEAR 10 YEAR W.SE.=468.70 WILL BE DESIGNED FOR 4X THE WATER QUALITY VOLUME OR 21,725sf. THE POND WSE PROVIDES 36,356sf FOR W.S E.=466.70 TOP OF DAM WIDTH= 12' TOP OF FOREBAY DAM 1 YEAR WATER QUALITY VOLUME. THE POND AREA 1S SUFFICIENTLY SIZED TO HANDLE THE WATER QUALITY REQUIREMENTS. W!D TH= 8.0' A T AN W. S E. = 466, 43 AT AN ELEVA 710N= 472.00 ELEVATION= 472.0 FOR THiS DEVELOPMENT, 0.25" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY VOLUME OF 2, 716cf. THE FOREBAY VOLUME IS 5, 938cf. PRINCIPLE SPILLWAY ,` 4.0' 12.0ELEVATION= 469.00 THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VDOT STD. EC-1 CLASS 11 RIPRAP UNTIL THE TOE OF FILL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS FOREBAY SPILLWAY CON( LiNED ELEVATION= 470.00 SPILLWAY FO AYSPILLWAi' 7S 100 YEAR MIN. REQUIRED FOREBAY W.S E.=470.48 VOLUME=2,716cf 2 YEAR FOREBAY VOLUME W.S.E.=466.70 PROVIDE0=5, 938cf 1 YEAR MIN. REQUIRED WQV W. S E. = 466.43 (0)=21„ 725cf WQV PROVIDED=36„ 356cf HANSO CONCRETE AN77-VORTEX 4' WIDE FOREBA Y' TOP 7RASHRACK W OF DAM ELEV = 472.00 ^ VDOT STD. EC--1, C.L. 11, - - - - - - TYP1:' A �? '`-M. W.S.E. - - 8.0' OF - RLP - RAP ni 464.00' PONDING (L-6', 6 DEPTH D--2',) ORIFICE COEFF.= 0.6 ry 4 CONC. LINED BOTTOM OF SPILLWAY, FOREBA Y ELEV. = 470.0 ELEV. 466.0 / BOTTOM OF RETENPON--' BASIN= 460.00 3O" RCP RISER. J 7" ORIFICE AT ELEV. 24" RCP BARREL 464.00, RISER TOP 46 LF ® 0.547* ELEV. AT 468.00 INV IN= 460.00 INV OUT 459.75' RETENTION .BASIN (NOT TO SCALE) 015 TH I SCOTT R. COLLINS� Lic. No. 035791,i� k1*10NAT, Ell 4.0' WILL BE SOD --FORMING GRASS. F FOR CONTOUR AREAS, ELEVATIONS, STORAGE VOLUMES, PLEASE SEE THE ROUTING CALCULATIONS PROVIDED WITH THE LCON(. LINED SUBMITTAL, OR THIS SHEET. P SPILLWAY z w THE 100 YEAR W.S.E. IS AT ELEV=470.48, THE TOP OF DAM iS AT ELEV=472.00. THE BASIN HAS 1.52" OF FREEBOARD IN THE 100 YEAR STORM EVENT. z PRINCLPLE SPILLWAYY X zo � NTS O O 10' WIDE TOP OF DAM ELEV. = 472.00 WEIR ELEV = 469.00' 4' WIDE CONC. WEIR OUTFALL CHANNEL W/ 1: 1 SIDE SLOPES MAX. EMBANKMENT 'A_ HT =10.0' (472-462) w AQUATIC BENCH NOTE: AFTER THE CONSTRUCTION OF THIS PROJECT, THE IMPERVIOUS AREA CONTRIBUTING TO THE BIO-FILTER IS ESTIMATED TO BE 90,000sf, HOWEVER THE BIOFILTER WAS DESIGNED FOR THE ULTIMATE DEVELOPMENT OF 199,775sf. THE BIO-FILTER SHALL BE DESiGNED TO TREAT 65% OF THE iMPERVIOU!S AREA. THEREFORE, THE BOTTOM OF THE BiO-FILTER SHALL BE SIZED TO 5% OF THE IMPERVIOUS AREA. 5% OF 199,775sf EQUALS 9,989sf. THE BIO-FILTER BASIN FLOOR AREA EQUALS 16,708 sf. THE MINIMUM WATER QUALITY VOLUME REQUIRED IS 16,648 CF, AND THE WATER QUALITY VOLUME PROVIDED iS 17,707 CF. THE 810-FILTER BASIN FLOOR AREA IS SUFFICIENTLY SIZED TO HANDLE THiS. 5I" OF RUNOFF PER 1 ACRE OF IMPERVIOUS DRAINAGE AREA GENERATES A WATER QUALITY FOR THIS DEVELOPMENT, 0.2 VOLUME OF 4,162cf. THE FORE:BAY VOLUME iS 7,194cf. THE SOIL AROUND THE SPILLWAY IS TO BE AT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT --OFF TRENCH. THE SPILLWAY SHALL BE CONCRETE AND DOWNSTREAM OF THE SPILLWAY SHALL BE LINED WITH VOOT STD. EC-1 CLASS ll RIPRAP UNTIL THE TOE OF FiLL. THE VEGETATIVE COVER ON THE DAMS AND AROUND THE POND BANKS WILL BE SOD -FORMING GRASS. FOR CONTOUR AREAS, ELEVATIONS, STORAGE VOLUMES, PLEASE SEE THE ROUTING CALCULATIONS PROVIDED WITH THE SUBMITTAL, OR THIS SHEET. THE 100 YEAR W.S.E. IS AT ELEV=438.78, THE TOP OF DAM IS AT' ELEV=440.00. THE BIOFILTER HAS 1.22' OF FREEBOARD IN THE 100 YEAR STORM EVENT. 100 YEAR W S E. =438.78 2 YEAR W. S E. � = 436.77 1 YEAR W. S E. = 436.64 t" BOTTOM OF FOREBA Y' 435.00 MIN. 8' WIDE ® TOP & 13' DEEP IMPERVIOUS CORE & CUTOFF TRENCH WiTH 1:1 SiDE SLOPES. SEE DETAIL THiS SHEET FOR ADDITIONAL INFORMATION. 5' WIDE FOREBA Y TOP 100 YEAR OF DAM ELEV. = 440.00 W.S.E. = 438.78 10' WiDE TOP OF DAM CLEAN -OUT W/ 2 YEAR ELEV = 440.00 3" OF PEA GRAVEL WA TER 77GHT CAP 50' 0. C. �W. S. E. = 436.77 SHALL BE PLACED V. ELE= 435.50' 1 YEAR WEIR ELEV. = 436.0' BETWEEN THE FILTER (�') W.S.E.=436.64 MEDIA AND THE UNDERDRAIN MEDIA 2' WIDE DECORATIVE WEIR OVER CONC. OUTFALL CHANNEL. --- W Alg, r 0. 1 p p. SLOPE 1.0' i' -' 1. 0' OF n, F' ' 7 + + ; ,a PONDDEP •}ING BOTTOM OF BIOFlL TER-- 431.00 MIN. UNDERDRAIN GRA VEL- (AASHTO M43 MIN. 1' ABOVE & BELOW UNDERDRAIN PIPE) Retention �'chnd (ALE.• z 3 10' c%DED EARTrI AcvESS ROAD, NOT Tq ExcEED 1----___ _ `` SE SRRRT ESC 2 FO SWYM ACCESS \ ._. LOCATION PROPOSED WET FED VARIAB SiiM�ACl TY A.SMENT Omani 30-i-mu'll NOT TO sD 10% DNC.-iKErR.�w 1:� srD�sLORa ta' TOP OF D,,�f 00 lI9 f F i A_111x M1 8-,993sf - _�WILE D D WSX s �■ ii � w' � u i6_."".f � ice, ■ ie• .w `r f.. (s � � � ■ . " % � r�s� �), ►:��i �ir�:i! real �:�iv r_..� al �`,•;� �.. / / . . ELEV. _ - - 10.0' MiN. 435.00' 130 LF ® 0.50% 6" PERFORATED SCHEDULE 40 UD iNV. ELEV.= INV OUT= 430.60' PVC PIPE OR EQUIVALENT ,AAA2. 431.25' 1.07. SLOPE (MIN.) TO OUTfCALL STATE APPROVED MIX. TOP ELEV. PIPE PROVIDED ACROSS ENTIRE 435.00 (TYP.) DEPTH= 2.5' MIN., WIDTH @ 20' 0. C. SLOPE= 0. 00% BIORETENTION BASIN � MIIMPERVIOUS CORE & DEEP (NOT TO SCALE> CUTOFF TRENCH WiTH 1:1 SIDE SLOPES. SEE DETAIL ON SHEET SWM-1 FOR ADDITIONAL INFORMATION. `"yrCi! 7 VBDX=� HVI 1;850sf OF- AP/FR \ SEED�k'IX 5 1 DN --6 VBDN \� K Q =� .HVI + r 4 'RAN Il 70 OF P.) ' POFD 1;'L 472. i� SE VD07 P IDTH G 1�iC & N E Es7 Ad ,,II► ay /t'%rJy�ilVr� h4ir',�►` f • _.r. r�a�04�yyyy yyy9yINyyyyyya 9QAyyay `ve s ++'�•� oWIN ffffi,• r�„�� , � �n.��C���► �y���� yA`�rdayp' yy . .`' � '- : ;' l`► `;�•°•++� �;..+.+- . _ �P,9�' (( ��►Q�.�:yy y4►y9Ayy�D9�ry9yy �••.n +�Q�:•' 's0�:�di!^•+w�A+t�•re+mow... �_I1i�s��ii ............%�'�}►+4++= :��O�i�+��r0����► �yZOQ+�+�.'�+�•;��+t�`�.O�+JOit`�r�i�a+T�rdi' 0 �' r ��!/` y r t'+i+,••t'`++��i+• ��+. � Q,�.� 4.+++•+•+'�a++r�i0ii� a++ii+�'++ir�`t•�'� �+•+i•'• �+i"•�+++ __ r' 'a j ti%+ter +y'�,�Ot�p+.�•�•4��i;►� fA'�° ',". II !!,y �Z+�s� Y0+d•3tJr+ s+a+ ++ I�s+Ddi�O�i•+•�•4[�+30��•I0+�%+dE9,��d�i w+ ��r+�••p�i���s•�.++0•:+•+wi•�++d►+•+�+r�+1'j+�'s��+++•+Z+��+�'+�?•+ �•�,0+•tJig.+•��f�•�+.'••,tq+�64E•-m-g-yaig •.++�++_+QNUM yy�b •��Iy•`�yrabAi• yp ff4ft A �` yy y .- - '�yayA�y��.. �-- nli,;,pd,-AbAyy�yQ�*ayq -Y� �� �wp►y�►aa � Ha��yq�Nd�r�!'lyH /ll �d'�►,�►� �at►.�1�•t��.�\w"�\- gid//AQd/!/►r ��/A/briil�➢ir.�a/1/l�s•n. _ /a 7r..��A �9➢t43, EBI�� F,708sf iIOFIL 648sf W. YEAR 1 YEAR WSE. =436. W.SE.=437.67 2 YEAR W.S.E.=436.77 2 YEAR 10 YEAR W. S E. =43Z 67 W. S E.=436.77 TOP OF DAM WIDTH= 1 YEAR W S E. = 436.64 10' A T AN ELEVATION= 440.00 PRINCIPLE SPILL WA Y 5. 0' ELEVATION= 436.0 " FOREBA Y SPILL WA Y ._._.J CON( LINED ELEVATION= 435.0 SPILL WA Y FORE..BAY STT LWAY 3:1 WEIR 4.5' 0' -- CONC. LINED SPILL WA Y PRINCIPEE SPILLWAY NT ®t a w a = o 0 � o G � 0'3 � ❑ U) J LU W �. O 1-1 w "' a 0 x z O z o w 0 H U) U w Q CO 2: m 0 O a ce U) U) Lu O Q O C? u`i ►i xV O N N tl Uj Ch r--4 m CS1' (y) d- z N °z uj D it �w N z .o z �w o� Nagy z _r_ J 0 w � °0 ° p � V 1 L a� - a X Ljj W. Uj Uj 0 3 �• Q Uj U �_ O a) 2 ° n I � E n ° C � o Wz it w i w o z > < z\ � w -° W ! _z ° Z J J O 0 i3 0 N � Q. U °` L -ice w LU A � , W V V �o 0 X �F ® `� ° o 00 iD w r o s' r Ea u O -t > e. JOB NO. ,c 092001 o 1>1 SCALE ° N AS SHOWN o 3 Wq) r= o SHEET NO. a 2 SWM-2 °' N T �o r<--T W 774k-Z \ I / �- . - / / / / / / ` ` ( ` lmw� r n r * � � ` `� 4 41 / ./ / /� - . � w ;-- ' _\,,, _ `-11 `\ \ \ \ \ \ \ •\ ` /�' / / /// 40�� - 0�\ ,.\ \ ` I / / /\ ®o■r�►`� `� \ + �� /' , / `_" `, \,` \ / / LIMITS OF LAND DIST. \ \ / -' °° I !i°'C® it- \ '�'��''�� ■, r / - �', z `` \ � `- ' \ / /' / _11; CRITICAL SLOPES 1�� s \ r \ DIVERSION DIKE �� \ \ \ \ 1 ITREE LIMITSOF \ o•®� \~ \ \ \ \ \ • ,/ rdrr r r -� \ ` \ \, ; , �'` `-- - \ ,� / '* �orp'� \ �\ \ \ \ \ ,\ \®� q�/o� \ `\ , ..\Y\, PHASING LIMITS milmlIMs1eei 11miim BOUNDARY LINE COTT R. CaLLINS�I 1 IMP PR¢TECTI N I CLEARING or `, \ ] - ^1 .� ... ,,. _ ®. _., _ ...... •....,. _ Nrrrr/� \\ / \ \\ �� \ \, .\ \ ` \ .� 1`�\ \ \\' \ \\0' FFER Lic No 03579 _( rrrr 1 \ \ \ \ l / \ \ \ '\ - \ .,\ \ \ \ , \\ / f so STREAM BUFFER SILT FENCE�� 1 I I / rr \• \ \ �\ \. +I® `� \ \ , I �,,�, EXISTING TREE LINE 16 I.�■ �. � V1. 1 \ \ 4 , DRAINAGE AREA � •� \ ® \ \ ®aaaceawmaaaaaaaaatawmnaaa I I t I , ! �►® \ \ \ \ \ `\ \\ \ \ I ®+ - _ _ _ \ \ \ �'\ ~ I -.-- DIRECTION OF FLOW `��'51 _ �A I i \ \ \ \ \ �, \ \ \, ; � \ \ /� \ Na1a I I +,�+® \ \ \ \ \ \ \/ \ \ \ \ \ f ( t ®® \. \\ . zoo YEAR FLOODPLAIN 653.75 PROPOSED CONTOUR i -,r ) C � \ � \ ® \ \\ ; �` __ \' `, ` '�\ \., �� \ �` '� ••�. �\ \ \ \ \ +® ,_- •_ .., �.. . \ \ \ , \_• \ � ..\ ` \,, � / / , .� SOILS LINE \ 1 �\ ® \ DC `\ \ `. \. - ��` 1.\ \ \ \ �a®� �' \ \ \ \`` \ ` \ / IMPACTED CRITICAL SLOPES �, o 0 \ - .off _ \ \\ \ \ ° - �.-. \ \ s` \ \ \ \ , \ / SAFETY FENCE \ _ ___ -- \ -� __ \ '°�►r \ \/ \ \, / TREE PROTECTION STREAM I , \ \ �P \ ( \ `_ ---- _ - - `_ __ _ '\ + 11 \ '1` t � -' \\ \ \ \ , \\ _ ` -_ �\ \\ ,, \ \l ``� \ \ \ ®*� \ \ \ \ \ \ \\ \\ \ -- --- -- ___ / > \ \ \ \ Soils Soils Description / J \ _ \ __ . ,\• -, \ LIMITS OF ISTU� ANCE: - - \ \ ` ` ` ~ \ \ / \ \ \ \_-, -- \ \ S mbol f \ \ \ ', \\� '`• � �..1' CRES \` -- \ \ \ \ \ `~ \ - ' �'0 I \ \ \ \ V J ` } 2C Albemarie fine sand loam 7 to 15 percent slopes ( ,1. \ -_-. __.. PS \ ___' \ \ 3 9A\ \ _ \ 1 SOILS?E�CRIPfION r® I / \ \ ..._ \ f ,-- / \ 27B Elioak loam 2 to 7 ercent slo es , \ \ \ \I \ -,' \ ) $ I \ \ -- -- __ '_-- - --- -•__ / ( \ I 39C Hazel loam 7 to 15 percent slopes i \ \ 1 \ `� \ � \ `� \ r -> \ (1-o % \ __ $ ,� \ -- _ -___. ___-- __-- -- — - _ / ) I I I 40D Hazel of stun loam 15 to 25 ercent slopes N I \ \ \-� -``- \ \ \ I \ \ \ --- \ \ r I �� ;\` Q ; \ ' - _ _ . ______ --• ----._ ._ �' J 58C M ersv Ile silt loam,7 to 15 percent slopes • \ \ \ __ •\ _ '� ___ .-/-_--- _\ \.. r , � _/ '` , v -- / / 83 Toccoa fine sand Ioam ; \ \ \ /I _ _ ,. \ �• ` _ - . \ 'l 1 I I I \\'' � " _ ~' �` f --_ _ / / / / _ _ a i \ \ \ — % \ `\ --- -.._ � \ YP \, \ `- -- _ \ I 1 I \ \\ _ __. - / / / i ,'' — 1 ( \ `� / I I \ \ /% -- / N \ ,_. /S E I IVrE NT BASIN ��t # : / _ . / \ \ '� 1'., 480 _-' __ I , I ` I I% \ �.. __ �- / ■ r "*,104 aw jj-� � / / 0 U) �; ( \ / ARE-DEVELO ,_ -__ \ \ \ \ ` __ -- - --- \ \ I \ '\ \ / ® / / ' , ®++ 5 ■ - /,DRAT, IAGE_ARE/-18._�? / / ` \ \ \� __ _ _� \ \ \ \ \ \ \. \ I I i *® ,_ - _ - - \ f- --- p(l.-- _ -_ ** / / < /� M tfu ilp / I w u" . \ \.. \ - \\ \ \ i /� ® ate% ,.. \ / / I / -��u IRE _ _ _ - _ ; ;/ _ :\ - \ \ \ \ ` \ \ \ \ - __ I \ ' I '� 7-,- /� "' / - ♦ / / . i -- BACKING- \' ,� _ 1 \ \ ` '� _ J \ \ \\ \ ,\\ \ \ , \ • o \ ' \ \ r / �t At - ,i / ♦ / � / ✓` �! -� \ \ \, l \ \ \ \ \ -- -..-_ .___.-. --• --- --45a 1 \ \.\ \ \ \ \ \ \ \ , \ \ - \ \ I I \ ( \ \ rr a / / ♦ ) / D'I M ENT' BAS I ICI # 2. / / / l _ _ - A 48 _ - --_ \ . \• \ •\ \ � \ \ \, \\ \\ \`. ` `\ \ \ \\ `` __• __- � \ \ \ \\ \ \ f \ �► ® / ♦♦® K' R E - D % / f i _ _ - - \ \ \ \, \ \ \ \ \ / / / / ifELOP�/IENT / - - s�i �, , \\ \ \ Ts \ \\ \ \ '\ no. \ \ `/ \ \ \ I •arw�www " ++ 5� / i I� \ / /' _ — ._-- - _ p t \ \ \ - _ \ \,aw D INAGE AREA.= - — p--.• - I \ \ \ \ �/11 \ + / LL.g1 ACRES / ,/ / i \. I \ \ \ \ \ \ `\' \ \ \ \ ® \ �� \ \ '\ \ \ * / / � )\ \ \ \ 1 Fes-' z w z t z 0 IV) Q o a z i 0 I (D V) uj i � a [a I ¢ z O I H z cm Z) uj ce- / \ \ \ \ , I , "I---- \ \ ' \ -- _- . \ •\, \ / / I I / / ' - ,\ � t \ \ \\ ., . } \ \\ \ \ \ \ \ _ _ --\ \ \ \ \ \ 1 / ,,/ / I 1 ) / . SF \ \ \ 1 \ \ \ \ ` ."I \ \ � �� Z. % / 1 / / o 0 - - _ -- ... - _ / - \ \ `\ 1 \ \ , �\ \ \ \ \ \/\ \ \ \ \\ \ _ _ . - _ _ \T,. \` ) f I ) \ ) \ + r / -' -C / -1' HA�1N ''r _ — _ 'PS' \ \ \ \11. /\ \. ) I � ® _- / I , / / ,5�r�' - J 11 � �OCATIOI�IS. SEE ,__ ____ �_, I / / / / / # ,/ I—, / z ui `' / // / /,,-� / Z Z,1-11 " __ \ \ I \ � \ \ 0- uBM�TTAL \ I , `-- - - -' -- � // //', — _. __ Ts / j 1 \ 1 5'0 ' j % / / i \ ® , / // __ / -♦ � I �PACKAG // / / - ` - \ ` _ \ -- ) I I / ♦ ./ / / // \, / \ \ CALC� TI ON FOR, \ \ \ ` - / / i / �-- - - �- �� \ --' -,-&b 1*0 ` 1 1 / / I / r _0 11-1 1 - - �' \ ET,( �_ ice' Dc // �/ J _ _ ' -_ j / '� \ \ / ! i / l 1, / / // � �l // �,, _' #� 1 L„ C -N FLORA GE SAETY FE T\ r` -- _-,_.. I - _ •-- .E OMPAS. DIMENT 8ASII�zm AI\ \ \ \ ` - _._J-i / / `� J __ ` ' _ _- / � I - I 1 '/ ' / l f / � ' - / \® / ' f / N - - ALLT)MES-FOR 4S,1�,TIA'AT AFET`l� I�STALL.\ \ \ ___ / / / �� - - _ ____ r / j / / // SIGNS ARO f�D READ, ', � \ \ _1 rtMPACTE _CF ITICAJI. / / /� --- -- ___ ..-' I�--- ' ___ --- - � � / / / / � / / � i t-.-600 / / / / 4 �' / / M D \ - / / �\ ® ■ // / I / it \S / ARNIN�G':` l,qK SP � >� ', , 2, " �(2'(I�� a � — SLOPES (.T-YP'.) / / , l ", ---_ ...-- --- -' - _i - / / r _ ` \ \ `. ` ` . ECas c�u. TY E RIaRAP Q� \ ® - \ ,�o.r t, r �>� -- _ - � ♦ / / \ , I / / / / l l \ / �..,,.� �... ' \ \ a / / ®'► �,� s •' _ _ .. -- "� / / } \ \ ■ / / / `-/ 1t -- - _ / / / �. \ 1, \\ `', \, \ \ \\ W,ITFI`F R FABfTIC \ {S' U ANC \ ' 'r �r w w w ®� w w wM'� !� m w 1��® `\ 4,44 ' - / -L �-�r \ \ \ \ \ Ut�D�RI;AYMEN�f \ S T\ R \ �~ �. ®® DC \, �®►,� / / TES i \ +♦ I __. _ \\ \ \ \ \ \ \ \ \\3\� .a g A la \ \ \ \ /' �® '�� \ \ \ Q ® r "° $ �t .1 / _... / +® * ( 1 I \ ��� / i ! / C� „�i z \ \ \ \ \ ` \` \' \ LLA (0 \ \TP \` -• LIIVIITSOF ® \ PS \ \ , wa�>Awwwvstswwnrw®� / - 1 } ® 1� / � / I I \ \ ,- / / N � �, w \ `� \ \\ \ \ \ \ \ CLEARING \ \ 4 y `' I _ . __ i - \, \ \ \• \ \\ `\ \ \ \ \ TREE PRO` E&L _ `, \ \4 / \ \ \ - ' \ 'y (' '' ' ®• _.___ ..__ _ % i/ / �. I \ \ \ - . / / N ®" -0 z - \ \ \ , �\ `\ \ \ \ \ \ \, \\ - - \ \ 1 c_ ) ( r-•-• — + o - - - • / > I ! I \ - i 2 I 0 W \ � \. \ \ \\ \ \ `\ \ — \ ■ / \ \ \ T_s- - \ o% i +® _\ /-. _ - \ I 1 \ \ # -_ / ' �„ 1 Z = z �y5 • ,1`\ \ \ ` \ \ \ \ `` \\ \ \ _ \\ \ ' \ S P,1 QPOSED \ \ \ \ \ \ \ \,\ - \ `\ \ \ $ I oo `� / / \ I \ \ ® / < -6 o -ial` ` \ \ \` \ \ \ `\ _�\ , �\ \ �� BAFFLES \ \ - \ \ ®® I o �, �► / l I ♦ / .. 4..� � \\'` \ \ \ \ \\ \ \ .\ ` �' ---\ '-/ \ \ \ -�E$°/ \ \ \ 'tea �' \ SGL:�llV1 N \'� �I �� ��' ®�� \~ �C I \ \ \41 --� ' -%_ Z o O _ \`�\\ \\ `\ \.o\ G�SAFETYEN,C ` \ \ \ \� \ '~-, —,�W '\ \ ` RRE-D►EVELQPMENT` \ ` _ _. , f, ■ / \ \ \ \, i+®® / / i / w ".._t Q 0 \ NOTE \ \ - D-RAI1,NAG AREA-\ ` -tOe�l --_ _ ■ / , � \ \ ♦ -' UJ W S Q \ \\,�\ TO`ENCOMPASSSEDtMI I T \ \ \ \ \ _ - \~ \ \ --- -__ \ \ \ \ \ `` -, ■ / 5tU \ \ ` ® \ _ / / - o \' \ ;�CSI�IAT\ALLTIME5 S ETY� \ \ \ ` \. � _.t - ~'`� `` `9.3`2 ACRES `\ ~�� j-1 TEMPORAR - �, __ - - , - ® _ / / / �\ \ \ \ \ / / / ! 0 Q) \ ST \SIGN AR6�UND SIN op, \ p _ -- -- - \ \ \ \ \ , i � -STOCKPILE _ _1. � %_,, � \ \ \ �♦+ � / / � � w �°v` _ - THAT REAQ� WARNINWA, b,CK , C SS II RjRAP __ _�► - - _`. , -- \ \ \ \ \ =� \\ -. _ _ - - _._ / ■ �� / \ \ ®� / / �� / 3 , = _ -.- - SA(�ID, KE�, \ \ L--iB�\W=?afR=z' - - ,. \ � • - - \ \ \ \ \ \ \/` j NOTE: STR #6y 15 �- \ \ _ _ / / �- - \ \ �p®\� �.. / / _•-- - _ / / �' z ... 4 ui \ \,� " \\ \ \ ,\ \ ■ SB3 �. _... \ \\ , \ ,- ' \ ` , TEMPORARY STUB -PIPE _ // / / *�O►a`♦ ` \ �. / / -/ ��/, -- - - 1 \ \ \ .\ ~~ ,\ , \; \ :�C` \ \ ' - \ '1 \ ' 5TB #67 AND STR #6g \ _ - / / �' \ \ ` 1 / / r / __ - \ ` _FUNCTICSN AS/CULVERT I \ } _ / _ ►--� � z / / 1 _ _ — `�N 35 .25 ' _ ~ \ \ \, \/, \ \ \ `\ \ DURING-€& PHAS -1; -- --- -11 _ / / I - - ♦ear \ , \ \ / , i / -N 11 / / / / '' `' W <e, uj w - 0 -- O ,,i s�.( \ \ `\ \` \ , \ \ \\ \, \ \ ` \\`\ ONCE, lS BUILT STR -- \\ �ql / ®�' \ \ ' \ \ — , / / / ' / / D \ \ I • / i / ; / �.:. - _ \ \ >� \ \ \ \ \ #67 SHALL BE REMC}VE•_. _ \ / O / / / 1 I / / - - �_ i -- \ \\ \ \ \ \\ \ \ ACID STR 8 SHALL \. I 4I \ \ ` \ \\ I i /' / U o } _ C 'C _ �. - _ \ -�_ - - r.• _ `\ \ \ \ INTERCEPRA NAGS. \ \ \ // ♦♦•\ \\ T\P � \ \ `� '/ / / / \� - 11 uj >' _ _ • _ 1 , _ I \ \ \ \ 1_\ ) \ \ I / \TRE\E OROTECTtON \ \ \ �. i / / / / E . / I A / ,/ ,_ _ _ - \ `` �' ` -�' x6'%L�`2'(D> \ , 1 \, \• \ \ \ \ \ \ \ \ ` \ \ \ , # x / \ \ �� \ -- - - / % ; / / / r r y •+„�' 06 C Q i _ _._. - `~ ` '_- \., ~ �a I RAP _ o- \ \. __ _ - I \ \ I I d , '� \ \ \ \� / / / �`'`- w p " '/ ul '/ - I ~ \ _ DEB _ -- - f/ ��__ ��--` \ \ \ -) % \ \ \ \\\ \ I I ` a / \ \ \\ / \ - / / % / / / �� j..� sue. C / '�' '~ � �` -` ` ' �, / // ' �® / - _/__ - `` \\ . 90 I I I I I ` � 'p / -LIMITS QF \` \\ / _ - / _ , / � f \ rmmml G ,_ 1 )/ I % /'- - �``- _ - ,� - - - .�/ - '-....._..._ ��._ \ I J ` I `\ \ �I / ' / CL EARING\ \\ \ \ \ \� _ _ / i ' ,� / / , / j \ w \ _ _ lI I f i -rj � `, _ `___ � ,\ ; - SF L-IMI-TS0F _ \ i /+/ / � i - _ _ .9 _. . — �y� � \ / l / II ` I ` \ \ 4 / l / \ \ \ �� _ _ — ____' / I / / I / `� ® z / _ �. - — -, ILT FENCE CCEARIN� - / // / �® / __ �'_` --- __ S J/ / / \ \ \ \ Ps I 1 11' I / ` _ \ _. _ _ _ — , _ � \ _ zj / __ `` `\ \`\ / �-'1 / / `` / 1 % / �� / / \ _ ' ' — - CI `\ Iry / / / \ \ , l I % /� `\ \ \ \w __ _.._ - __ /'- / i / / \\ - .o \ \ Ioloe" , --- •__.. -._ _ - '~ _./-_11 " `__ _ _ / ` � •--..._ ..-_ ,_..._ , __�-h- ---� / ` / / } \ 1 I / / / \ --, - _ r _.- _ �/ /// .1 o , I 1_ - --` \ - - ) / I I / / t - __ / - __ P-4 ce. - U) \ \ _-- __- --, 1 __ I I - __1 "t �:,D __ 11 UJI . ♦W-4 C N I I / / - - _ •- - / I—, ,- "Ii / \ -- - - _ - - - 0 r r. \ '-- _ -- __' -- ----- / / i I 3 ho 5 ` \ ` / , _ - --- - gam - —__ _ . - ___,_'- - / / / /Q) - 1, -1 : ; 1. ._ --- — (j) / / 4 I --- ,,4, - z __ P� _ - , -- - - ____ - / /i J I f / / // - __ ---. __ -- .-..-- - - ___ -._ _ __ - "__ - .--. - \� \. _ - _ / / / * l rI - .. l ?. � Qi __ - ___ __ �• / / / ' ®� `O \ \ \ f I \ \ _- `� -..•- �-"% __.._ __ _.- J/ / / ) Q o l/ I I / ---- '-- ' _ �� .L, -` .. __ _ -IMITS-OF-DISTURB6NCE: �6\ - _ - �'" ` _ . - - - _ i / 1 ~. •-- _ .- _ O N / / _ - - _ RIES - - __ / , LIN�IT OF D\t\STU\RB NCE; \ ! 1 I 1 ` __ ___ -`S1 - / / / l-�1 °' / / /s i' I / / , - _ ..� ..__ - _ 3i.ag� i'' - - _ - -. _ _ ��__' i 3a.zg A RE- \ \ \ 1 -- — __ _ _ __ - - -' / -; / / I I / - -- _. ____ - - i / - - -- / I I --- r I \ \ 1\r 6 0/ / - - --- -- _•--_ __ -- �t \ LOCATIGN OF '\ ♦ n \ \ �. ( r l i Q _ I. I / / �. 0 0 :�a r - A H RACK � -- _ / a�' \ � \ \ \ I — -___ � -� -� I I I• �� �i _ - i D p BELVCHMARK _ - Z_ ` \ \ \ \ -- - _� -' / I I '� ' ! I _ _ _ ._ v "-- \ r - 11 =.�: t'Y ' \ SURLY IRO=519.07 1 � \ I I _ / / ^ ai I I °°� / ti '-- - _ -" i \ 1 I I I I, \ I 1 \\ _� __.. -- O w ' r � I y �l I a I I 1 : I ® w w 1 / �• I 1 U 1 I � I ® 1 i® - JOB N c I \ - - --- 0 I , \ I — I _ N �IC- S _ G R AP I \ \ o N T a: `o: AV r 1 1 I �� \ � _--- 092 .�11) ♦ I \ 0 0 .................: ....:....... / 2 S o �o to i \ ao A 'H IT S \ :W H 8 V) EN \ \ .r r ( C• \ o / I (n / ' rn I�'• I fwa�l ,... \ 1 .- s CALE / . r. / 1 I \ r - \ \ d : ................... S I \ / G \ �.. I \ .L A �G �ari>a:`�: tzKriv .A Q .�GRt1VEi::p I - � `) "'\ r / t / 1 1 I 3 I ,.. SF I \ ` REA�. I \ II�t�/A � \ \ \ sa �. i 'f: • •:::1^ i V) 1 \ .:::....::::::: .......... . ................... .................. l \ \ _____ , C C _ ':-f :?;�: is a.I` - v \ 0 �� _� \ ch1. I 1 ti a / i ^, \ I fi \ / SHEET 1'ICJ. Q. 1 \ \ .................. ..... •� .... - .. .. .. ...... ..,�. , 1 \ \ \ \ ................ .. _ ... � W L2 .. .. .. r., .,. c / 1 - / / / I E �O-1 �j \�\ \ r , x\ L - � \ � -Ci . ...... . . j -P N P LIA4)TS ,6F CtEARING /"0 -/N \----.,..---...EROSIONANDSEDIMENT \ �\ \� �\ �` `OL PLAN - PHASES I & H \ \ \ \ SCALE. 1 6 0' TP\ PROTE6 N \ r - '` \ \ - - c c F" -R8 'JACKING- -\A 7' LIMITS OFDISTURB AN CE: ROT 32-19 ACRES EXISTING GROUND z Ell r BOTTOM OF BASIN ELEV. 460.00- Sediment Basin Design #1 NN.TWISPILLWAY CREST OF EMERGENCY 2'MTHOUT SPILLWAY drainage area (acres) 18.52 DESIGN HIGH WATER (zs err STORM MV.) basin volumes: (using 2' contour intervals) elevation (ft) contour area (sf) volume(cy) ' ON 432 12813 0 MIN1.0 , RISER CREST 434 16349 1,077 •OW' STORAGE DEWATERING ....... ..... OVICE 436 20112 2,425 438 24101 4,061 WET ' STORAGE 440 28317 6,000 RII SW WERE)MC (TO 34 C.Y./ AC wet storage: wet storage required (cy) (67*DA) 1241 de ' sign high water 438.0 dewatering orifice elevation (ft) 434.2 top of dam (ft) 440.0 wet storage provided at this elevation (cy) 1241 top width of dam (ft)) 10.0 available volume before cleanout (cy) (34*DA) 630 bottom of basin (ft) 432.0 62)Q29" cleanout elevation (ft) 433.2 approx bottom dimensions: distance from cleanout to orifice (ft) (> T) 1.1 upstream face slope: 2:1 downstream face skope: 3:1 dry storage: dry storage required (cy) (67*DA) 1241 baffles. YES principle spillway crest (ft) 436.07 length of flow, L (ft) 170 dry storage provided at this elevation (cy) 1241 effective width, We (ft) ill diameter of dewatering orifice (in) 10.0 L / We (baffles reqluired if < 2) 1.5 diameter of flexible tubing (in) (orifice+Z') 12.0 YES collars: depth of water at sp)jIlway crest (ft) 4.07 runoff. C (use 0.45 for bare earth) 0.45 slope of upstream f8ace (Z1) 2 tc (min) 17 slope of barrel (8b), 0.60% I 2yr 3.2 Q 2yr 26.9 length of barrel in staturated zone (Ls) 24.91 1 25yr 4.8 Q 25yr 44.0 number collars reqwired 2 dimension of collars 4.Zx4.2' principle spillway: available head (ft) 1.70 emergency spillwayr: NO diameter riser (in) 36 required capacity ((Q25-Qp) (cfs) NIA spillway capacity, Qp (cfs) 44.0 bottom width (ft) NIA diameter trash rack (in) 54 slope of e)dst channel (ft/ft)N(A barrel length (ft) 70 minimun length of e,,;dt channel (ft) NIA head on barrel through embankment (ft) 6.0 crest of spillway (ft)l NIA diameter of barrel (in) 30 SEDMENT BASIN ±1\ GALE: I - ------ ------- N 15 BAFFLE � --J X 4 60�... F SEDIMENT BASIN 3 101-501L NTS EMBANKMENT HEIGHT 10' 10, 42" DIA. 15" HIGH TOP OF DAM ELEIV = 16 GA. GAL V. STEEL 25 YR. STORM 2.0" MIN. ANTI -VORTEX DEVICE ELEV = 470.00' 1.0" MIN. IV > 30" DIA. CMP RISER SER TOP ELEV=468.00' CLAY CORED DAM KEYED IN WET VOLUME ELEV THE EXISTING GROUND REQUIRED = 461.94' 1' SCARIFIED KEY FOR 7" DIA. DEWATERING SOIL COHESION DEVICE 1,NV. OUT = 459.75' UPSTREAM 9TOE OF DAM EXISTING GROUND FL F V MIN. JO" COMPACTED SOIL OR A GGREGA TE OVER 4" CMP BASE PLATE 0.54%, L=46' 5'x5'x1.5' THICK CONC. IN V IN = (2) 4.5 ' X 4.5' GAL V. STEEL BASE PLATE 460. 00' ANTI -SEEP COLLARS Sediment Basin 3 Design MR 1' WI SPILLWAY 2' WITHOUT CREST OF EMEROENCY SPILLWAY drainage area (acres) 12.5 DESIGN HIGH WATER basin volurnev. (using 2' contour intervals) STORM 00) elevation (ft) contour area (sf) volume(cy) 1 r 0.6' 460 10767 0 . ' MIN1.0 462 12519 862 RISER CREST 464 14399 1,858 DW' STORAGE . ........ ... .. 466 16385 2,997• ........... WEr STOWE ...... ... ... .... ........ ... ... .......... ...... ... 468 18471 4,287 470 20659 5,736 S�%Etq CLEMOUT POIM SE REDUCO 472 22M 7,350 TO 34 C.YTO./WACRE) wet storage: met storage required (cy) (67*DA) 838 design high water 470.00 dewatering orifice elevation (ft) 4604.00 top of dam (ft) 472.0 wet storage provided at this elevation (cy) 11858 top width of dam (ft) 10.0 available w4ume before cleanout (cy) (34*DA) 426 bottom of basin (ft) 460.0 cleanout elevation (ft) 46$0.97 approx bottom dimensions: 92'X1 15' distance from cleanout to orifice (ft) (> l) 3.0 upstream face slope: 2:1 downstream face slope: 3:1 dry storage: dry storage required (cy) (67*DA) 838 baffles: YES principle spillway crest (ft) 46#8.00 length of flow, L (ft) 90 dry storage provided at this elevation (cy) 2429 effective width, We (ft) 128 diameter of dewatering orifice (in) 7.0 L / We (baffles required if < 2) 0.7 diameter of flexible tubing (in) (orifice+Z') 9.0 collars: YES runoff: depth of water at spillway crest (ft) 8 C (use 0.45 for bare earth) 0.45 slope of upstream face (Z 1) 2 to (min) 17 slope of barrel (Sb) 0.54% 1 2yr 3.2 Q 2yr 18.0 length of barrel in saturated zone (Ls) 49.07 1 25yr 4.8 Q 26yr 29.7 number collars required 2 dimension of collars 4.5x4.6 principle spillway: available head (ft) 1.7 emergency spillway: NO diameter riser (in) 30 required capacity (C264p) (cfs) N/A spillway capacity, Qp (cfs) 29.7 bottom width (ft) NIA diameter trash rack (in) 42 slope of exist channel (ft/ft) N/A barrel length (ft) 46 minimun length of exit channel (ft) N/A head on barrel through embankment (ft) 11.3 crest of spillway (ft) NIA diameter of barrel (in) 24 LEGEND LEGEND LIMITS OF LAND DIST. CRITICAL SLOPES DIVERSION DIKE PHASING LIMITS BOUNDARY LINE - - - - - - - - - - 100'STREAM BUFFER SILT FENCE DRAINAGE AREA EXISTING TREE LINE DIRECTION OF FLOW . . . . . . . . . . . . 3-oo YEAR FLOODPLAIN -653.75- PROPOSED CONTOUR 'gi W SOILS LINE "AM IMPACTED CRITICAL SLOPES SAFETY FENCE Aro� TH o7 X 0 SCOTT R. COLLINS�� U Lic. No. 035791. IONAL TREE PROTECTION STREAM z LU SEDIMENT BASIN TOPSOIL 8 EXISTING GROUND NTS HEIGHT 8' LU x x z W x x UNKMENT U O P 54" DIA. 17" HIGH 0 U 8 < o6 TOP OF DAM ELEV. =44t 14 GA. GAL V STEEL z r r 8- 25 YR, STORM A1VT1- VORTEX DEVICE 2.0' MIN. 0 E < z 81 z b a > EL V. = 4,38flt)' U) ;V U U 0 U (D 1.' A =111 RISER TOP ELEV=436.07' 0MINDIA. CMP RISER z (1) LLj Z Z Z WET VOLUME ELEV REQUIRED = 434-24' 1' SCARIFIED KEY FOR 0 a zo U) -j < LU Q� a W oc a 0 U III .0, 10"' DIA. DEWATERING SOIL COHESION r- .0a z < < Z V) II III DEVICE INV OUT = 431.65' iu> ce z 0 z 0 Ln LU CY-1 UPSTREAM TOE OF DAM EXISTING GROUND U) EV 432. 00 > < < MIN. JO COMPA C TED Lie, CO U) 03 M Ln 0 U) BOTTOM OF BASIN OR AGGREGATE OVER SOIL W uj U-) ELEV. = 432.00 BASE PLATE,__, C13 6'x6CLAY CORED DAM 'xl.5' THICK CONC. KEYED INTO THE U) W BASE PL A TE EXISTING GROUND ce (2) 4.2' X 4.2' GAL V STEEL ANTI -SEEP COLLARS 30" CMP @ 0.50%, L=70' 3AFF,LE, do N ALE: I J$ = 20 o f3mmis 01 0 AML J F- F-W -t E or LL Z J o Z) 2 d LAJ C'-4 U LL' L.Li o-6 LLJ 0 U) U tTj CL Q C/) Uj 0 Q) z 0 L9 P-4 Uj CL So IMF x Q 0 :3 q) -0 -5- F- 0;' LLJ F- L 0 LJJ Ce Z 0 U U 0 of F (D z C .0 Lij Z� J■ Lli C W 0 z P-4 5 " 0 zl� > U) o6 z Z�� J °0 0 Its U) 0 0 0 - :3 ".4 C Uj U-1 0 0 o > 1-0-1 . qx) z 0 D 00 b IE E LU a JOB NO. 092001 0 SCALE 0 �w AS NOTED L SHEET NO. C :3 [E C-3 Nj Sediment Basin 2 Design PAIN.1'WtSPILLWAY 21WITHOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) 4.91 DESIGN HIGH WATER basin volumes: (using 2' contour intervals) (2$ YR. STORM 8".) elevation (ft) contour area (sf) volume(cy) o,s 500 2036 0 MIN. ,G• T-- -- ---_____ 50 2 3222 193 � RISER CREST 5043222 481 MY SrOR.,GE DEWATERING penu� 506 6120 876 • WET STORAGE 508 7807 1390 SEMVq CLEANOW Sutra �+ tuaa �SYiO`RACERREWCEO wet storage: wet storage required (cy) (67*DA) 329 design high water 506.90 dewatering orifice elevation (ft) 502.95 top of dam (ft) 508.00 wet storage provided at this elevation (cy) 329 top width of dam (ft) 10.0 available volume before cleanout (cy) (34*DA) 167 bottom of basin (ft) 500.00 cleanout elevation (ft) 501.70 approx. bottom dimensions: 129'x2l' distance from cleanout to orifice (ft) (> 1') 1.3 upstream face slope: 2:1 downstream face slope: 3:1 dry storage: dry storage required (cy) (67*DA) 329 baffles: NO principle spillway crest (ft) 504.90 length of flow, L (ft) 95 dry storage provided at this elevation (cy) 329 effective width, We (ft) 47 diameter of dewatering orifice (in) 6.0 L / We (baffles required if < 2) 2.0 diameter of flexible tubing (in) (orifice+2") 8.0 collars: YES runoff depth of water at spillway crest (ft) 4.9 C (use 0.45 for bare earth) 0.45 slope of upstream face (Z1) 2 tc (min) 10 slope of barrel (Sb) 0.50% 12yr 4.1 Q 2yr 9.06 length of barrel in saturated zone (Ls) 29.98 125yr 6.0 Q 25yr 14.58 number collars required 2 dimension of collars 3.5'x3.5' principle spillway: available head (ft) 1.0 emergency spillway: NO diameter riser (in) 24 required capacity (Q25-Qp) (cfs) NIA spillway capacity, Qp (cfs) 14.58 bottom width (ft) N/A diameter trash rack (in) 36 slope of exist channel (ft/ft) N/A barrel length (ft) 32 minimun length of exit channel (ft) N/A head on barrel through embankment (ft) 5.9 crest of spillway (ft) N/A diameter of barrel (in) 18 _ SEDIMENT BASIN TOPSOIL EXISTING GROUND NTS EMBANKMENT HEIGHT 6' 10 '"" J6" DIA. 13" HIGH TOP OF DAIM ELEV. = 16 GA. GAL V STEEL 25 YR. STORM 2.0' MIN. ANT! -VORTEX DEVICE N W `I I_ ELEV = 505.90' 1.0' MIN. " i--Ill- RISER TOP ELEV.=504.90 .24 DIA. CMP RISER 111-� WET VOLUME ELEV III 1' SCARIFIED KEY FOR I -III- REQUIRED = 502.95 0' / SOIL COHESION I LII l u l l 6" DIA. DEWA TEIRING DEVICE INV. OUT = 499.84' - UPSTREAM TOE OF DAM EXISTING GROUND FI FV = fi00.00 __ - Q MIN. 30" COMPACTED ' y'���!_I�_!=, , ', Y BOTTOM OF BASIN SOIL OR AGGREGATE 01VER ELEV. = 500.00 BASE PL)AATE CLAY CORED DAM 4 x4 xl.5' THICK CONC. KEYED INTO THE BASE PLATE EXISTING GROUND (2) 3.5 ANTI- L SEEPCOLLARS ' 18 CMP @ 0.50%, L=32 N d" TH SCOTT R, COLLINS� 7 Lie. No. 035791,E Ift _1oNAL E i2 z Lu Z Z O U) O O U U a5 O � D lQ- UU O > o G 2 2 Z W = U 4 Ca J W W (1)Z U z H H Q Ce o o U) N m m Z Uj O can cn u> ce m U) W W Z l7 z w L�1 t4 r nl a, rn a o Pr. L') N N C) 06 z � Fy �w :' Z V(D -0z y , W "4V O V) { � z_ w�.r/ v J 'o iq) o U 0 � o LLJo� UJ ® O � 0 0 N V) CL X x 4• 3 v o �� L.�Uzip os U S 00) Y T_Y �a C� ,jj C: .0 ,o o v z LIJ � C: z0 L ZI w0 In 0 z � C 0�a U 'o m1 II"�II O ®O q) L �4 0 U 4�r � Q � > 0 > O ® N V x O � O C C N S� W '-' w , 6 O o '> U) v JOB N0. 092+001 o y o SCALE AS NOTE® v � o c � o � SHEET' NO. o- ESC-3A N Q v t C I- 0 29 OSION & SEDIMENT EROSION CONTROL HANDBIOOKRSPECInCA NON NUMBER 7ROL X` (STB) G-LTA-�► STRAW BAIL BARRIER 3.04 D V TEMPORARY DIVERSION DIKE 3.09 - ST TEMPORARY SEDIMENT TRAP 3.13 SB SEDIMENT BASIN 314 lP -- INLET PR07EC77ON 3.07 SFX SILT FENCE 3.05 X X CE 100 00NS7RUC77ON ENTRANCE 3.02 CD CHECK DAM 3.20 FD Pr TEMPORARY FILL DIVERSION 3.10 DV DIVERSION 3.12 PS PS PERMANENT SEEDING 3.32 TO TO TOPSOILING 3.30 C1P CULVERT INLET PR07E'C77ON 3.08 DC DC DUST CONTROL 3.J9 TEMPORARY SLOPE DRAIN 3.15 SA SAFETY FENCE 3.01 3J RW I�M�YeI�■rt TEMPORARY RIGHT-OF-WAY 311 DIVERSION TOTAL LBS GENERA! S OPE (11OR LESSI PER ACRE KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP 20 LBS. S A N,ei 8WM CR3OP 150 LBS FEBRUARY 16 THROUGH APRIL ANNUAL RYE MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET AUGUST 16 THROUGH OCTOBER ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15 WINTER RYE NOTES: 1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32. 2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35, aPS PERMANENT SEEDING SCHEDULE NO SCALE (STD. & SPEC. 3.32 OF VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK, 3RD ED.) 1. SET POSTS AND EXCAVA7E A 4"X4" 7RENCH UPSLOPE ALONG 7HE LINE OF POSTS. FLOW _ II-IIIIIIIi�Il1-u c 14V f 9 V ~ pow O tAK AIDS 4V WF OW W PA11I1M?! . NOTE: ACSA WILL DETERMINE THE METHOD OF SUPPLYING THE WASH RACK WOODEN STAKESTEL POST , LE OTH - 5 WIN. DACKVT , AND COMP C7TEED 4'x4" TRENCH J SIL T FENCE SF Wi7710 T HME SUPPQ .05- NO SCALE 2. STAPLE WIRE FENCING TO THE POSTS, J. ATTACH THE FILTER FABRIC TO THE WiRE FENCE AND► EXTEND IT INTO THE 7RENCH.. 2"x4" W"iW FRAME 1.5' MAX COMPACTED SOTi - OK FL ALBEMARLE COUNTY NOTES FOR EROSION CONTROL EROSION CONTROL NOTES & NARRATIVE CONT. , i Inlet Protection (3.(77) 7. ONCE ALL THE EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE :S-1: Unless otherwise indicated, all vegetative and structural erosion and sediment control A temporary sediment filter around a storm inlet or curb inlet, in order to prevent radices will be constructed and maintained according to minimum standards and P y EROSION CONTROL PLAN AND THE COUNTY INSPECTOR HAS APPROVED THE EROSION P g sediment from entering storm drainage systems prior to permanent stabilization of the CON7ROL MEASURES, THE CONTRACTOR CAN CLEAR AND GRADE 774E ROAD. STABILIZATION specifications of the V7 airLio Erosion and Sediment Control Handbook and the Virginia disturbed area. MEASURES SHALL BE APPLIED TO EARTHEN S7RUC7URES SUCH AS DAMS, DIKES, AND Regulations VR 625-02-00 erosion and sediment control regulations. g DIVERSIONS IMMEDIATELY AFTER INSTALLA770N. ALL SEDIMENT LADEN RUN-OFF SHALL BE :S-2: The plan approving authority must be notified one week prior to the pre-constructionecificnlication: Inlet protection will be used around all storm drainage inlets and curb conference, one week prior to the commencement of land disturbing activity, and one inlets. DIREC7E'D TO THE SEDIMENT BASIN WITH DIVERSION DIKES, SILT FENCE, OR STORM SEWER, AS SHOWN ON THE EROSION CONTROL PLANS ALL DISTURBED AREAS ARE TO DRAIN TO week prior to the final inspection. APPROVED SEDIMENT CONTROL MEASURES AT ALL 77MES DURING LAND DISTURBING All erosion and sediment control measures are to be placed prior to or as the first step eL Temporary Diversion Dike (3.09) ACTIVITIES AND DURING S17E DEVELOPMENT UNTIL FINAL STABILIZA7ON IS ACHIEVED. in clearing.8. ROUGH GRADE ROADS TO 7HE CONTOURS AS SHOWN ON PHASE ll OF THE EROSION A temporary ridge of compacted soil constructed at the top or base of a sloping CONTROL PLAN. :S--4: A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. disturbed area. Used to divert sediment -laden runoff from a disturbed area to a 9. IN ADDITION, SPECIAL CARE SHOULD BE GIVEN TO ANY GRADING AC77Vl1Y NEAR OR Prior to commencingland disturbing activities in areas other than indicated on these stabilized outlet. WITHIN THE CRl7TCAL SLOPES AND TEAM BUFFER AREAS. 9 10. INSTALL THE STORM SEWER FOR THE PROJECT, USING INTERMEDIATE INLET PR07EC770N plans (including but not /invited to, off -site borrow or waste areas). The contractor shall SOecific Application: Diversion Dikes wi/! be used to divert runoff away from the disturbed TO PR07ECT THE END OF THE PIPES 7HE STORM SEWER, W17H INLET PROTFC770N, SHALL submit a supplementary erosion control plan to the owner for review and approval by the areas of construction. NOW DIRECT RUNOFF INTO 7HE PROPOSED SEDIMENT BASINS. ADDITIONALLY, THE DIVERSION plan approving authority. DIKES SHALL CON77NUE TO DRAIN THE RUN-OFF TO 774E SEDIMENT BASINS :S-6. The contractor is responsible for installation of any additional erosion control measures f . Outlet Protection 3.18Z 11. INSTALL ALL REMAINING PHASE 11 EROSION AND SEDIMENT CONTROL MEASURES. FINE necessary to prevent erosion and sedimentation as determined by the plan approving ~� ( GRADE, INSTALL CURB & GUTTER, INSTALL SIDEWALKS, SEED, AND FERTILIZE THE DENUDED authority. Structurally lined aprons or other acceptable energy dissipating devices placed at the AREAS INSTALL INLETS AND INSTALL INLET PROTECTION AS SHOWN ON THE PLANS All disturbed areas are to drain to approved sediment control measures at all times outlets of pipes or paved channel sections. To prevent scour at stormwater outlets and 12. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS during land disturbing activities and during site development until final stabilization is minimize downstream erosion. WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY POR77ON OF THE SITE. achieved. S ecific A I/cation: This form of protection shall be performed on all stormwater outlets TEMPORARY SOiL STABILIZA7ON SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS P pP P P THAT MAY NOT BE AT FiNAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR During dewatering operations, water will be pumped into an approved water filtering by using riprap. LONGER THAN 30 DAYS. PERMANENT STABILIZA7ON SHALL. BE APPLIED TO AREAS THAT device. ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. :S-9. The contractor shall inspect erosion control measures periodically and after each run-off 13. INSTALL STONE BASE AND PAVE ROADS producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness Tempora��Se ding (331) 14. ONCE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, THE Of the erosion control devices shall be made immediately. The establishment of a temporary vegetative cover on disturbed areas by seeding with CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES NO 17EM SHALL BE REMOVED appropriate rapidly growing annual plants. This protects slopes exposed during construction UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE COUNTY INSPECTOR GIVES EROSION AND SEDIMENT CONTROL MEASURES until permanent vegetative cover can be established. Temporary seeding will apply to all PERMISSION. a Safet Fence 3.Q g g y ( ) y 15. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE WRGINIA EROSION AND � e ( areas on the site, that will not be brought to final grade for periods of thirty 30 days to SEDIMENT CON7ROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE COUNTY ENGINEER A protective barrier consisting of polyethylene web secured to a conventional metal post one year. Selection of the appropriate seed mixture depends upon the time of year it is IN ACCORDANCE WITH THE WRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. driven into the ground a minimum of 18 inches. Posts should be spaced at 6-foot to be applied See schedule on E&S details sheet. 16. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED PP ( .� WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER 774E TEMPORARY MEASURES centers. Used to prevent undesirable use of an erosion control measure by the public. To Specific Application: Temporary seeding shall be applied to all denuded areas prior to ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM prevent access to an erosion control measure. permanent stabilization in the form of either hardscope or permanent seeding. Temporary ADMINIS7RATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM Specific Application: Safety fence will be used around all sediment traps and basins. seeding shall be used on all fill slopes and diversions. THE PREVENT FU77ON OF TEMPORARY EROSION AND SE SURE SHA770NLL BE PERMANENTLY STABILIZED TO 4L Paved Wash Rack Construction Entrance (3.02) Permanent Seeding (332) �'�1�'1 A seventy (70) foot paved section shall be installed at the point of vehicular ingress and Establishment of perennial vegetative cover by planting seed on rough -graded areas that ,CS trPrN�iRAL NOTES egress on the construction site. This paved area shall be used for washing sediment from will not be brought to final grade for a year or more or where permanent, long-lived GENERAL CONSTRUCTON NOTES FOR EROSION AND SEDIMENT CONTROL vehicles exiting the site. Where sediment is transported onto a public road surface, the vegetative cover is needed on fine -graded areas. PLANS road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from Specific Application: Permanent seeding will be applied to all portions of disturbed area. 1. 7HE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK the roads by shoveling or sweeping and transported y to a sediment control disposal area. PRIOR TO 774E PRE CONSTRUCTION CONFERENCE, ONE WEEK PRIOR Street washing shall be allowed only after sediment is .removed in, this manner. This 11 Dust Control (3.39) TO THE. COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. provision shall apply to individual subdivision lots as well as larger land disturbing activities. Reducing surface air movement of dust during land disturbances, demolition or construction 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE Sgecific Application: A construction entrance shall be placed at the end of existing activities in areas subject to dust problems in order to prevent soll loss and reduce the CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE WRGINIA EROSION AND Boulders Drive. presence of potentially harmful airborne substance. SEDIMENT CONTROL HANDBOOK AND WRGINIA REGULATIONS VR Specific App//cation: Dust control shall be applied as necessary if time requires. 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. Silt Fence (3.05) J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE A temporary sediment barrier consistingof synthetic filter fabric stretched across and PERMANENT STABILIZATION PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. P y y After construction is completed, all disturbed areas of the site will be limed, fertilized, and seeded as per 4• A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN attached to supporting posts and entrenched. Used to prevent sediment from leaving the SHALL BE MAINTAINED ON 7HE S17F AT ALL TIMES current VDOT standards. This shall consist of the following; 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS site. To decrease the velocity of sheet flows. Topsoil - 2" depth Specific Application: Silt fence will be used at the foot of the cut /fill slopes. Lime - 2 tons/acre OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-S17E BORROW OR WASTE AREAS), THE Fertilizer - 600 lbs./acre of 15-JO-15 CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL Seed - Ernst 5311 conservation seed mix - Ernmx-114 (45 lbs./acre pennlawn creeping red fescue, 37.5 PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY 7HE PLAN Ibs/acre orgile ken fucky bluegrass, 37.5 lbs./acre park ken tacky bluegrass, 15 dbs./acre annual ryegross & 15 APPROVING AUTHORITY. DROP 1NLEr liko acre pleasure perennial ryegross) or acceptable alternate. 6. THE CONTRACTOR /S RESPONSIBLE FOR INSTALLATION OF ANY """ CRATE ADDITIONAL EROSION CON7ROL MEASURES NECESSARY TO PREVENT FRAME 0P ref QUTL QQM770NS C� After these areas are stabilized, they will be mowed and maintained on a regular basis. EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN NO SCALE 3.1s--1 APPROVING AUTHORITY. tF w�t TN�rER MAINTENANCE 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT SEDIMENT In general, all erosion and sediment control measures will be checked daily and after each significant rainfall. CONTROL MEASURES AT ALL 77MES DURING LAND DISTURBING 01 fG0W FlLiERED WA MR Specific attention will be given to the following items: ACTIVITIES AND DURING S17E" DEVELOPMENT UN77L FINAL MI" A. Sediment basins and/ar traps will be cleaned and maintained in accordance with the Virginia Erosion STABiLiZA77ON IS ACHIEVED. CATER Y�%�!�` f & Sediment Control Handbook. Sediment traps will be checked regularly for sediment cleanout. 8. DURING DEWA7ERING OPERATIONS, WATER WILL BE PUMPED INTO AN ArC0RNERs i,��,� �,%i`..\, P g y APPROVED FILTERING DEVICE. ��� ��� ��� B. All gravel outlets will be checked regularly for sediment buildup that will prevent proper drainage. If S�ME'rr the ravel is clogged b sediment, the ravel will be removed and cleaned, or it will ,be replaced, 9E CONTRACTOR SHALL INSPECT ALL EROSION CONTROL mIRW 'X STUD \ C. All siltfence barriers will be checked regularly for undermining or deterioration of the fabric and MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING PERSPEC77VE VIEWS `+cuRe IxEr g �' g RAINFALL EVENT ANY NECESSARY REPAIRS OR CLEANUP TO repaired as required. Sediment shall be removed when the level of sediment deposition reached MAINTAIN THE EFFEC77VENESS OF THE EROSION CONTROL DEVICES ",,"-CURB half way to the top of the barrier. SHALL BE MADE IMMEDIATELY. D. All seeded areas will be checked regularly to see that a good stand is maintained. Areas should be 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED fertilized and reseeded as needed. BORROW AREA. 11. ALL WASTE' MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE DISPOSI RON OF TEMPORARY MEASURES AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF All temporary erosion and sediment control measures, including the temporary sediment basins, shall be ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. removed within 30 days after final site stabilization is achieved or after the temmporary measures are no 12• BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS CONCRETE BLOCK longer needed, unless otherwise authorized b the local program administrator. Trapped sediment and other OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. MIRES ___ g y P 9 PP 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE q��,q� disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to Wl7H SECTION 13-301 OF THE CODE OF ALBEMARLE. ELF_ AN ORIENTATION D , CRAM 5 sNAtt BE ,vaA f JM7 arAwrc+ FILTER prevent further erosion and sedimentation. 14. BORROW, FILL OR WASTE` ACTIVITY INVOLVING INDUS7RiAL-TYPE DR J(5 COARSE AC+f,YifGA POWER EQUIPMENT SHALL BE LIMITED TO 174E HOURS OF 7.• OOAM BLOCK &GRAVEL CURB INLET TO o SILT FENCE IP 07_ STORMWA TER MANAGEMENT 9.00PM. IP DROP INLET PROTECTION (3.07-1 SEDIMENT FILE 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A The storm wafer and runoff from the site will be captured and carried in a biofrlter located on site. This NO SCALE. NO SCALE blofilter is sized for water quality and water quantity. SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND .EROSION CONTROL NOTES & NARRATIVE STREET BECAUSE OF SLIDES,V SINKING, OR O COLLAPSEDAMAGE . ANY PUBLIC PURPOSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, THE PURPOSE OF THE LAND DISTURBING AC7VITY IS TO CONSTRUCT A TWO --LANE EN7RANCE" ROAD, TWO REMOVE OR CONVERT TO PERMANENT STORMWAIER MANAGEMENT FACIL177ES WHERE APPLICABLE ALL EROSION CONTROL MEASURES TEMPORARY DWERSION DIVERSION DIKE C.ALCS 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. �i PRIVATE ROADS, A PARKING LOT, AND RETIREMENT HOUSING FOR THE UNIVERSITY VILLAGE RETIREMENT COMMUNITY. THIS PROJECT WILL INVOLVE APPROXIMATELY 31.19 ACRES OF LAND DISTURBANCE AND 10.05 REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, ACRES OF PERMANENT SEEDING. UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. EXLS77NG SITE CONDITIONS: 1 Z TEMPORARY STABILiZA77ON SHALL BE TEMPORARY SEEDING AND 7NE SUBJECT PROPERTY IS LOCATED ON THE EAST SIDE OF ROUTE 29 NORTH, JUST NORTH OF 7HE FEDERAL MULCHING SEEDING iS TO 8E AT 75 LBS/ACRE, AND IN THE GOVERNMENT NGIC COMPLEX, IN ALBEMARLE COUNTY. THIS S17E iS CURRENTLY VACANT LANDi AND, CONSISTS MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX MAINLY OF HARDWOOD TREES WITH SOME OPEN PASTURE LAND. OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH ADJACENT AREAS: AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH 774IS PROJECT IS THE FIRST PHASE OF AN OVERALL PRO DEVELOPMENT PROPERTIES SURROUNDING THE LIMITS AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE OF THE APPROVED PRO ARE ZONED RA, WI7H THE EXCEPTION OF THE PROPERTY IMMEDiA7EL.Y TO THE SOUTH APPLIED AT 8OLBS/1OOSK ALIERNA77VES ARE SUBJECT TO (POR770N OF IMP 33-1D), WHICH IS ZONED CO. AN OFFICE BUILDING COMPLEX TO BE U77L1,'ZED BY NGIC IS APPROVED BY 7HE COUNTY EROSION CONTROL INSPECTOR. UNDER CONSTYUC71ON ON 7H15 SITE. EXIS71NO BOULDERS ROAD TERMINATES AT THE BOUNDARY OF THE 18. PERMANENT STABILIZATON SHALL BE LIME AND FERTILIZER, EXIS77NG NGIC FACILITY. PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE OFFSI7E LAND DISTURBANCE.- LIMES70NE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED NO OFFSITE LAND DISTURBANCE IS PROPOSED. INTO 774E TOP 4-6 INCHES OF SOIL. F-ER7LIZER SHALL BE APPLIED CRITICAL AREAS. AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. HERRING BRANCH CREEK IS DOWNSTREAM OF THE DEVELOPMENT. SPECIAL CARE SHALL BE TAKEN WiTH PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND EROSION CON7ROL MEASURES TO PROTECT 7HE CREEK AND ITS TRIBUTARIES. THE CROSSING OF HERRING CONSIST OF 95X KENTUCKY 31 OR TALL FESCUE AND 0-57. BRANCH CREEK IS NOT PART OF THIS PHASE OF CONS77?UC7iON. IT WILL ALSO REQUIRE A SPECIAL USE PERMIT PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS WHEN THE DEVELOPER IS READY TO CONSTRUCT THE CROSSING. IN ADDI770N, SPECIAL CARE SHALL BE TAKEN TO BE APPLIED AT 80LBS1100SF. ALTERNATIVES ARE SUBJECT TO TO ENSURE SEDIMENT DOES NOT REACH 7HE DOWNS7REAM POND, JUST OFFLINE FROM HERRING BRANCH CREEK. APPROVED BY 7HE COUNTY EROSION CONTROL INSPECTOR. SEQUENCE OF CONSTRUCTION: 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND 1. NOTIFY ALBEMARLE COUNTY ENGINEERING AND PUBLIC WORKS DEPARTMENT TO SCHEDULE A AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO S7RUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT 7RAPS ARE TO BE PRE-CONSTRUC770N MEE77NG AS REQUIRED. 2. FLAG THE CLEARING LIMITS AND WOODED AREA 7HAT iS TO REMAIN. CLEANED WHEN 507- OF THE WET STORAGE VOLUME IS FiLLED WITH J. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONS7RUC770N PROCESS WITHOUT THE SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE APPROVAL FROM THE INSPECTOR ON 774E PROJECT. 4. INSTALL THE PAVED CONS7RUC77ON ENTRANCE AND WASH RACK LOCATED AT THE END OF BOULDERS ROAD. AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE TO BE REMOVED WI7HIN 30 DAYS OF FINAL SITESTABILIZA7ON, CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL SHOVELING R SWEEPING AND TRANSPORTING TO A SEDIMENT CON7ROL DISPOSAL AREA. STREET WASHING BY THE COUNTY EROSION CONTROL INSPECTOR. SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED iN THIS MANNER. 7HIS PROVISION SHALL APPLY TO ALL LAND DISTURBING ACTT Vi77ES. 5. INSTALL THE INi77AL EROSION CON7ROL MEASURES AS SHOWN ON ESC-1. PRIOR TO CLEARING AND GRADING, 7HE CULVERT PIPES SHALL BE INSTALLED ALONG WITH 774E CLEAN WATER DIVERSION BERMS THESE MEASURES ARE DESIGNED TO ENSURE SURFACE WATER IS DIVERTED AROUND THE DISTURBED AREA, REDUCING THE TO R A T POTENTIAL FOR EROSION OF 77-IESE AREAS. INSTALL THE REMAINING SILT FENCE AND DIVERSION DIKES AS THE STORMWATER RUN-OFF FROM 7NE PROJECT SHALL BE COLLECTED AND SHOWN. INSTALL THE 3 SEDIMENT BASINS AND 2 SEDIMENT TRAPS. CONTRACTOR SHALL ADJUST DIVERSIONS 7REATE'D Wl7HiN (1) BIOFILTER AND (1) RETENTION POND LOCATED ON 7HE AS NECESSARY TO ENSURE THAT ON-517E WATER IS 7REA7ED. THESE MEASURES ARE INTENDED TO TRAP PROPERTY OR ADJACENT PROPERTY (ALSO OWNED BY 774E DEVELOPER). SEDIMENT AND SHALL BE CONS7RUC7FD AS A FIRST STEP IN LAND DISTURBANCE AC77VI77ES AND SHALL BE THE BIOFILTFRS SHALL PROVIDE WATER QUALITY AND DETENTION FOR 7HE MADE FUNC77ONAL BEFORE UPSLOPE LAND DIS77JRBANCE TAKES PLACE. THE CON7RACTOR IS TO STAY WITHIN PROJECT. SEE SHEETS SWW-1 AND SWM-2 FOR MORE DETAILS ON THE THE LIMITS OF DISTURBANCE AT ALL 77MES AND ENSURE POS177VE DRAINAGE ALONG ANY MEASURES IN7ENNOED STORMWATER MANAGEMENT TO DIVERT WATER. 6. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CON7ROL PLAN. TH p� Q S� C'OTT R. COLLINS ,U Lic. No. 03579112zl o � I ¢ i i o U , z00 i cr. , I UJ gm U Z w O 9 Q 0 z a O ca a V) (n UJ 0 z 0 Ln w ce a� rn '0o N O N N 00 � v 06 0 c L F 6 ZCL L 0 0 ce o 0 0 Z = U� v 0 v 0 Q) a L1.J o LU T 0 W E 025 0 Z z w Lil z Pr 1 0 w V) ce Z J LIJ 0 0 0 T N a 0 n. U x q) a N w � v V) ro° 092001 0 SCALE ° N/A0 v SHEET NO, a ESC-4