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HomeMy WebLinkAboutWPO201100037 Plan - Stormwater Erosion Control Plan 2011-12-15a a GLENMORE - SECTION K2B GENERAL NOTES OWNER: GLENMORE ASSOCIATES LIMITED PARTNERSHIP COVER 1750 PIPER WA Y EXISTING CONDITIONS KESWICK, VA 22947 UTILITY PLAN TELEPHONE. (434)817— 0525 ENGINEER: COLLINS ENGINEERING ROADS 200 GARRETT STREET, SUITE K DITCH & CULVERT CALCULATIONS CHARLOTTESVILLE, VA 22902 UTILITY PLAN DETAILS TELEPHONE. • (434)987 -1631 UTILITY PROFILES FAX. • (434) 245 -0300 UTILITY PROFILES CONTACT SCOTT COLLINS, P.E. UTILITY PROFILES EMAIL: SCOTT@COLLINS— ENGINEERING.COM DITCH PROFILES 11 TAX MAP NO.: 093A5 -00 -00 -00100 E &S PLAN AREA: 46.281 AC. E &S PLAN ZONING: PRD TAX MAP : NO.: 09400 -00 -00 -01600 SWM PLAN AREA: 52.500 AC. -' ZONING: PRD USE.- SINGLE —FAMIL Y RESIDENTIAL SUBDIVISION STREETS: CURB & GUTTER TOPOGRAPHY TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR COMMONWEALTH LAND SURVEYING, LLC g" IN MARCH, 2011. -- VEGET 11. TION: ROLLING GRASS FIELD WITH EXISTING TREES 1 , Y� 8 t ^u f ;f l 1 WATER &SEWER PLAN JUNE 13, 2011 SCOTTSVILLE DISTRICT ALBEMARLE COUNTY, VIRGINIA LOT 16 LOT 15 f LOT 14 'F LOT 13 I - LOT 12 (( TMP 94 -16 ` ;LENMORE ASSOCIATES (( TMP 93A5 -1 LIMITED PARTNERSHIP n ( GLENMORE ASSOCIATES ZONE: PRD i LOT 11 - LIMITED PARTNERSHIP .. / ZONE: PRD — — % LOT 10 / LOT 9 LOT 8 / ! LOT 7 _ I• -- T�/ 1-0f6 ---_ _ — / r ,.. (( LOT 5 LOT 41 (( / LOT 3 i (( TMP 94 -15 LOT 2 i' / SANSOVICH DEVELOPMENT, LLC (( / D.B. 3863, PG. 337 LOT 1 -. _ w w w w „k�. TMP f94 -15A3 j RICHAFRD E. OR STACY A. AUSTIN \ \ TMP 93A1 -1 _ D.B. 386;3, PG. 396 \ \ GLENMORE ASSOCIATES ` LIMITED PARTNERSHIP — — — — — p D.B. 1717, PG. 423 t SHEET LAYOUT SCALE: 1” ='200' CURRENT OWNER /DEVELOPER GLENMORE ASSOCIATES LIMITED PARTNERSHIP 1750 PIPER WAY KESWICK, VA',22947, ENGINEER COLLINS ENGINEERING 200 GARRETT STREET, SUITE- K CHARLOTTESVILLE, VA 22902 434.293.3719 J (A�y 1 VICINITY MAP SCALE: 1" = 2000' APPROWD rr ! by County `���� "' �i4Yllf•rl'u��'i' Ia�:�Jt�i t � �� d n xr� i Sheet List Table Sheet = ��.71�aer Sheet Title DRI VEWA Y CUL VERT COVER 2 EXISTING CONDITIONS 3 UTILITY PLAN 4 UTILITY PLAN LEGEND ROADS " DITCH & CULVERT CALCULATIONS 6 UTILITY PLAN DETAILS 7 UTILITY PROFILES •8 UTILITY PROFILES CUL VERT -;�' UTILITY PROFILES 10 DITCH PROFILES 11 E &S NARRATIVE AND COMPUTATIONS 12 E &S PLAN 13, E &S PLAN 114 E &S DETAILS & CALCULATIONS 15 SWM PLAN -' SWM DETAILS & CALCULATIONS SWM DETAILS & CALCULATIONS ,., ____ ,,, EARTH DITCH i DRI VEWA Y CUL VERT r~ BENCH MARK CLEARING LIMITS S- VDOT STANDARD STOP SIGN -- - - - - -- 200-- - - - - -- LEGEND ROADS PROPOSED CONTOUR 240.55 PROPOSED SPOT ELEVATION .� -- EXISTING CUL�ERT U T/B DENOTES TOP OF BOX ` CUL VERT -;�' DROP 'INLET & STRUCTURE Na CURB c L i CURB & GUTTER ce PROPOSED PAVEMENT -' EC -3A D: TCH ; 6 DEPTH OF EC,-'JA DITCH EC -2 DITCH , g" DEPTH OF E_G -2 DITCH ,., ____ ,,, EARTH DITCH i DRI VEWA Y CUL VERT r~ BENCH MARK CLEARING LIMITS S- VDOT STANDARD STOP SIGN -- - - - - -- 200-- - - - - -- EXISTING CONTOUR 0u) PROPOSED CONTOUR 240.55 PROPOSED SPOT ELEVATION .� -- 7BC DENOTES TOP /BACK OF CURB U T/B DENOTES TOP OF BOX ` s. .cAn SCOT~ ' i -COLLINS Lic. ,ti,J. 035791 ur r ° z F c 5 O Q LU U) aC a Ix m0- a � u <C w o C w > ° w u p � a w _ U) j � c UJI —11 Q to M p 4 1� LuM M Zc;-N Z N �••. m O W -0 w 3� N y W w N w �z /w v� v_1 -0z -w rr .~ o z ^ ' o w z -0- o a L � Q � U L9W L W U N H Q W C) L � Q q, x 0 ° v v Uo M oo �r W x N ° v � 0 0, :,Y- L° a U ul H H CD� w� w ° K U z o z C/� W ILL] ; 1111 J 1 w W 0 O n J � °L L z x0 U I.1-1 W w L O C> ° K�I W O w Q) c U v JOB NO. v°, ll 102054 2 SCALE AS NOTED 6 0 Q SHEET NO v a 1 v >. � e z O i r~ W m ` c Z o O � _1 ` 0u) > H e c U ` c c c c L i c ce c ur r ° z F c 5 O Q LU U) aC a Ix m0- a � u <C w o C w > ° w u p � a w _ U) j � c UJI —11 Q to M p 4 1� LuM M Zc;-N Z N �••. m O W -0 w 3� N y W w N w �z /w v� v_1 -0z -w rr .~ o z ^ ' o w z -0- o a L � Q � U L9W L W U N H Q W C) L � Q q, x 0 ° v v Uo M oo �r W x N ° v � 0 0, :,Y- L° a U ul H H CD� w� w ° K U z o z C/� W ILL] ; 1111 J 1 w W 0 O n J � °L L z x0 U I.1-1 W w L O C> ° K�I W O w Q) c U v JOB NO. v°, ll 102054 2 SCALE AS NOTED 6 0 Q SHEET NO v a 1 v >. � e I �'` \l /l/ ll ilj / /iil/ �f ��)1 a I 1 I 1 °I /// 1 �� >' l f 1 ` � ` - -- - \-� = = \ -_ _=_ _____ _- __-_�_ _ � ---_ -- , , /i % i , ; ' %/ l l l / / �� ' ; ��° % . - _ _ _\ - - I ___, _ \ 1 `1 ( // / i J / / l � / / \, \ \ \ \\ , ,- - -- - -- -- - -- 3-ro -- - - --- / % / / i /, / ' i l / / / / / / // / � / -- 1 - S 83 °39'53" E 1 L ___ ___�_ �\ -- Q� % + � / l l l / /// //l � 1111 /// //////ll /l/ l l / � , \ ( � - \, \ \ � __ __ _ ___ _- - _ �- _ - _ - - / / /� ; / � i / i / � J / l / / / / // - 79.35' / f I I / �_ -.� -- � �l ' ' I�/ / N///�/////,/ / 6 1 \ � \ \ \\ ` \ \� ` ~\ �- -- -� - -- �__ I� ) / / // / �% // // / //' / / / / ' / / / / / ! / / /� i `r_ / )� I �- -' f ---- ` _ \ _ __ � II \ ��a \ ) - , , / i i , i / / l l l l / // i w �, I I __11 / _ I ( / \ \ \ \ \\ \ \. - /�- /j % Z, , z i� !� // / / / / l / / / o - / .'i _ \ / I 0 SCOTT . 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WATERLINE / i / , \ \ -- w P..q z bi \ \ / -, r,` / , / l / / / J / / / UJ Ld _� / / 0.807 ACRES .N / i j I ` W / PROPOSED FIRE / / J \ ! / HYDRANT ASSEMBLY /- / r x /� /' / % i / / i / \_ o STA. 26 +30 �� �� /i% 1 / / / \ w W o / O L a jr \ / q) CULVERT #4 12" RCP / 30.00 @ 0.83% l - - \ \� \ \ _ � / (2)12" INLINE G.V. / / / / / / / / / % /� / /i U / INV IN = 359.25 _ _ / / / / / / / / / % / % / w uj z / INV OUT = 359.00 — - / / / / �" / / / / / / �/ / �i / / tV a u _ o w m / SEE DITCH & CULVERTS SHEET \ / / / c \ , / / / / / / / / / / / / / / / / / / / JOB NO. u FOR DESIGN INFORMATION i , , / �\ \ • l , / 102054 \ ± / / / / / / / / / , / / ' / I ' / / / / / / / / SCALE / / / ,� / / / / / / / / f / r / / 1 It =40 / / / / / / / SHEET NO a //��// �//�/$/////))) 1;11 °I i /// ' I �`\1 / / / - _ -' `_ - ' ; -__ _ _ ' --- .---- __ / / �' / �' '' / 'J /1 fl l' l l % %% � " / , � ' - -- - -- - -- -- // -- = __ --- 3�- \ f_ / ,) )III 1 1 / -_ - _ -_ __ -___y -/ / /� /� ; , / l�l /,' � _ _ - -__ III - __ H 1 I, 1 1 // �//��//////// ' / � I I ' / / � \ \ ` \ _ - -- - - -- - --_ -_ - -310 - - -- - - --- /, / / / /' /; /, / / / / % / / / / ' /j ' / ' - - -�- -- �• + / I L_ ___ -_- - \ \ O� / t �// /, / / / /� / // / / /// / (%�/ , / \ \ , \ \� _ - ^__ _ -- _- ! " //� 'i j % / ' / / / / 11 / 'j /�' i I' l� / _ __ � ' I �rll `lull ////////,// i I °l� ��� �\ \ \ _ _ - �� /i �- ! / /, �, l l l l / / / - �- / �I I _ __ _, o �� \ ' I I I Project Name: Glenmore Lots 1 -16 Job Number: 112054 Designed By: AML - _ _ 1, V, 1\ I( I I I I I I( I ` DITCH #: 1 Max S 5.0°x" Max V= 3.0fps MaxV= 5.0fps I ' ,\\ \ 11;1 I Ii IOU 1 1IIf III II � II / / jIi� �,��l 111111 + '11+I 11(� __II(� \ 11(��-,\\\\ / \ \ i / / / / /)�M Sta From Sta To T° (min) C Value Area (ac.) CA ccu 12, (in/hr) Q2 ' (cfs) Slope (ft /ft) Earth (n=0.03) Jute(Sod) (n=0.05) Paved (n�.O1S) Ito ( in/hr) Qio (cfs) Depthio, (ft) Min.Design, Vel. Depth ,Vel. Depth Vel.' Depth (Depth) (Type) 0+00 1+00 8 0.45 1.11 0.50 4.9 2.45 0.0100 2.34fps 0.72 ft 0.45 ft Culvert #1: Cw - 0.50, Tc -10.0 min., 12-4.2in/hr, 110 - 5.6 in /hr 6.00 3.00 0.78 ft 10" Earth 1 +00 2+00 7.5 0.45 0.16 0,57 5.2 2.97 0.0050 1.89fps 0.89 ft 0.57 ft 0.59 ft I I 6.30 3.60 0.95 ft -12" Earth 2 +00 3+00 7.5 0.45 0.19 0.66 , 5.2 3.42 0.0262 0.0075 L89 fps 2,48 fps 0.83 ft 1 OverbppingStage 6.30 4,14 •0.89 ft 12" Jute 3 +00 4 +00 7.5 0.45 0.13 0.72 5.2 3.72 0.0365 0.0050 1.74 fps 2,.87fps 0.80,ft HEADWATER COMPUTATIONS OUTLET 6,3,0 4.51 0,86 ft 12" Jute 4 +00 5 +00 ' 7.5 0.45 0.22 0.81 5,2 _4.24 0.1272 LSo I HW 4,74 fps 0.67 ft CULVERT TYPE & SIZE 6,30 5.13 0.72 ft 10" Jute 5 +00 '6+00 9 0.45 0.85 1.20 4.7 5:63 0.0168 HW Ke 2.38 fps , 1.09 1ft ho H 5.80 , 6.94 1.18 ft 16" Jute 6 +00 7 +00 8.5 0.45 0.39 1.37' 4.9 6.73 0.0242 0.5 0.8 2"85fps 1.09 ft 0.5 1.0 6.00 - 8.24 1 "17 ft 16" Jute 7 +00 7 +80 8.5 0.45 0.50 1.60 4.9 7.83 0.0067 -0.9 12 1.83 fps 1.46 ft N/A (8.8Ws) s noteiroswe on concreb 6.00 9.59 1.58 ft 20" Jute i /// �// i i i o// aj i� // / / i /. / , ;'I / / / / / / / /// � Project Name: Glenmore Lots 1 -16 Job Number: 112054 Designed By: AML / / \ DITCH #: 2 Max S =5.0% / \ , \ \ / /- /// �s MaKV =3.0fps Max V= 5.Ofps , �.:.\ //� `-` \ \ \ ` \` J� / ` \ \_ \ j � '`\ \ ­�, Sta From Sta To - T° (min) C Value Area (ac.) CA ccu 12 ( in/hr) Qz (cfs) Slope (ft /ft) Earth (n�).03) Jute(Sod) (n�.05) Paved (n=0.015) Ito ' (in /hr) Qio (cfs) Depthio #t) Min.Design Vel. Depth Vel. Depth Vel. Depth (Depth) (Type) 0+00 1 +00 7.5 0.45 0.25 0.11 5.2 0.59 0.0075 1.47fps 0.45 ft Culvert #1: Cw - 0.50, Tc -10.0 min., 12-4.2in/hr, 110 - 5.6 in /hr 5.60 6.30 0.71 0.48 ft . ' 6" Earth 1 +00 2 +00 8 0.45 0.26 0.23­, 4.9 1.12 0.0075 1.72 fps 0.57 ft 0.59 ft I I 1 5,80 6.00 1.3$ 0.62 ft 8" Earth 2 +00 3 +00,' 8 0.45 0.22 0.33 4,9 1.61 0.0075 L89 fps 0.65 ft 2.17fps Q 10 = 392 CFS OverbppingStage So= 6.00 1.97 0,70 ft 10" Earth 3 +00 4 +00 7.5 0.45 0.19 0.41 5,2 2,15 0.0050 1.74 fps 0.79 ft QB HEADWATER COMPUTATIONS OUTLET CONT HW ELEV 6.30 � 2.61 0.84 ft 12" Earth d/ / , / / / Project Glenmore, Seclon K28 Plan Sheet No Designer AML, PE C Value Sheet ' 1 of 4 Culvert #1 Rev. Dab Date 11/15/11 Slope (ft/ft) Earth n�.03 Jute Sod n=0.05 Paved' n�.015 Iro (iri /hr) Qio (cfs) STATION - HYDROLOGICAL DATA Vel. AHW Controls Vel. Depth D A.= 140 ac Depth 100 yr Flood plain elev 1 +00 10.5 0.60 DesgnAHW deph elev. 4.6 1.30 0.0960 Stuclures elev teq. TWelev. Culvert #1: Cw - 0.50, Tc -10.0 min., 12-4.2in/hr, 110 - 5.6 in /hr 5.60 - = 0.49 ft 6" Jute Shoulder 2 +00 ' ( _ 0.50 1 0.34 elev 306 4.7 = 0.0640 1 1 CL elev. 3045 0.59 ft I I 1 5,80 2.62 DISCHARGES USED RISKASSESSMENT 10" Jute 1 +75 2 +50 10 ADT Skew ° Cover Q 2 = 294 CFS DebursAvadable Length Q = CFS 2.17fps Q 10 = 392 CFS OverbppingStage So= 5.60 13.20 Q = CFS Flood Plain Management Inv. El. 3045 So= 474% Inv El. 30200 Q = CFS Crrbr'ia and Significant Impact Ong Gr Elev L= 5271 Ong Gr. Elev. Q = CFS CULVERT TYPE & SIZE Q QB HEADWATER COMPUTATIONS OUTLET CONT HW ELEV OUTLET VELOCITY HEADWATER COMPUTATIONS ` COMMENTS CONT. OUTLET HWID HW Ke do (dc+D) /2 ho H LSo I HW INLET CONT. OUTLET CONTROL CULVERT TYPE & SIZE Q Q/B HW. VELOCITY Try COMMENTS LSo HW C.M. ELEV HW/D HW Ke do (dc+D) /2 ho H LSo HW C.M, Smooth 1.08 0.9 4.0 -20 1.4 3.42 13.73 NIA (I 3.73111s) is riotemosive on cormle 0.5 0.8 1.03 1.03 0.5 1.0 05 Inlet Controlled ( +1.2) w/ downstream basin. Velocity in pipe Proposed 12" RCP Culvert (2 yr) 2.94 294 12 12 0.5 07 0.98 098 0.6 25 -0.9 12 23 888 N/A (8.8Ws) s noteiroswe on concreb 118 1.6 40 -12 1 1.8 4 54 14.86 N/A (14 8617s) is noterrosive on concrete. 05 0.9 1.08 1.08 0.8 1.0 09 InletConliolled ( +1.5) w/ donnsteam basin. Vebcdy m pp; Proposed 12" RCP Culvert (10 yr) 392 3.92 1.5 15 05 0.8 1.03 1.03 0.6 25 -0.7 15 956 NIA (9.561tls) is notenosive on concrele. / , , / '(� / - ,Z l` l l / / �'"' ) L /"T 16 _- [ ' '� ' _ / SCOTT COLLINS� l / l+ / / / / / / / �-- \% .f / ' \ . ,,- / iJ No. 35791 1 - -- \ --- - \" 11\ "-- ,--" " 16 fi N /(I / / 390 I- '- / '/ \ \ / / �`�SI ONAL Ei1 I 1-01 ///// \ _ � �li I __ _ - . \ \ ' / i / I / // / - --- - _ '.\ / / ` \ \ /' _� � // 1 ` \ \ \ \ f / / _/ ___111 / / `\ / � \ � \ �'' / r � LOT 15 / � � < 1 - `_ _�`' \ � \. �"�\ \� \__. / , / / / -,-- , ,_, ,_ /, J � I \ \ 1, I 1 r- -- \ / in r, \/\\, / '\ .� 1I I I \\ / � z W __, �// �, I J/11I I \ \\ - U,ot - (n - / / / / GOT L4 1'' I \ 1 1 /� / / I I ` ` \ \ \ \ - Project Name: Glenmore Lots 1 -16 Job Number. 112054 Designed By: AML I / \ , I .� DITCH #: 3 MaxS= =5.m /o "` -� MaxV=3.0fps MaxV=S.Ofps ' ° __ __ � , -\ 1 - - - Sta From Sta To T° (min) C Value Area (ac.) CA ccu n 12 , ( in/hr) Q2 " (cfs) Slope (ft/ft) Earth n�.03 Jute Sod n=0.05 Paved' n�.015 Iro (iri /hr) Qio (cfs) Depthio ,(ft) Min sign, Vel. Depth Vel. Depth Vet: Depth (Depth) (Type) 0+00 1 +00 10.5 0.60 0.47 0.28 4.6 1.30 0.0960 0.1126 - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr 3.18 fps 0.4.5 ft 0,612 ft 5.60 1.58 0.49 ft 6" Jute 1 +00 2 +00 ' 9 0.50 1 0.34 0.45 4.7 1 2.12 0.0640 1 1 3.08 fps 0.59 ft I I 1 5,80 2.62 0.64 ft 10" Jute ,I ~ f f- ----- - I I 1 I \ , \� t I I i I I /I I F � Project Name: Glenmore Lots 1 -16 Job Number: 112054 Designed By: AML I \ __� / DITCH #: 5 MaxS= 5.00/0 ' -_ ____­1 ' __/ / / MaxV =3.Ofps Max V= 5.0fps ) _� � '.,, _,_ --_' -- __ _- __ // Sta From Sta To T. (min) C Value [(ac.) CA ccu 12 (in /hr) Qz ` (cfs) Slope (ft/ft) Earth n�.03 Jute Sod n-0.05 Paved n�,015 Ito ( in/hr) Qio (cfs) Depthio (ft) Min.Desi n Vel. Depth Vel. Ddpth Vet Depth (Depth) (Type) 0+00 1 +00- 8 0.45 0.50 0.14 4.9 0.68 0.1005 0.1126 - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr 2.75fps 0.345 ft 0,612 ft 6.00 0.84 0.38 ft 6" Jute 1 +00 1+ 16 5 0.45 0.45 0.15 5,6 0.83 0.1005 0.1378 DISCHARGES USED 2.89 fps 0.38 ft 0.6►5 ft ADT 6.80 1.01 0.41 ft 6" Jute I I I I I I - -- --- ---/ �/ 7 / 1 f, I / /, I l 3 I / Project Name: Glenmore Lots 1 -16 Job Number: 112054 Designed By: AML - - 329- -- -- J l ' --- - -- -- -_.- _�__ DITCH #: 6 MaxS =5A" /" �j/ -_ MaxV =3.0fps Max V--5.0 \ _ --'- ' „�(j _-_ - -- __ -_ -- __ __ _" - - --_ii Sta From Sta To T° (min) C Value Area (ac.) CA ccu 12 (in /hr) 02 , (cfs) Slope (ft /ft) Earth (n�.03) Jute(Sod) (a=0.05) Paved (n�.015) Iro (in/hr) Qto (cfs) Depthio (ft) Min.Design Vel. , Depth Vel, Depth Vel. Depth (Depth) (Type) 0+00 ,1 +00' I 11 0.50 1.50 0.75 4.4 3.30 0.1126 - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr teq. - TWtrlev. 4.25 fps 0,612 ft = 5.40 4.05 0.75 ft ' 10" Jute 1 +00 1 +75 7 0.45 0.09 0.79 5.2 4.11 0.1378 DISCHARGES USED RISK ASSESSMENT 4 85 fps ; 0.6►5 ft ADT Skew 6,30 4.98 0.70 ft 10" Jute 1 +75 2 +50 10 0.45 3.48 2.36 4.6 10.84 0.0085 Q = CFS 2.17fps 1.58 ft E1 302 So= 5.60 13.20 1.70 ft 22" Jute ore, Seclon K2B Plan Sheet No Designer AML, PE Sheet 3 of 4 Sheet 2 of 4 Rev Dale Rev Dab Dab 11/15/11 AHW Controls STATION. FHYDROLOGICAL DATA. AHW Cantos I 10 0 yr Flood plain elev 100 yr Flood plain elev. Design AHW deph elev DesgnAHWdeph elev Stuctores elev. teq TMIev. Culvert#2: Cw - 0.45, Tc -11.5 min., 12 - 4.0 in/hr, 110 - 5.4 in/hr teq. - TWtrlev. Culvert#3: Cw - 0.45, Tc - 9.5 min., 12 - 4.3 inmr, 110 - 5.7 in/hr - = = Shoulder ( _ = elev 3045 I = = I = CL elev. 304 DISCHARGES USED RISK ASSESSMENT RISKASSESSMENT ADT Skew ° Cover Q 2 = 639 CFS ° Deburs Available Length Q 2 = 3.42 CFS DebursAvadable Lengh Q 10 = 863 CFS Overtopping Stage __--I,- Q = CFS Q = CFS Flood Plain Management E1 302 So= 827% Inv. El 298.00 Q = CFS Crileria and Sgndcant Impact Criteria and Sgndcantlmpact ,Inv, Orig Gr. Bev L= 4836 Orig Gr.Elev Q = CFS CULVERT TYPE & SIZE Q QB HEADWATER COMPUTATIONS OUTLET CONT HW ELEV OUTLET VELOCITY T,, ` COMMENTS INLET CONT. OUTLET CONTROL HWID HW Ke do (dc+D) /2 ho H LSo I HW C.M Smooh HW/D HW Ke do (dc+D) 12 ho H LSo HW C.M. Smooth InletContdled ( +1.4') w/ davrsteam basin. Velocity in pipe Proposed 15" RCP Culvert (2 yr) 6.39 639 14 18 0.5 0.9 1.08 1.08 0.9 4.0 -20 1.4 3.42 13.73 NIA (I 3.73111s) is riotemosive on cormle 0.5 0.8 1.03 1.03 0.5 1.0 05 1.4 9.24 N/A (924Ns) s notamsiveon coricrele. Inlet Coritdled ( +I 9) w/ downstream basin Velm* in pipe Proposed 15" RCP Culvert (10 yr) 1 8.63 863 1 1.8 23 1 05 1.1 118 118 1.6 40 -12 1 1.8 4 54 14.86 N/A (14 8617s) is noterrosive on concrete. \`\ "' %/ �� IIf1 �I / /(III II1� Wm = °<y � � � / I / ,,I " ,-,,,, ",/ / ) ) III I / // - , 'I, - _, ,,� Z z U) C(- < z \ =/ / �/ \ // / / /I( -i" _O >z�JaJ \ , �,� / / / / L 1' \ I I ' / I 1 � ./ / Y1 w °w oc m - / I-, ___ \ _ / % 1 �� \ I I / // 'TI 1 CL ,_ L / / /DITCH #6 � \ \ \ � ' / I ( l I I � I I �i"� LU M / / / \ \ I \ 0 +001 / I I ` ` / / t / / / x00 \ % \, \ �\ \ 1 ' � \✓ �/ � j i / / 01T 121 / \ � \ \ \ ( I I I ' n\ I ( / 1 \, / / /e- Li �'/ I ' \� I \ \ \ , ` I I I I (I , \� � 1 1 1 .4 ­, .� 1-1 \ \ \ �. \ \\ \ - `� \ l %- _ \\ , J` t / j / I' ' t / / / / ' _,, I \ 1 \ ` \ l I \' \' \ \ \ Q � o`�o N in r° \ \\ �\ � - ' // i / / / / / / / / � /''/' .� / i - / _/ / �/ / l \ ` \ I f I I I I , \ \ \� \ \ \ ,-•1 \ \ " / , / / / / k / / / /- / / ' ' I \ \ \ \ \ I l r' \ __ __ - \ `\' \ ` _ 1 / l (' 'r'� _ - ` (C \ \ \\ �_- -' i "�� %' % '/ 'T r i / / III /� \ \ \ J I ( I \\� \ , \ - %- � / o - _ -� - - - I � / , \ ,I \ \ \ 1 I ( III \ a, ' �i / l ' I I / I �� l I I / 1 / / l l l \ �4�,. _ l l , l , r- � \ \ `._ // , � � , /�� � � f , /l � � � \ \ � \ \ ` I I I I -\\\\\ \ \ , .� / f / r l I I 1 I �� s , I { I / _ _ - - -_ . -:1 / 1 / - , / /i ,' .� 1 \ \ 1 1 I I III \ \\\ \ �" - / f ( I I I , 1 �o �o; % / / / / \ ,\ _ - - -- , I 1 I I , \ \ \ \ 1' , , .� / % ` /,/ , \ ,1 i I I I 1 I I \ m // / I I I I T f ' % j ° ° I p / / l / \ , ` \, , `` _ \ - -- 1 \ \ � --_ / ' /- /� / o ( DITCH #5 /' ` I I I ` I I I I I I \ \\\ / / I I I I II I X11 0 /f �, \\ \ _ -, _ _ - - - -- 'I \, , /!��� \ / of I / / r \, 1 I I I II I I '\ z / i I I 1 1 ,1 ! 1 @ l / ' , ___ _ ` -_ _-__-_ - _�� ) ` . 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J ' 1 � I I "� : I;E' ,jt Ij ' I 1 1 , I 1 1 . _ ", - I //i / \ \ J 1 I I \ % I \ / I I \ �­-, ,',t',r } DITCH #1 /' � J J I I 1 I I I I � �1 / / � / / / j , ,- _ \\ `\ \ ` ` ' ` \ \ l ' l \ U / l � 1f)�% / ° °' / I I I 1 I L T 3 1 (� _/ .I� ' / '/ / / \ \ ` / ) / / S ____ �� ,/�,,,6, / / I � I �� I � / /\ "- ;_/ -1 \ \ \ x \ / / I CY) � I / X117 " , / / / �OT � I - I � � � � I -%\� �, 001 / / , r - < _� - - --- \ \ \ \ \ __ 1 / / /// ra�', ���, /$ { I I I I �-, l�C" I \ �� � ,,, - : - / I } r " -_ _ \ \ � /// /f l / I f I / / ",, I `� I �, ; � /_ z. \\ \ \ ;-- _ ��, ;. / 1 r, _ \, \ \ _ \ f�, "p, L, j I I I I I \ ��' \ -'' �j/ / I i' _ `-- \ � \ \' \ � \, \\ _ \ I I ( � \ � I I , /,k % 1 o I I I I 17- -s- \ 1` / � \ \ - ` :%' i / / / b'' � . \ ,\ ' \ � ' ` . \ % is , --- - -\\ \ \\ I \ \ \ I I //////)J)/)// � �/I I I 1 � � \ , - -� -- // / /�)( \ \ \ `�, Project Glenmre, Seclon K2B Plan SheetNo Designer AML, PE Sheet 3 of 4 Culvert #3 Rev Dale Dab 11/15111 Dab 11/15/11 AHW Contols STATION. HYDROLOGICAL. DATA: HYDROLOGICAL DATA- A AHW Cantos 100 yr. Flood plain e D A.= 177 ac. 100 yr Flood plain elev. DesgnAHWdepri e elev. DesgnAHWdeph elev Stucbres e elev. t teq. - Stuctrres elev teq. - TWtrlev. Culvert#3: Cw - 0.45, Tc - 9.5 min., 12 - 4.3 inmr, 110 - 5.7 in/hr - T = Shoulder I Shoulder = elev. 360 5 = I = elev. 342 I = CL elev. 3415 DISCHARGES USED RISKASSESSMENT ADT Skew ° Cover Q 2 = 3.42 CFS DebursAvadable Lengh Q 10 = 4 54 CFS Overtopping Stage Q = CFS Flood Plain Management Inv. El 340 So= 4.32% Inv. 0. 339.00 Q = CFS Crileria and Sgndcant Impact Ong. Gr. Elev L= 23.15 Orig. Gr. Elev Q = CFS HEADWATER COMPUTATIONS CONT. OUTLET INLET CONT. OUTLET CONTROL CULVERT TYPE & SIZE Q Q/B HW. VELOCITY COMMENTS ELEV. Teat HW/D HW Ke do (dc+D) 12 ho H LSo HW C.M. Smooth Inlet Controled ( +12) w/ downstream basin Velocity in pipe Proposed 12' RCP Culvert(2 yr) 3.42 3.42 1.4 1.4 0.5 0.8 1.03 1.03 0.5 1.0 05 1.4 9.24 N/A (924Ns) s notamsiveon coricrele. IdetContolkd ( +1.5) w/ downstream basin. Velocity m pp; Proposed 12" RCP Culvert (10 yr) 4 54 4.54 i 8 18 05 0.9 1.08 1.08 0.8 1.0 09 1.8 9.9 N/A (9 90Ns) s notermsne on concrete I '1 } 1_ , r � l t t 1 \ / , \ / -_--- ' / / / \ \ \ \ \ I -- / / � / CULVERT #2 OT 1 \ \ ` \ \ \ I\ \ \ 1 ` I I \ -mil /� _,� yy(,J. ta''�! ^ +�JytY'vt \ \ / 1 I \ - /' / \ \ �.i/ \ \ �-." �` -_ - �- // / / \ \ \ \ I / \ \ \� \" \ \, �•\ -✓ I 1, \ / :,., \ I ,0��­ \ ,, - , V \ _ ___( /" // \\ \ 1, -a w '/ w ;: .:, :;' w / - - - ,- / R'AP ITtC� 5 C A � \ �(�\ _ \/ \ I I 1` /r ��. _ -J/,4 i(I,/�,.; :' i; i,.',;,,t5,r3/ O r .r"4' / /- -- ^-_.. ` - - _ - "--- -�40 I_' - / `// \ '�/ 1..- -. \\ \ \\ \ \ \ \, _4 j I I \ f \\ ` __/ -f'`,! , °/', %.;Y/ o rrirru ++rim. \' �.� _ ` -� _ `_ _ - J-_ - % / ry \ \ I / / ( �l ` + ~:r{ l _ -�- Y�_ \ _ _ _ - 80 - , o �40 ° �6 / \ 1 sb \ \ \ \, 320 I / / I � \ `1 l `,' / CULVERT #1 \ \ �" \ `�. __ ; � ' f / \ \ ` \ ) � -1, \ I ° 1 \`\ \ \\ --,- _ ,\ - -- _ _ --- - -- -- - -'\ / 1 LET - \ X290_ / // / // /� ` \ ' \ r, ?z` '",i,, -`•� \ �_, c- 1 00/ / \ \ \ \ _� \ -- - - - -- _ / / / / jt / \ " \\ \\ \ \ `` `�- ' 1 / / / / \ \ /\ _ ri },,,( ,�Y� 'T-- -- _.,T.� Qo \ \ \ `\ 3�9'_ \ -.. -_ --- ---- - - -- -.__ - 1 1 I I I \ \ ` \ `\ \\ \ ___ \� \'` S _ ` \ \ \ Z o � � W x � � z W O - Ul Z � W ON � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII F-4 U) w w Project Glenmore, Sedan K2B P Plan Sheet No D Designer AML, PE S Sheet 4 of 4 Culvert#4 R Rev. Dab D Dab 11/15/11 AHW Contols STATION. HYDROLOGICAL DATA- A D.A.= 0.28 ac 1 100 yr. Flood plain e elev. DesgnAHWdepri e elev. Stucbres e elev. t teq. - Culvert#4: Cw - - 0.50, Tc - 8.5 min., 12 - 4.4 dn/hr,110 - 5.9 in/hr = - T Shoulder I = elev. 360 5 = I = = ,,, �.'` \\- - / y �� '"x ?� , !':, , 1 ``a} i � @° � "I \ " ` - -- - - -- - -_- \ ' I , ` \ \ \ \ \ -__ _--- -- / / `, ` �., / , C -C Q V ' ^ a \.! J S zC _c 0 H -c U T C 4� C L D C C U C Q U_3 �- LZ 1 a c w -C / c ,_ C .J a s UC U( c C;6 > C -C _ C C U z H L, oz z z LL V z \ v� O J 5 [4 C� 0 P4 w W \_1 U -e, (D V 0 '� ~ LLI C� w a Ln JOB NO. 102054 SCALE � 1 ►r_ p0 r SHEET NO. 5 - C > , L (L C C L C > .�- - x I d , Q) G I., C a C -C T Q C Y U C T C C 0 C c C a 0 ° S 11­_ - C > , L (L C C L C > .�- - x I d , Q) G I., C a C -C T Q C Y U C T C C 0 C c C a 0 ° S 11­_ GOOD I-CA.iNLAHON hrIAILI {JAL ROCKY I- ill ?NLIAIION FrAILIflAL � It•.I 1 =1 . A :1 -FI F :C K �,... ` -I-'- FF• F:�. • , •,;I I-F I iEzt` � -. trF <i•... - .:I I aTvf - =- is I .IIF,= F'Ir'_ C = T P T .'l - dL H11% -.0%11-', %t: '1 -- S;It C1; 1= :`.':Ifi t F- taa.:, I Qll.lNL ?tt t IQN IN I'000, SOIL, UNDLFR - �`_-U I COND I ION ,Ir:STr^ _ ,I_ ter•: �.1• :.h.- 1_ rnL /ter - -z - 1: 'J' C - . •;�� •h-`. _ _ L•. :E . ..IT I'� �� �:`F T-1= r, = I -- 1`411 41 -. .iII1. s `F-E h,1- E, _ . =1_L H A L H LI =TS, .I' -F' AL 1 UL3, 1 LL t;,L AL_ .' 14 "HF "I:- 14::-1 DUCTILE IRON WATER PIPE INSTALLAT[QN & BEDDING r•T_ m,} 27 1/2' CIA 00 ,0 26 1/4' DIA -_ -4- [6Ot1mm] L28 7/16" IAA _ [722mm] ab" Df 5 [914mm] ` FRAME SECTON ' r (Stlnmj LE(4ETS 2 1/8' [gym] _ • 11/16' — rm% mnua o cc aNAl.t_CK LME S flEwP VATH ANCHOR BOLT ON CENIER LINE OF BEND. -- FOR BENDS 10' TFRCILM 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS - FOR Ttr BEND USE 3 'STRAPS AS SHOMAM. T ELEVATION PAINT ALL EXPOSED STEEL. 111TH 2 COATS OF ImRmNous PAINT. FL, Amnaffm FRAME do COMER [660mm 1 112' 13)16` [3Bmm] GENERAL WATER & SEWER (SEE FIG. S– I –D.E) u p [20rnm] CONDITIONS 1 1/2" [38mm] STREET SURFACE OR O U) 7" NON -PAVED AREA 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS SLOPED AREA � 3 13/16 c THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS.. L c AT THE START OF THE WORK. f [579 —] 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT 1' -0" MAX 0 25' NECESSARIL Y SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONL Y APPROXIMA TEL Y CORRECT. THE 635mm] CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS "WEDG –LOK' TYPE J. NECESSARY. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL RUBBER COATED STEEL " low M _FM WATER AND SEWER CONSTRUCTION SPECIFICATONS AS ADOPTED BY THE STEPS OR APPROVED EQUAL CAST IN PLACE 3'--U" MIN ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. PRECAST REINFORCED 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" 1- 800 - 552 -7001. CONCRETE SECTIONS 1E„ -MIA 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE Q RING SEALS ` 1 fi MAX I— TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE MINIMUM ELEVATION wa LATERALS, AND WATER LINES, ETC. DIFFERENCE ACROSS M.H. 5" 4' –O" 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. FROM INLET TO OUTLET 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE SHE- BE 0.20 FEET: DURING A FUTURE EXTENSION OF THE LINE. DEPTH OF FLOW - CONCRETE � VARIES 9. ALL COMMERICIAL BUILDINGS WILL BE REQUIRED TO HAVE A BACKFLOW PREVENTER CHANNEL TO BE FILLETS 10. CONTRACTOR SHALL FOLLOW ALL THE CURRENT GUIDELINES & SPECIFICATIONS OF THE ALBEMARLE 3/4 DIAMETER COUNTY SERVICE AUTHORITY. CONTRIBUTING sam SEVUL - , A FILLETLO INVERT FOR A SMOOTH T �� m • TRANSITION OF FLOW BETIlMEEN CJ =1 INLET & OUTLET PIPE SHALL BE PROVIDED. MIN_ G" BEDDING NOTE : W/ NO_ fib STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR -THE SM CON'DnIONS. 2. THE CONSULTANT WILL DETEKtMNE WETHER MANHOLES SHALL HAVE EXTENDED OR NON-- EXTENDED BASES. 3_ ALL ,JOINTS, LIFT HOLES, INLETS. OUTLETS TO BE SEALED do GROUTED INSIDE AND OUT. TYPICAL MANHOLE SEC - lON SHOWING BRANCH TIE —IN NTS I I FIG. S–I- -A GOOD I-CA.iNLAHON hrIAILI {JAL ROCKY I- ill ?NLIAIION FrAILIflAL � It•.I 1 =1 . A :1 -FI F :C K �,... ` -I-'- FF• F:�. • , •,;I I-F I iEzt` � -. trF <i•... - .:I I aTvf - =- is I .IIF,= F'Ir'_ C = T P T .'l - dL H11% -.0%11-', %t: '1 -- S;It C1; 1= :`.':Ifi t F- taa.:, I Qll.lNL ?tt t IQN IN I'000, SOIL, UNDLFR - �`_-U I COND I ION ,Ir:STr^ _ ,I_ ter•: �.1• :.h.- 1_ rnL /ter - -z - 1: 'J' C - . •;�� •h-`. _ _ L•. :E . ..IT I'� �� �:`F T-1= r, = I -- 1`411 41 -. .iII1. s `F-E h,1- E, _ . =1_L H A L H LI =TS, .I' -F' AL 1 UL3, 1 LL t;,L AL_ .' 14 "HF "I:- 14::-1 DUCTILE IRON WATER PIPE INSTALLAT[QN & BEDDING r•T_ m,} 27 1/2' CIA 00 ,0 26 1/4' DIA -_ -4- [6Ot1mm] L28 7/16" IAA _ [722mm] ab" Df 5 [914mm] ` FRAME SECTON ' r (Stlnmj LE(4ETS 2 1/8' [gym] _ • 11/16' — rm% mnua o cc aNAl.t_CK LME S flEwP VATH ANCHOR BOLT ON CENIER LINE OF BEND. -- FOR BENDS 10' TFRCILM 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS - FOR Ttr BEND USE 3 'STRAPS AS SHOMAM. T ELEVATION PAINT ALL EXPOSED STEEL. 111TH 2 COATS OF ImRmNous PAINT. CHART FOR UPPER VERTICAL BLOCKING 1 1/2' [3qri-] IF [178mm] 1- ♦ . 1 7 7 S � IDS t�l,_ CONCRETE CLASS `B' R ' SE�,•CTION CONCRE L MOCKING FOR UPPER VERTICAL BENDS N_T.S. M. W-3A FL, Amnaffm \"_.(2) CORED [660mm 1 112' 13)16` [3Bmm] PICKBARS U) u p [20rnm] 1 1/2" [38mm] 26" DIA [660mm] [38mm] 1/4" (6mm) DIA 3 1/$• O U) 7" NEOPRENE GASKET Q�r�•a��L�Jri� [79mm] YJ 3 13/16 c 22 13/1,813(Ixn]- L c [87mm] [579 —] W 'u 0 25' 635mm] 1351m] sj15' O.D. OF GKT GROOVEirt 23" DIA [74mm] SECTION VIEW 1/4' (4 ) DIA M _FM 73M ] m'mmmim 1777 11010 [635mm] O.D. OF GASKET GROOVE [16mm] , wa 1�r M- AIm"I”, Im. Mr, wa ' sam mi m • III CJ =1 CHART FOR UPPER VERTICAL BLOCKING 1 1/2' [3qri-] IF [178mm] 1- ♦ . 1 7 7 S � IDS t�l,_ CONCRETE CLASS `B' R ' SE�,•CTION CONCRE L MOCKING FOR UPPER VERTICAL BENDS N_T.S. M. W-3A EE y ` NE4PRENEmC,iSiSEF {� DETAIL , FZp t. 1 7/2 ri wmiws torn " 1 5/m (� DLT Flit a/1s•-11." 1/2 SS ' 4Qp [41mm PARTS ool!>st25q 1 1Ir (29mm) DfA 80SS 16ml, [1 mm P N VIEW •63 DIX STAINLESS $TEFL ROD (� Vt1316,�31e 154 11D SS LA PICKBAR & LOCKLLIG HOLE DE_rAIL Nt)1� NUT !•t!1 5%8-11 ZN FMK 1- ALL 9ANtt1DCE$ WIN 100 WAR, FLOOQPLAIN OR LOCATED IN AREAS StlB,!ECT TO FLOODINO SHALL HAVE WAIEBTIONT FRAME � WVCFt PAI1r� oD9e12e4 2. ALTERNATIYE DESIGN FOR 1NAT6R 'r cravERS M111 eE CON 13iF7k fir# aoa t s/a -17 a+ 3 QO%13M SHALL 9E_rW.D Ta FTtAIyES Mt1+t LOCKWa kL1G6 aR 81MIJAR ASSpAeLY. TYPICAL WATERTIGHT sllortt) altx,ses MANHOLE FRAME & COVER LOCK LUG ASSEM13LY N T_S FIO S-I -E TD -26 rrnn Fh ro � V pGq R l� rr r ^- w � [r Q 1 Lin I !i i� z m 7 _171 I U I Q i'7ri d !�1 El cl me JUN"IDN M OXM TRANS'FOR ER PADS, P'EpES AL% EM StW L NOT HE LOCATED VI KN THE Rll W 13F WAY. t �• t t t [1 t t. � n LEIGATI[1NI EIS' aT ER MUTES (GAS. ELECTRIC, TELEP DAE. CABLE, ETC) EASEMENT WIDT M MATER OR SEVER ONLY - 29 MW MUM WATER M. SEWER 3W MINIMUM m SEE PART 3, PARAGRAPH Di SEPARAT113N 13F- WATER L SEWER LINES: UTILITIES CUSSING A WATER OR SEWER EASEMEF[C SHM" 9E AT 9D' TU THE RlUfT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W -1 M ,ERE;:A ,SEVIJEl� ,,SERVllCE :L.AT9R& 0014NEC`fS 70-rA, ,:MAINHOLE;` ` N,0 1twtV >*Rl':�L,�YAiTt!01V „I:'t?R, T11�'- 'SERYI�CE;t;I#TERl11: IS:,. ` `INQICATtb.. , .THE TOP CROWN) :t:LEVATI�CIN :: LA TERAL,+IP)E, „S�tpfyL,,I�ti~';R7, IF��T ,13��._kIGNEI�,;'tk#AN;;M�= : ,:•, TO TIDE ,h1�twh1 ,ELEEVAT'tON OF 'THE I1 il» . LQWEST; PIPE 'CONNED E'D 2 SEWER LATERAL. ,�APPEp.:INTCi 'ArV':E f#51IN MdiN. iAL1:':” CONNECTEq USIy ; A PIPE SAODI,E A$ M*t1FA IURII3 t81(' S1*AIttTE ",', • (?R ' AM1I, , APPRtfitl;Ct, t,7�1At,. .' , 3,MINIMUM; �R _) AO,E'•Ft R. A_ �V lL PER FOOT .8 ; ',' ,•�l ±F 4.,AL . SI~. -WEE LA11ERi,LS SHALL' HA Vir 'A A1tINltpilJlN, �' giAMETER ,Of ' A" a.ALL $4WER,> I 'ATERAt 5 'SHAME ,liA1!I~ 'A Mt1NIMUM,;:ea , REA"I'E�1, -MAN LINE , E� �ERVt,a- .•45'U 4 F; 5' "IN LINE ' VYE= -FEE'. t PON 27 1/2" DIA [699mm] 26 1/4" OIA - [667mm] i 2i" DIA m ` m28 7/16" DIA [?22mm] 36" DtA [914mm] FRAME SECTION (4) 1 " (25mm) DIA HOLES ON 32 3 I CL4 BOLT " (t334mm) DIA BOLT CE. 1'• I- [25mrn] 2" (51mm) LETTERS (RECESSED FLUSH) _(2) CLOSED PICKHOLES 1 1/2" [38mm] z O \"_.(2) CORED [660mm 1 112' 13)16` [3Bmm] PICKBARS U) u p [20rnm] 1 1/2" [38mm] 26" DIA [660mm] [38mm] 1/4" (6mm) DIA 3 1/$• O U) 7" NEOPRENE GASKET I C]'Q [79mm] YJ 3 13/16 c 22 13/1,813(Ixn]- L c [87mm] [579 —] W 'u 0 25' 635mm] 1351m] sj15' O.D. OF GKT GROOVEirt 23" DIA [74mm] SECTION VIEW 1/4' (4 ) DIA EE y ` NE4PRENEmC,iSiSEF {� DETAIL , FZp t. 1 7/2 ri wmiws torn " 1 5/m (� DLT Flit a/1s•-11." 1/2 SS ' 4Qp [41mm PARTS ool!>st25q 1 1Ir (29mm) DfA 80SS 16ml, [1 mm P N VIEW •63 DIX STAINLESS $TEFL ROD (� Vt1316,�31e 154 11D SS LA PICKBAR & LOCKLLIG HOLE DE_rAIL Nt)1� NUT !•t!1 5%8-11 ZN FMK 1- ALL 9ANtt1DCE$ WIN 100 WAR, FLOOQPLAIN OR LOCATED IN AREAS StlB,!ECT TO FLOODINO SHALL HAVE WAIEBTIONT FRAME � WVCFt PAI1r� oD9e12e4 2. ALTERNATIYE DESIGN FOR 1NAT6R 'r cravERS M111 eE CON 13iF7k fir# aoa t s/a -17 a+ 3 QO%13M SHALL 9E_rW.D Ta FTtAIyES Mt1+t LOCKWa kL1G6 aR 81MIJAR ASSpAeLY. TYPICAL WATERTIGHT sllortt) altx,ses MANHOLE FRAME & COVER LOCK LUG ASSEM13LY N T_S FIO S-I -E TD -26 rrnn Fh ro � V pGq R l� rr r ^- w � [r Q 1 Lin I !i i� z m 7 _171 I U I Q i'7ri d !�1 El cl me JUN"IDN M OXM TRANS'FOR ER PADS, P'EpES AL% EM StW L NOT HE LOCATED VI KN THE Rll W 13F WAY. t �• t t t [1 t t. � n LEIGATI[1NI EIS' aT ER MUTES (GAS. ELECTRIC, TELEP DAE. CABLE, ETC) EASEMENT WIDT M MATER OR SEVER ONLY - 29 MW MUM WATER M. SEWER 3W MINIMUM m SEE PART 3, PARAGRAPH Di SEPARAT113N 13F- WATER L SEWER LINES: UTILITIES CUSSING A WATER OR SEWER EASEMEF[C SHM" 9E AT 9D' TU THE RlUfT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W -1 M ,ERE;:A ,SEVIJEl� ,,SERVllCE :L.AT9R& 0014NEC`fS 70-rA, ,:MAINHOLE;` ` N,0 1twtV >*Rl':�L,�YAiTt!01V „I:'t?R, T11�'- 'SERYI�CE;t;I#TERl11: IS:,. ` `INQICATtb.. , .THE TOP CROWN) :t:LEVATI�CIN :: LA TERAL,+IP)E, „S�tpfyL,,I�ti~';R7, IF��T ,13��._kIGNEI�,;'tk#AN;;M�= : ,:•, TO TIDE ,h1�twh1 ,ELEEVAT'tON OF 'THE I1 il» . LQWEST; PIPE 'CONNED E'D 2 SEWER LATERAL. ,�APPEp.:INTCi 'ArV':E f#51IN MdiN. iAL1:':” CONNECTEq USIy ; A PIPE SAODI,E A$ M*t1FA IURII3 t81(' S1*AIttTE ",', • (?R ' AM1I, , APPRtfitl;Ct, t,7�1At,. .' , 3,MINIMUM; �R _) AO,E'•Ft R. A_ �V lL PER FOOT .8 ; ',' ,•�l ±F 4.,AL . SI~. -WEE LA11ERi,LS SHALL' HA Vir 'A A1tINltpilJlN, �' giAMETER ,Of ' A" a.ALL $4WER,> I 'ATERAt 5 'SHAME ,liA1!I~ 'A Mt1NIMUM,;:ea , REA"I'E�1, -MAN LINE , E� �ERVt,a- .•45'U 4 F; 5' "IN LINE ' VYE= -FEE'. t PON 27 1/2" DIA [699mm] 26 1/4" OIA - [667mm] i 2i" DIA m ` m28 7/16" DIA [?22mm] 36" DtA [914mm] FRAME SECTION (4) 1 " (25mm) DIA HOLES ON 32 3 I CL4 BOLT " (t334mm) DIA BOLT CE. 1'• I- [25mrn] 2" (51mm) LETTERS (RECESSED FLUSH) _(2) CLOSED PICKHOLES 1 1/2" [38mm] "NJ F:r "K F`. FR', I r ­tip F.''r," -{',fir ; <, `•PPR.,''Ff, , _ N uCl L r ^NL:'I Iv 'F 1 HL C,INL sL �N�..�- -Ilri� F-': IMF � <11- _._ ;I.`, ..I•��.._ -,. s�: = C" ' h: l:r• _ LL - ?i -- €',t., II I?I `!•:I 1 1 li :h: i ^hd_- _ ► :: '_ ` vH A.- 4 L•- :'= •IFI=J 11 . K,C'I, I L; ."'_ _ 'I -_ 1, L_ '3. Irl I= LLB ..,N F,: 1•{ :a TYPICAL $EWER PIPE INSTALLATION IN TRENCH r•I 1 I', '_ -_ Fi•�t F'F'F :' � +IT-I ;;'H', i i:'F° - LL3 THRE -C: t 2 K. =T TI 7i. .. L : I _LL ?I_L ';1 t•I II _ 15 Ll� :tt ;L7 �' IL. �-=' II�?1=J 2 i ? ?.� Ir.`_ - I'= •?�rtT ~ "• _:r, =uTE � rd :. =LG ��td::.t -��' C?: ;1 .��L �� �;- -• 4�C� - f Tf% 'I = - +�t•17 i -� 12 �:' `.FF•`.LT - =y- ^rJ^ FT= F - •`.F:'P• FIf PI F �-{:, E- ubF: _. rrl-t ^f. =,t ,,.pF•;�:T C Tt ?I?`,lli) fJ• • -I F, "0 1% % FAA t, r : 1'• _ =10,­, T -'_ ",. "• P T- - ? FI � E 1:'1 ) I : Fr ' I L I hLIV FJ f4-" - - - ',t L 'I T 13 4N T 5 II.L' (r_ -rhtIS SIIALL LL IN `slr'.LL_L . _ -_ P "NS :: ILRL F.` F:.::I <i- E`4•:t'•r- 4�4- ,:F'.� ".III'�i� C' •;iitfl'7i'• F'• FI V-: �.' ;ii I- ?hl.• :,H'll t:F !J:::� = :• ANC -F= 1-`:C•R A- S-IALL aE FFUrd-ED CRT, TYPICAL, FIRE HYDRANT, P655 i,yiHLY, QF,.TAIL" IU'' 113" •MEtR SOX .COVER L,IF1 ° N gTGH, LATER', CASif "'I ON LID BA-0 '220(! `AERIES , rat }, UI I?AVt aR A (P EF RRED,''E LOCATION , -' ; PL %',49 e»aoi�s, pta .' RIES' vU1TIt „ "'.EXIEN5IUh1 ©R:l4R.;PRfll` EQ1lA ;(2) PAVED 'AREAS:(AEIERt4A1 4;l�OCAiitiN }�;`CAST 'IRON;,4INGt'I,AI •and, tkUt*_'Nc,,; 016 I3 OR ' APOPlR1CO,FVI` E RDE ,EQUlS6, O ± . � , _I'7Q 24 3) FOF T ". Iti l�I A j;3 4 ";; t1IPiIvME # ,''HCII I5 ;1R i UiF2ElD [I!t::'M ,:LEA; -TYPI:CAL_ METER_ BQXES, ;'3_�,,, NTS • ' SCOTT COLLINSZ ,U No. 35791 �S`SIONAL E�O1 z O \"_.(2) CORED PICKBARS U) u p 1 1/8" (29mm) DIA BOSS 1 1/2" [38mm] 26" DIA [660mm] [38mm] 1/4" (6mm) DIA 3 1/$• O U) 7" NEOPRENE GASKET [79mm] YJ c [178rt L c c L W 'u 1 [ 23" DIA \\ ] DIA 255" DIA [635mm] O.D. OF GASKET GROOVE [16mm] SECTION "NJ F:r "K F`. FR', I r ­tip F.''r," -{',fir ; <, `•PPR.,''Ff, , _ N uCl L r ^NL:'I Iv 'F 1 HL C,INL sL �N�..�- -Ilri� F-': IMF � <11- _._ ;I.`, ..I•��.._ -,. s�: = C" ' h: l:r• _ LL - ?i -- €',t., II I?I `!•:I 1 1 li :h: i ^hd_- _ ► :: '_ ` vH A.- 4 L•- :'= •IFI=J 11 . K,C'I, I L; ."'_ _ 'I -_ 1, L_ '3. Irl I= LLB ..,N F,: 1•{ :a TYPICAL $EWER PIPE INSTALLATION IN TRENCH r•I 1 I', '_ -_ Fi•�t F'F'F :' � +IT-I ;;'H', i i:'F° - LL3 THRE -C: t 2 K. =T TI 7i. .. L : I _LL ?I_L ';1 t•I II _ 15 Ll� :tt ;L7 �' IL. �-=' II�?1=J 2 i ? ?.� Ir.`_ - I'= •?�rtT ~ "• _:r, =uTE � rd :. =LG ��td::.t -��' C?: ;1 .��L �� �;- -• 4�C� - f Tf% 'I = - +�t•17 i -� 12 �:' `.FF•`.LT - =y- ^rJ^ FT= F - •`.F:'P• FIf PI F �-{:, E- ubF: _. rrl-t ^f. =,t ,,.pF•;�:T C Tt ?I?`,lli) fJ• • -I F, "0 1% % FAA t, r : 1'• _ =10,­, T -'_ ",. "• P T- - ? FI � E 1:'1 ) I : Fr ' I L I hLIV FJ f4-" - - - ',t L 'I T 13 4N T 5 II.L' (r_ -rhtIS SIIALL LL IN `slr'.LL_L . _ -_ P "NS :: ILRL F.` F:.::I <i- E`4•:t'•r- 4�4- ,:F'.� ".III'�i� C' •;iitfl'7i'• F'• FI V-: �.' ;ii I- ?hl.• :,H'll t:F !J:::� = :• ANC -F= 1-`:C•R A- S-IALL aE FFUrd-ED CRT, TYPICAL, FIRE HYDRANT, P655 i,yiHLY, QF,.TAIL" IU'' 113" •MEtR SOX .COVER L,IF1 ° N gTGH, LATER', CASif "'I ON LID BA-0 '220(! `AERIES , rat }, UI I?AVt aR A (P EF RRED,''E LOCATION , -' ; PL %',49 e»aoi�s, pta .' RIES' vU1TIt „ "'.EXIEN5IUh1 ©R:l4R.;PRfll` EQ1lA ;(2) PAVED 'AREAS:(AEIERt4A1 4;l�OCAiitiN }�;`CAST 'IRON;,4INGt'I,AI •and, tkUt*_'Nc,,; 016 I3 OR ' APOPlR1CO,FVI` E RDE ,EQUlS6, O ± . � , _I'7Q 24 3) FOF T ". Iti l�I A j;3 4 ";; t1IPiIvME # ,''HCII I5 ;1R i UiF2ElD [I!t::'M ,:LEA; -TYPI:CAL_ METER_ BQXES, ;'3_�,,, NTS • ' SCOTT COLLINSZ ,U No. 35791 �S`SIONAL E�O1 � c w F c j uo z F L` 3 ov u J In a[ Q m a � L i Q w I ce H Ljj C3 a a w U) i w u ,cr, Q M Z2 M O Go D OM~-1 C31 L9M M z N CL N W V N cv rWn V J w z t--� N---1 LOW VI C z W C M CAS W x N W U Sk/ I— I 0 Z z. In 0 Z�u rn Wv � � W W 0 J I� z W .L ■ , ■ I � (— J V V 0 O L H N o w a U) JOB NO. 102054" SCALE N/A SHEET NO. 6 66 z �w �W � Z N a z W OGO z J C J ,0 U � o v L ° C O U O C O L C 3 3 � c � L ° x x U Q) D N v O � Ql _ L 0 0 0 3 O °, C C O 6 Efn c, v� U �L U) il C il O � V L � o v n � ° _j a D o � T C O O a� o� Q � N C o � U 7 O U a q) U C j O c _3 C _ o v, v � ° U y v 0 0 O v ° C � ° 3 C � 6 O aL C � z O c U) u p S C z J L O U) c YJ c H L c c L W 'u c � c w F c j uo z F L` 3 ov u J In a[ Q m a � L i Q w I ce H Ljj C3 a a w U) i w u ,cr, Q M Z2 M O Go D OM~-1 C31 L9M M z N CL N W V N cv rWn V J w z t--� N---1 LOW VI C z W C M CAS W x N W U Sk/ I— I 0 Z z. In 0 Z�u rn Wv � � W W 0 J I� z W .L ■ , ■ I � (— J V V 0 O L H N o w a U) JOB NO. 102054" SCALE N/A SHEET NO. 6 66 z �w �W � Z N a z W OGO z J C J ,0 U � o v L ° C O U O C O L C 3 3 � c � L ° x x U Q) D N v O � Ql _ L 0 0 0 3 O °, C C O 6 Efn c, v� U �L U) il C il O � V L � o v n � ° _j a D o � T C O O a� o� Q � N C o � U 7 O U a q) U C j O c _3 C _ o v, v � ° U y v 0 0 O v ° C � ° 3 C � 6 O aL C � Mull a 12 rl rl -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 5 +00 5 +50 6 +00 6 +50 7 +00 7 +50 8 +00 8 +50 MH -13 - CarrollCrk -1 -2 PROFILE 9 +00 9 +50 10 +00 10 +50 11 +00 11 +50 12 +00 12 +50 13 +00 13 +50 14 +00 14 +50 TH O fi SCOTT COLLINS O No. 35791 ,2 t ONAL z O J U) w m ca o Z z En 0 Q O H H H P w z U) H W Cie 1�- Z W U) oz LU z � O ° J U oc q w W W m Q w C.e U) w > a w O � w LU w r Z> I—Cy 20ti ON � ao co N N / / / 350 co pj co a0 co + � CMM � 00 d: M O M M / O C ct Z) f �D M F- CD = DITCH #2 I� MZ0 = > > - M c'Z= 0? `- `' O / — - - �u) Z -- » Z- Z> O F- _ ! J,, -- - / / 345 ° 00 d O V— N — _ DITCH #3 / 345 LO M 0 LO "t tY CO to r f? z 0 F- / co co M =FQ-?» cnoczz �, 'tc N 3.0 MIN' 340 1-N Qq N N ``' _ r CNv " / 8" SDR 35 PVC 340 N MMF' + MCy)� 9' 144.19 LF @ 0.52% CD mZ0 cD `?Z0 / � Q �fn�ZZ i� ~ �� F- cZ 335 a" VVP wl- 335 / 3 w J \ 8" DIP "DI 330 N ,I EXISTING GRADE / / 8" SDR 35 PVC I 3.0 MIN' 169.12LF @8 330 8" SDR 35 P'VC 167.21 LF @ 0.51% -I Z/ / 134.31 LF @ 0.52% 0 < / 325 06 0 Z // 325 LL z / w N Z 0 `!X 0 / 320 M 200 o z CD 6 ° / / / / c, A. 320 U' MrtONa MF-OQ. Q� QP ° (y) It C") — 0 0 F- .. — // Q'��jO O Gj V W 315 Q : U) R z Z Q/ ry���� ; W 315 DITCH #1 / / 310 L LO W 310 c N — II W / 0 / 305 0 a / tJ 305 Uj luj Z/ 300 co T F '�"� 300 A. z SOW 2 ° LO U F-NZ F- ao cc) 0 F- 295 0 O M76-0 1- N co F- 0 oC + ON � cv yW- `'' Z 0 -2 > > ~ DROP SANITARY CONNECTION SEWER MH TO -3 295 CD 32- Z Z Q INV. IN = 296.61 G 290 ° / 290 W L 8' DIP o / 74.84 LF @ 15.01% 0 / VERTICAL SCALE 285 = = o° 285 1` 2 / coo, = O � / U' N LO ON H h: ". ^ / ( IN EET } 280 U W + 1`- N W N Z F- �! —O iQ�� >>--_- 1 inch = 5 ft. p 280 U~ F; W s tn/OC ? ? X 3� IN. N m W O ol�o J�v O O M A ,��'� DROP CONNECTION TO 275 a ° °; , $ oC�' ' SANITARY SEWER MH -2 ORIZON AL SC AFL 275 C1 O M 0.) O N "t LO �v INV. IN = 278.45 -� p Cj NF- �/i �3. 50 0 2 50 700 200 OW O N Z Z O , ( IN F EET ) 270 270 ,,- 1 inch = 50 ft. v 265 22329V 265 260 260 255 255 0 0 CD w co M 0 0 M �' N r CD co O Cp 00 d O It d0 co N O CD tL M co O �- O co f. 1� r- O M co M co N N N N P lf) O O 0 N N M M M M O O O O M M Co w r r r N N N C. Q 00 . co ^ O O IC) to f� CD O CO C» O O 00 co r- M co CD CD CD CD LO LO w "t ti O d O O O O M may. CO tD CO O I� O h e- co I'` M 0 ~ to O ~ C� O M O [� O I� O � Q CD `� (D N N N 0i N O M M M �t co CF Gfl co CD W M 6 �D �t O M cM u7 r- to tD t� i` I� c a0 (D M qo 0 M N CD N N I. N N ti N N t` N N h N N (, CV N co N N O N co �' C 7 co �- M M N M co N co M co co co M M co M M C7 M M M M M M M M M M d M d d M d M dQ Ch C.' d� r! M d dM d' d0 d dM � d M M co M M co M M M M co M C' M M M M M ch co co M -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 5 +00 5 +50 6 +00 6 +50 7 +00 7 +50 8 +00 8 +50 MH -13 - CarrollCrk -1 -2 PROFILE 9 +00 9 +50 10 +00 10 +50 11 +00 11 +50 12 +00 12 +50 13 +00 13 +50 14 +00 14 +50 TH O fi SCOTT COLLINS O No. 35791 ,2 t ONAL z O J U) w m ca o Z z En 0 Q O H H H P w z U) H W Cie 1�- Z W U) oz LU z � O ° J U oc q w W W m Q w C.e U) w > a w O � w LU C�N L9 m m z z CV "t CL I o W W (0--� N 3: cv W W (1) Q n w z L9W W a z ►j-1 W x N U Ste I z Ln 0 � U W P--4 (j V 1 Jw W w o 0 J � z W W (D O 0o nj w 0 O W ¢ d to to M JOB NO. 102054 15 +00 SCALE H: 1 " =50' V. 1 " =5' 19 [=NO* C z a v a S C C C S v z C V / C W J a DS L a 0 C L c H a a H L �-- O C� z D' w w z z w U) z 0 0 0 0 L G V x L a U 0 a� o_ U C c C C C v a S H w r C�N L9 m m z z CV "t CL I o W W (0--� N 3: cv W W (1) Q n w z L9W W a z ►j-1 W x N U Ste I z Ln 0 � U W P--4 (j V 1 Jw W w o 0 J � z W W (D O 0o nj w 0 O W ¢ d to to M JOB NO. 102054 15 +00 SCALE H: 1 " =50' V. 1 " =5' 19 [=NO* C z a v a S C C C S v z C V / C W J a DS L a 0 C L c H a a H L �-- O C� z D' w w z z w U) z 0 0 0 0 L G V x L a U 0 a� o_ U C c C C C v a S H 370 370 9 +50 10 +00 10 +50 11 +00 11 +50 12 +00 12 +50 A n O fl h 13 +00 13 +50 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 18 +50 19 +00 19 +50 20 +00 20 +50 21 +00 21 +50 22 +00 22 +50 23 +00 23 +50 24 +00 24 +50 25 +00 PROPOSED WATERLINE PROFILE SCOTT . COLLINS'� No. 35791 i� *. L-(ONAL z 0 H H H w m o � Z z 0 4 O U) H F••� H m W H U) 1f H W ce z w ° z Uj O V U uj u Q a � W W a m Q W CY to W W 0 ()� W LLI W Q m 00 2M O \ EXISTING GRADE 365 3C5 360 � — ~ — — — r 60 _ — 1 � t _ 355 355 / 350 X PROPOSED FIRE HYDRANT (2) ASSEMBLY -12" G.V. CLASS PROPOSED 52 D.I. WATERLINE 12" 350 / STA. 18 +44 345 3' MIN. W 345 , U) , 340 / / W 340 , 335 /� s 335 / LAJ z J 330 , 177 330 U 325 Q 325 ��/ _ , ERTICAL SCALE 32.0 /� 320 5 0 25 5 10 20 , ( IN FEET ) 315 �� I inch = ft. 315 , , 310 i/ H RIZONT L SCALE 310 50 0 25 50 100 200 AM ( IN FE 'T ) 305 IN. 305 / 300 , 300 EXISTING 12" WATERLINE .- / 295 295 TIE -IN TO EXISTING 12" WATERLINE 290 STA. 10 +50 290 00 00 r 0 f M ti (0 CO O N M O co M M C0 M N M O co P_ O I` V) t0 ~ I O CO M N O co to N 0 Lo N N CO M O N W O M to N O w O c O to O 00 (0 M m LO (0 m M 1` d 00 O O d7 O � 0) O U) CO O 0� N O ( O CO CC) CV h ti w N 1� CN N N i` r N N � r I� p D) �- C. � O s- CC) r- r p CO O CO O CO w d 1.n I� 07 '� CA CA r- fti O I� . V_ 0) M �- �- co O r to co O CL7 0 w d) C. f� L CO L. I� CO In w (0 r Cfl ti � r O O CD O 0. O 00 d M 'IT to � O CO O 0) ti p 0) CV O O O O N r ti N N N N P- N � M Cfl d M r w d Cfl O to d I`� to 0) to O O O CO CO cfl �- O O O CO a0 1� to h to ti to ti L (O to f`� CO to 00 O tp (fl to O O Cfl M O O N N N N M co co co co co M M M M M M M M M co co co M M M co CO M co co M co M M M M M M M M M co M co M M M co M co M M M co M M M co CO M M t9 M co 9 +50 10 +00 10 +50 11 +00 11 +50 12 +00 12 +50 A n O fl h 13 +00 13 +50 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 18 +50 19 +00 19 +50 20 +00 20 +50 21 +00 21 +50 22 +00 22 +50 23 +00 23 +50 24 +00 24 +50 25 +00 PROPOSED WATERLINE PROFILE SCOTT . COLLINS'� No. 35791 i� *. L-(ONAL z 0 H H H w m o � Z z 0 4 O U) H F••� H m W H U) 1f H W ce z w ° z Uj O V U uj u Q a � W W a m Q W CY to W W 0 ()� W LLI L9C� M Z N CNA d— O � L ° W N W V 1 o Q ° O W z a ►� < U Q —■• J W W LL 0 H o� aC o r� z � V O Ca Q W N W U z ° E o6 � H z w Lij U z z W w .. z �--� W U W W O L Q O Q � o L Q V W x a> W a> w � L Q V ° oV O U o u L v N LU ° r-, a L ° U JOB NO. 102054 ° SCALE H: 1 " =50' V. 111=51 SHEET N0. 8 r- W Q m 00 2M O \ L9C� M Z N CNA d— O � L ° W N W V 1 o Q ° O W z a ►� < U Q —■• J W W LL 0 H o� aC o r� z � V O Ca Q W N W U z ° E o6 � H z w Lij U z z W w .. z �--� W U W W O L Q O Q � o L Q V W x a> W a> w � L Q V ° oV O U o u L v N LU ° r-, a L ° U JOB NO. 102054 ° SCALE H: 1 " =50' V. 111=51 SHEET N0. 8 r- 0) CR O M VERTICAL SCALE 5 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL SCALE 50 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. 20 200 M O M Ce M C! *ian 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 18 +50 19 +00 19 +50 20 +00 20 +50 21 +00 21 +50 ,22 +00 22 +50 23 +00 23 +50 24 +00 MH -13 - CarrollCrk -1 -2 PROFILE p �07 Cl SCOTT R. COLLINSZ No. 35791 It-, �SSjONAL E�O� Z O < a ¢ C Uj ¢ � W � E m z Z O U u O(1) c H ` 'oc s c U ` c L C c u W ce ` MH -13 STA:23 +64.38 385 W RIM:385.26 INV OUT. 380.00 TO MH -12 / / 385 W 385 W 1 - - -- - -� / 385 / / 380 / / 380 W 380 EXISTING GRADE / ` V n --' / / 375 W 375 / W / J J / z EXISTING GRADE co 375 - -- 370 —'- -,` � i o / / ..5��� 370 375 w O PROPOSED FIRE HYDRANT ASSEMBLY � z / coM °°. LA / / (2) 12" G.V. / (0 p COLMoM / — 365 ° _ — — _ =� �' N "MC z o 2 z / / 370 365 2O �_ ti O � T 370 0�� � cr) � O� ~ / 360 cOiM iM�~jMF- �Mzo >> ,� - �� J Cq Ln r- C)wm + (6M� O Lo °�'co 0 O� CO to tiM M N + c6mF- 360 / fA R Z z >> r O M Z 0 O / / // / \ �coRzz _�<-2» / 3' MIN. U` 355 I \ l DITCH #6 , -� / 355 3' MIN. 365 VPROPOSED FIRE HYDRANT ASSEMBLY \�1 -' $,•SOLE @3. (2) -12" G.V. // PROPOSED FIRE HYDRANT ASSEMBLY 51 � / STA. 26 +30 350 PROPOSED 12" 3.0 MIN' 360 350 / CLASS / STA. 33 8" DIP 360 355 L / 278.86 LF @ 0.51 355 LA CO 0) 0) N u) O co T- co 10 O 3 ` a" D�@ 3 �q °�o O O O O 0) O 0) d 00 N �t d I� M co to O co O LA r, co O N d O O C0 v O O O C O N CO r- Co LA CO O C0 co cr co O O O N 345 O �2LF d. . U) C. M i. N N N O Cl O O O LA O Lf) to O O r. rr . 00 a. 0) . c0 O O co Cn N r N O O ? X69 O LOA O O 0 O O O co O M O M O O O O O IM �r C7 O r Ls7 0 0 0 i` 0 0 r 0 r N I' N O r O 0 0 0) O FILL 0j d7 O C� 0 I'` 0 N CV M I' Cr) r- O O r' (� O U8- N d to O CO CO r` C0 M M CO CO M CO M M I - M �M r- M M I` M M � M M I- co M (. M M n co M i� M M r- co M P- M M O M M C0 M M CO M M SDR 35 PVC r` M M r. M M r- M ti M r 00 M O O M co co co co 00 M co co M co 00 M co 116.43 LF @ 0.52% M 0 M M M M co M M 340 335 335 d co t� N p -'t co co M (0 I� co LO N C) M 0) Cl O coo (0� N — N 0) �- O co O d d N N O C0 Ci M M M co I- N (0 N M M LA N Co O Lo co O M LO d0' CO O 0) `— O Lq O d; M N d- �- N co r cF M d may- Q1 to O CO O O O to O 0 LA O 0 O O to Cl CO Ln O CO O M co ao P co d "t M , M LOA to M to M U) CO M O O co O M to (0 O Lo co LA lA M O lA co to O M LA LL) M Lo C0 co O CO O M CO M r, co I, �• M 0) 40 r- M M co O co co M M M m m co CM M co Co m C7 C•7 co Cr) C.7 co C•7 co Ch M 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 18 +50 19 +00 19 +50 20 +00 20 +50 21 +00 21 +50 ,22 +00 22 +50 23 +00 23 +50 24 +00 MH -13 - CarrollCrk -1 -2 PROFILE p �07 Cl SCOTT R. COLLINSZ No. 35791 It-, �SSjONAL E�O� U j w E 00 Z h C 5 z 2 i o ¢ J u LY Q 'e C co U ¢ w e d' < C a > ui a p U < H > n ui c Z O < a ¢ C Uj ¢ � W � E m z Z O U u O(1) c H ` 'oc s c U ` c L C c u W ce ` U j w E 00 Z h C 5 z 2 i o ¢ J u LY Q 'e C co U ¢ w e d' < C a > ui a p U < H > n ui c ON L9M z z N d- 24 +50 W N N rW v , W � o 00 Uj ¢ M 00 00 M ON L9M z z N d- 24 +50 W N N rW v , W � o 00 385 W - - -- - -� / 385 / 3' MIN. 380 --' 380 W U) J J / EXISTING GRADE 375 - -- — — — — — — — — — — -,` � i — 375 w PROPOSED FIRE HYDRANT ASSEMBLY z / (2) 12" G.V. / — — — STA. 37 +00 370 370 i 3' MIN. U` 365 J / � 3' MIN. 365 VPROPOSED FIRE HYDRANT ASSEMBLY � (2) -12" G.V. PROPOSED FIRE HYDRANT ASSEMBLY � / STA. 26 +30 PROPOSED 12" (2) -12" G.V. 360 CLASS 52 D.I. WATERLINE STA. 33 +38 360 355 L 355 LA CO 0) 0) N u) O co T- co 10 O CO M d) O O M O O O O O O O 0) O 0) d 00 N �t d I� M co to O co O LA r, co O N d O O C0 v O O O C O N CO r- Co LA CO O C0 co cr co O O O N CO M O CC) d. . U) C. M i. N N N O Cl O O O LA O Lf) to O O r. rr . 00 a. 0) . c0 O O co Cn N r N O O ? d� O O LOA O O 0 O O O co O M O M O O O O O IM �r C7 O r Ls7 0 0 0 i` 0 0 r 0 r N I' N O r O 0 0 0) O C� 0) O 0j d7 O C� 0 I'` 0 N CV M I' Cr) r- O O r' (� O O Cat N d to O CO CO r` C0 M M CO CO M CO M M I - M �M r- M M I` M M � M M I- co M (. M M n co M i� M M r- co M P- M M O M M C0 M M CO M M r` M M r` M M r. M M r- M ti M r 00 M O O M co co co co 00 M co co M co 00 M co M C 7 M M M M co M M 24 +00 24 +50 25 +00 25 +50 26 +00 26 +50 27 +00 27 +50 28 +00 28 +50 29 +00 29 +50 30 +00 30 +50 31 +00 31 +50 32 +00 32 +50 PROPOSED WATERLINE PROFILE W z LV W W L9 L ~ O m W x N U ' z � 0 w II� L z� U w W W o 0 z w W O O W '_' W pGS^ I! JOB NO. 102054 33+00 33 +50 34 +00 34 +50 35 +00 35 +50 36 +00 36 +50 37 +00 37 +50 38 +00 2054 SCALE H: 1 " =50' V. 1"=5' SHEET NO. 9 I 5 6 z o� Li) �z w(D °z �w oV) z � J J ,0 C 0 D r � d O Q � O = U _ rn = a) L 3 fl- U X 3� J . U � U U - 3 � � a 3 0 0 U � L U) V 0 � V �o J-0 J O"� J � 0 U U 2 � L �u) U 0 o a c) 3 0 ll � U =' E 3 O C 3 N J � J U) � V D •� L n � n o �6 3 3 n o 6 0 Q fl- D Q) V) a C C C3 0 z o Li w,j o 0 0 Qc) �\ + II o O II II o M Q � II + 04 °O (p C9 w J Q W U) rn I FQ- 00 + mM wcN YM 350 O \ 9w ow Ill c6 Q (0 II W 335 if M CNO N C9W > Ill... Ml(Y) u) I 335 C9w z o Li w,j o Lu []> 0 Qc) �\ °+ II O o O 355 II m M o 355 Y °O (p C9 w J 4 N ICI p O N wcN YM 350 .6 \ 9w ow 11 L u U W \ \\ M C9W L c 350 c ggw CQ Q °g 350 W 360 o if 330 360 / \ - - W 11 SQ- Q M \ 0 DL *14 6" \ \� W 0 �W 330 345 _ _ _ �Q \ 0 w 345 2.1 -j Ill ALE 0o `\ JU E DITCH 21 345 SCALE 355 tIT \ QZ 0.83 Q,0 1.01 Q2 1.30 � 00 N ALE VZ 2.8 340 _ - DL 1a" 340 D,0 0.41 _0.,r;0% 21 M M N C D2= 0.45 Ill II M M CO M M M \ JUTE ITCH 350 VZ 4.25 Vo 4.81 ALE 335 335 D2= 0.62 D,0 0.75 335 ° 2 0 V2 3.08 V,o 3.25 2/ \ C9 w D,0 0.64 330 DL =10" 330 325 DL f0' cm 345 M co M M co E M M M NO SCALE 325 DL 340 DL 12" QZ 4.11 0 6.30 _ _ IV,= 4153 GRAS DITCH D 0007A DLz 12- S% Q2 10. sCAL�, 0 1 335 V2 2.28 335 NOS ALE S DITCH 2, Z:1 \ o D2= 1. 6 D,0 1.47 330 S 7NO A LE N r IM m t� It � C O (D co M M (6 c6 M M LO co LO M M 00 M CO 06 co co m 320 JUTE ITCH DL 12' \ ul „ ° 00 320 NOS ALE z o QZ 2.97 Q,0 3.60 2> 2.1 \ �° o VZ 2.34 V,o 2.46 °O O• D = 0.72 2 _ D - 0.78 10 VZ 1.89 V,o 1.98 _ Q - 3.42 2 Q, = 4.14 ° JUTE ITCH \ ¢ ((0 H 0_ D - 0.89 2- D = 0.95 '° NO S, \ m C) r+- VZ 2.48 Vo 2.60 \ cc) Q rn 315 D= 0.83 D= 0.89 o ° ofo Q 315 Q2 3.72 Q,0 4.51 0 �c9 w w Y rn VZ 2.87 V,o 3.01 J Of o w D2= 0.80 D,0 0.86 C9 w M M 'i O m �,� 310 DL 10" �\ �w o> 310 27 W J JUTE ITCH o / � NOS ALE __ \ _ / \ 305 \ 305 DL 16" - 0-67° QZ 4.24 Q,0 5.13 s•, 21 V2= 4.74 V,o 4.97 DL 16" JUTE ITCH D2= 0.67 D,0 0.72 E ?•> 2.1 DL=20" 300 !,7A-/ JUTE ITCH 2> 2:1 300 NO S ALE Q2 5.63 Q,0 6 JUTE DITCH V,= 2.38 V,a 2.51 NO SCAc D2= 1.09 D,o 1.18 Qz 6.73 Q,0 8.24 295 V2= 2.85 Va 3.00 QZ 7.83 0 9.59 295 2 10 V2= 1.83 10 1.93 02= 1.46 .0 1.58 290 290 O O O O r C0 O r 0 O w 001 M O o O O co CO O O M M t` ,� O 't d O W O N O d O r' M co �' r O to O O to co O O �y O d O N co O " 0) r: M M `- O M c0 ? 00 N r M_ c6 co co r COO O ti N M O N O N �- M N M `- O r cD o0 O~ ,� O O O O ti O LO ) - 't O M M M M M M M M M M M M co M M M co M M M M M CO M M M M M M 1 M M M M -0 +50 0 +00 0 +50 1 +00 1 +50 2-00 2 +50 3 +00 3 +50 4 +00 4 +50 5 +00 0 0 DITCH 1 PROFILE O I. U)° W LO W O r: in (") if wW C9 W °o 360 Q 360 5 +50 6 +00 6 +50 7 +00 -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 DITCH 3 PROFILE O ° ° O O II co Y w m W I 360 0 0 z o II H o ° 0 0 J < �\ Yo II O o O 355 II m M o 355 Y °O (p Q 11 W N I- Q Q w W \ p O N wcN YM 350 .6 \ 9w ow 11 L u U W \ \\ M C) ° o L c 350 c ggw CQ Q °g 350 W 360 o if Q 360 \ Lu mM w \ \ 0 DL *14 6" \ \� W 0 �W II > 345 ?' Z•1 �Q \ 0 w 345 2.1 julE NOS ALE 0o `\ JU E DITCH 21 345 SCALE 355 tIT \ QZ 0.83 Q,0 1.01 Q2 1.30 Q,0 1.58 NOS ALE VZ 2.8 340 _ - DL 1a" 340 D,0 0.41 ?, 21 M M N C D2= 0.45 D,o 0.49 M M CO M M M \ JUTE ITCH 350 VZ 4.25 Vo 4.81 ALE 335 335 D2= 0.62 D,0 0.75 335 ° 2 0 V2 3.08 V,o 3.25 D2= 0.59 D,0 0.64 330 DL =10" 330 O (0 r N ch cm 345 M co M M co E M M M 5 +50 6 +00 6 +50 7 +00 -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 DITCH 3 PROFILE O ° ° O O II co Y w m W I 360 0 0 z o + o ° 0 0 J < 0 ° O II O o O Z II N O \ Q If co Y °O (p Q 11 W N I- Q Q w O C6 ca W co wcN YM 350 if mM > W Q t� 11 m M W Im. Al h U) O LO Q N 350 J W 0 11 mM at C9W lC 0w Q J > WM if t9w 9w °Q> C9w VLLJWI 345 345 5 % -�-' --- - - -___ - - - - - -- __ -0.11,10% 340 D` 6" DL e" 340 > DL 10" FNO DL 12" GRAS DITCH 2:1 2;1 NOS DITCH ALE GRAS DITCH 335 NOS ALE GRAS DITCH 335 NO ALE V2= 1.48 Vo 1.54 Q2 1.12 Q,0 1.38 V,= 1.72 V - 1.82 Q2 1.61 Q,0 1.97 D2= 0.45 D,0 0.48 t0 QZ 2.15 Q,0 2.61 D = 0.57 D = 0.62 VZ V10= 1.89 V, 1.99 2- i0 VZ 1.74 V,o 1.83 D2= 1.61 D - 0.70 330 2 10 D2= 0.79 D,o 0.84 330 325 325 O ~ � N r: N ll ti M M M (� M cv M M M M M c) M M M c) M -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 DITCH 2 PROFILE 7 +50 8 +00 8 +50 VERTICAL SCALE 5 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft ti HORIZONTAL SCALE LO co 50 0 25 50 100 ( IN FEET ) �? 360 1 inch = 50 ft. z o + C0 ~ J < 0 II H C Z z 0 J \ o��o II 355 \ Q o 355 \ M M L u U W \ if > M C) ° o L c c ggw CQ + W 360 o if Q 360 os° w 350 \ 0 w co �e 350 DL_20" \ �Q O O 2 •, 2.1 \ \ \ 345 JU E DITCH 21 345 SCALE 355 tIT \ QZ 0.83 Q,0 1.01 > 355 NOS ALE VZ 2.8 Vo 3.03 340 D2= 0.3 D,0 0.41 340 0 C0 M M N C M M M CO M M M \ 350 VZ 4.25 Vo 4.81 \ \ 350 D2= 0.62 D,0 0.75 ° DL =10" 345 _7 1 345 JUTE DITCH NO SCALE DL 340 QZ 4.11 0 6.30 DL 340 IV,= 4153 D2= 0.66 0 0.78 D Q2 10. sCAL�, 0 1 335 V2 2.28 335 VZ 2. 2 Vo 3.07 D2= 1. 6 D,0 1.47 330 330 t00 N -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 DITCH 2 PROFILE 7 +50 8 +00 8 +50 VERTICAL SCALE 5 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft ti HORIZONTAL SCALE LO co 50 0 25 50 100 ( IN FEET ) �? 360 1 inch = 50 ft. -0 +50 0 +00 0 +50 1 +001 +251 +50 2 +00 DITCH 5 PROFILE 20 200 ° O O 0 ° u Y Q w, m' W k 370 C) O O c6 M II W J W I 370 z o + C0 ~ J < 0 II H C Z z 0 J \ o��o II 355 \ Q o 355 \ M M L u U W \ if > M C) ° o L c c ggw CQ + W 360 o if Q 360 os° w 350 \ 0 w co �e 350 DL_20" \ �Q O O 2 •, 2.1 \ \ \ 345 JU E DITCH 21 345 SCALE 355 tIT \ QZ 0.83 Q,0 1.01 > 355 NOS ALE VZ 2.8 Vo 3.03 340 D2= 0.3 D,0 0.41 340 0 C0 M M N C M M M CO M M M \ -0 +50 0 +00 0 +50 1 +001 +251 +50 2 +00 DITCH 5 PROFILE 20 200 ° O O 0 ° u Y Q w, m' W k 370 C) O O c6 M II W J W I 370 -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 DITCH 6 PROFILE eTl p�,� SCOTT . COLLINSZ No. 35791 vL ONAL E��l z o + C ~ J < 0 II H C Z z 0 J C u o��o co 365 W U 365 \ M M L u U W W \ \ if > 'u C) ° o L c c ggw W + W 360 a L Q 360 \ co �e O 10- \ �Q O O r \ m 21 \ co 355 tIT \ Ill > 355 NOS ALE ° QZ 3.30 Q,0 5.40 \ 350 VZ 4.25 Vo 4.81 \ \ 350 D2= 0.62 D,0 0.75 ° DL =10" 345 _7 1 345 JUTE DITCH NO SCALE DL 340 QZ 4.11 0 6.30 DL 340 IV,= 4153 D2= 0.66 0 0.78 D Q2 10. sCAL�, 0 1 335 V2 2.28 335 VZ 2. 2 Vo 3.07 D2= 1. 6 D,0 1.47 330 330 t00 N r IM m t� It � C co cq (D co M M (6 c6 M M LO co LO M M 00 M CO 06 co co m -0 +50 0 +00 0 +50 1 +00 1 +50 2 +00 2 +50 3 +00 DITCH 6 PROFILE eTl p�,� SCOTT . COLLINSZ No. 35791 vL ONAL E��l V) W F ) � L u z F '• r � I� S 0O O C Lu U) ce i W w cc) n J u i Q w -c i o: U w I u` w U - c Lu Li LLJ Q M O M pp M o 00 CD ri z o C ~ J < 0 L9m H C Z z 0 J C u o��o w oC ` a U dc c u c L u U W 'u ce L c c V) W F ) � L u z F '• r � I� S 0O O C Lu U) ce i W w cc) n J u i Q w -c i o: U w I u` w U - c Lu Li LLJ Q M O M pp M o 00 CD ri 0 w z 1 < c L L3� J •s w W H Lc �- LL Q O ca 3 O c L Ua L U � 0 c c z ul O c P__4 LL LL LL / � Z z W `` v; NN (� W z � L - W C C J w W r a O c c G� c T � a r •v 0 W a W a a r� v V a O � Oz N „ z IL d � c JOB NO. v 102054 c z SCALE H: 1"=50' ° V. 1 " =5' SHEET 10 ° a S F L9m N d- d- 1 W L O W L c cv W W W a L LEGEND EROSION & SEDIMENT CONTROL EROSION CONTROL NOTES ROADS MEASURES: ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETA Ti VE AND STRUCTURAL EROSION t_ -I EXISTING CULVERT STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC7CES SHALL BE IN ACCORDANCE AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND CULVERT WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA MEASURES CAN BE ESTABLISHED. PRACTICES USED IN THIS SECTION CONSIST OF THE FOLLOWING: REGULATIONS VT 625 -02 -00 EROSION AND SEDIMENT CONTROL DROP INLET & STRUCTURE N0. 0 THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NO REGULA TIONS SEED. TO REDUCE EROSION AND DEECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO 3 01 SAFETY FENCE. ES -2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO CURB A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. THE PRE - CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE CURB & GUTIER TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO 1B - ABELL SILT LOAM -29 TO 79 SLOPES THIS FINE -LOAMY MIXED SOIL IS UNSAFE BY VIRTUE OF P07EN77AL ACCESS BY 774E PUBLIC. THE FINAL INSPECTION. PROPOSED PAVEMENT PERMEABILITY. LOCATED IN UPLAND DEPRESSIONS ALONG INTERMITTENT ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR DRAINAGEWA YS, THIS SOIL GENERATES SLOW RUNOFF. 3.02 CONSTRUCRON EN7RANCE. TO OR AS THE FIRST STEP IN CLEARING. EC -3A DITCH A STABILIZED PAVED CONS7RUC770N EN7RANCE WITH A WASH RACK LOCATED AT POINTS OF ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL SEQUENCE OF CONSTRUCTION. VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE THE AMOUNT OF BE MAINTAINED ON 7HE SITE AT ALL 77MES A DEPTH OF EC -3A DITCH MUD 7RANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. ES -5: PRIOR TO COMMENCING LAND DISTURBING AC77VI77ES IN AREAS OTHER THAN APPROVAL FROM THE INSPECTOR ON THE PROJECT. CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE INDICATED ON 77-IESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF -SITE EC -2 DITCH AMOUNT SEDIMENT 7RANSPOR7ED ONTO PUBLIC ROADWAYS. BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) 7RACKING ONTO 3.05 SILT FENCE SUPPLEMENTARY EROSION CON7ROL PLAN TO THE OWNER FOR REVIEW AND 6" DEPTH OF EC -2 DITCH A TEMPORARY SEDIMENT BARRIER CONSIS77NG OF A SYNTHE77C FILTER FABRIC STRETCHED APPROVAL BY THE PLAN APPROVING AUTHORITY. SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL DISPOSAL AREA. S7REET WASHING ACROSS AND ATTACHED TO SUPPOR7NG POSTS AND ENTRENCHED, TO IN7ERCEPT AND DETAIN ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADD177ONAL EARTH DITCH SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERA77ONS iN EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND -���� ORDER TO PREVENT SEDIMENT FROM LEAVING 7HE Si7E, AND TO DECREASE THE VELOCITY OF SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. DRIVEWAY CULVERT SHEET FLOWS AND LOW -TO- MODERATE LEVEL CHANNEL FLOWS THE SiLT FENCE BARRIERS ES-7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL 5. IN ADD177ON TO ENSURING THAT 7HE PAVED CONSTRUCTION ENTRANCE IS INSTALLED, INSTALL ANY SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT MEASURES AT ALL TIMES DURING LAND DISTURBING AC77VITIES AND DURING BENCH MARK LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY SITE DEVELOPMENT UN77L FINAL STABILIZA77ON IS ACHIEVED. AND THE INSPECTOR HAS APPROVED THE EROSION CON7ROL MEASURES, THE CONTRACTOR CAN BEGIN AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE Wl77-1 THE VIRGINIA EROSION do ES -8: DURING DEWATERING OPERA77ONS WATER WILL BE PUMPED INTO AN CLEARING LIMITS CLEARING SEDIMENT CONTROL HANDBOOK (VESCH). APPROVED WATER FILTERING DEVICE. - - - - '- AREAS WILL RECEIVE A PERMANENT VEGETA77VE COVER. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES VDOT STANDARD STOP SIGN 3.07 STORM DRAIN INLET PROTECTION. PERIODICALLY AND AFTER EACH RUNOFF - PRODUCING RAINFALL EVENT. T A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS STABILIZING DISTURBED AREAS THAT MLL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF INLET OR CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. - - - -200- - - - EXIS77NG CONTOUR PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. INLET PR07E'C77ON APPLIES THE EROSION CON7ROL MEASURES AND CONVERT THE SEDIMENT 7RAPS TO PERMANENT STORMWATER UN77L PERMANENT VEGETA77ON OR 07HER EROSION CONTROL MEASURES CAN BE ESTABLISHED. WHERE STORM DRAIN INLETS ARE TO BE MADE OPERA77ONAL BEFORE PERMANENT General construction note Aw F,rosion and Sediment Control plans 200 PROPOSED CONTOUR STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA. POSSIBLE AND THEIR REMOVAL MAY ONLY BE AUTHORIZED BY A COUNTY INSPECTOR. REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL177ON AND 3.09 TEMPORARY DIVERSION DIKE. 1. 'llie plan approving authority mtN1 be notified one week prior to the pre- construction 240.55 PROPOSED SPOT ELEVA 77074 A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING conference; one week prior to the commoncemenvof land disturbing activity, and one reek e-1,- IBC DENOTES TOP /BACK OF CURB DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM prior to the final inspection. TAB DENOTES TOP OF BOX UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OU77-ET. TO DIVERT 2. All erosion and sediment control measures will be construed and maintained according to DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE iN ACCORDANCE WITH THE VESCH. SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO ASEDIMENT- TRAPPING FACILITY SUCH minimum standards and specific adnns of the Virginia Erosion and Sediment Control STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTA RON. AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE WHEREVER STORMW47ER RUNOFF MUST BE handbook and Virginia Rcgulations VR 625- 02 -t1U Lrosion and Scanicnt Control * VIRGINIA EROSION do SEDIMENT CON7ROL EROSION CONTROL TEMPORARILY DIVERTED TO PR07ECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON 7HESE EXPECTANCY Regulations. HANDBOOK SPECIFICA77ON NUMBER S17E DURING CONS7RUC77ON. STRUCTURES GENERALLY HAVE A LiFE OF 18 3, All erosion and wAinlont control tncast res arc to Lv placed prior to or as the first step in * MONTHS OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE. clearing. a S7RAW BAIL BARRIER 3.04 3.12 DIVERSION. 4. A cope of the approved erosion and sediment control plats shall be nvdritained on the site at IN SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS; SHOULD NOT BE USED IN LIVE A CHANNEL CONS7RUC7ED ACROSS A SLOPE WITH A SUPPORTING EARTHEN RIDGE ON THE all tiles. DD DV TEMPORARY DIVERSION DIKE 3.09 LOWER SIDE. TO REDUCE SLOPE LENGTH AND TO INTERCEPT AND DIVERT STORMW47ER 5. Prior to commencing land disturbiing activities in areas other than indicated on these plans THE INSTALLA77ON OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP INLETS OR RUNOFF TO STABILIZED OUTLETS AT NON - EROSIVE VELOCITIES APPLIES WHERE RUNOFF FROM (including, but not liulited to; off -site borrow or waste areas), the contractor shall submit a TO CONTROL EROSION ON SARE SOIL SURFACES, PLANTS MUST BE ABLE TO AREAS OF HIGHER ELEVA77ON MAY DAMAGE PROPERTY, CAUSE EROS /ON, OR INTERFERE NTH, suppleuxnlary rrosion control plan to the owner for review and approval by. the plan ST = 0 0 a oo TEMPORARY SEDIMENT 77?AP 3.13 774E ESTABLISHMENT OF VEGETA77ON ON LOWER AREAS, WHERE SURFACE AND /OR SHALLOW approving authority. AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS NECESSARY SUBSURFACE FLOW IS DAMAGING SLOPING UPLAND, AND WHERE THE SLOPE LENG774 NEEDS TO 6, 'llic contractor is responsible fot installation of any additional erosion conittol measures SB Q� SEDIMENT BASIN 3.14 BE REDUCED TO MINIMIZE SOIL LOSS necessary to prevent erostun and sedimentation as determined by the plan approsing FERTILIZER SHALL BE APPLIED AS 600 LBS /ACRE OF 10 -20 -10 (14 LBS /1,000 13 TEMPORARY SEDIMENT TRAP: authority. /P INLET PROTECTION 3.07 O A TEMPORARY PONDiNG AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A 7. All disturbed areas are to drain to approved sediment control treasures at all times during 1W STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ' land disturbing,actitiities and during site &velopment until final stabihzatiion.is achieved. 3.05 ENOUGH TO ALLOW 71-IE MAJORITY OF THE SEDIMENT TO SETTLE OUT. USE BELOW DISTURBED R- During desratering txper,alions, water will be pumped into an approved Cltering device, SF S/L T FENCE AREAS WHERE 7HE TOTAL CON7R/BU77NG DRAINAGE AREA IS LESS THAN 3 ACRES, WHERE THE 9. The contractor shal I inspect all ert>.sitm control measures periWirally and alter each runofl'- EFFEC7IVE LIFE IS 18 MONTHS UNLESS DESIGNED AS A PERMANENT POND BY A QUALIFIED SEDIMENT 7RAP WILL BE USED NO LONGER THAN 16 MON7HS, AND IT MAY BE CONSTRUCTED produc.•ing rainfall event. Any necessary repairs car cleanup to maintain the el'lectiveness of CE �� CONSTRUCTION ENTRANCE 3.02 EITHER INDEPENDENTLY OR IN CONJUNC77ON WITH A TEMPORARY DIVERSION DIKE. the erosion control dcvrices shall be made itnttlediately. V, v 3.14 TEMPORARY SEDIMENT BASIN. 10. All fill material to be taken from an approved. designated bortowv area. CD ' CHECK DAM 3.20 A TEMPORARY BARRIER OR DAM NTH A CONTROLLED STORMWATER RELEASE STRUCTURE FORMED BY CONS7RUC7TNG AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY. 11. All waste Materials shall tx taken to an approved waste area. L »•trth fill shall tx. inert materials only; free of rams, stumps, wood, rubbish; and other debris. CULVERT INLET PROTECTION: TO DETAIL SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND `DRY" STORAGE 12. Bortow or waste: areas are to tic reclaimed within 7 darts of completion per 'Zoning FD TEMPORARY FILL DIVERSION J. 0 LONG ENOUGH FOR 77-IE MAJORITY OF THE SEDIMENT TO SETTLE OUT APPLIES BELOW DISTURBED AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS EQUAL TO OR Ordinance section 5.1.2$. 13. All inert materials shall be transported in compliance with section 13 -301 of the Code,of EROSION CON7ROL AT CULVERTS DURING 77-IE PHASE OF A PROJECT WHERE ELEVA77ONS AND GREATER 7NAN 7HREE ACRES. THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE AIL- watarlc. SUMMER MONTHS SHALL BE MULCHED ACCORDING TO MULCHING, STD. & SPEC. TOPOGRAPHY FOR THE CONS7RUC770N OF A ,TEMPORARY IMPOUNDMENT. 11. Borrow, fill or waste .at ivi involving industrial -t< t} ape power equipment shall be limited to S DIVERSION 3.12 3.18 OUTLET PROTECTION: the hours of 7:00am to 9:00pm. AREAS WHICH FAIL TO ESTABLISH VEGETA77VE COVER ADEQUATE TO PREVENT S7RUC7URALLY LINED APRONS OR 07HER ACCEPTABLE ENERGY DISSIPA77NG DEVICES PLACED 11. Borrow. fill or waste activit }'shall be conducted in a safe manner than Maintains latetal PERMANENT SEEDING WILL BE APPLIED TO ALL DISTURBED AREAS AS AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS TO PREVENT SCOUR AT - ,- support, or cider to tlntlitttizc any hazard to persons; ph -sac al damage to aldjaccnt 1•tutl and PS PS PERMANENT SEEDING 3.32 O STORMWATER OUTLETS, TO PROTECT THE OUTLET S7RUCTURE, AND TO MINIMIZE THE P07EN77AL improvements, and damage to any public street becaatse a slides, sinking, for collapse. LEVEL SPREADER FOR DOWNS7REAM EROSION BY REDUCING THE" VELOCITY AND ENERGY OF CONCENTRATED 16. 1Ue developer shall reserve the right to'install. maintain, remove or convert to'permanent TD TO TOPSOILiNG 3.30 STORMWA7ER FLOWS. APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS storrawater uWagetncat facilities where applicable. all erosion control measures re(Ildred by this plan regardless of the sale: of any'lot, unit, building or other portion of the pr9perty, 3.19 RIPRAP: 17. Temporary stabilisation shall be temporary seeding and mulching. Seeding is to be at 75 a CULVERT INLET PROTECTION 3.08 A PERMANENT, EROSION ANT GROUND 'OVER OF LARGE, LOOSE, ANGULAR STONE NTH 1Ln1aCFC; and in the nrolltlu of Scptvnlber torcbruall to consist a 50150 mix of Annual FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT THE SOIL FROM 774E EROSIVE Ryegrass and CereM Muter Rye, or in March and April to consist of Annual Ric, or Ma} CROSS SECTION FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE lhrvurll August to citnsisl of German Millrt. Straw mulch is to be applied at 801bs /100sl. DC O DC DUST CONTROL 3.39 ENHANCING THE P07EN77AL FOR INFIIL7RATTON, AND TO STABILIZE SLOPES WI7H SEEPAGE PROBLEMS, AND /OR NON - COHESIVE SOILS USE WHEREVER SOIL AND WATER INTERFACE AND Alternatives are subject to approved by the County erosion control inspector. SEED - ERNST 5311 CONSERVATION SEED MIX - ERNMX -114 (45 18. Permanent stabilization shall be lituc and fertilizer, permanent seeding, and utulch. '- S'�f+1+L+1E (oh`. T) 71-IE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA71VE COVER, ETC, Agricultural grade Ilmesicine shall be applied at 9t)Ibsll t)OOsf, tnu)rporate,d into the top 4 -6 c` 7SD r- - - = TEMPORARY SLOPE DRAiN 3.15 ARE SUCH THAT THE SOIL MAY ERODE UNDER THE DESIGN FLOW CONDITIONS. inches of soil. Fertilizer shall be applied at IoWlbs /acre and wmisl of a 10-2 &-10 nutrient 31 t' 4IY ,� 3.20 ROCK CHECK DAMS.- mix. Pertuanent seeding, shall be applied at 1$0lbs/acre and consist of 95�e Kentucky or KENTUCKY BLUEGRASS, 37.5 LBS /ACRE PARK KENTUCKY BLUEGRASS, 15 S C01 UC D ACROSS S TEMPORARY STONE DAM NSTR 7E A R SS A SWALE OR DRAINAGE DITCH. TO MALL TE -5 M Tall .t�w ul•h'istlh T 11 escue and _ � Perennial Rve ass a Ke tic � Rlue ra.,s S rRa tin c. t e 0 r r n k .b Y � SA SAFETY FENCE 3.01 REDUCE THE VELOCITY OF CONCEN77RATED STORMWATER FLOWS, THEREBY REDUCING EROSION applied at 801hs1100sC Alternatives are subject to approved by the Counoy erosion control OF 7HE SWALE OR DITCH. THIS PRAC77CE ALSO 7RAPS SEDIMENT GENERATED FROM ADJACENT inspector. AREAS OR THE DITCH ITSELF, MAINLY BY PONDING OF 7HE STORMWATER RUNOFF. THiS 19. Maintenance: All measures are lobe im,pe cued weekly and after each rainli'ail. Any damage - I ' PRAC77CE, UTILIZING A COMBINA770M OF STONE SIZES, IS LIMITED TO USE IN SMALL OPEN or clogging tci structural measures is to be repair immediately. Silt traps titre to he cleaned RW �P�7EMPORARY RIGHT -OF -WAY 3.11 CHANNELS WHICH DRAIN 10 ACRES OR LESS r when SO;r of the wet. 4tnrage volume is tilled with sediment. All seaxieei arreas are lithe DIVERSION reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes 3 31 7EMPORARY SEEDING• which are collx -tiug sediment to half their height must bNt cle.vi d and rep),*cd TABLE 331 -A LIMING REQUIREMENTS FOR TEMPORARY SITES Recommeaded Application � s II Testiest tttttiltiral LimgstQm below 42 3 tolls per acre 4.2 to 5.2 2 tons per acre 52 to 6 1 ton per acre THE ESTABLISHMENT OF A 7EMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING immediately. NTH APPROPRIATE RAPIDLY GROW/NIG ANNUAL PLANTS TO REDUCE EROSION AND 20, All iewporsiry erosion and scditncnt cpntrol mrasures ace to be removed et7thlin 3U days of SEDIMENT47ON BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL final site stc•abilization, when measures are no longer needed, subject to approval by the GRADE FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND County erosion control inspector. RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PROIE"C77ON TO BARE SOILS 21. `Phis plan shall be void if the owner does not obtain a permit within Y year of the date of EXPOSED DURING CONS7RUC77ON UN177L PERMANENT VEGETA77ON OR OTHER EROSION CON7ROL approval. ( Water, Protection Ordinance scc -iron 17 -2M.) MEASURES CAN BE ESTABLISHED. 22. Permanent vegetation shall be installed on all denuded areas withlin nine (9) months aver 3.32 PERMANENT STABILIZATION: the crate the lanai disturbing activity commenced. (Water Protection Ordinance section 17- THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NO ,2078) SEED. TO REDUCE EROSION AND DEECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO (,SO Mies MAW PERMANENTLY ECONOMICAL, ADAPTABLE SOIL DESCRIPTION S17E COND RONS,T AND ALLOWS SELECTION OF THE MOST APPROPRIATE' ANT MATERIALS TOO (LAiuui multi- tlorunr) IMPROVE WILDLIFE HABITAT. TO ENHHANCE NATURAL BEAUTY. UPON COMPLETION OF May 1 - Aug 31 German Millet CONSTRUCTION ACTIVITIES ALL AREAS WILL RECEIVE A PERMANENT VEGETA77VE COVER. 1B - ABELL SILT LOAM -29 TO 79 SLOPES THIS FINE -LOAMY MIXED SOIL IS 3.35 MULCHING. • VERY DEEP AND MODERA TEL Y WELL DRAINED WI TH MODERA 7E APPLICATION OF PLANT RESIDUES OiR OTHER SUITABLE MATERIALS TO 77-IE SOIL SURFACE. TO PERMEABILITY. LOCATED IN UPLAND DEPRESSIONS ALONG INTERMITTENT PREVENT EROSION BY PR07EC77NG 11HE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING DRAINAGEWA YS, THIS SOIL GENERATES SLOW RUNOFF. 7HE VELOCITY OF OVERLAND FLOW. TO FOSTER 7HE GROW7H OF VEGETA77ON BY INCREASING SOiLS MAP IS INCORPORATED INTO THE EROSION CONTROL PLANS WITH SOILS DATA INCLUDED WITH THIS AVAILABLE MOIS77JRE AND PROVIDINIG INSULATION AGAINST EX7REME HEAT AND COLD. AREAS 16 - CHEWACLA SILT LOAM -09 TO 29 SLOPES. THIS FINE -LOAMY MIXED SOIL IS Source: Va. DSWC WHICH HAVE BEEN PERMANENTLY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING VERY DEEP AND SOMEWHAT POORLY DRAINED A NEGLIGABLE TO LOW SURFACE RUNOFF INDEX LOCATED IN FLOODI AINS 7HIS SOIL HAS TABLE 3.31-3 EROSION CONTROL NOTES & NARRATIVE ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS' EROSION AND SEDIMENT CONTROL MEASURES, • THE PURPOSE OF THIS LAND DISTURBING AC77VITY IS TO CONSTRUCT THE SANITARY SEWER AND WATERLINE Rate Planting Datcs 'es lbs cro Sept. I - Feb. 15 50/50 Mix of rw M Annual Ryegracs BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE ACTIVITIES TEMPORARY STOCKPILE T n� »m mnl_tj -flan_ ,mi � _ AREAS KILL BE MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED FROM AREAS TO BE GRADED dt 50-100 Cereal (Winter) Rye STABILIZED WITH A TEMPORARY VEGETA77VE COVER. PERMANENT SEEDING WILL BE PERFORMED FOR (,SO Mies MAW ALL AREAS WHICH WILL NO LONGER BE EXCA VA TED AND WHERE CONSTRUCTION AC77W77ES HAVE Feb. 16 - Apr. 30 Annual Ryegrms 60-100 (LAiuui multi- tlorunr) BE LEFT DORMANT FOR A YEAR OR MORE. SELEC77ON OF SEED MIXTURE MLL DEPEND ON THE 77ME May 1 - Aug 31 German Millet 50 (Serino 1[aliCA) 7EMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT SEEDING. AREAS WHICH CANNOT BE,• SEEDED BECAUSE OF 7HE SEASON SHOULD BE MULCHED USING ORGANIC MULCH. MULCH MAY BE USED TOGETHER Wl7H PLAN77NGS OF 7REES, SHRUBS, OR CERTAIN GROUND COVERS WHICH/ DO NOT PROVIDE ADEQUATE SOIL STABILIZA77ON BY THEMSELVES, CAN BE USED IN CONJIUNC77ON WITH TEMPORARY SEEDING. 3.37 TREES SHRUBS VINES & GROUND COVERS. STABILIZING DISTURBED AREAS BY ESTABLISHING VEGETA77VE COVER NTH 7REES, SHRUBS, VINES, OR GROUND COVERS TO AID iN STABILIZING SOIL iN AREAS WHERE VEGETA77ON OVER THAN TURF IS PREFERRED, TO PROVIDE FOOD AND SHELTER FOR WILDLIFE WHERE WILDLIFE HABITAT IS DESIRABLE. APPLIES IN' AREAS WHERE TURF ESTABLISHMENT iS DIFFICULT, ON S7EEP OR ROCKY SLOPES WHERE MOWING IS NOT FEASIBLE, WHERE ORNAMENTALS ARE DESIRABLE FOR LANDSCAPING PURPOSES, AND WHERE WOODY PLANTS ARE DESIRABLE FOR SOIL CONSERVATION, OR TO ESTABLISH WILDLIFE HABITAT. 3.38 TREE PRESERVA 770N AND PRO iTEC770N. PR07E'C77ON OF DESIRABLE 77?EES FROM MECHANICAL OR OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TO ENSURE THE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL BE EFFEC7IVE FOR EROSION AND SEDIMENT CON7ROL, WATERSHED PROTECTON, LANDSCAPE BEAUT IRCA RON, DUST AND POLLU77ON CONTROL, NOISE REDUCTION, SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES APPLIES IN TREE - INHABITED AREAS SUBJECT TO LAND DISTURBING AC77W77ES. 3.39 DUST CONTROL: REDUCING SURFACE AND AIR MOVEMIENT OF DUST DURING LAND DISTURBING, DEMOLITION AND CONS7RUC77ON ACTIVITIES. TO PREIVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE 7HE PRESENCE OF AIRBORNE S BSTANCES WHICH MODERATE PERMEABILITY. 51B - MANTEO CHANNERY SILT LOAM -29 TO 79 SLOPES SOILS OF THE MANTEO SERIES ARE SHALLOW AND SOMEWHAT EXCESSIVELY DRAINED. THEY ARE LOAMY- SKELETAL, MIXED, HAVE A HiGH SURFACE RUNOFF AND MODERATE RAPID IN7ERNAL DRAINAGE. PERMEABILITY IS MODERA TEL Y RAPID. TYPICALLY LOCATED IN GENTLY SLOPING TO VERY STEEP UPLANDS. 51C - MANTEO CHANNERY SILT LOAM -79 TO 159 SLOPES SOILS OF THE MANTEO SERIES ARE SHALLOW AND SOMEWHAT EXCESSIVELY DRAINED. THEY ARE LOAMY- SKELETAL, MiXED, HAVE A HIGH SURFACE RUNOFF AND MODERATE RAPID INTERNAL DRAINAGE. PERMEABILITY IS MODERA TEL Y RAPID. TYPICALLY LOCATED IN GENTLY SLOPING TO VERY STEEP UPLANDS 5 1 D - MANTEO CHANNERY SILT LOAM -159 TO 259 SLOPES SOILS OF THE MANTEO SERIES ARE SHALLOW AND SOMEWHAT EXCESSIVELY DRAINED. THEY ARE LOAMY - SKELETAL, MIXED, HAVE A HIGH SURFACE RUNOFF AND MODERATE RAPID INTERNAL DRAINAGE. PERMEABILITY IS MODERATELY RAPID. TYPICALLY LOCATED IN GENTLY SLOPING TO VERY SiTEEP UPLANDS. 62B -NASON SILT LOAM -290 TO 79 SLOPES SOILS OF THE NASOMI SERIES ARE DEEP AND WELL DRAINED. THEY ARE FINE, MIXED, SEMIAC7►7VE, HAVE MEDIUM TO RAPID RUNOFF AND MODERA 7E PERMEABILITY. THEY ARE U MAY TYPICALLY LOCATED ON NEARLY LEVEL TO VERY STEEP UPLANDS Source: Va. DStVC PRESENT HEALTH HAZARDS, 7RAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF 62C -NASON SILT LOAM -79 TO 159 SLOPES SOILS OF THE NASON SERIES ARE DUST DURING CONS7RUC77ON. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE DEEP AND WELL DRAINED. THEY ARE FINE, MIXED, SEMIAC77VE, HAVE VESCH. MEDIUM TO RAPID RUNOFF AND MODERATE PERMEABILITY. THEY ARE TYPICALLY LOCH TED ON NEARLY LEVEL TO VERY STEEP UPLANDS. 76 - RIVERVIEW LOAM -09 TO 59 SLOPES SOILS OF THIS SERIES ARE VERY DEEP, WELL DRAINED, MODERATELY PERMEABLE AND FORMED iN LOAMY ALLUVIUM ON FLOOD PLAINS RUNOFF IS LOW, CAUSING THIS SOIL TO FLOOD FOR SHORT PERIODS MOSTLY IN WINTER OR EARLY SPRING MONTHS DESCRIPTION OF EROSION & SEDIMENT EROSION CONTROL NOTES & NARRATIVE CONTROL MEASURES: PURPOSE.' EROSION AND SEDIMENT CONTROL MEASURES, • THE PURPOSE OF THIS LAND DISTURBING AC77VITY IS TO CONSTRUCT THE SANITARY SEWER AND WATERLINE IT iS ANTICIPATED TO USE CONS77?UC77ON ENTRANCES, DIVERSION DIKES, EXIS77NG SEDIMENT BASINS, U77LI77ES FOR 16 NEW LOTS IN THE GLENMORE SUBDIVISION. 7HE TOTAL AREA TO BE DISTURBED WI77-1 7741S AND SILT FENCES WILL BE INSTALLED TO CON7ROL SURFACE DRAINAGE. TEMPORARY SEEDING WILL PHASE OF DEVELOPMENT IS 15.75 ACRES. rw M EXISTING SITE CONDITIONS. BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE ACTIVITIES TEMPORARY STOCKPILE THIS EXISTING S17E IS MOSTLY WOODED, SLOPING DOWNWARD TO THE NORTH WEST. THE S17E IS LOCATED TO AREAS KILL BE MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED FROM AREAS TO BE GRADED THE NORTH EAST OF CARROLL CREEK ROAD AND DRAINS TO THE EXISTING CARROLL CREEK. AND STORED FOR LATER SPREADING. STOCKPILE LOCA170NS SHALL BE ON SITE AND SHALL BE ADJACENT AREAS: STABILIZED WITH A TEMPORARY VEGETA77VE COVER. PERMANENT SEEDING WILL BE PERFORMED FOR THiS SITE iS BORDERED TO THE NORTH BY AN EXIS77NG STREAM. TO THE EAST AND WEST EXISTS OPEN ALL AREAS WHICH WILL NO LONGER BE EXCA VA TED AND WHERE CONSTRUCTION AC77W77ES HAVE GRASS FIELDS. CARROLL CREEK ROAD EXISTS TO 7HE SOU7H.. CEASED. PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL OFFSITE LAND DISTURBANCE.' BE LEFT DORMANT FOR A YEAR OR MORE. SELEC77ON OF SEED MIXTURE MLL DEPEND ON THE 77ME NO OFFSI7E LAND DISTURBANCE lS PROPOSED. ALL LAND DISTURBANCE IS TO OCCUR WITHIN THE LIMITS OF OF YEAR APPLIED. DISTURBANCE AS SHOWN. 7EMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT CRITICAL AREAS: FOR MORE THAN SEVEN DAYS. 7HESE AREAS SHALL BE SEEDED WITH FAST GERMINA77NG NO DISTURBANCE SHALL OCCUR WITHIN 7HE 100' STREAM BUFFER LOCATED TO THE NORTH OF THIS PROJECT. VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS SELEC77ON OF SEED MIXTURE WILL SOILS: DEPEND ON THE 77ME of YEAR APPLIED. SOiLS MAP IS INCORPORATED INTO THE EROSION CONTROL PLANS WITH SOILS DATA INCLUDED WITH THIS CONSMUC77ON EN7RANCE. NARRA TI VE A STABILIZED PAVED CONS7RUC77ON ENTRANCE WITH A WASH RACK LOCATED AT POINTS OF SEQUENCE OF CONSTRUCTION. VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION S17E TO REDUCE THE AMOUNT OF MUD 1. N077FY ALBEMARLE COUNTY TO SCHEDULE A PRE- CONSTRUC7ON MEE77NG AS REQUIRED. 7RANSPORIFD ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE CONSTRUCTION EN7RANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE APPROVAL FROM THE INSPECTOR ON THE PROJECT. AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC ROADWAYS. J. INSTALL THE PAVED CONSTRUCTION EN7RANCE WITH WASH AREA AS SHOWN ON 7HE PLANS CONS7RUC77ON SILT FENCE. ENTRANCES TO BE INSTALLED WHERE CONSTRUCTION VEHICLE ROUTES INTERSECT PAVED PUBLIC ROADS, A TEMPORARY SEDIMENT BARRIER CONSlS71NG OF A SYNI74E7IC FiLTER FABRIC STRETCHED ACROSS PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) 7RACKING ONTO AND ATTACHED TO SUPPOR7NG POSTS AND ENTRENCHED. TO INTERCEPT AND DETAIN SMALL THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUC110N OPERATIONS IN ORDER TO BE CLEANED THOROUGHLY AT 774E END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM 774E ROADS BY SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL DISPOSAL AREA. S7REET WASHING PREVENT SEDIMENT FROM LEAVING THE SITE. TO DECREASE THE VELOCITY OF SHEET FLOWS AND SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THiS MANNER. LOW -TO- MODERATE LEVEL CHANNEL FLOWS. 7HE SILT FENCE BARRIERS SHALL BE INSTALLED DOWN 4. INSTALL THE IN177AL CONSTRUCTI0N MEASURES AS SHOWN ON THE EROSION CON7ROL SHEETS. THIS SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW AS INCLUDES SILT FENCE, DIVERSION BERMS AND 3 SEDIMENT BASINS MEASURES INTENDED TO TRAP SEDIMENT INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY AF7ER EACH RAINFALL AND MAINTAINED IN SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE ACCORDANCE W77H 7HE VIRGINIA EROSION do SEDIMENT CON7ROL HANDBOOK (VESCH). FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. PERMANENT STABILIZATION: 5. IN ADD177ON TO ENSURING THAT 7HE PAVED CONSTRUCTION ENTRANCE IS INSTALLED, INSTALL ANY THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NG SEED. REMAINING EROSION CON7ROL ITEMS AS SHOWN ON THE EROSION CON7ROL PLAN. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS TO PERMANENTLY 6. ONCE ALL THE EROSION CON77?OL ITEMS HAVE BEEN INSTALLED AS SHOWN ON THE EROSION CONTROL PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CON7ROL MEASURES, THE CONTRACTOR CAN BEGIN STABILIZE DISTURBED AREAS 174 A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDIAONS, U77LITY INSTALLA77ON OPERA710NS. STABILIZA77ON MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES AND ALLOWS SELEC77ON OF THE MOST APPROPRIA 7E PLANT MA IERIALS TO IMPROVE WILDLIFE SUCH AS DAMS, DIKES, AND DiVERSIONS IMMEDIA TEL Y AFTER INSTALLA RON. HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLETION OF CONSTRUCTION ACT7W77ES, ALL Z INSTALL PROPOSED U77LI77ES AND SERVICES AS PROPOSED ON THE UTILITY PLAN. AREAS WILL RECEIVE A PERMANENT VEGETA77VE COVER. 8. PERMANENT OR 7EMPORARY SOiL STABiLIZA77ON SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN 7EMPORARY SEEDING.- DAYS AFTER FINAL GRADE IS REACHED ON ANY PORT70N OF THE SITE. TEMPORARY SOIL STABILIZA77ON 7HE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING W17H SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND SEDIMENTATION BY REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. PERMANENT STABILIZA77ON SHALL BE STABILIZING DISTURBED AREAS THAT MLL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE 7HAN ONE YEAR. MORE 7HAN 30 DAYS TO REDUCE DAMAGE FROM SEDIMENT AND RUNOFF TO DOMS7REAM OR 9. ONCE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, THE CON7RACTOR CAN REMOVE OFF -SITE AREAS, AND TO PROVIDE PR07E'CIION TO BARE SOILS EXPOSED DURING CONS7RUC77ON THE EROSION CON7ROL MEASURES AND CONVERT THE SEDIMENT 7RAPS TO PERMANENT STORMWATER UN77L PERMANENT VEGETA77ON OR 07HER EROSION CONTROL MEASURES CAN BE ESTABLISHED. MANAGEMENT FACILITIES. NO ITEM SHALL BE REMOVED UNLESS THE UPS7REAM AREAS ARE STABILIZED AND THE INSPECTOR GIVES PERMISSION. ALL EXISTING BIOFIL7ERS MUST REMAIN iN PLACE FOR AS LONG AS DUST CONTROL: POSSIBLE AND THEIR REMOVAL MAY ONLY BE AUTHORIZED BY A COUNTY INSPECTOR. REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL177ON AND 10. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT CONS7RUC77ON ACTIVITIES CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADM/NIS7RATOR IN TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE ACCORDANCE WITH 77-IE VIRGINIA EROSION AND SEDIMENT CON7ROL HANDBOOK. THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEAL 774 HAZARDS, 7RAFFIC SAFETY 11. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER PROBLEMS OR HARM ANIMAL OR PLANT LIFE. FINAL SITE STABILIZA77ON OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF OTHERWISE AUTHORIZED BY 7HE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE iN ACCORDANCE WITH THE VESCH. SOIL AREAS RESUL77NG FROM THE DISPOS177ON OF 7EMPORARY MEASURES SHALL BE PERMANENTLY 7EMPORARY DIVERSION DiKE.• STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTA RON. A RIDGE OF COMPACTED SOiL CONSTRUCTED AT 77-IE TOP OR BASE OF A SLOPING DISTURBED AREA TEMPORARY SEEDING. WHICH DIVERTS OFF -S17F RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A STABILIZED OUTLET, ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF OR TO DiVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION EFFECTIVE LIVE IS 18 MONTHS IMMEDIATELY FOLLOWING CR,4DING. SELECTION OF THE SEED MIXTURE WILL ROCK CHECK DAMS. DEPEND ON THE 77ME OF YEAR AND WILL BE APPLIED TO DISTURBED ARES THAT SMALL, 7EMPORARY STONE DAMS CONSTRUCTED ACROSS A DRAINAGE DITCH TO REDUCE THE WILL NOT BE BROUGHT TO FINAL GRADE WITHIN 30 DAYS. VELOCITY OF CONCENTRATED FLOWS, REDUCING EROSION OF THE SWALE OR DITCH. LiM17ED TO USE PLANTS SHOULD BE SELECTED APPROPRIATE TO THE SEASON AND SITE IN SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS; SHOULD NOT BE USED IN LIVE CONDITIONS FROM TABLES 331B AND 3.31C. NOTE THAT TABLE 3.31B PRESENTS S7REAMS PLANTS WHICH CAN BE USED WI THOU T EXTENSIVE EVALUATION OF SITE STORM DRAIN INLET PROTECTION., CONDITIONS; TABLE 3.31 C PRESENTS MORE IN -DEPTH INFORMA 77ON ON THE THE INSTALLA77ON OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP INLETS OR PLANT MATERIALS CURB INLET STRUCTURES PRIOR TO PERMANENT STABIUZA77ON OF 774E DISTURBED AREA; LiMI7ED TO TO CONTROL EROSION ON SARE SOIL SURFACES, PLANTS MUST BE ABLE TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT INTENDED TO CONTROL LARGE, GERMI'NA TE AND GROW. SEEDBED PREPARATION IS ESSENTIAL. CONCENTRATED STORMWA7ER FLOWS. TEMPORARY SEDIMENT TRAP: AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS NECESSARY A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE FOR TEMPORARY SEEDING. TABLE 3.31A MAY BE USED TO DETERMINE THE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DIS77JRBED ACTUAL NEED ALONG WITH SUGGESTED APPLICATION RATES. AREAS FOR O EN UGH TIME TO AL LOW MOST TO 7HE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM FERTILIZER SHALL BE APPLIED AS 600 LBS /ACRE OF 10 -20 -10 (14 LBS /1,000 EFFECTIVE LIFE IS 18 MONTHS. TEMPORARY SEDIMENT easIN: SQ. FT. OR EQUIVALENT NUTRIENTS LIME AND FERTILIZER SHALL BE A TEMPORARY BARRIER R R DAM tMTN CON CH IS TROLLED STORMWATER RELEASE STRUCTURES WHICH INCORPORATED INTO THE TOP 2 TO 4 INCHES OF THE SOIL IF POSSIBLE. FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY. IT IS IF THE AREA HAS BEEN RECENTLY LOOSENED OR DISTURBED, NO FURTHER USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DRAINAGE AREAS 3 ACRES OR GREA7ER FOR ROUGHENING IS REQUIRED. WHEN THE AREA IS COMPACTED, CRUSTED, OR ENOUGH 77ME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT IT CAN BE HARDENED, THE SOIL SHALL BE LOOSENED BY DISCING, RAKING, HARROWING, OR C0NS7RUC7E0 ONLY WHERE THERE IS SUFFICIENT SPACE AND APPROPRIATE TOPOGRAPHY MAXIMUM OTHER ACCEPTABLE MEANS TRACKING WITH BULLDOZER CLEATS IS MOST EFFEC7IVE LIFE IS 18 MONTHS UNLESS DESIGNED AS A PERMANENT POND BY A QUALIFIED EFFECTIVE ON SANDY SOILS. THIS PRAC77CE OFTEN CAUSES UNDUE COMPAC77ON PROFESSIONAL. I OF THE SOIL SURFACE, ESPECIALLY IN CLAYEY SOILS, AND DOES NOT AID OUTLET PROTEC770N• PLANT GROW77-1 AS EFFECTIVELY AS OTHER METHODS OF SURFACE ROUGHENING. THE INSTALLA77ON OF RIPRAP CHANNEL SEC77ONS AND /OR S77LLING BASINS BELOW STORM DRAIN SEED SHALL BE EVENLY APPLIED WITH A BROADCAST SEEDER, DRILL, OUTLETS TO REDUCE EROSION AND UNDER CUT7NG FROM SCOURING AT OUTLETS AND TO REDUCE CUL TIPACKER SEEDER OR HYDROSEEDER. SMALL GRAINS SHALL BE PLANTED NO FLOW VELOC177ES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE OUTLETS. MORE THAN 1� INCHES DEEP. SMALL SEEDS, SUCH AS KENTUCKY BLUEGRASS, CULVERT INLET PROTECTION: SHOULD BE PLANTED NO MORE THAN 4 INCH DEEP. OTHER GRASSES AND A SEDIMENT FILTER LOCATED AT 77-IE INLET TO STORM SEWER CULVERTS WHICH PREVENTS SEDIMENT LEGUMES SHOULD BE PLANTED FROM INCH TO DEEP. FROM EN7ER /NG, ACCUMULA77NG iN AND BEING TRANSFERRED BY THE CULVERT. IT ALSO PROVIDES EROSION CON7ROL AT CULVERTS DURING 77-IE PHASE OF A PROJECT WHERE ELEVA77ONS AND SEEDINGS MADE IN FALL FOR WINTER COVER AND DURING HOT AND DRY DRAINAGE PATTERNS ARE CHANGING CAUSING ORIGINAL CONTROL MEASURES TO BE iNEFFEC77VE. SUMMER MONTHS SHALL BE MULCHED ACCORDING TO MULCHING, STD. & SPEC. SAFETY FENCE.• 3.35, EXCEPT THAT HYDROMULCHES (FIBER MULCH) WILL NOT BE CONSIDERED A PR07E-C77VE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL ADEQUATE. STRAW MULCH SHOULD BE USED DURING THESE PERIODS. MEASURE. AREAS WHICH FAIL TO ESTABLISH VEGETA77VE COVER ADEQUATE TO PREVENT PERMANENT STABILIZATION RILL EROSION WILL BE RE- SEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. PERMANENT SEEDING WILL BE APPLIED TO ALL DISTURBED AREAS AS 1492 321 PER THE PERMANENT STABILIZA77ON OF THIS EROSION & SEDIMENT 11 . CONTROL NARRATIVE. LEVEL SPREADER AFTER CONSTRUCTION IS COMPLETED, ALL DISTURBED AREAS OF THE SITE WILL BE LIMED, FERTILIZED, AND SEEDED AS PER CURRENT VDOT , STANDARDS THIS SHALL CONSIST OF THE FOLLOWING, TOPSOIL - 2" DEPTH, LIME - 2 TONS /ACRE, CROSS SECTION FERTILIZER - 600 LBS. /ACRE OF 15 -30 -15 SEED - ERNST 5311 CONSERVATION SEED MIX - ERNMX -114 (45 JjiF- OR EXCII -WR OR EauNALEMr iiAN Fn M P1 ACf '- S'�f+1+L+1E (oh`. T) LBS /ACRE PENNLAWN CREEPING RED FESCUE, 37.5 LBS /ACRE ARGILS minim a MIH - t' 4IY ,� KENTUCKY BLUEGRASS, 37.5 LBS /ACRE PARK KENTUCKY BLUEGRASS, 15 '--- p :���= 4tIFI ^ -- - I . LBS /ACRE ANNUAL RYEGRASS & 15 LBS /ACRE PLEASURE PERENNIAL -. AFTER THESE AREAS ARE STABILIZED, THEY WILL BE MOWED AND - I ' MAINTAINED ON A REGULAR BASIS MfEe UP IF I i - R °` Fl AITFH wKREAOCR I _�,- � MAINTENANCE. ��� �' 1____4 IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. SPECIFIC LEVEL SPREADER WITH VEGETATED LIP ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS: A. SEDIMENT BASINS AND /OR TRAPS WILL BE CLEANED AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT I CROSS SECTION CONTROL HANDBOOK. B. ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR wx 0as7. 15, M ore SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE 2 , C'J- A40WCAIL M - VAR4&X (MN. 7'j :W11.*1 ,2 VWF uFSH envcFr- i =W= 8Nk MUAi TO 4410 GRAVEL IS CLOGGED BY SEDIMENT THE GRAVEL WILL BE REMOVED AND »rIL-ueaoti�rl, -.,� /j ,rIWf. �F!1Vn T,NRFF. , CLEANED, OR IT WILL BE REPLACED. � I skaxw WNW IQ WIN/? 6 9I \. -�. umr xlr� srArtr _ -,__ ,- - - -- " RE6V rOT&BER t C. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR t UNDERMINING OR DETERIORA 77ON OF THE FABRIC AND REPAIRED AS - r I . REQUIRED. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT t l ' 3 DEPOSITION REACHED HALF WAY TO THE TOP OF THE BARRIER. 11� 'P M I -, I :Z1 'JP D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A �- --- -_..__ r GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND v'r' a..- - - -__ RESEEDED AS NEEDED. LEVEL SPREADER WITH RIGID LIP • PIN, PF'nrA MURDEMS OF FIL)rR GRIN "OND IN M. k SPEC. 3,19. ;W-W Source: Va. 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COLLINSZ ITYPE U No. 35791 0 NAL SF Wt WIRE- SUPPORT -360— \4 1 C IIIIIIIIIIIIIIIIIII CD U) L 0 T 16 z w Ln 0.727 ACRES z ;r Z 0 W fZz U) 0 U) z u U I— LIMITS OF DISTURBANCE 0 w Z W SOILS' 15.75 AC. 06 2 CL l`__l TAX MAP 94 PARCEL 16 13� 0 u I I 7h (PE 0 0 PARTNERSHIP U) z U u GLENMORE ASSOCIATES LIMITED PARTN 15�1 C w CID 0 w U) D _1 u U) U ZONE: PRD� D.B. 3863 PG. 38/0-383 jo 0 w < _1 x 0 .3 3 PG. �63-378 (PLAT) 10 W w u < m CL 0 0 > w D�B. 3r2 PG 74-80 (F;LAT) C < w CPS w w L6 15 ce CID _j w 0.6 5 AC ES < f 7 D�B. 3554 P. 393 FLAT) b:g-.3060-PG. 0-89 w w C) 0� Ca W Lu _j D.B. 3060 PG. 6/74 D.B. fM PG,693 (PLAT) < Ce > w w elf SEDIMENT BASIN ui AREA = 6.82 AC. ul TS 360- Cw = 0.40 w - I -Al Tc - 15 MIN. \ k � t TY , PE 4.637 ACRE'S : T 26 6 380 W/ WIRE SF P ROPOSED TRAPEZOIDAL RIPRAP SUPPORT 340 S W C CD ---SOILS LINE (TYP.) _ _ _ OUTFACE DITCH -SEE SWM FOR DETAIL 00 PROPOSED RIPRAP OUTFACE 00 AL - PROPOSED RIPRAP OUTFALL' e r 43, W2=14.5', L=13', D=2' Wl= W1=4.5% W2=23.5', L=19', D=2' 4/ 4, 6 01 W/WIRE ISB 3 7- supp 7 /L,0J1?T/A/C WE t L9 DI ryl) 45 DITCH ­5 1-11, DIl SUPPOR CA) 01*N DC- x S -_- .-- -_ - -._ '-. - -- - I - J z J __ _ z 714,\ BAFFL E z z Z A- I - — --, T$ Z z z Z Z _j BARREL -24" RCP B C114 Z Z uj 30" RCP RISER z 0 3�: 0 41F (0*1� C)� , \ ) CN 24� /___ ­_ 1��, %-, �1, ALL EXISTINQ BIO-FILTERS TO REMAIN IN uj 0.$73- ACRES 18" RCP RISER 4f PLACE FOR AS LONG AS POSSIBLE. ;7 PS REMOVAL MAY ONLY BE AUTHORIZED BY BAFFLE / 0 LOT' 12-� U 4p 0 u L-DITCH #5-- A COUNTY INSPECTOR. F_ ,0117 ACRES ;0 rE UJ < 5" PS 4f W W 41F z Da TS 4f < 0.6 DC ,-SOILS DESCRIPTION (TYP.) DC` 0.727 ACRES'---- -7 401 DITCH #3—�— ---DRAINAGE Cu N (j) DIVIDE (TYP.) S, 1000 / 4f -00 - __ ____ ____ - z 0 s u NI PS x uj Z T E� 6_�,�C ul 0.688 ACRES/ lz Z /L 9 Z, SOIL TS 0.8 7 ACMES SEDIMENT BASIN #2 t I \ / / /­' -7 AREA = 3.57 AC. TYPEI �/l B uj v Cw = 0.40 / e / 1 / / / / / ' \ \ \ Tc 9.5 MIN. to Lf) f DC 10 Lu DC to LIMITS OF DISTURBANCE 0 to 15.75 AC. _2 '10 GRAP41C �CAL F, Z 10 TS-\ 49' 0 (20 40 1 80 1 160 007 0 ■ vv I lo IN ET I inch = 40 ft, TMP 94-15 SANSOVICH W Lu ­1 w DEVELOPMENT LLOx 0 w D.B. 3863 PG. 337\ U) JOB NO. 102054 Of X sf �s z z jj SCALE Z 111=40' Iz L EL cPRE DE VR � � "``t" �r���'`f �'•�' "' \ � $EE SWM S EET� FOR� / /DESIGN IN � ORM ! 1 ,. u',, i`" "VFW �, •'r�.•�itr �,t . �(�..1.,, .�t "�,Tar':Ir"tlJ 3> 1 -�. / / � =.s.�i <;: �,''kr \<;�irJ1: ��Fti s�`,fyn�'f:!� -�.i A,Jv,`i-r °''�� .'t'•�!r,'sj,,, \ / = ^t (f ( „{ ,5�`::g,�' i ::�,• '; 9J '1'.'4:z�1,, '. .:i �r:'r,`"'.!T \ \r- j-�, r :'x\ \ / / / / 1i /lei - '''al��ii Rj.' ''ri `t'���" �itii r', �X• t,� +'I •,1'"��r� � "•�.�i "4' / °".'.`r^ -, .{ \ / / ;'r !, , s,h .1�., - .r pit "''" •,i,.' '._ � , _ ,,, , \ f� �/ 'rr.N :.t;'i ": •;5 x+,'P;1,•r73 �,' (( 4'':`,''r`' /j /'[•!'�' �'�r \ 1 .' `' 4+ rl'. 'f ,: 'r ryF v'• - .35t` 't>C „JL,�,� ( Cf' fit'{ / y� \•,a.�Vi-;;� - t , ;. - R LL SHALL NOTE: NO FI L BE ?S. f.1`, - - :t• ":' jjf PLACED WITH IN THE • z?`, '�``, ,q,, ice' °'1+ ,,.7 \r - r =i.: -- ,rn, �,, ,', �r \ \ -�,��� .E• FL DPLAIN LIMITS t _ - 'tip, �, :•- ,rr -: - .1.: ',�i. ` \ x t?•° 1 ,r. •t. .V F.. > `' \f`'.r _,:- ,.)t,C" -.:., t 2`�,`,",i�m ',S,3,r,'�, j /(/' \ ���� }\ t / -'5\'• i Z'> .,;� .-- '',!,i' ".. j�rY'�r ,;. 'ti.rc "' 'Y:, .., � ' l tS� rT" ;�'//� //J'S'i`' ;? ,i; , ''�1!.4.i..zl,v'r':� .r�r, ^r':;'.j' /,r�;,j, •:t.�r;, 33W.; JI, ,E.' , fr;•• ,ti.' ''i(i� "n',:,.\, ,:r..�' ,(,G -.._ 3;h „ -L +:, ,t�. ; +, -,: ar: ±, '!_:' „'r'v''"' ' >� /, - „j' IV / \ .:,, '�",`. %r•; ,1. `. 1. ';,• \,',. .'.'.j ry `. - `,3�;t .,; rx_. ';v,` \�t,F; - h Yf' rr•: N, ±;�,?: t,•• �'1' ,J :f, f,l , "l` .�}t S'i ,S . -x , '`�y',+ 5,a', :Xf li = t✓ _1; vi.� / 3; ... .t.!,Yf / 1 a 24 r� RCP RISER RCP BARREL Gv W W W / W W W Table 15: Sediment Basin design (spec 3.14) O \ 302 O \ 75' - -- I \\ 1 "1 \\ \ SEDIMENT TRAP #1 00, 1 11=20' W W Sediment Basin #1 Design MRT rwrSPILLWAY 2'WTTNOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) 5.44 pESIGN HIGH WATER I basin volumes: (using 2 contour intervals) Total Lbs. (2S -YR. STORM FLEX) elevation (ft) contour area (sf) volume (cy) Os 292.00 910.0 0 _ -'" 294.00 1691.0 94.9 RISER CREST 296.00 2582.0 252.0 ' DRY ' STORAGE • • DEWATERING DEVICE 298.00 3584.0 479.3 • wET • sroRAOE 300.00 4692.0 784.9 150 lbs. 302.00 5902.0 1176.4 2 lbs. - Seasonal Nurse Crop * 20 lbs. - Crownvetch *" E WET ' OLEANOE POINT 341.00 13616.0 150 lbs. * Use seasonal nurse crop in accordance with seeding dates as stated below: TWO 3I CSYT I ACR ;EWCEO wet storage: May 1st through August 15th .... • ................ Foxtail Millet August 16th through October ..... . ................ wet storage required (cy) (67*DA) November through February 15th ............... . ... 3b+ .5 design high water (ft) dewatering orifice elevation (ft) If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs. /acre. All legume 296.99 top of dam (ft) wet storage provided at this elevation (cy) 239.2 364.5 top width of dam (ft) available volume before cleanout (cy) (34 *DA) 185.0 bottom of basin (ft) cleanout elevation (ft) wet storage provided at this elevatiom (cy) 295,11 approx. bottom dimensions: distance from cleanout to onfice (ft) (> 1) available volume before cleanout (cy'r) (34 *DA) 1.38 upstream face slope: 334.0 cleanout elevation (ft) 334.52 downstream face slope: dry storage: distance from cleanout to orifice (ft) (> 1') 1.02 upstream face slope: dry storage required (cy) (67*DA) 3645 baffles: principle spillway crest (ft) dry storage: 300.00 length of flow, L (ft) dry storage provided at this elevation (cy) dry storage required (cy) (67 *DA) 4227 effective width, We (ft) diameter of dewatering orifice (in) principle spillway crest (it) 4.0 L / We '(baffles not required if > 2) diameter of flexible tubing (in) (orifice +2 ") dry storage provided at this elevation (cy) 6.0 effective width, We (ft) 106 diameter of dewatering orifice (in) 6.0 collars: runoff: diameter of flexible tubing (in) (onfice+2 ") 8.0 depth of water at spillway crest (ft) C (use 0.45 for bare earth) dry storage: 0.4 slope of upstream face (Z1) tc (min) runoff. 12 slope of barrel (Sb) 12yr 3.9 Q 2yr 849 length of barrel in saturated zone (Ls) 1 25yr 6.5 Q 25yr 15.56 number collars required 9.09% 1 2y 4.3 Q 2yr 6.14 dimension of collars principle spillway: 1 25y 7.0 Q 25yr 11.00 t' number collars required available head (ft) 1.95 1.0 emergency spillway: diameter riser (in) principle spillway: •24 required capacity' (Q25 -Qp) (cfs) spillway capacity, Qp (cfs) available head (ft) 8.49 bottom width (ft) diameter trash rack (in) diameter riser (in) 36 slope of exist channel (ft/ft) barrel length (ft) spillway capacity, Qp (cis) ;88 minimum length of exit channel (ft) head on barrel through embankment (ft) diameter trash rack (in) 12.00 crest of spillway (ft) diameter of barrel (in) barrel length (ft) _'18 minimum length of exit channel (ft) r M �I91111111[� M1aw 70r 11MR Z-rrlM�� MM OVER" W11011'f SIDE ELEVA71ON r � ■Iw1MCa 12' •Mtn QVMM s 40 PLAN VIEW MUST EX1W FULJ* MM OF iNgf" A11D EI I, In t OPEM1i0li fw a. aemW� r $ET 1 1 r(ilm >W . #Am Im me 4 OFF ®CE W PA%909, SECTi4M A -A tiQ1E: A WG M 1A A10 WF Or 1* B tPIER 11tI10 mm A MN11M 1MA1511 "ME V& or Ur 5 P*WW 7W C T SM 9 XW ItT.1 301.00 302.00 6.0 292.00 21'x 75' 2:1 3:1 NO 129 36 3.58 YES 8.00 2.1 1.14% 50.29 2 4.5 x 4.5 YES 7.1 20 19% 33 301.00 TABLE 332 -D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA v. RIPRAPj0UTFALL- /'� ! % • W1�4:,5', W2 =14.5', L= r(/D =2' / / / / ° I 1 1 / 1 x C i/ i 0 / 0 / o I r / 1 61 0 ' BA LE RCP' IS,ER PARREL J \ /4 i i SEDIMENTTRAP #2 / 1 =20 i Table 15: Sediment Basin design (spec 3.14) Sediment Basin #2 Design Total Lbs. Per Acre Minimum Care Lawn Q - Commercial or Residential 175 -200 lbs. - Kentucky 31 or Turf -Type Tall .Fescue 95 -lW% - Improved Perennial Ryegrass 0-5 % - Kentucky Bluegrass 0-5% High - Maintenance Lawn 200 -250 lbs. - Kentucky 31 or Turf -Type Tall Fescue 100% General Slope (3.1 or lei) • Kentucky 31 Fescue 128 lbs. - Red Top Grass 21bs. - Seasonal Nurse Crop * 2Q lbs. Law - Maintenance Sl= (Steeper than 3:2) 150 lbs. - Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 lbs. - Crownvetch *" 20 lbs. 341.00 13616.0 150 lbs. * Use seasonal nurse crop in accordance with seeding dates as stated below: February 16th through April ...................... Annual Rye May 1st through August 15th .... • ................ Foxtail Millet August 16th through October ..... . ................ Annual Rye November through February 15th ............... . ... Winter Rye ** Substitute Sericea lespedeza for Crownvetch east of Farmvilie, Va. (May through September use hulled Sericea, all other periods, use unhulled Sericea). If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs. /acre. All legume seed must be properly inoculated. Weeping Lovegrass may be added to any slope or low - maintenance mix during warmer seeding periods; add 10-20 lbs./acre in mixes. 239.2 v. RIPRAPj0UTFALL- /'� ! % • W1�4:,5', W2 =14.5', L= r(/D =2' / / / / ° I 1 1 / 1 x C i/ i 0 / 0 / o I r / 1 61 0 ' BA LE RCP' IS,ER PARREL J \ /4 i i SEDIMENTTRAP #2 / 1 =20 i Table 15: Sediment Basin design (spec 3.14) Sediment Basin #2 Design Z 0 H Q MIN 1•W /SPILLWAY r WITHOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) 3.57 drainage area (acres) U t J L basin volumes: (using 2' contour intervals) IGH D(25 YR. STORM W basin volumes: (using 2' contour intervals) elevation (ft) contour area (so volume (cy) oy 334.00 5231.0 0 volume (cy) ate. 336.00 7296.0 461.8 ! MS ER CREST 338.00 9587.0 1085.2 DftY STORAGE - f BATTERING CE 340.00 12269.0 1892.7 •WET • STORAGE _ 344.00 341.00 13616.0 2371.8 ORRCE 'T0 -: "D .346.00 t SEi%L/ENf CLEANOUr POINT (•T0 3A STW EE • RIFT • STORAGE _ `' - :348.00 REDUCED 1591.3 wet storage: :349.00 8624.0 wet storage required (cy) (67*DA) 239.2 design high water (ft) 34000 dewatering orifice elevation (ft) 335.54 top of dam (ft) 341.00 wet storage provided at this elevatiom (cy) 355.6 top width of dam (ft) 10.0 available volume before cleanout (cy'r) (34 *DA) '121.4 bottom of basin (ft) 334.0 cleanout elevation (ft) 334.52 approx. bottom dimensions: 46' x 143' distance from cleanout to orifice (ft) (> 1') 1.02 upstream face slope: 3:1 343.07 downstream face slope: 3:1 dry storage: 456.9 top width of dam (ft) dry storage required (cy) (67 *DA) 239.2 baffles: YES principle spillway crest (it) 339.00 length of flow, L (ft) 103 dry storage provided at this elevation (cy) 1131.4 effective width, We (ft) 106 diameter of dewatering orifice (in) 6.0 L / We (baffles not required if > 2) 0.97 diameter of flexible tubing (in) (onfice+2 ") 8.0 downstream face slope: 3:1 dry storage: collars: YES runoff. dry storage required (cy) (67*DA) depth of water at spillway crest (ft) 5.00 C (use 0.45 for bare earth) 0.41 slope of upstream face (Z1) 3:1 to (min) 9.5 slope of barrel (Sb) 9.09% 1 2y 4.3 Q 2yr 6.14 length of barrel in saturated zone (Ls) 47.14 1 25y 7.0 Q 25yr 11.00 t' number collars required 2 1.95 diameter of flexible tubing (in) (orifice+2 ") dimension of collars 4.4 x 4.4 principle spillway: available head (ft) 1.0 emergency spillway: YES diameter riser (in) 24 required capacity (Q25 -Qp) (cis) 4.9 spillway capacity, Qp (cis) 6.14 bottom width (ft) 30' diameter trash rack (in) 36 slope of exist channel (ft/ft) 22% barrel length (ft) 55 minimum length of exit channel (ft) 32' head on barrel through embankment (ft) 25.00 crest of spillway (ft) 340.00 diameter of barrel (in) 18 number collars required 2 A TTACH FILTER FABR TO STAKES OR POST EXTEND iT INTO TREP EXCA VA TED BACKFILLED COMPACTED )EN STAKE L POST 'TH = 5' MIN. SIL T FENCE s WIRE SUPPORT) 3.05 - 2 NO SCALE 1. SET POSTS AND EXCA VA TE A 4 "X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. FLOW II III II 1 / % J__ / / / J tk 0 1 / BAFFLE / - 1 /- 24'CP RISEN i8'y RCP BARREL RIP/RAP OUTFALL / /W1 =4.5', *2= 23.5/ =19', D 2' SEDIMENT TRAP #3 1" =20' Table 15: Sediment Basin design (spec 3.14) Sediment Basin #3 Design Z 0 H Q nJ MIN 1'WI SPILLWAY 2' WITHOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) U t J L 6.82 basin volumes: (using 2' contour intervals) w a C DESIGN HIGH WATER (2,-YR. STORM ELEV) elevation (ft) contour area (sf) volume (cy) ate. 340.00 31440 0 L o --- - - -- ` -- -- 342.00 4154.0 269.4 RISER CREST 344.00 5296.0 618.6` ORRCE 'T0 -: "D .346.00 6551.0 1 1056.5 • RIFT • STORAGE _ `' - :348.00 7908.0 1591.3 :349.00 8624.0 1897.3 EOPAENT CLEANOW POINT ' WET • STORAGE REOUCED TO 34 C Y / ACRE) wet storage: wet storage required (cy) (67 *DA) 456.9 design high water (ft) 347.75 dewatering orifice eleevation (ft) 343.07 top of dam (ft) 349,00 wet storage provided at this elevation (cy) 456.9 top width of dam (ft) 10.0 available volume beffore cleanout (cy) (34 *DA) 231.9 bottom of basin (ft) 340.0 cleanout elevation (ft) 341.70 approx. bottom dimensions: 67' x 73' distance from cleanout to orifice (ft) (> 1) 1.37 upstream face slope: 2:1 downstream face slope: 3:1 dry storage: dry storage required (cy) (67*DA) 456.9 baffles: YES principle spillway crest (ft) 346.75 length of flow, L (ft) 117 dry storage provided at this elevation (cy) 800.5 effective width, We (ft) 60 diameter of dewatering orifice (in) 5.0 L / We (baffles not required if > 2) 1.95 diameter of flexible tubing (in) (orifice+2 ") 7.0 collars: YES runoff depth of water at spillway crest (ft) 6.75 C (use 0.45 for bare earth) 0.4 slope of upstream face (Z1) 2:1 tc (min) 15 slope of barrel (Sb) 4.72% 12yr 3.5 Q 2yr 9.55 length of barrel in saturated zone (Ls) 49.94 1 25y 5.8 Q 25yr 17.40 number collars required 2 dimension of collars 4.5 x 4.5 principle spillway: available head (it) 1.0 emergency spillway: YES diameter riser (in) 24 required capacity (Q25 -Qp) (cfs) 7.9 spillway capacity, Qp (cis) 9.55 bottom width (ft) 15' diameter trash rack (in) 36 slope of exist channel (It/ft) 60/6 barrel length (it) 63.5 minimum length of exit channel (ft) 33 head on barrel through embankment (ft) 12.75 crest of spillway (ft) 347.75 diameter of barrel (in) 18 TEMPORARY DIVERSION DIKE- Compacted Soil Non- Erodable Liner 18" min. .YWYMtl.Y1N11W I _ -Flow � >� SOURCE: VA. DSWC 4.5' min. I PLATE 3.09 -1 2. STAPLE WARE FENCING TO THE POSTS. J. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND lT INTO THE TRENCH. sF SILT FENCE WITH WIRE SUPPOR T) NO SCALE i FL 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 0 SCOTT . COLLINS, No. 35791 �SI ONAL O G Z Li UJI UU Z F LU u S O O C U L LU U) � a m °W L j:) u 3 <C J Ei H O UJ °- w u W H > o LU 93 ce a� M ti t y C:) rn EV � O 'A (71\ k9M m z N �.. m p W Z L 0 W 0w W N � a z ^ cL W �fj �- �z ., , w V) z O J s0 � U w z a 0� � o a ►-a < U L ~ a li... r ° U LlJ L o `'t � 3 s U) 3 LO U) S Z V k woD , L CO - L 0 W °� x N q U � 0 3 z� c (3' ? _X z E° °' 0 2 Z E U) i- W w w ° Z U Z C/) W w� J OT L J c w0 'D W J w °� ^/ 2 LZ. � ° L N 1-, 0 U °D L L a� � o 1 ° W X -0 ' Q) 1= L o V ° C: C: -a U > O o n N LLU Ce = Ln o V O> JOB NO ° a 102054 ° c 3 SCALE a N/A u) C 0 D_ SHEET NO. a> n. 14 v >, � o Z 0 H Q nJ `C rn Z z 0 U t J L � w a C U) c L C L W/ c � ce C Z Li UJI UU Z F LU u S O O C U L LU U) � a m °W L j:) u 3 <C J Ei H O UJ °- w u W H > o LU 93 ce a� M ti t y C:) rn EV � O 'A (71\ k9M m z N �.. m p W Z L 0 W 0w W N � a z ^ cL W �fj �- �z ., , w V) z O J s0 � U w z a 0� � o a ►-a < U L ~ a li... r ° U LlJ L o `'t � 3 s U) 3 LO U) S Z V k woD , L CO - L 0 W °� x N q U � 0 3 z� c (3' ? _X z E° °' 0 2 Z E U) i- W w w ° Z U Z C/) W w� J OT L J c w0 'D W J w °� ^/ 2 LZ. � ° L N 1-, 0 U °D L L a� � o 1 ° W X -0 ' Q) 1= L o V ° C: C: -a U > O o n N LLU Ce = Ln o V O> JOB NO ° a 102054 ° c 3 SCALE a N/A u) C 0 D_ SHEET NO. a> n. 14 v >, � o \ .S `-' ".;' %: �� /`� / : e z.._ „� y, T <9, I x.S�yC f P .. ,``• �, ` \ �, \ \ \ r / 1 ` \ \ / / j' ' /� �` " s '*v t;,i ,/' / -1► / �! 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A 00 SE6,24�HOUR SCS C LQULATIONS / ' � / ♦�- / l Z@� / / / i / �� / / ' - \ \ <: :;;,1,.�r,�,'•,�'r' \ \ \ -.`,\ ` \ \ \\ SSE \SU�IVI{TTAL RACKAG �- \``\ \ \ `mss O O FOR ADDITIO AL D AILS \ / / / /♦ I 1��, 1 i ( ( / / / �� / / -� \ `� \' _ < ;' `,i \\ \\ \ \ � '\ \ \ \\ \FgR MS -sg & CHANNEL / \ ► `. \ \ \ - ° 1 li 4 O♦ \� \ \ N \ T / % / ,� I �__ �/ ice, ( \ �� // f — \, \ r„ :I k; `4`,`''� \ \ \A EQUACY� ROSS S CNS \ \ ` \ f / ♦ �` \. \ \ \. f // /� ♦� O 10 + 1 \ > > /� �' //, / %, // \ \ 'S ,'�� �"v, \f '. \,t , \ S -19\ \AND \CA\LCULATIQNS. / \ 1 ! 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Glenmore Subdivision ���� ♦ - \ r., X -SEC #4 _ # - \' I -� � / / / ` I / -/ 40 / _ �' \ Short Version BMP Computations Farworksheets 2 -6 % \ f— � j �� �\ \� - \_ ` \ l - �� - _ _ `x-'330 _ - \ \ ` ,\ > / / -- Glenmore Subdivision �� % / \ / / ,� Short Version BMP Computations For Worksheets 2 - 6 Albemarle Coulrity Water Protection Ordinance: Modified Simple Method 350 - -ZZ �". \�� —� ` \ �- \ `\ _� l _ 1 ♦ \ \, 1 / / / f f ♦ / /� _ _- \ \ Albemarle Cotrtty Water Protection Otdmartce Modified Simple Method I Ill `, _ -- _ _ / Plan ExtemleaDer:naonBaan#Z WaterResottrcesArea: Devlopm.ntAma ` \ \\ \ `l' �► �� v i �\ \\ \ �l - �, , r / /� / -__ -_ ___- ___- __-_- _--- ..- __-_ --_ -- - -- __ -_ -- -- -- ---- ._ -_- -- - _-- _ -_ --- / , // \ Plan Exbnded OeteMion Beans Watef ReSOIdCeS Area: Devdo eta Area - - - - -- - -- -__- -- - -- - - -- I -_- �•. _\ \`\ \� - -- = _=_- -sue -' - / f // �� ♦1.:— -/�i _�, �" - - \ \ \� `. \ _ .-_ _.--- _ _ -- '- - „ l .�._- // / / // / , // / / / / -!-'_ \ \ \ Pf6�laref: FGM�PE Dart:, 1SSSp -11 Pre aver' FGM, PE Date. 15sep 11 { I \ ti �\ ` \\ " -� \, \ _ / ♦� i i _ - --- - -___ __ �_ _ 'S _ -- = ,` OR - \, \ \ -� ` "- > - -- _ - , / / //; / // / / ♦ -// / , / ,_- \ \ Project Drainage Area Designation DA# 3 _ - Je g 9 - , \ \ ` � _- __ -`��\ _ \\ \ \'\ � �\_ --- �- 1- - -- - '� —_ -- ----- - j � / r \ ✓ ♦,o / / \ L storm Ilutam ex rt m ands L= P 8112 Pro ct Drama a Area Desl nation Pre Dev DAIh 2- - -� - \ \ - l - - -- _ , -- - -° L storm pollutant export m pounds, L - (P(Pl)Rs/12 ] [ C(A)2 72) \ `} I `\ � - ,\ �` �' ` �-� \- \'t \ \ ,0 4 -/' -� __ -- E}_,. _� __" - / / \ Z ♦ \ // \ \ \ Po po po [ (Pj) ] [ C(A)2.72 ) Rv mean runo8 coelhcient, Rv= 0 OS + 0009(1) \ t \ \ _ _ \ \ �' �---- / -- - -- --'--' '_ _ - -/ ,� / \\ / t \ \ \ �W Pj small storm correction factor, 0 9 \ \ \ -� • 1 ' , `\ \ ` \ \� s ` - - J� _� 'Ji _ _ -_-- T - __- -' / / I /' //\ \� / / ♦♦ / , '� /// � \ \ \ mean mnofrcoel6cient. Rv= 0 O5+ 0. l I\ - \ '"_""- _ ' ( < \` !!! 111 P) small storm wnechon factor, 0 9 rcent ire r aousness \ \ l I \ \ _� \ \ r' / / _� �, _ \ ♦ j \ t pnc al tmpeMOusness P annual tahon, 43" in Albemarle 1 \ �� \� \ / /l -� / \ \ \ \ // / \ `\ \ _ P� W _ \ \ \ \ \ ---- -- -- A project area in acres m subject domage area, [:ACED_ - 3� 'STORM WATER DETENTION PLAN (2 Y EAR) `-_� \ . �'\ .-' ',�- _ - ____ __ _ I ��\ \ i S / / \ � ----- /j/ ' �., \, \ _� / P annual preciptatron, 43' m AlbemaAe O\ \ A project area in acres in subject drainage area, A - 8 E2 ) / r '� - "" ---� \ / !/ \ C lutam corwentra4on, �'-_ ---- - - -_i , \ s JJ / / / \ PoI mg71 or PPrn f+r9et PPhoms C polb,. ant corweMmtion, mgrl or ppm target phosphorus - - - \ ` \ s / // / ,/ �_--' '�, - /, - _ - -^- - ^ -\_ �- / //, / / t "� fir, /// � / ,\ \ \\ \ `f factor applied to RR f factor a ied to RR _ / -- .-J V regmred treatment %dome in cy, 0 5" over impery area = A(IN3560(0 5/12Y27 _____\ l _ --. -_ - j _ _ ' \ \ \ ' / / ` �./ - * w / �/' / / / \ \ ` \ \ `\ V tegmred treatment %tome m cy, 0 5" over impery area = A(¢13560(0 5l12Y27 { / / f - \✓ / / / / �', / /- RR rem fired r moval . LRR1t00/ffx L(�) RR required removal , L(post) - f x L(pn) �y Q O I ( u f I ./ / / _ _ _ _- ` ti / / / , l / �/ � / / \ \ \ NAR ie,joval efficiency , RR1001L(post) � lL t W -._ ^ - \ \ \ \ l / I ) - / __ % / /, / // // /+ "-'- -- j 4) 9) v- 4) '�• '� �� \ �" \- / �.. / / / % �', / - `\ i / / �� 3 �� ( Item rvious Cover Computation (values in feet L square feet) Impe[ viousCOVerComputation( valwsinfeetisgwrofee t)-- -- ___ - _-- -.___.- c c a) N N N 1 / -( -_, _�--- ___- _-- --_._- __._- _._- - --- �Ihm _ _ ___ _ __�_._ U / / / pre- development - --- --- -- - --�Are_a- (poet- aevelopme�k - - --- — -rArea__ i= E CL a � CL 3 __ \ , \\ J / / / . / � / /.� / — �' �J�,/ ./ � / / / / / / � i--- _.- __ - -_- -- -- �_ �-- � - � ------- --- -- --- -"--i- _ D A.#2 - -- Length width su_Motai IDA. #2 Len91h Width - subtotal -T- O O U o LL O -� \. ` \ \ \ / / \` - f f / \` ' �\ ---/ _ I , I - - - / / j / / / ;Pre�ievelopment rArea pot�evel meM -rArea ~f `-\ _� -- - / - , / 15A iC9 Length Wclth- suMolal' DA.;f3 Length Width sUb% al r -__ __ _ �_-� `7 \ .�"� m Roadhva s --- 18360 11 Roadwas E9G6' N > > > 2 > LI., ® \ } \ / / � i �- �,\ �` �,,.� ,S° �/ / /"\\ f �-� �/ �� / / � / � � .}y Y �- -- I -- - -__ -- - - - - -- - - -- - -( -- - - -- - - -- -- ( / \ Te warn s�tima� I L - wdn -ns - subtotal 1 _ o o c o o Remarks \ \ \ , \ �/ f �./ -% �, � l C \ �`, ;yy; - - 16360 r�� -- -- -1 - - -: �lr p`" - 5.44 - 9.08 Pre Dev > Post -DeV - \\ -- _ / / r •� / '- \\\ \ / 1 =50� / f . / -L__� _ - Ire rwous Areas %thin rots 36000 Length Ire ousAteaswrthinlols 30000 a a a a a \/ , �.. ♦ \ F SWM FACILITY1 OUTFACE 2 x j - f- -- _ �_ _�_-- __ .__- - -_ - - -- — -_ 1 f _ 1 Drainage Area #1 ` ''` S l \ \ ' % ' , �' (PROPOSEDI LEVEL SPREADER // / /` � / •,. , f � � �- 1 -- - ' L _ - - !�_- _—� 9.42 11.26 - � / \ // f* I l , - -- - �-- -- - L -- - - - ' _ l __ _. _ g ��' � - Q'` \ - - -- - -- / �, / / / / + - I \ \ \ SCHEMA T7C NOT TO SCALE . ' - -- - -r- - - - -- - - - -- -- - ; __ - -- - -- - - - - - � -_ -i - -1- - -_ _ - - -' _____1__­_________,__ - -- - -- Draina e Area #2 3.98 0.34 11.26 > 9.42 \ _ - _ coda RErE ,, r - -- --- - - ____ - -- - - -- - / 1 /.; i - �� _ __ - �- -_- j - 7- --- -L__;_ 30000 Drainage Area #3 6.82 8.76 6.82 - 5.21 Pre -Dev. > Post -Dev. t �/ ,� \ , / / / /y ,\ ND SH t 2�z 1-_ - -I-- --- 'I--,�__ -- - -- -- - - -- - -- - -- - 1 `,\- ;,',��1 , , ` AND5tiAlL �:`• -�1 _- -_��`_ - _�- __�_�----- I- . -.._ -_ _;-- + 3800011 i _ —t== -L = - - -- -7 -- -�- \ \ �� \ _ --�- , / / / / J BARREL ENSURE / / }, jGm�elareas Area -� Area ;Grnelantis - Area (- Area (- �_'j {�� \/ / _ _ `---- -- {x 0 70 = I L -.. -J.^ 0.70 = ! _� / \`- , // ( -- - - -- - - -- - - _ -�_ _._— _�-1�. ---- -' - - --- -__--- --- --- I C / ( ALL - _ clans _ - - - --- -- - -- _ ♦�% / _ \ % ✓ \ TF PIPE x 0 70 �� x o 70 Structures Area no. su�lotal Area r>o. subtotal i` STORMWATER DETENTION PLAN (10 YEAR) ) > \ �- -' / / / '� - -- //// - - - - -- ------ - - - - -- - - - -- - - - -- - - - -- - -- _ -_=__ _ ---- -- aK DEEP tat /r ,� !Situ Ana- rro subtotal Area rw subtotal - I -- -- f -_ T ^T_i. _ / / HEET / / / / �.� ♦♦ / ' (a5 t11N.) Fury - i —L- ­-4-HE _ i -T- - - --I- L- -fi ______,__J / Si OW Tc� o.,l5hrs.� �/ r / / s7zo r i<j - - - - -I - ___ 1� -1 -_ -_ - I - -- - -- �-- - -- - - - - -- - - -- - - -- - -- -- IGnss_ V Gras's - --_ - - - -- --- Area - -- -1- ---- 11 EIx 00.6___ -- -- -- --- I 13870 _- '_ --- -,_ _.__ 1134408 81x 0.0E ____._._ -_? _,10753 _- ___ _ _ -____ _.._ -1 crop land Area _._Ix W W rn Ana___, I I,Active - ,_ o 25= - -� I -- ._� __...- 25 - - --- _____� Other Impetuous Areas r- Imperviousaet •--- _..- _.- ..-- _- _- �- - -- -- a. 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Oe�el rdAma^ r � ,I ,;'I 1 oPnk i L tv I \ / / / / % / `* t *,� ";! }(`e' qtr -a,,,• C `,�, , r -----:] \\ .\ i / / / / / / / 0.5' r' _ -� ` ?a:,%7a' j:,4J741.' ;,z;;- ",'',"1 y: > \. - 111 _ �!'q;, ''-:,t - v;;.,', =�•-^ ;- aT:�;,� =5 %,,,;::�}„",.^', `!'1e`.`= "�','# I .'L�r_ •'w, r�` *;J1.Kr�� '�j,'i \ i \ ---__, \ / 7 11 `� ' it a„ u . ,0 \':.,r '' " ` " \ \ \ + x-380 ` \ / , 1 / / 44,. � / rte„ // - p - r' ° - ,t,' o,. 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M -1 '\�, },,,•Y , - \4 �' \.. �\ r ` - / ...-. \ s 9; ° \ - • �, o i` `.,, r , - ?;e�#�o� f;' :;. \ \ \ _ \ '1 / — \ O C. FLOWT = o.oz rs.` / / f ` �/ / / /� f -� `'I ' x`11; .. :` :' , °s. :F ° \ a \ \ O / R �I I `V � -� .� \ - / / / / / M _ `• s,;,,Q `:off'.`' \ a \ ; \ ` \ \ \ �- _ _.-/ R C ANiyEb FL(�Tc\ .os rs. I / I 1 `rl / / - \ 4� ' = \ \ '. 4= :,; \ X100 \ �. T \ \ \ \ \ ; / vR� f K °\ h \ / / % / 1 / \� / / -/ / / / / / -- -� ::'` :.,° \ ;..,;,:^ . YEAR \ \ \ \ V ♦ ` \ ` / /♦ f ;'`, �- / r:, ! `rcZ`;. ,'; ,,,r o \ � \ \ _ ♦ ♦ FINALTc- o.�ahl \ / / / / �( cp / // _ ���\ \`` �' \ FLOOD PLAIN \, \ \ \ / / / / ` \ J l / l ♦ ♦ /I 1. _ I -� / / / "i,: {,�, s,,,. \ ` \ :r?t .. :,.,\ \ \ \ - _ \ \ \ \ / ♦ r► SEF�24 =H�1 SCS C\ALCUL'�TIONS / l I J 100' STREAM BUFFER' "_ a', 1, \ ,j -Y,; \ \ ` \ O \ j / �, SWM FACILITY TO HAVE A SWM EASEMENT `�'� \�� ; > �,. , ' jam`° $3, ° \ \ '- ` AILS / �� �,� _ fib: ., \ ,\ \ \\ `'\ \ \ \\ \ / -- \ \ \\ , /dp♦ �'O \ R DDITIU L DET ` / / ( ��� %/ I WITH CONNECTION TO CARROLL CREEK ROAD / / ,\ ~`�`` " o''°A' \ \' " \' \ ` \ \- / — \ \ \ - \, l \ \ / ♦ / r z 1, �\� / '/ / 'FOR ACCESS AND MAINTENANCE / / / ''''`, =F \ \ - \ ® \ f l / ) J / / t: zi , ': , ti'= ,,, ; j�'` \ \ SSE SUBIVFITTAL PACKAG -\ \ \ \ \ --3 \ \` l ! 1 / ♦ j l ,/ �\ \ ;,r v� \ n t \ \ / / / / / / I / _\ \ `t;\� , ,,' "_ . zs ` ` \� \ \ \ \ \ \\ \ \ \ \ FQIZ MS -1g\& , HANNEL r `\ 11 \ \` - \, s \ Il, \ , \\ \ \ // /,/---,I, � / \ f/ / / / / �� \\ "r` ' "� ` /'''r: \\ � \\ \ \A �QUAC�Y'4ROSS SEC NS" \ \ \\ �,,. ' ) I j ♦♦ J O♦ \ \ \ _ 1 °� f - ♦♦ I / :�;4 '',�:`� _ S -19 \ AND \C LCUL NS. / I I �► O ` // I ♦ / ' / / / 7 / ) , z':: ej;Yt ". ;` +. '\ -SEC#5 \'\ \ \ \ A 9 \ \ \ \ \ I , \. - ♦ ` / / EXTENDED DETENTION FACILITY #1 / ; \ \ `, \ \ \ - - \ \. ` \ O, i _moo \� SEE SHEET 16 FOR DETAILS , /'9c ' \` , \ i\ \? N- ,a,;�', I-" \`, t ,' t EXISTING STREAM j , , `` \ - \\ 0110 I ♦ -D.A. #3 <'_ - `_`_ \ �/ !f♦ \ / / / -e J \ L :\ r ' ;;,_ „ - \ \ CONTRAC(OR SVI LL INST LL� I I i t \ �__ - O / I rJ , ( / ' % / / / / U. `\ � . \ `\ \q \ SN';-'^ i ,,l`; \ \ \ � � \. - � \ ` IfRAPEZOIDALRIPRANDITCH'�R MTf�E ) � , ♦�_' __ J� __ -_ � 6.8zac. \ �-O�� e+ \ � � ) X90/ I � \ ( ( + \ '" \ �, 3 9 TC- 0.21 hCS ♦ '�, / - o ,, / \ I I / / / �/ / f (\ \ \ \ \ , \`, \,,'r ti ,r. •y r ; 4..t`•, ' 'x?t \ \ \ \ \ \ --� ) OIUT �T OF SWJVI # O T E HEADCIr)T OF ` \ 1 ♦ --- �� , #* �� / / ` / \ / / \' -; ;,;:, " "': _ \ \ SE CHANNEI�ADEC)UACY ExHIBIT / \ ♦ �` 'a8 '\ y \ \ ♦ / J _/ y; _ I o / / c9 �' �\ \ \ ,\ \\ 1, r „' 1 t _ - MS -19 _THE EXISTING INTER TT TSTREAM U NG \ \_ -�--/ CN= \ �� // �. 7 \, \, r / o \ I I / / / l C � \ \ ,' \ \ \ &REPORT FOR ADDITIONAL l �� 7�1t ( ”' , = : _ _ \ r ETA �S CALCULAT NS WDOJ STD/ EC -� CL. II TYPE B gIPRAP w� / " \ \ \ I I / J f ` �- �O'A ��Jv' '' ` '\ -� - -\ � / GEOTEXfII E FILTER FA)3RIC,UNDER�AYMENT � /� � '� � a� ` __� `\ \ � _ \ �t C� Z1___, ♦ � � � / � < / � / ) r 1 6.A. 1 _ := '\ _ - _BOTTOM WI[�TH =z' DE TH OF DITC =2' \ \ \ \11 - . -..__ -�' / J �\ �! / r I J n 5,44 C. \\ ��.\ / \ O \\ \ _ti -_ � ^ �,`;,- !_ " :'.- - \ \ \ ( I O /I!)g cfs #(' Dl CH ( SiID�SLOPE`S =1' &DEPTH F TOljf z') ♦ ` ` \ _` p O 1 \ \ �j/� \ , ^�\ \ \ / l \ f �\ 'A\ \ - _ -- '' `1;,,_ ':;` ` \ k �, \ - � I 4 D,` _1. fr. f / ♦ _ - - _ ��s � ♦ � \ \�\ ` \ jT c -�.16 hr �� "I c<` \ \,'f _ �7 _ j \ \ \ / 4► // \ - / I \ ` ,, \ \ \ - ; ; �, ;,: *� XIS C ,% f / ( C / f / \ \ \ , , f F CN ` \ _ =;�= ~� }, ; ; ` i-4s ` \ SWM FACILITIESrTO HAVE SWM EASEMENTS 3 ` � ♦ / ' ) / \ \ \ _ ,t _'. ` ` t1 1`' ;`1r�" '^ (It V. -335 E`y, -� �� \ ♦ /� / �\ "\ �' _ , = \ i �. �;; % '� `�` � // / � - -� \ \ \. � ___ � -'t• -''- :;_� '�� °' {'�'" 24�/2q '� 2' � - � WITH CONNECTION TO CARROLL CREEK ROAD � --� - � �� � � � �� / � � �► /.- / � \_ \ \ \ 5x- t \ L \ \ O � -� / ( O♦ '\\ / // \ \" ' \ \ -,i \ �' ~"� -': t , \ 1 \ _ FOR ACCESS ANb MAINTENANCE 6u� \ _ .i / \ \ \� 11 I, `/ / �t I/ \ \ \ \ '� \� -� \ --Q -Q . ♦ ��' '� ''Y `)`: `l :\. ;r;;° ', - ^' , _ MS=19 \ - -�_ `\ - - _ -. , - \. �'A `� l // ( •" l ``-- _ Glenmore Subdivision t 1 C - i"� - `e \ `', _ \, \. I \ , L tg �j \ \� rp r'\ ' , , {a,. - `h� , \ X -SEC#2 ` � \ _`I�� � �tP � f Li / ' � \ � - \ ' 1 / 1 — $0 * \ \\! \ --^ti 35e > j \ C \ _ ;' ', ,' `, . -',: \ / ! +P , -. _ "\ / 1 1 �� `Short Version BMP Computations For Worksheets 2 -6 (� ,i i; \ I / / / \ 7�,R \� \ 1 >' �{, �_� ,�`\ , ' � -, ., - ' _ CL III RCP RISER & BARREL FROM I �// ♦ `�J -� Albemarle County Water Protection Ordinance. Modified Simple Method \ / \ ; _ - — \ \ ; ^ , :,1 . „� ' - T / - �'� /' Ov 380 --�. \, \, '\ - / / \\\ \ ; ,- -• J . ft `',� �. \ \ ,� '-� .� �A�, -� _ O \ ;\ "� '_.; ;A;�1-�': _ 'tats -l-s. _ \ , - i- - , SEDIMENT BASIN TO REMAIN '.�/ j� DEL ``- -� - -- -- -- Water Resources - -- Development Area - -- - - - - -- \ /\ \ \ ) \ ^ _ �� - `\ \` ��_'� -- - - _ _ - i I � - / ♦ -___ -_ Plan_ Extended Detention Basin tkf W - - — \ \ / \ T�_(�`'rp\ ♦ \� \ \D.A: #�2 o�� ��o -- -N / IN PLACE AND CONVERTED TO / I� / — - - - - -- - urcesArea \ 350— \ ` 3 9$ tie. �� \ ' -. - -- / P �! der. FGM, PE --- -- - \ \ / 1 I -- 't#- \ �' ~ �\ \ ~ / THE OUTFACE SYSTEM FOR THE / f ♦� r___ -_ \ \ \. - -- - - - Date 15-Sep-11 - - -- - -- - - -- - -_ `\ �\ \ \ _ `_ aNr so I Tr -o s- hrs 1- \ \V► \ / ,' `--4% PROPOSED EXTENDED DETENTION �p+r // / \ - _ —` / SH ET FL Tc= o i hrs. - \ CN= 79.4\ 'p�`� - `; !►/► - _ - _ -/ /'/ ) ► / / ' '" t�' /FACILITY TYP. --� Pro)ectDrairlageAreaDestgrtafion DA #1 \ \ \ \ I Q \ '� ' -.'_ `'_..; -�� \ �. ` \. \ -.`� \ �` - [ _ / '' /� // / / / / / / V ♦ __/ / / , / / /--- \ L storm lutant ex m [ (E'j) 1 [ CO ) \ /COE�IC. LOW c= `o.olhls. ♦ -� Z / ♦ / r' \ \ Rv mean runoff coel4cent, R�p +0009(D Rv12 Az7z I \ \ \ \ ; �\ \ ` " -- �, . / / ♦ / � f \ P' small storm correction factor, 0 9 /c. \ C AN�EL T =o 4hrs.\ - , ` �� A -,�^ �� \ . � / — /- �/ / / 4 \ O s ^ / / / / / / ♦ _/ / / 1 f percent rmpeniousness I \ \ �F�IINZ Te� o.16h s. - � _ - �\ �t�` \ s °� -- { �' ' �" _ _EXTENDED DETENTION FACILITY #3 / ♦ /(( /� \ \P annual precipitation, 437 in Albemarle (Post-Dev DA#1) (PmDev DA #1 S2) I 1 \ _ \ - J _ _ = SEE SHEET 17 FOR DETAILS / /` \ /r/ / \ \ I \ ` ` c ppolltrtarrt area smggA or t�argettpphospho us _ \ 0 ♦ {� AA= T— 5.44 {- A= B42 ( \ SEE\2\ -H UR SCS C4ALCULXT. ONS \ - \ ~ � �\ \ \ S 9�'., \� \ -�' - - - _ / / - -- _ i F0 2 A' DITIdNAL`DETAI S \\ '\ — \ `` ♦,� \ \ `\ \ -\ ,/ r r - ♦ - _� , ll / 1 \ -� / -- _ S // \ f factor applied to RR I \ \ � I\ \ ` `�� ` `, \ \ \ \ ?s / / l -♦ - - ' \. \ /i ♦ // /// / \ \ \ \ \ v required treatment .dome - cx 0 5" oser imPen area = A(I)43%(X0 5112Y27 I 1 I - _ _ _ _ _- � _ _ — ___ ._ \ \ .� \\ \ \ \ \ \ 4y "' ' / / \ \., ) / `\ \ ./- __ / / \ \ RR required removal, L(post)- fxL(pre) \ \ \ \ \ \ \ \ y^_ \ � ` �- -- -� \ � \ \� \ \ �` / T ` y / / - ,!- /� / \ \\ / / / \ / �� /' // / / , \ \ \YRR removal efficiency, RR100/L(post) \ \ \ \ \ O \ \ , c / J EXTENDED DETENTION FACILITY #2 �� ,- 0 � / / \ \ \\ Impervious Cover Computa4on(values in feetRsquare feaq I \ \\ �_ T ry \O \ 1 1 /SEE SHEET 16 FOR DETAILS y,(/ / / / / / - - - - - -- - -- 4 \ \ _ \ \ \ I r 1 - / f i /� r / // / 1 11 l \ pre - development - -- - - -_�- _ _ - - -, -- a post- de- velopmeM - -Area- I I \ \ \� \ \\ `, / \ _ \ \\ 1 y �' ^ / / ` �/ / / / 1 I I l ,D-- -- ---- Length Width subtotal_ Ike DA #1 L�engl -h _Width - subtotal \ \ / \ / i 0 / I I _4___L_____ Roadways -�J 79751 NOTE: \ _ `' l \ '\ -- -- \ + \ \ \ / '� - / / _ �`S' / d / 33 i I I I I __ -_ i -I _ i I THE THREE EXTENDED DETENTION BASINS SHALL BE DESIGNED TO TREAT 35% OF # �- _ 1-- / // - f `1- I - Li ___f -_j \, �-� � � -`_ ___ \ \ i \ - / / / f/ / / / l /- w-- / / ,\ - �/ .��'' r / / 7975 THE IMPERVIOUS AREA. MINIMUM PHOSPHOROUS REMOVAL RATES FOR FACILITIES -\ \ _ — _ \ � \ \\ `� � -. \4 _ -- I I �_-____- ___-.-- ___ S a� ------ --- =- _ �7 Width no 1, 2 AND 3 ARE 10 %, 25 %AND 14 %RESPECTFULLY. THE FACILITIES ARE ALSO \ _1 �/ \ \ \ \ ^\ \ �► / �\ r / // d _.� - ^ \ '� , / 4 ' / \ I ` -' -- - --1- �mp�"'°`6 "'eas- M"' "�ot� — - -3°°°° i DESIGNED FOR A MINIMUM OF A o HOUR DRAWDOWN WITH Zx THE WATER QUALITY / ` - \ \ �' / 3 / O ' �,' �� % O / C/ \ / // / / ( I I � I - r - -- -' -� - -� - -1 --- 3 .i `\ /�" - - -- - \ \ f �°�,/ tS' �' - /� // ♦ ' \ _E_ a_ - __, _ - I--__ -- j - - - - -! _ - - - - -, 1 - -- VOLUME. FOR EVIDENCE OF THE WATER QUALITY TREATMENT, WATER QUALITY \ - "/ �, 0 \ / / f \ .� - / / / / I ' ` I__�_ _ _ __ r _ - __ I VOLUMES & DETENTION COMPLIANCE PLEASE SEE THIS SHEET AND THE -General construction notes for Stormwater Management plans _ �- - ,,/ opt F �' , ♦ \f� i / �' / I / 1 I Gravel Area I Inrea + - 1 ' I \\ ���_ - 1 ,� _ r . ,.� / ; / / (� O _- - - l \�_ i ' /' / / j J -- - - -- -L -.-!^ D.70 = - -- - -- -- l-- -jx 7U - - - - -- i- - FOLLOWING SWM DETAILS & CALCULATIONS. 1. All dams and constructed fill to be within 95% of maximum dry density I -\/ / \ , � '� , �- I/ s / I r SA_t tr�s Area - s"bt «al Area-- no subtotal-- \ o I _J (1P \\ — / / %�� / / / �! /' (�'.._ / �/ / lI I I '----- - - - -_ —� = _- -f - =-' �= _ - -- D and 2/0 of optimum moisture content. All fill material to be approved by f 1 d �► / / / 1 o I - I- _ r -- -- PLEASE NOTE THE SOIL AROUND THE SPILLWAYS ARE TO BEAT 95 /o COMPACTION J � \\ / 'A ,� / �' - ♦ / I -__._-__ ------- _--- -- -- _ - -- >- - - - - -- - - - -_ a eotechnical engineer. A eotechnical engineer is to be resent Burin J /`mss , / / i/ ,%� -- / / ' , ` Grass Area -Grass WITH AN IMPERVIOUS CORE AND CUT -OFF TRENCH. THE EMERGENCY SPILLWAYS 9 9 g g P g ( I � \ � , / / .. • ♦ / / / / \ \ \ I _ ___ ___ - Area 521x00!17 32827 [, -9899; 4x006= ____ 1591_9 ARE TO CONCRETE LINED AND DOWNSTREAM OF THE SPILLWAYS ARE TO BE GRASS construction of dams. \ / / f '/ _ ♦ J y t } Ach�ecropVand - - Area - -� - -- � - - -__ Area / - - ? / f / /� .(�, I1° 1 \ \ --- - -- ------ ._-- I-__._ -J^ 0 25 = -- -t__1____,_ 4 `T '.L-0 25 = --- __. -._ _ _- _- _ / �- 1 / / % ` G 1 ri 1I 1-, C-F-i L i'.t I \ Olt�er imperious Areas '- LINED. THE FOREBAY SPILLWAYS SHALL BE CONSTRUCTED OF GABION BASKETS 2, pipe and riser joints are to be watertight within stormwater / 15' SWM ACCESS & lk `' � J / / /__ ♦ / / / ` / / \ _ _ ` / / �` \ L----- _-- _---- - - - - -- WITH %8' STONE STONE ON THE UPHILL SIDE OFTHE WEIR. \ ` `\ / �'/iI %� "e `'- / / ,/ / / I � ' \ Impervious Cover -� 89L .2396 management facilities. MAINTENANCE EASEMENT iii \ / i- SHEET FLOW Tc- o.s hrs. 1 _ L �\ 5/ 8 0 40 0 / 760 I ` 320 \ 1(pre) 1(poet) % // / \ \O� �` �/ 10 o CONC. FVOW T� o.ozhr . / / I ADDITIONALLY, ALL EXISTING BIOFILTERS SHALL REMAIN IN PLACE FOR AS LONG AS 3 For temporary sediment traps or basins which are to be converted to �- \ - / r► - / ! To25 Uzi \ ` / / \, \�♦ - ,- ` \=mil ��' --��/ CH /ANN�ELFL(�WTc� =oohrs�, i f _ `` — - -- POSSIBLEDURING CONSTRUCTION. permanent stormwater management facilities; conversion is not to take / >�► ` - / New Development( ForDevelopmetdArea�existin9imPerviouscover <_2074r _ -__ \ . / go / /FINAL /TC= 0 6hrs l / ,/ �_\ `{ c (- r 1(p__ Em(P -) L(Pn� uP�=) f Y v RR ( "aria Type --------I place until the site Is stabilized, and / - �" \r ,�„ ,reE 00 so i SEE 24 -HO //JR S�S�'AI<�UL/�TIONS / , / .�( /�N/�� I L -`\ `� __�?sT- 439 - -466 0.47{- ,096 DevelopinentAr� ALL LOIN-FLOW ORIFICES ARE DESIGNED FOR 3o -HOUR DRAWDOWN TIME FOR permission has been obtained from the County erosion control inspector. � / / ` 1 �' _ r - / % FO�2 ADD�ITIO AL /rl IL f / / / 1 inch -1 8 fl ' i I _ ^I _- I -' -_ - � - - -- '•, TWO TIMES THE WATER QUALITY VOLUME IN ACCORDANCE WITH DCR S VSMH. \ \ - 1 � / � I \-� _ '-\ min values / T j OF " o� % 6 SCOTT . 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Drainage Area #2 3.98 - , _ 2.88 25.67 > 22.53 Drainage Area #3 6.82 19.91 6.82 - y 9.25 Pre -Dev. > Post -Dev J / ' / \ W(EG)/ C v� r---- .-- ---- -- Am -- - -1- -- --- - - - -L - -- / \ CHANNEL FLOW Te! 0.10- rs. // 7 __- \ to ♦ / mot• 7- _ Grass Area Gass -- -1 / �► .-` ANNEL FLOW/fc= --`- / OUTLET PROiEC-H 2. 8 Y Y f�1 c4t._ r, -- - - -- (2-970- 79zixo08= __.- _ 23766 __ -- (-2M7i9z1xo06 �._ - -�- -- ,9576j \\ / / o.ot3hrs. / to , / / / / vooT CE u. EC -1 '' - /;3 r ct_,_=_pland. Area Am Am -- r RlpfW / / / .\3 ,® SEE-'24- ``• / / FIN to / _"/ '" 4s/►• -�� - / / / // / FABRICUN/DE�RLDAYNQt ' 5' / '� ' ��-zUAr-1, ;. IOBterl ou r� x025__ --1 -. 1__- 1x025=- -- - - -� / / ` � �' / +�o \ O HQUR,SCS /CALCULATIONS / 10 / / / ` s- oacata -s' wt-4.' _, ��� // ,i- "' SA�eas__` ",�__ I- 1 � / ! - \ S FQR AD 1 AI��D AI S / ®� - -� J / / tv�n.s: L.3io: D= r a 1 ( (`ff , sr: per- - - - - - -- - -_ —� 24wI / �, Ire rvious Cover— --- -._ i / / / / \ � , DIT ON\ ET k . j / � / V, T _1 __ „ , r, i : - - I (p'•) I( j- 1 \ 'I'�.. �► / i 7 i ,._ter / �� r �'� S r %_ - / / / ' "`''��� 1 � / 4� "';`'�,V ' "` '' t New Development or Develo mere Ana exisfi ire rvious cover <_ Q N iii 1 re - - - ___ -- t 1" i R�(Pre) _i ) RR %RR Area T b4 (v T" ) T LiPo�' -�- 1 YPe P , /n ' \ / � - fir,., � - - -- -� 5 W- _ / - - / ) 0 23- 5 6.57 -. i c- tit 0.93 14H. Oe�el rdAma^ r � ,I ,;'I 1 oPnk i L tv I \ / / / / % / `* t *,� ";! }(`e' qtr -a,,,• C `,�, , r -----:] \\ .\ i / / / / / / / 0.5' r' _ -� ` ?a:,%7a' j:,4J741.' ;,z;;- ",'',"1 y: > \. - 111 _ �!'q;, ''-:,t - v;;.,', =�•-^ ;- aT:�;,� =5 %,,,;::�}„",.^', `!'1e`.`= "�','# I .'L�r_ •'w, r�` *;J1.Kr�� '�j,'i \ i \ ---__, \ / 7 11 `� ' it a„ u . ,0 \':.,r '' " ` " \ \ \ + x-380 ` \ / , 1 / / 44,. � / rte„ // - p - r' ° - ,t,' o,. '4; €,x, \ 1 MS 19` O " -' r'°\ \ ' \ f /�' \ \ \ / 1 ,Iti'yj / / / ,� `--o_ �',l --- ,.�`,',"a` -wr.; -''::,._,;.,, ,,, asl�i.; 'Y \`t';.% \ `'\ ,:. ..,\ 7 \, \ \ ' t , ` _/ \\ \\ \ ��" -\ \� � \ \ \ \,- 0 , o r�.ra. - ,i "a r• T+`- --1'ra ^'_ "F s3,, �c,�,, °• �i�'i,. , �\ , ^(.;.Fq'�.c <��r•,: \ \ \ \ 1 - ^\ \ i \ O \ !" / / /� _ \, \ \� \ \ / / ' i / \ , �' -\ - J.,, " . /�' o , '- _, ',h ;`yF .. ..r`e ,".4i v �':c' = �_ < \ \ `' -' ` r:,�s�r.i'r; `' \\ \ , ` , _ ` \ \ ' \ \ / ! / L, " \ _ \ \ r / r \`"� \ \ \ / / / =11, - ,it^% r'i �' ,��.�' Oo / i �- - \l�`.'Y'. �` °.,,='^'"\ `';" �,�'\`i''r s, .,0. '\, ,� \"N'r ', \ \ \ ` \ ` / ) ` \ / , / / \ ' - ;4,,.".+ai _ / ,.::,� - . ° ,7.,r..,.,. , \ \ � r\ ,- ,,t'"' y : ,� „\s<a \ \ \ \ \ \ \ � -,. __ _ \ \ -� , � / / � '\ \ r / / � ' \ / /`' 0 h !'� / ' ° o °� / / / „' ,,,. :,� .?� _,z,�: ;” \ ;, \ \ \\ \ } - \ \ , \ _ EE`T FLOV41Tc= o.z hrs \ / % / ' M fr tf .r �% / / 'CJ / 1 .aL„ a ^::a '.�T�� -✓ fir. M -1 '\�, },,,•Y , - \4 �' \.. �\ r ` - / ...-. \ s 9; ° \ - • �, o i` `.,, r , - ?;e�#�o� f;' :;. \ \ \ _ \ '1 / — \ O C. FLOWT = o.oz rs.` / / f ` �/ / / /� f -� `'I ' x`11; .. :` :' , °s. :F ° \ a \ \ O / R �I I `V � -� .� \ - / / / / / M _ `• s,;,,Q `:off'.`' \ a \ ; \ ` \ \ \ �- _ _.-/ R C ANiyEb FL(�Tc\ .os rs. I / I 1 `rl / / - \ 4� ' = \ \ '. 4= :,; \ X100 \ �. T \ \ \ \ \ ; / vR� f K °\ h \ / / % / 1 / \� / / -/ / / / / / -- -� ::'` :.,° \ ;..,;,:^ . YEAR \ \ \ \ V ♦ ` \ ` / /♦ f ;'`, �- / r:, ! `rcZ`;. ,'; ,,,r o \ � \ \ _ ♦ ♦ FINALTc- o.�ahl \ / / / / �( cp / // _ ���\ \`` �' \ FLOOD PLAIN \, \ \ \ / / / / ` \ J l / l ♦ ♦ /I 1. _ I -� / / / "i,: {,�, s,,,. \ ` \ :r?t .. :,.,\ \ \ \ - _ \ \ \ \ / ♦ r► SEF�24 =H�1 SCS C\ALCUL'�TIONS / l I J 100' STREAM BUFFER' "_ a', 1, \ ,j -Y,; \ \ ` \ O \ j / �, SWM FACILITY TO HAVE A SWM EASEMENT `�'� \�� ; > �,. , ' jam`° $3, ° \ \ '- ` AILS / �� �,� _ fib: ., \ ,\ \ \\ `'\ \ \ \\ \ / -- \ \ \\ , /dp♦ �'O \ R DDITIU L DET ` / / ( ��� %/ I WITH CONNECTION TO CARROLL CREEK ROAD / / ,\ ~`�`` " o''°A' \ \' " \' \ ` \ \- / — \ \ \ - \, l \ \ / ♦ / r z 1, �\� / '/ / 'FOR ACCESS AND MAINTENANCE / / / ''''`, =F \ \ - \ ® \ f l / ) J / / t: zi , ': , ti'= ,,, ; j�'` \ \ SSE SUBIVFITTAL PACKAG -\ \ \ \ \ --3 \ \` l ! 1 / ♦ j l ,/ �\ \ ;,r v� \ n t \ \ / / / / / / I / _\ \ `t;\� , ,,' "_ . zs ` ` \� \ \ \ \ \ \\ \ \ \ \ FQIZ MS -1g\& , HANNEL r `\ 11 \ \` - \, s \ Il, \ , \\ \ \ // /,/---,I, � / \ f/ / / / / �� \\ "r` ' "� ` /'''r: \\ � \\ \ \A �QUAC�Y'4ROSS SEC NS" \ \ \\ �,,. ' ) I j ♦♦ J O♦ \ \ \ _ 1 °� f - ♦♦ I / :�;4 '',�:`� _ S -19 \ AND \C LCUL NS. / I I �► O ` // I ♦ / ' / / / 7 / ) , z':: ej;Yt ". ;` +. '\ -SEC#5 \'\ \ \ \ A 9 \ \ \ \ \ I , \. - ♦ ` / / EXTENDED DETENTION FACILITY #1 / ; \ \ `, \ \ \ - - \ \. ` \ O, i _moo \� SEE SHEET 16 FOR DETAILS , /'9c ' \` , \ i\ \? N- ,a,;�', I-" \`, t ,' t EXISTING STREAM j , , `` \ - \\ 0110 I ♦ -D.A. #3 <'_ - `_`_ \ �/ !f♦ \ / / / -e J \ L :\ r ' ;;,_ „ - \ \ CONTRAC(OR SVI LL INST LL� I I i t \ �__ - O / I rJ , ( / ' % / / / / U. `\ � . \ `\ \q \ SN';-'^ i ,,l`; \ \ \ � � \. - � \ ` IfRAPEZOIDALRIPRANDITCH'�R MTf�E ) � , ♦�_' __ J� __ -_ � 6.8zac. \ �-O�� e+ \ � � ) X90/ I � \ ( ( + \ '" \ �, 3 9 TC- 0.21 hCS ♦ '�, / - o ,, / \ I I / / / �/ / f (\ \ \ \ \ , \`, \,,'r ti ,r. •y r ; 4..t`•, ' 'x?t \ \ \ \ \ \ --� ) OIUT �T OF SWJVI # O T E HEADCIr)T OF ` \ 1 ♦ --- �� , #* �� / / ` / \ / / \' -; ;,;:, " "': _ \ \ SE CHANNEI�ADEC)UACY ExHIBIT / \ ♦ �` 'a8 '\ y \ \ ♦ / J _/ y; _ I o / / c9 �' �\ \ \ ,\ \\ 1, r „' 1 t _ - MS -19 _THE EXISTING INTER TT TSTREAM U NG \ \_ -�--/ CN= \ �� // �. 7 \, \, r / o \ I I / / / l C � \ \ ,' \ \ \ &REPORT FOR ADDITIONAL l �� 7�1t ( ”' , = : _ _ \ r ETA �S CALCULAT NS WDOJ STD/ EC -� CL. II TYPE B gIPRAP w� / " \ \ \ I I / J f ` �- �O'A ��Jv' '' ` '\ -� - -\ � / GEOTEXfII E FILTER FA)3RIC,UNDER�AYMENT � /� � '� � a� ` __� `\ \ � _ \ �t C� Z1___, ♦ � � � / � < / � / ) r 1 6.A. 1 _ := '\ _ - _BOTTOM WI[�TH =z' DE TH OF DITC =2' \ \ \ \11 - . -..__ -�' / J �\ �! / r I J n 5,44 C. \\ ��.\ / \ O \\ \ _ti -_ � ^ �,`;,- !_ " :'.- - \ \ \ ( I O /I!)g cfs #(' Dl CH ( SiID�SLOPE`S =1' &DEPTH F TOljf z') ♦ ` ` \ _` p O 1 \ \ �j/� \ , ^�\ \ \ / l \ f �\ 'A\ \ - _ -- '' `1;,,_ ':;` ` \ k �, \ - � I 4 D,` _1. fr. f / ♦ _ - - _ ��s � ♦ � \ \�\ ` \ jT c -�.16 hr �� "I c<` \ \,'f _ �7 _ j \ \ \ / 4► // \ - / I \ ` ,, \ \ \ - ; ; �, ;,: *� XIS C ,% f / ( C / f / \ \ \ , , f F CN ` \ _ =;�= ~� }, ; ; ` i-4s ` \ SWM FACILITIESrTO HAVE SWM EASEMENTS 3 ` � ♦ / ' ) / \ \ \ _ ,t _'. ` ` t1 1`' ;`1r�" '^ (It V. -335 E`y, -� �� \ ♦ /� / �\ "\ �' _ , = \ i �. �;; % '� `�` � // / � - -� \ \ \. � ___ � -'t• -''- :;_� '�� °' {'�'" 24�/2q '� 2' � - � WITH CONNECTION TO CARROLL CREEK ROAD � --� - � �� � � � �� / � � �► /.- / � \_ \ \ \ 5x- t \ L \ \ O � -� / ( O♦ '\\ / // \ \" ' \ \ -,i \ �' ~"� -': t , \ 1 \ _ FOR ACCESS ANb MAINTENANCE 6u� \ _ .i / \ \ \� 11 I, `/ / �t I/ \ \ \ \ '� \� -� \ --Q -Q . ♦ ��' '� ''Y `)`: `l :\. ;r;;° ', - ^' , _ MS=19 \ - -�_ `\ - - _ -. , - \. �'A `� l // ( •" l ``-- _ Glenmore Subdivision t 1 C - i"� - `e \ `', _ \, \. I \ , L tg �j \ \� rp r'\ ' , , {a,. - `h� , \ X -SEC#2 ` � \ _`I�� � �tP � f Li / ' � \ � - \ ' 1 / 1 — $0 * \ \\! \ --^ti 35e > j \ C \ _ ;' ', ,' `, . -',: \ / ! +P , -. _ "\ / 1 1 �� `Short Version BMP Computations For Worksheets 2 -6 (� ,i i; \ I / / / \ 7�,R \� \ 1 >' �{, �_� ,�`\ , ' � -, ., - ' _ CL III RCP RISER & BARREL FROM I �// ♦ `�J -� Albemarle County Water Protection Ordinance. Modified Simple Method \ / \ ; _ - — \ \ ; ^ , :,1 . „� ' - T / - �'� /' Ov 380 --�. \, \, '\ - / / \\\ \ ; ,- -• J . ft `',� �. \ \ ,� '-� .� �A�, -� _ O \ ;\ "� '_.; ;A;�1-�': _ 'tats -l-s. _ \ , - i- - , SEDIMENT BASIN TO REMAIN '.�/ j� DEL ``- -� - -- -- -- Water Resources - -- Development Area - -- - - - - -- \ /\ \ \ ) \ ^ _ �� - `\ \` ��_'� -- - - _ _ - i I � - / ♦ -___ -_ Plan_ Extended Detention Basin tkf W - - — \ \ / \ T�_(�`'rp\ ♦ \� \ \D.A: #�2 o�� ��o -- -N / IN PLACE AND CONVERTED TO / I� / — - - - - -- - urcesArea \ 350— \ ` 3 9$ tie. �� \ ' -. - -- / P �! der. FGM, PE --- -- - \ \ / 1 I -- 't#- \ �' ~ �\ \ ~ / THE OUTFACE SYSTEM FOR THE / f ♦� r___ -_ \ \ \. - -- - - - Date 15-Sep-11 - - -- - -- - - -- - -_ `\ �\ \ \ _ `_ aNr so I Tr -o s- hrs 1- \ \V► \ / ,' `--4% PROPOSED EXTENDED DETENTION �p+r // / \ - _ —` / SH ET FL Tc= o i hrs. - \ CN= 79.4\ 'p�`� - `; !►/► - _ - _ -/ /'/ ) ► / / ' '" t�' /FACILITY TYP. --� Pro)ectDrairlageAreaDestgrtafion DA #1 \ \ \ \ I Q \ '� ' -.'_ `'_..; -�� \ �. ` \. \ -.`� \ �` - [ _ / '' /� // / / / / / / V ♦ __/ / / , / / /--- \ L storm lutant ex m [ (E'j) 1 [ CO ) \ /COE�IC. LOW c= `o.olhls. ♦ -� Z / ♦ / r' \ \ Rv mean runoff coel4cent, R�p +0009(D Rv12 Az7z I \ \ \ \ ; �\ \ ` " -- �, . / / ♦ / � f \ P' small storm correction factor, 0 9 /c. \ C AN�EL T =o 4hrs.\ - , ` �� A -,�^ �� \ . � / — /- �/ / / 4 \ O s ^ / / / / / / ♦ _/ / / 1 f percent rmpeniousness I \ \ �F�IINZ Te� o.16h s. - � _ - �\ �t�` \ s °� -- { �' ' �" _ _EXTENDED DETENTION FACILITY #3 / ♦ /(( /� \ \P annual precipitation, 437 in Albemarle (Post-Dev DA#1) (PmDev DA #1 S2) I 1 \ _ \ - J _ _ = SEE SHEET 17 FOR DETAILS / /` \ /r/ / \ \ I \ ` ` c ppolltrtarrt area smggA or t�argettpphospho us _ \ 0 ♦ {� AA= T— 5.44 {- A= B42 ( \ SEE\2\ -H UR SCS C4ALCULXT. ONS \ - \ ~ � �\ \ \ S 9�'., \� \ -�' - - - _ / / - -- _ i F0 2 A' DITIdNAL`DETAI S \\ '\ — \ `` ♦,� \ \ `\ \ -\ ,/ r r - ♦ - _� , ll / 1 \ -� / -- _ S // \ f factor applied to RR I \ \ � I\ \ ` `�� ` `, \ \ \ \ ?s / / l -♦ - - ' \. \ /i ♦ // /// / \ \ \ \ \ v required treatment .dome - cx 0 5" oser imPen area = A(I)43%(X0 5112Y27 I 1 I - _ _ _ _ _- � _ _ — ___ ._ \ \ .� \\ \ \ \ \ \ 4y "' ' / / \ \., ) / `\ \ ./- __ / / \ \ RR required removal, L(post)- fxL(pre) \ \ \ \ \ \ \ \ y^_ \ � ` �- -- -� \ � \ \� \ \ �` / T ` y / / - ,!- /� / \ \\ / / / \ / �� /' // / / , \ \ \YRR removal efficiency, RR100/L(post) \ \ \ \ \ O \ \ , c / J EXTENDED DETENTION FACILITY #2 �� ,- 0 � / / \ \ \\ Impervious Cover Computa4on(values in feetRsquare feaq I \ \\ �_ T ry \O \ 1 1 /SEE SHEET 16 FOR DETAILS y,(/ / / / / / - - - - - -- - -- 4 \ \ _ \ \ \ I r 1 - / f i /� r / // / 1 11 l \ pre - development - -- - - -_�- _ _ - - -, -- a post- de- velopmeM - -Area- I I \ \ \� \ \\ `, / \ _ \ \\ 1 y �' ^ / / ` �/ / / / 1 I I l ,D-- -- ---- Length Width subtotal_ Ike DA #1 L�engl -h _Width - subtotal \ \ / \ / i 0 / I I _4___L_____ Roadways -�J 79751 NOTE: \ _ `' l \ '\ -- -- \ + \ \ \ / '� - / / _ �`S' / d / 33 i I I I I __ -_ i -I _ i I THE THREE EXTENDED DETENTION BASINS SHALL BE DESIGNED TO TREAT 35% OF # �- _ 1-- / // - f `1- I - Li ___f -_j \, �-� � � -`_ ___ \ \ i \ - / / / f/ / / / l /- w-- / / ,\ - �/ .��'' r / / 7975 THE IMPERVIOUS AREA. MINIMUM PHOSPHOROUS REMOVAL RATES FOR FACILITIES -\ \ _ — _ \ � \ \\ `� � -. \4 _ -- I I �_-____- ___-.-- ___ S a� ------ --- =- _ �7 Width no 1, 2 AND 3 ARE 10 %, 25 %AND 14 %RESPECTFULLY. THE FACILITIES ARE ALSO \ _1 �/ \ \ \ \ ^\ \ �► / �\ r / // d _.� - ^ \ '� , / 4 ' / \ I ` -' -- - --1- �mp�"'°`6 "'eas- M"' "�ot� — - -3°°°° i DESIGNED FOR A MINIMUM OF A o HOUR DRAWDOWN WITH Zx THE WATER QUALITY / ` - \ \ �' / 3 / O ' �,' �� % O / C/ \ / // / / ( I I � I - r - -- -' -� - -� - -1 --- 3 .i `\ /�" - - -- - \ \ f �°�,/ tS' �' - /� // ♦ ' \ _E_ a_ - __, _ - I--__ -- j - - - - -! _ - - - - -, 1 - -- VOLUME. FOR EVIDENCE OF THE WATER QUALITY TREATMENT, WATER QUALITY \ - "/ �, 0 \ / / f \ .� - / / / / I ' ` I__�_ _ _ __ r _ - __ I VOLUMES & DETENTION COMPLIANCE PLEASE SEE THIS SHEET AND THE -General construction notes for Stormwater Management plans _ �- - ,,/ opt F �' , ♦ \f� i / �' / I / 1 I Gravel Area I Inrea + - 1 ' I \\ ���_ - 1 ,� _ r . ,.� / ; / / (� O _- - - l \�_ i ' /' / / j J -- - - -- -L -.-!^ D.70 = - -- - -- -- l-- -jx 7U - - - - -- i- - FOLLOWING SWM DETAILS & CALCULATIONS. 1. All dams and constructed fill to be within 95% of maximum dry density I -\/ / \ , � '� , �- I/ s / I r SA_t tr�s Area - s"bt «al Area-- no subtotal-- \ o I _J (1P \\ — / / %�� / / / �! /' (�'.._ / �/ / lI I I '----- - - - -_ —� = _- -f - =-' �= _ - -- D and 2/0 of optimum moisture content. All fill material to be approved by f 1 d �► / / / 1 o I - I- _ r -- -- PLEASE NOTE THE SOIL AROUND THE SPILLWAYS ARE TO BEAT 95 /o COMPACTION J � \\ / 'A ,� / �' - ♦ / I -__._-__ ------- _--- -- -- _ - -- >- - - - - -- - - - -_ a eotechnical engineer. A eotechnical engineer is to be resent Burin J /`mss , / / i/ ,%� -- / / ' , ` Grass Area -Grass WITH AN IMPERVIOUS CORE AND CUT -OFF TRENCH. THE EMERGENCY SPILLWAYS 9 9 g g P g ( I � \ � , / / .. • ♦ / / / / \ \ \ I _ ___ ___ - Area 521x00!17 32827 [, -9899; 4x006= ____ 1591_9 ARE TO CONCRETE LINED AND DOWNSTREAM OF THE SPILLWAYS ARE TO BE GRASS construction of dams. \ / / f '/ _ ♦ J y t } Ach�ecropVand - - Area - -� - -- � - - -__ Area / - - ? / f / /� .(�, I1° 1 \ \ --- - -- ------ ._-- I-__._ -J^ 0 25 = -- -t__1____,_ 4 `T '.L-0 25 = --- __. -._ _ _- _- _ / �- 1 / / % ` G 1 ri 1I 1-, C-F-i L i'.t I \ Olt�er imperious Areas '- LINED. THE FOREBAY SPILLWAYS SHALL BE CONSTRUCTED OF GABION BASKETS 2, pipe and riser joints are to be watertight within stormwater / 15' SWM ACCESS & lk `' � J / / /__ ♦ / / / ` / / \ _ _ ` / / �` \ L----- _-- _---- - - - - -- WITH %8' STONE STONE ON THE UPHILL SIDE OFTHE WEIR. \ ` `\ / �'/iI %� "e `'- / / ,/ / / I � ' \ Impervious Cover -� 89L .2396 management facilities. MAINTENANCE EASEMENT iii \ / i- SHEET FLOW Tc- o.s hrs. 1 _ L �\ 5/ 8 0 40 0 / 760 I ` 320 \ 1(pre) 1(poet) % // / \ \O� �` �/ 10 o CONC. FVOW T� o.ozhr . / / I ADDITIONALLY, ALL EXISTING BIOFILTERS SHALL REMAIN IN PLACE FOR AS LONG AS 3 For temporary sediment traps or basins which are to be converted to �- \ - / r► - / ! To25 Uzi \ ` / / \, \�♦ - ,- ` \=mil ��' --��/ CH /ANN�ELFL(�WTc� =oohrs�, i f _ `` — - -- POSSIBLEDURING CONSTRUCTION. permanent stormwater management facilities; conversion is not to take / >�► ` - / New Development( ForDevelopmetdArea�existin9imPerviouscover <_2074r _ -__ \ . / go / /FINAL /TC= 0 6hrs l / ,/ �_\ `{ c (- r 1(p__ Em(P -) L(Pn� uP�=) f Y v RR ( "aria Type --------I place until the site Is stabilized, and / - �" \r ,�„ ,reE 00 so i SEE 24 -HO //JR S�S�'AI<�UL/�TIONS / , / .�( /�N/�� I L -`\ `� __�?sT- 439 - -466 0.47{- ,096 DevelopinentAr� ALL LOIN-FLOW ORIFICES ARE DESIGNED FOR 3o -HOUR DRAWDOWN TIME FOR permission has been obtained from the County erosion control inspector. � / / ` 1 �' _ r - / % FO�2 ADD�ITIO AL /rl IL f / / / 1 inch -1 8 fl ' i I _ ^I _- I -' -_ - � - - -- '•, TWO TIMES THE WATER QUALITY VOLUME IN ACCORDANCE WITH DCR S VSMH. \ \ - 1 � / � I \-� _ '-\ min values / T j OF " o� % 6 SCOTT . COLLINS`z No. 35791 r2I %o�iI:P,1 ��4 1srONAllL - 6 Z O '-' J N Of 1 U h U) LLJ CD ° = v) o Z O > •� M � w UJ ce P Z w U Z Z O UU LU J U Q 2: W W m M J <C w CC in LLi ,_ > W 0 cr LU W -I '_, � -, ,-t w 14 � M Q M M O M >-A 1­1 (01"k L9 m r1`) Z N . 1111l gym}.) (I V 1 "�" O W N W <� Z ii.-� w 1-_- 111111111111111111111111111111 �> L9 F__4 W O r� �4 W U 1 Ul W C/1 t P--t W w Ix C/1 0 w ,4 w U C.� (=) tV w L 3: ° UJ N 4n z :5 o Q t1 0 Z ,C �^�— _0 0 L v 1 w a re � ,. C W w ^ ' o l 1 N 9< 0 t Z 3 <C 3: Q 0 7 O O co ce L Q a� L W N �- <C ° E Z ° � o IY 0 c° H z w F � w U to Z c� Z W w V / Z J O C) �- UJ O N i 0 a O L Q N Y. > Z X V X UJ _Q) J Q) L t7 c ° O �_ O O L6 -° '' N Q_ V) 2 O JOB N0. 0 102054 ° SCALE a AS SHOWN o SHEET NO. a: 1 C a 5 F_ F- Water Quality Volume Requirements: Routing Method: storage- indication Basin Input nflow H dro ra hs q, EXTENDED I PROPOSED EMERGENCY Ut ata ' +� °`'' °' °`I' =1 ,UTILIZE EXISTIN BASIN REQUIREMENTS: Y g p T 0 EXTENDED DETENTION BASIN #1 REQ / SPILLWAY CREST 2 -Year, SCS z4 -hour Storm 7 Contour Areas 3 Inflow Hydrographs GRADING & REATE MOR Y s acre ea s Computed v Minimum Foreba Volume= 0.25 inches per impervious square a r „!C' ELEVATION- 300.50 EXISTING TOP OF DAM inflow (cfs) 10.202 at 11.95 (hrs) Elevation(ft) Ar (f) p ( ) H VOL hfE VIA THE l I ( _ Forebay Depth to range from 4' 6' discharge (cfs) o z z.00 00 0l. cy ydrograph o j ELEV. - 302.00 at 12.01 hrs o.o SCS Q ' PROPOSED CUT SLOPES. 20 WIDE CONC. WEIR Impervious Area= water level ft oo. 21 at 12.01 hrs 294.00 127.00 3.7 name: z -Year, SCS 24 -hour Storm TS °'� j P 53,894 sf U DER NO CIRCUMSTANCE l l Y 1,123 cf (j 3 4 ( ) z oo 269.00 zo.g (acres) 5.44 SCOTT T. COLE INS' 0 I Minimum Foreba Volume= storage (cy) 240.374 95- Area acres o :4,, . Y,`,; ', r ( - zg6.00 544.00 25.6 CN 800 0 -+ OUTFACE CHANNEL. O ANT i pervious square acre so -Year, scs z4 -hour storm 298.00 X187.00 8s.z T e z U No. 35791 s �' ° SHALL THE CO RACTOR Minimum Water Quality Volume= 0.5 inches per im n TE FILL ITHIN T Minimum Water Quality 2,246 cf inflow cfs 20.000 at 11. hrs 300.00 20 00 206. Type ter ualit Volume= ( ) 9S ( ) 57• 9 rainfall P (in) 3.700 l I a; ,ri ; . ;' . • : • x; ; ' HANSON CONCRETE / \ 2x Minimum W 302.00 3016.00 ;t,. ;`r`, ,, =::: _ B SIN OR FLOODPLAI afar Quality Volume= 4,491 cf discharge (cfs) 19.654 at 11.95 (hrs) 393.6 time of conc. (hrs) 0.1600 '(u °,, t;l' z ~ \ J AN VORTEX water level ft 00.6 1 at 11. hrs' Elevation Corresponding to 2x WQV= Zg$•6$ O 3 9 95 (hrs) time increment (hrs) 0.0210 O P g ft 9 (Y) 3.475 - time limit (hrs) 0.000 S ON AL G y � 1 storage c 26 Y WM C E' r PE,S'fI TRASHRACK �/ \ () 9 () I E� Start Elevation(ft) z z.00 V01. (Cy) 773 80 .,, r f ? A RT1EN,,. tS'URFA E. fudge factor 1.00 / Extended Detention Basin #1 loo -Year, SCSz hour Storm ' \ \ \`IN. WATE QUALITY inflow (cfs) 39 836 at 11.95 (hrs) Outlet structure os Outlet structure routed true 272 :0,5' , v.,s'.r.;'- -., �_�:;.�,,�' ,• �r;; ___ \ / \ Area of Total Area of e 3 peak flow (cfs) 10.229 ;,, _ ,}tiY -c ,: i;; s OLU RA UIRED .r Q Elevation Foreba Volume Volume discharge (cfs) 39.408 at 11.95 (hrs) Orifice Culvert O y Elevation ft Basin rt peaktime(hrs) 11.93E _ () waterlevel ft 00. 61at 11. hrs O(2xWQVJ , 49,1 f. #PATE 024 CL. III RCP MULTI -STAGE O (cfl c O 3 9 95 ( ) name: 3ohr Drawdown Orifice name Barrel volume (c) a19S.94o F TRASH -RACK S (fl Y S HALL BE ALIT VO ME _ - Contours (sf) Contours (sf) story e c 28 6 p Y U I 9 (Y) 7.79 area (sf) 0.0050 multiple 1 1:• - ;t f.,, I; :;< ;,', , , \ - INSTALLED ON ALL RISER RIM ELEV. 300.00 w/ J diameter r discharge o : f�, _ - ,;,.'- �' -��I ',;, �'.._'�s '`' .'1`.... %r;';;�' - °';\ � � � O IFICES S t o depth (in) 1.000 g ut of riser Hydrograph 1 /18• '' f'.' , _ \ PRO >� 628cf R PER V MH, FIVE -06" MID -FLOiY ORIFICES ® 292 ./, „,.•,: >;,,,,;,,,,,,,, ,, :, _� i I_I I- III -I i �_ 0 0 292 3 o Q width for nett. in 0.000 D ` \ LE71N 117 O (in) 18.000 SCS w , ,TECHNICAL BUL _ , _ 10 T01� OF M - - - ___ _ __ i ELEV. - 298.68 &ONE -0>" LOTJT FLOTY 29�I 0 0 294 127 100 coefficient 0.600 h (i) name: to -Ye r S 4- ;Y�` - - _ - - j �` \ n o.000 a CS z hour Storm III_III -1N -1 _III =III- ' _ 295 17 6 269 293 invert (ft) 292.000 Length (ft) 88.00o Area (acres) 5.440 � - CN .800 m \ � � AT LF'ij 30,2:0 \ =292.0 295 r••� ORIFICE ®FEET# n multiple 1 Slope 0' 296 544 o.ou 77 ORIFICE COEFF. - 0.6 290 1 3 60 0.01 , 692 ;-. \ out of riser Mannin s n "'s.,:,,,; ,,> r.,� >��'f:',s,. ''- ;,„;'` ' =s. • "'?''- %''`�` =III -II 11 =1 I I '� TQ #1'701' FLAT BENCH �T THE � � .�c t discharge 9 3 Type 2 N o 18 CL. //I RCP 483 238 1,187 Inlet coeff. Ke 0.500 \ _J8 3 14 2 82 rainfall P (in) 5.600 t- I I (- 1 E E OF THE EMRAN.KMEi%T ON z • 1 1 517 5 586 3 time of conc. hrs 0.1600 U) 300 2, 057 Outlet structure 1 Equation constant CUP- SIDE OF THE FACILITY w/ BARREL 300 7 2 �� ct q st ntset timeincrement( hrs) 0.0210 � D � 88.00 LF ® 1.1 i (ft) 289.000 =291 O e d- Orifices E INTERIOR OF - - 10 628 Orifice Invert time limy (hrs) 3 F PERFORATED PIPE. SEE _ ,� 3:1 SLOPES' ON THE \ IN 290.00 302 302 x,016 ¢ rx , ' INV. , �� name: .Mi Flow n t rs 0.000 O w O 9r�87 "! {' < T&E F CILITY & 2.• 1 SLOPES \ area (sf) 0.196 structure 4 g U o w GONG. ,/S,- -I E T 7. /NV. OUT= Existing ty o umes Outlet stru fud fudge 1.00 DETAIL ON SHE 1 Facili V I diameter or depth(in) 6.00o Curve routed true z < O �- cn %i Q RE ,ra ,.,. ;;M ;, ,'. ,• . ' cl -� ABOVE YHE BENCH `' ,., , : ,' ,.:,•, % _ \ TYING INTO T= 289.00 ,,; ,,, - _I Total Area of wi ( ) peaktlow cfs zo.o U z CL '' ` `' ;` ?; E.YIST�ING GROUND. Elevation dth for nett. m 0.000 name: Anti Vortex ( ) 53 O ¢ U w z w �•' _ %,; " s,'�' _' Basin Contours Volume (cf) multiple 1 peak time (hrs) 11.938 2 w 0 coefficient 0.600 CULVERT UNDE NEATH RISER FOOTING (ft) Invert(ft) 00.000 volume c z 1 n ¢ z f (so invert (ft) 298.680 3 (Y) 344.53 °� � � � � Y a <•;;'�'' ` - "' "' '� 1 \`� I I I li -i `.ACCESS EARTHEN TO \ multiple 5 discharge into riser v 0 OU 0 z ! I \ RISERIFMERGENCY SPILLWAY file: twen our.txt H dro ra h z z U U ¢ LUTE LL DITCH INT ' SWM discharge into riser Y g P cn _ ¢ i ,,s, ( c� - \ 291 n/a n/a SCS w m w to \ \ \ \ I I =1II�I FACILITY (NOT' TO ALE' Outletstructurez z U W " z ¢ 00 ,G'ONC. \E 292 n/a n/a name: loo -Year SCSz4 -hour Storm U) ¢ SPILLyYAY\AT �� ` I I 1 =I MIN. FOREBAY VOLUME 292' n/a n/a Weir Area (acres) 5.440 z 0 -' _1 ¢ _ LU 100 YEA R r ,� ¢ W w O w 1:4 W ELETj = \30d. 50 �. c� \ I =i I� r \ REQ D,= 1,123cf. FO EBAY 296 403 0 name: Proposed Spillway 7T � ¢ m a o \ 1%C \ W.SE.= 300.96 298 873 1246 length (ft) 20.000 rainfall P n) z .loo O w z w < w W ¢ �OLUME `PROVIDED= 1, �5 f 1 o YEAR. side angle 45.000 () 9 " U m � N < as time of conc. (hrs) 0.600 W. S E. = 300.69 300 1,47'1 3,564 coefficient 3.300 Q o- > 57 uj invert (ft) 300.500 time increment (hrs) 0.0210 � w w \ �, / / -Ill I I- \ \ 2 YEAR 302 2,163 7 176 time limit (hrs) 30.000 w 0 m ¢ PROPOSED VAR. 'v I 1 =1 I I- (I multiple 1 a rw ¢ w WIDTH SWM \ \ `� / (� 1 =� I W. S E. = 300.42' NOTE: Proposed facility wlumes are greater discharge through dam fudge factor 1.00 0 ,!; 0! MIN. FOREBAY COMBINED routed true w > w than existing facility wlumes. Thus NO FILL w u) FACILITY EASEMENT _ NIN. )PATER QUALITY VOLUME g Y 10 )FIDE FLAT BENCH AT THE EDIGE OF ul 0- 0, � CCIt Il RC \ VOLUME REQ D= 1,123cf. peak 39.940 > P� TOTAL FOREBAY VOLUME REQUIRED (2x#'QV)= 4,491cf. IS PROPOSED WITHIN THE FLOODPLAIN THE EMBANKMENT ON L'UT SIDE OF THE W > 0 w MULTI -STALE RI34R RI \ _ - - - peak time (hrs) 11.997 w w > ELEV. _ �3Q0�00 w / O = 11- \ PROVIDED - 1,519'cf )PATER QUALITY VOLUME HA FACILITY w/ 3.•1 SLOPES ON THE INTERIOR volume (cy) 4669.797 � � J PROVIDED= 10,628cf CONCRETE EXISTING TOP OF DAM TOP OF FOREBAY DAM OF THE FACILITY & 2.•1 SLOPES ABOVE , r� > BASIN TOP OF DAM w a FIVE= 0�' - "z FLO C _ �=1 -� UPSTREAM ANTI - VORTEX ELEV. = 302.00 _ � 100 YEAR WIDTH= 1.0 A T AN THE BENCH TYING INTO EXISTING GROUND. � ,,, - I �= , WIDTH= 10 A T AN ELEVA TION= 300.00 z ORIFICE'S ®ELEV. = 298.6 \ , E 1 WIDE FOREBA Y TOP OF TRASHRACK ' %& ONE -Of" LOW -FLOyY - I -III- 1111 = -I I.-1 I I- BUFFER ' _ DAM ELEV. = 300.00 r /- 20 WIDE CONC. WEIR ELEVA TION= 302 00 W.S.E. = 300.96 2 -YEAR STORM EVENT ,' OUTFALL CHANNEL. ¢ ORIFICE ® EV. = 9 � \ � ' ( -III 1 =1 I I- - , ; , 10 YEAR � ,.- DOES NOT CREST THE w W = . ; W W w I W w� w `� ' '- MAX. EMBANKMENT w.s E.= 300.61 EMERGENCY SPILLWAY EXISTING TOP OF � HT. =6' 302 -296 2 YEAR � 100 YEAR , ) - W. S. E. = ,300.42' �, W. S E. = 300.96' DAM WIDTH= 10 1 ' FOREBAY TOP OF A T AN ELEVATION= - 10 YEAR DAM ELEV. = 300.0 ` O EVERT NDERNEATH ' : - ' N, 302 00 1(D OF .. \ �' POMIDING _:, -: - x. ; , \ � � � - - - - -- - -- - - - - -- - - - - - -- - -- ------------------------ �-------------- - - - - -- _ . S E. = 300.69 o SS EAR HEN ROAD TO 11 *'1 f�EP TH t,' ' \ - -- - -- - - - - -- -------------- --------- - - - - -- ---------------------- - - - - -- - - - - -- '� 1.04' OF ALL ROA' SIDE DITCH Se 6 \� i -,------------------------------------- - - - - -- FOREBAY & 5 WID�FIFOREBI$Y SPILLWAY / (�� ', - 6' FREEBOARD ''' ,- *-4 BOTTOM OF ``'` { ` SHALL BE CO STRUCTED F GABION 0 O 'S#r FACILITY ORIFICE COEFF - 0 6 :> - THE ~ o `�' 0 0 0 . o FOREBA Y ,j _ _ p / -. BASKETS WITH VDOT # COARSE CO - ,a °; .r,', '< 4' \� - - �OOR YR o i oo ELEV. 295.0 \ AGGREGATE ON THE UPHILL SIDE OF THE ��O C\ -`� STORM EVEN WEIR & ,CLASS I RIPRAP ON THE DOWNHILL ° �° ° I FOREBAY & 5' WIDE FOREBAY SPILLWAY �' - --�- IDE OF THE WEIR. GEOTE ILE FILTE ' SHALL BE CONSTRUCTED OF GABION MIN. 8' WIDE ® TOP & I ( �, RIC EiIdDER �- ��� -- BASKETS WITH VDOT #3 COARSE BOTTOM OF DETENTJO CL. I►I RCP 4' DEEP IMPERVIOUS BASIN s BARREL SHALL _ 5 ,� WEIR COEFF. = J. 20' WEIR COEFF. = 3.3 AGGREGATE ON THE UPHILL SIDE OFTHE BASIN= 29200 MUL T -STAGE RISER. CORE & CUTOFF OUTFALL INTO PROPOSED - ti INSTALLED. WEIR SHALL HAVE 1�1 SJDE O WEIR & CLASS l RIPRAP ON THE DOWNHILL SEE THIS SHEET FOR 18 CL. Ill RCP TRENCH WITH 1:1 SIDE LEVEL SPREADER SLOPES w/ A CREST ELEV. =zg .0 5 (W)xg (L) C� o a / I SIDE OF THE WEIR. GEOTEXTILE FILTER SLOPES. SEE DETAIL ON IMMEDIATELY UPSTREAM FOREBAY SPILLWAY / FABRIC UNDERLAYMENT SHALL BE DETAILS BARREL OF FLOOD PLAIN AREA. SPILL WAY ELEVA ON= NEXT SHEET FOR ELEVA TION= 296.00 M INSTALLED. WEIR SHALL HAVE 1:1 SIDE 8s� LF 1.1 % SEE ESC PLANS AND 300.50 CONC LINED L9 ADDITIONAL INFORMATION. SHEET 15 FOR SPILL WA Y CY) LOPES w/ A CREST ELEV. = 296.0' S'(W)xg'(L) INV. IN= 290.00' _ INV. OUT= 289.00' ADDITIONAL INFORMATION. Z S'��1VI FACILITY #1 E'XTENDE'D DE'TE'NTION BASIN #1 FOREBAYSPILLWA .r`� EVIERGENCYSPILLWAY `�'• SCALE. 1 " -20' NTS -- -- NTISTS NTS CIO 20 ' E RGENCY CRS SPILLWAY / " I B NCH�AT THE EDGE OF _+ a. t�l-- / Routing Method: storage - indication Basin Input Data Inflow Hydrographs z WEIR w,/ 5.1 SIDE SLOPES T ° _I V�IT _ I; NKrTfEYV N CUT SIpE OF Water Quality Volume Requirements: -� O / � :E . 339.70 / / % � 7' CI�ITY / 3 1 SL�PES ON THE EXTENDED DETENTION BASIN #2 REQUIREMENTS: z -Year SCS z4 -hour Storm 5 Contour Areas t / // ° / t)S /^ 11 11 rr SPILLWAY CREST 3 Inflow Hydrographs H FOREBAY 8�5' �AlIDE FOREBA�PILLWAY / ° _ -III 1 =1 { 1= E OR F TH FA ILITY1 & 2.1 ELEVATION= 339.70 TOP OF iJrII✓' Minimum Forebay Volume= 0.25 inches per impervious square acre inflow (cfs) 8.007at 21.94 (hrs) Elevation(ft) Area(sf) Computed Vol.(cy) Hydrographo N W 1 -11 I- I I DLO discharge (cfs) 0.342 at 13.18 (hrs) 334.00 4337.00 0.o SCS SHAL�BE CONSTi.IJCD OF GABION / / l, OVE TH BE TYINGJINTO ELEV = 341.,0 Forebay Depth to range from 4'-6' waterlevel(ft) 336.91g at 13.16 (hrs) 336.00 7140.00 420.8 O ASKETS `PITH VDOT #3 COARSE / / _ -I _III 1 TI G G OUNI� name: 2-Year, SCS z4 -hour Storm i =119 =1 N-11 II, Impervious Area= 49,713 sf storage c 68 .8 338.00 8 00 10 W (011\ / , i � 7- / HANSOM CONCRETE 9 (Y) 3 93 9 55• 47.5 Area (acres) 3.980 AGGREGATE 01 TFIE UPHILL SID�OF THE / o / �, I =III I 1 =N�1- I i I ,� I / ANT /- VORTEX 20 WIDE GRASS Minimum Forebay Volume= 1,036 cf 340.00 12578.00 1876.3 CN 79.400 CV WEIR & CLA S I RIPRAP ON T E DOWNHILL / I 1 =III =� I l l ii I / WEIR OUTFALL ao -Year SCS z4 -hour Storm 341.00 13739.00 2363.5 ' TRASHRACK Minimum Water Quality Volume= 0.5 inches per impervious square acre Type 2 N W U SIDE OF THE WEIR. GE TEXTILE FILTE _ _ t_ - x R B Y OTTON CHANNEL W 5: 1 inflow (cfs) 15.372at 11.94(hrs) rainfall, Ppn) 3.700 r n �/ ° -III III- I�I I- !' - - - Minimum Water Quality Volume= 2,071 cf g 4 4 Start-Elevation(ft) ft y time of conc. (hrs) 0.1600 V J / O E INED discharge (cfs) 2.88 at 1z.z (hrs) () 334.00 Vol.(c) o.00 --F A&IGUN�D€R MENT SHAT L,� ,- I I� I I I =I 115E111 =I I I SIDE SLOPES W / / 2x Minimum Water Quality Volume= 4,143 Cf water level (ft) 338.165 at 12.24 (hrs) time increment (hrs) 0.0200 /INSTALLED. �NE�R SHALL HAVFrj:�SID / / I -I I I_I I =1 I I D 6cf. �, w _ •• -III Elevation Corresponding to 2x WQV= 334.73 ft storage (cy) 1108.525 time limit (hrs) 30.000 � Q U _ SLOPES w/ A -CkEST ELEV.= 4.oj5'(W)x / %L I -I I I / I �j T L M� fud e factor 1.00 C loo -Year, SCS 24 -hour Storm 5 Outlet Structures 9 routed true VAR,WIDTH SWII��G' ,$'S / / - 111 111 =, r� / �j� �\ /� Extended Detention Basin #2 inflow(cfsj 3o.11zat 11.94(hrs) Outlet stuctureo Outlet structure peak flow (cfs) 8.011 ESMT: SLOPES /J 11 f�LL ° / l- �� Area of Total Area of discharge (cfs) 14.128 at 12.10 (hrs) Orifice Culvert peak time (hrs) 11.938 Z E <10% A T SHALL HA -I I f I ra'. ,•. ' = :..4. ,; ' a i+ Elevation Volume Volume water level (ft) 339.750 at 12.10 (hrs) name: 3ohr Drawdown Orifice name: Barrel volume (cy) 936.609 ° / III I I ( �' \ / TRASH •RACKS SHALL -BE 024 CL III RCP MULTI -STAGE Forebay Elevation (ft) Basin / -- Y- (ft) (cf) (cfl storage (cy) 1761.499 area (sf) 0.012 multiple 1 J AN E�ARTHEI� SURFACE ° I I 1 =� I ly / / / \ RISER RIN RLEV = 339.00 w �' / i INSTALLED ON ALL / Contours (so Contours (so diameter or depth in 1. 00 discharge out of riser H dro ra h 1 / III -I11� i' \ 1 ORIFICES PER VSMH FOUR -05' A(KB -FLO)Y ORIFICES ® p (j 5 9 Y 9 P c`, ELEV. =336.7 n' & ONIs= 01�/�" width for rect. (in) 0.000 D (in) 18.00o SCS (/] 1 TOP OF D 4M , �_ �_ j I TECHNICAL BULLETIN ? coefficient 0.600 h �n 0.000 name; to -Year, SCS z hour Storm W t- ELE�V - / 4> 00 / =111 =11 h % ° - °� ' l I l ' LO)/ -FLOF 01RIFICE ® ELEV. =334.0 334 1076 0 334 4337 0 invert (ft) 334.000 Length (ft) 55.000 Area (acres) 3.980 w 111 -I / o / `I 3a6 2,230 3,237 336 7,140 11,361 multiple 1 Slope 0.910 CN 79.400 � W ORIFICE COEFF. _ 0.6 L9 F, /' ' "�IIEV - 1 / ' 338 3, 665 9,073 338 9, 8,55 28,2$3 discharge out of riser Manning's n 0.013 Type z ,YDI�T STD. ° ° / �l I 18 CL. /// RCP _ Inlet coeff. Ke 0.500 rainfall, P (in) 5.600 O III/ ` 340 340 12,578 50,661 Outlet structure 1 Equation constant set 3 time of conc. (hrs) 0.1600 EC 1,1 CL. I, � � / � �I I I- / � ' FF�R B T .eP O BARREL TYPE / 11� l I AM E E . 3 .0 55 LF ® 9.1% 341 - - 341 13,739 63,815 Orifice Invert (ft) 325.000 time increment (hrs) 0.0200 % � � Z r -III y / _ _ z 1=1- � I I � PERFORATED PIPE. SEE ' • �--- name: Mid -Flow Orifices time limit (hrs) 30.000 _ INV. IN= 330.00 W iL �P-RAP � / Ill�i I II 17 / / / / I ' / DETAIL ON SHEET 17. � area (sf) 0.136 Outlet structure 4 fudge factor 1.00 / ° 1 INV. OUT= 325.00 diameter or depth (in) 5.000 Curve routed true ( =III = / / PROPO E name: Anti Vortex eak flow cfs 1 Wz - -14.5 / / I I -ICJ / width for ict. (in) 0.000 P ( ) 1.93 /1 1 W � .�'IfICILIT E E T coefficient 0.600 multiple 1 peak time (hrs) 11.938 l V r n ° / "' -I (II I✓ ( / COINC S W T RISER FOOTING invert (ft) 336.750 Invert (ft) 339.000 volume (cy) 1798.075 U � v / / 1 E I I O h/ / (l / PRINCIPLE SPILLWAY p 4 discharge into riser I ( -11 _ / PROP L N multiple 9 Q / E i 1=111 % ( > ` 211 discharge into riser file: twentyfour.ixt HydrSCS ph z r Z ° �651ll ill/ / ( NOT TO SCALE ' �' Outlet structure 2 name: loo -Year, SCS 24 -hour Storm 1' Q J III -1 17 Weir Area (acres) 3.98o I•Y 1 i / =1 I } I I MIN W T R Q A I t 100 YEAR name: Emergency Spillway CN 79.400 VDOT TD. / =1 I I I / q8 �7 V LU z R I E l W. S E. = 339.75 g Type e w 1 time of conc. (hrs) 0 600 ►-� r length (ft) 20.000 YP - ` 10 YEAR side angle 8.6 0 r (2xW V L 4 f. , NIN. FOREBAY COMBINED W. S E. = 338.17 coefficient 73.300 W X111 -I I _ I Q VOLUME REQ D- 1, 036cf. time increment (hrs) 0.0200 U c APR VI E = TOTAL FOREBAY VOLUME invert (ft) 339.700 f 2 YEAR multiple 1 time limit (hrs) 30.000 � [ PROVIDED= 9,09'3c W.S.E.= 336.92' dischar a throw hdam grouted true W Q � j f MIN. iIATER QUALITY VOLUME fud efactor 1.00 X11 =III X 10 WIDE TOP OF DAM g g 18 CL. 3 1211 I= I c�• 1 REQUIRED (2a1PQV)= 4,143cf. ELEV.= 341.00 III RCP III =II BASIN TOP OF DAM , peak flow (cfs) 30.125 �■t - RATER QUALITY VOLUME 100 YEAR 10 iPIDE FLAT BENCH AT THE EWE OF peak time (hrs) 11.938 w III I PROVIDED= 63, 815c ' BARRL'L -- % r�LI I I / ° 1 r / f HANSO WEIR ELEV = 339.70 WIDTH= 10 AT AN THE ENBANKdlENT ON CUT SIDE OF THE volume (cy) 3522.231 1 '� VfV S. E. = 339.75 W 19 1 _ � l ` CONCRETE ELEVATION= TION= 341.00 FACILITY w/ 3.•> SLOPES ON THE INTERIOR w IL 1 D U STRE M 20' WIDE GRASS WEIR 10 YEAR OF THE FACILITY & 2.•1 SLOPES ABOVE o ANTI - VORTEX , ((� O \ �(I �I 1111' 11 ?\ VEF' TATI E 1 2' WIDE FOREBA Y TOP TRASHRACK OU TFALL CHANNEL W TOP OF FOREBA Y DAM W. S.E. = 338.17 THE BENCH TYING INTO EXISTING GROUND. 2 do 10- YEAR STORM I I I i I� / / CL I CP UFFE OF DAM ELEV. = 338.00 / 2 YEAR EVENTS DO NOT CREST THE O � '` � ;•_ 5: 1 SIDE SLOPES WIDTH= 2 AT AN � (n \ / 111 111 r 4 v ' "L' I ER RI - „r °' S MAX. EMBANKMENT ELEVA TION= 338.00 W. S. E. = 336.92' EMERGENCY SPILL WA Y cc _ L 3 .00 w �+ i� TOP OF DAM G \ i Ill I III / ` �� F 0 ID- W - HT. =13' 441 -328 I I I I -I I I%! f ' 100 YEAR WIDTH= 10 AT AN W. S E. = 339.75' ELEVATION= 341.00 w N -a Low `�' - - - -- , 7' OF , FLO PONDING , -, Uj - I / ®ELEV 4 0 •' '" ` �• � 3:1 � � � • � � � DEPTH f= , ;`,,:;4,� ��.� � ;, � \U ----------- --------------------------- g- - - - - -- - -- -- � 1.25 OF f� I` \ =1 ICI I \ - 4 -- - - - - -- -------------------------------- - - - - -- - - - - -- ----- - - - - -- ------- - - - - -- ' BOTTOM OF N % " / , \ - -11 i-I11- \ ' AY & 5' WID FOREBAY SPILLWAY OREBAY ELEV. _ -tr j - FREEBOARD ORIFICE COEFF 0 6 ,. III -1 I I \ 334 0 - \ _ - -- FOREBA 0 ALL BE CONS RUCTED OF GABION t;' --- - - - - -- ------------------------------ - - - - -- - - -- o DURING THE I 1 =) I I= �AM EL 8 COARSE ,,, �, - - - - - , - BASKET�WITHVDOT# ' "''" - "? 100 -YR j I i= AGGRC�ATE ON THE YPHILL SIDE OF THE \ 4 N, `\ �j STORM EVENTO WE`RE& CLASS I RIPRAP ON THE DOWNHILL', BOTTOM OF DETENTIO - O uJ 1j _ I I- ' SIDE F THE WEIR. GEC}\ EXTILE FILTER FOREBAY & 5' WIDE FOREBAY SPILLWAY BASIN= 334.00 MIN. 8' WIDE ® TOP & N 0 w 3 FO AY O� (� CG 11I RCP 4 DEEP IMPERVIOUS ' WEIR COEFF.= 3.3 FABRIC UNDERLAYME�NT SHALL BE � SHALL BE CONSTRUCTED OF GABION ' 20' WEIR COEFF. = 3.3 � � BASKETS WITH VDOT #3 COARSE MUL T -STAGE RISER. 5 _ Vol E RL,, 'IJ �, 03 INSTALLED. WEIR SHALL HAVE 1:1 SIDE AGGREGATE ON THE UPHILL SIDE OFTHE SEE THIS SHEET FOR 18 CL• III RCP CORE &CUTOFF JOB NO. Q-� j f ` \ - TAL FORE A VOLU \ SLOPES W/ A,\CREST ELEV.= o WEIR & CLASS I RIPRAP ON THE DOWNHILL BARREL TRENCH WITH 1: 1 SIDE 334• 5 (W)X14 (L) DETAILS EMERGENCY SPILL WAY 102054 II =III =III -III VIII- ,,, SIDE OF THE WEIR.GEOTEXTILEFILTER 55 LF ®9.19' SLOPES. SEE DETAIL ON FOREBAY SPILLWAY ELEVATION= 339.70 GRASS LINED l I 1 X11 =) I I= -1 i �__,_ 1'ROVI LIJ- ", 0%3C. f FABRIC UNDERLAYMENT SHALL BE SPILL WA Y / -1 III I L -1 - - =1 11= 1 =_ P i =� , _ , -_ \ \ INV. IN _ 330.00 NEXT SHEET FOR ELEVATION= TION= 334.00 SCALE CULV'R1'�UNDEK TH` - INSTALLED. WEIR CREST ELEV= 334.00' , I _ _ _ _ \ INV. OUT- 325.00 ADDITIONAL INFORMATION. AS SHOWN I- III -11 + I I =' =1 I I -1 11 -Ili -III_ "'- � ' - _ _ - S FACILITY #2 EXTE'NDE'D DE'TE'NTION BASIN 2 FOREBAYSPILLWAYS EMERGEVCYSPILLWAY ACCESS EARTHEN D III ,III ! I 1 =1 I �I 11 -111 =1 I I -1 5[11 1 TO OUTFALL DITCH I \ %` ' =III -111 1 I ICI I I -1 I I -I I I -I I ICI I I -III- # SHEET NO. ' SWM FACILITY ' �� �I i- , I I I I I III = 111 =_ \ �- SCALE. I " -20' NTS NTS NTS 1 6 i III PROPOSED SWM 5 FOREBAY 4OTTOM � FACILITY EASEMENT MIN. IFO. &BAY COMBINED 011.)0\j _ / `� COINCIDES WITH / VOLUME REQ'D= f�, 499cf. / / - / `�, PROPERTY LINE TOTA; FOREBAY V'OLUME'S VIDED= �5; 336cf / , �� >0 WIDE FLAT BENCH AT T E f'CJ if'DGE OF THE EMBANKI�MENT N % T ,�� / 'z � / � � j � �'UT SIDE OF THE FACILITY 2�i/ �OREBAY�r-5 WIDE F REBAY SPILLWAY SHALL i 1 I SLOPES ON THE IINTERIO BE i ONSTRUCTED F GABPE� BASKETS WIT / 9,! c,, F FACILITY & 2.1 SLOP. S V90T� #3 COAj25E AGGR'J GATE ON THE uWIILL / - ---Ix ` t'I THE i ABOVE THE BENCH T, 7NG INTO SIDE OF THE WEIR & CLASS I RIPRAP QKTHE_ �� �, EXISTING GRO ND. 1 / DOWN. HILL SIDE,OiF THE WEIR. GFWTEXTWE 1� FILLER FABRJ.0 UNDERLAYM�NT SHN.'CBE i� 3:�� - 15' i / J } 2 FOREBAY TOP OF INSTALLED. WEIR SHALL H, VE 1:1 S DE SLOPES DAM ELEV 344.00 w/ A -CREST ELEV. = 340.0'. _G)xso'(L) 20'1UPSTREA ` GETATIVE BU J F E LITYENERG N CRA MIN. 0ATER QUIA / ' ' SPILLW4,Y Ww1h wf 3:1 ' 1 �` VO�HE RE UIRED SIDE ZOP ` AT fF'LEV / _ - ` (OilFQVJ= 5,99 cf. WATtR 1347.50 ' - - ¢UALITYIVOLUME l i AhOV1DED= 41,9391& o 2' IMWEBA, TOP OF >0 ' TOP D M ALE . = 344.00 1 DAM E 349:00 I � � � / j �' I FOREBA & 5 WIDE'FOREB Y / o _ - / Spyyt WAYS ALL BE CONSTRUCTED(OF GABI N� / I / / ` / BA,s K6, S W)TH VDOT #, /I COARSE *GGREGATE 9N THE U�HILLID1.1 F THE WFyIR & / I _ / �6WNHIL SIDE OF/TH WEIR. I_�__ - / GEOTdif[LE FILTER FABRl VAR. WIDT,# S H ACC S ESdfT SLd7PES SHAZL E /�j I I II � II 112y, �� // UNDfi LAYMEN�I SMALL BE �>O %,AND SHALL H E �� =(II =� / / /� INSTAL ED. E /FART] SI�RFA r �� -I I I 1:1EIDE SLOP,E�S A CRt / ,ELEV. =340 0'- 5'(W)X�b,( � I •� �1 =111_ j� � '� '� /) VDOT STD. I I -I I I I i x/ 5 0 FORE, BA V, BOT Q VDOf STD- -4 � L. \ VIII -1 I 1 1►t FD EBAY OMBI ED �' �I � � � � , ,I?, TYPE B I(� I I_ I I_I 11` RAP f �> CL. OLUNE REQ �- 4 4 9cf. (L -f9 �>14.5 , CP AR I ( -I I - / / OTAL%FOREEEAY VO UHE I I ICI 1 I=�- - / P O . f 5, 3 cf 41 =1 I l -I,I �- �- ,' � VID D II I--I 1 � 7 I / I �N�I � II�i l t VE11=1 Ti1 / „ III RCP LT1 STAG I ERI, ER IM / � / E,LEV T 346175 w/ FOUR -06" JVID -F OW ORIFICE" S/ ® EI1EV O WONE-01 LOW- IFL- / / / ELEV =340.0 =1 I (-I�' -I HE i i . . fil I tI - SCREW C, 6" PVC PIPE WITH DRILLED HOLES FOR PERFORATION. SEE DETAIL BELOW. SCREW CAP AT BOTTOM FOR DRAINING /CLEANING PURPOSES ONLY CAP SHALL REMAIN CLOSED DURING NORMAL OPERATIONS J 90' ELBOW w/ SCREW CAP - RISER STRUCTURE NOTE: CONTRACTOR SHALL ANCHOR PERFORATED STANDPIPE BY PLACING RIP -RAP AT THE BASE OF THE PIPE. PERFORATED STANDPIPE SHALL ALSO BE PERMANENTLY FASTENED TO RISER AS WELL. WATER 71GHT SCREW CAP AT TOP. - MIN. WATER QUALITY VOLUME CAP ELEV = 2xWQV ELEV MIN. - (SWM ,fl TOP OF CAP = 298.68) REQUIRED (2x)FQV)= 5, 995cf- (SWM 12 TOP OF CAP = 336.75) 342 (SWM „f3 TOP OF CAP =343.00) " ORIFICE 3.5" O.C. VERTICALLY Minimum Forebay Volume= 0.25 inches per impervious square acre & HORIZONTALLY FOR SWM PROVIDED= 5, 336cf FACIU77ES #1 & #3 PERFORATION SHALL EXTEND FROM HANS0 THE TOP OF THE SCREW CAP TO .5" ORIFICE 3.5" O.C. IMMEDIATELY ABOVE THE LOWER 0--- VERTICALLY & HORIZONTALLY SCREW CAP. THE LOWER SCREW W FOR SWM FACILITY #2 CAP SHALL BE PLACED AT THE 1 499 cf ' BOTTOM OF THE BASIN'S FLOOR. OUTFALL CHANNEL_ W/ Minimum Water Quality Volume= 0.5 inches per impervious square acre PERFORATED 8,861 PVC PIPE BOTTOM OF PERFORATED PIPE 3.5" O.C. (T?P.) SHALL BE IMMEDIATELY ABOVE THE 5 outlet Structures LOWER SCREW CAP, WHICH SHALL 5,995 cf BE AT THE BAS1N's FLOOR. Outlet structure 3 (SWM #1 BASIN FLOOR ELEV =292) GI SOLID (SWM #1 BOTTOM OF PERFORATION PVC PIPE ELEV =292.75) name: Barrel (SWM 12 BASIN FLOOR ELEV- =334) x " (SWM #2 BOTTOM OF PERFORA 77ON 3.5 0. C. ELEV. = 334.75) (TY) DRAINS TD (SWM , ft3 BASIN FLOOR ELEV =340) MUL 77 -STA E RISER (SWM //3 BOTTOM OF PERFORA77ON Contours (sf) Contours (so ELEV =340.75) ELEV 340 0 PERFORATED PIPE t =' NOT TO SCALE' 108 multiple 1 SW_ M FACILITY #3 SCALE.• I " -20' r TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICES PER VSMH TECHNICAL BULLETIN #7 FOUR -06" HID -FLOW ORIFICES 0 ELEV.=-343.0' & ONE -09" LOW -FLOW ORIFICE 0 ELEV = 340.0' ORIFICE COEFF = 0.6 18" CL. ILL RCP BARREL 63.5LF04.77. PERFORATED PIPE. SEE- IN V. IN= 338.00' DETAIL ON THIS SHEET. INV. OUT= 335.00' RISER FOOTING PRINCIPLE SPILLWAY NO T TO SCALE 100 YEAR W. S E. =347.99' 10 YEA I? W. S. E- =347.04' 2 YEAR W S E - 345 15' MIN. FOREBAY COMBINED MIN. WATER QUALITY VOLUME Water Quality Volume Requirements: - VOLUME REQ'D= f, 499cf. REQUIRED (2x)FQV)= 5, 995cf- EXTENDED DETENTION BASIN #3 REQUIREMENTS: 342 SPILLWAY CREST ELEVATION= 347.50 TOP OF DAM Minimum Forebay Volume= 0.25 inches per impervious square acre 2,478 1 5,336 1 PROVIDED= 5, 336cf ELEV = 349.00 Forebay Depth to range from 4'-6' HANS0 - - 346 Impervious Area= 71,938 sf HANSON CONCRETE ANTI- VORTEX 15' WIDE GRASS WEIR Minimum Forebay Volume= y 1 499 cf ' TRASHRACK OUTFALL CHANNEL_ W/ Minimum Water Quality Volume= 0.5 inches per impervious square acre TRASHRACK 8,861 J. 1 SIDE SLOPES Minimum Water Quality Volume= 2,997 cf loo -Year, SCS 24 -hour Storm 5 outlet Structures 2x Minimum Water Quality Volume= 5,995 cf Outlet structure o Outlet structure 3 Elevation Corresponding to 2x WQV= 342.76 fit Culvert water level (ft) 347.990 at 12.03 (hrs) Extended Detention Basin #3 name: Barrel storage (cy) 1240.025 area (sf) o.005o Area of Total Area of Elevation Area Volume 0,24" CL- III RCP MULTI -STAGE (ft) Forebay (CO Elevation (ft) Basin (Co (t RISER RIN ELEV- = 346.75 w/ Contours (sf) Contours (so coefficient o.600 FOUR -06" HID -FLOW ORIFICES 0 ELEV.=-343.0' & ONE -09" LOW -FLOW ORIFICE 0 ELEV = 340.0' ORIFICE COEFF = 0.6 18" CL. ILL RCP BARREL 63.5LF04.77. PERFORATED PIPE. SEE- IN V. IN= 338.00' DETAIL ON THIS SHEET. INV. OUT= 335.00' RISER FOOTING PRINCIPLE SPILLWAY NO T TO SCALE 100 YEAR W. S E. =347.99' 10 YEA I? W. S. E- =347.04' 2 YEAR W S E - 345 15' MIN. FOREBAY COMBINED MIN. WATER QUALITY VOLUME 340 - VOLUME REQ'D= f, 499cf. REQUIRED (2x)FQV)= 5, 995cf- 1,292 1,630 342 TOTAL FOREBAY VOLUME WATER QUALITY VOLUME 344 2,478 1 5,336 1 PROVIDED= 5, 336cf PROVIDED= 41, 939cf 9,975 HANS0 - - 346 5,854 CONCRETE 348 - - 348 AN TI- VOR TEX 33,559 2' WIDE FOREBA Y TOP - - TRASHRACK 8,861 OF DAM ELEV. = 344.00 86 55 loo -Year, SCS 24 -hour Storm 5 outlet Structures 58 1 inflow (cfs) 46.158 at 11.97 (hrs) Outlet structure o Outlet structure 3 9' OF Orifice Culvert water level (ft) 347.990 at 12.03 (hrs) PONDING name: Barrel storage (cy) 1240.025 area (sf) o.005o DEPTH 96 BOTTOM OF ,�� ORIFICE COEFF- = 0.6 ' FOREBA Y D (in) 18.000 96 coefficient o.600 ELEV 340 0 5.39 invert (ft) 340.000 • FOREBAY & S' WIDE FOREBAY SPILLWAY SHALL BE CONSTRUCTED OF GABION BOTTOM OF DE7ENT70 BASKETS WITH VDOT #3 COARSE BASIN= 340.00 CL. III RCP AGGREGATE ON THE UPHILL SIDE OF THE MUL T -STAGE RISER 340 418 0 340 1170 0 342 1,292 1,630 342 2,439 3,532 344 2,478 1 5,336 1 344 4,073 9,975 346 - - 346 5,854 19,848 348 - - 348 7,908 33,559 349 - - 349 8,861 41,939 WEIR & CLASS I RIPRAP ON THE DOWNHILL 18" CL. 111 RCP SIDE OF THE WEIR. GEOTEXTILE FILTER SEE THIS SHEET FOR FABRIC UNDERLAYMENT SHALL BE DETAILS. t BARREL 53.5 LF @ 4.77. INSTALLED. WEIR CREST ELEV.= 340.00' 1/2" sine plated hook ettaca w nth 5T0' fastesler a i q S -lj'b" din. haIea CN, lwmokic 1/4' MPE plate tT111YTL k " ` ° bayed 0 31r_1 4 HOPE otractur platttt.0 with / -1,/B" holes bt1�d 114:* pttdit f�""1 rnanmfacturad btr Plastic 1 0'*�0 � Soltutlaw Ins✓. or equal t 0000 ; • * shown 'Trlttt optliit a plats aQae, apron EW- L 6. thicl� HOPE struetuirld glnrtie y�}r1Id11 Section Z maaufacttuund by1Flas c 8IB" did. hero FO , BM.P DEBRIS CAME PLASTIC X" VA"" raw SOLUTIONS 1'.0. ftz 4W 1lt.111I.. VA =11% INV. IN= 338.00' INV. OUT= 335.00' EE-7 17 DE'TE'NTION BASIN #3 NTS FIGURE 3.01- la Homogeneous Etnbunkments w/Seepuge Controls Homogeneous fill ''min - "`•'`` -Cut off trench-4' below suitable I material I Soil or rock L..".- _..,- w- --_ --J TYPICAL, HOMOGENEOUS EMBANKMENT Coars fit r Perforated collector around s o�s Foundation drain FOUNDATION DRAIN drain sand, grovel or rock drain ouHet -bock toe Transition filter CHIMNEY DRAIN Routing Method: storage- indication Basin Input Data 10' WIDE TOP OF DAM 6 Contour Areas ELEV. = 349.00' Elevation(ft) Area(sf) Computed Vol.(cy) WEIR ELEV- = 347.50 340.00 1170.00 15' WIDE GRASS WEIR water level (ft) 345.149 at 12.16 (hrs) OUTFALL CHANNEL W/ 130.8 J. 1 SIDE SLOPES 344.00 4073.00 MAX. EMBANKMENT 2.28 HT. =11 (449 -33B) 735.1 10 -Year, SCS 24 -hour Storm 348.00 79o8.00 1242.9 WEIR & CLASS I RIPRAP ON THE DOWNHILL 18" CL. 111 RCP SIDE OF THE WEIR. GEOTEXTILE FILTER SEE THIS SHEET FOR FABRIC UNDERLAYMENT SHALL BE DETAILS. t BARREL 53.5 LF @ 4.77. INSTALLED. WEIR CREST ELEV.= 340.00' 1/2" sine plated hook ettaca w nth 5T0' fastesler a i q S -lj'b" din. haIea CN, lwmokic 1/4' MPE plate tT111YTL k " ` ° bayed 0 31r_1 4 HOPE otractur platttt.0 with / -1,/B" holes bt1�d 114:* pttdit f�""1 rnanmfacturad btr Plastic 1 0'*�0 � Soltutlaw Ins✓. or equal t 0000 ; • * shown 'Trlttt optliit a plats aQae, apron EW- L 6. thicl� HOPE struetuirld glnrtie y�}r1Id11 Section Z maaufacttuund by1Flas c 8IB" did. hero FO , BM.P DEBRIS CAME PLASTIC X" VA"" raw SOLUTIONS 1'.0. ftz 4W 1lt.111I.. VA =11% INV. IN= 338.00' INV. OUT= 335.00' EE-7 17 DE'TE'NTION BASIN #3 NTS FIGURE 3.01- la Homogeneous Etnbunkments w/Seepuge Controls Homogeneous fill ''min - "`•'`` -Cut off trench-4' below suitable I material I Soil or rock L..".- _..,- w- --_ --J TYPICAL, HOMOGENEOUS EMBANKMENT Coars fit r Perforated collector around s o�s Foundation drain FOUNDATION DRAIN drain sand, grovel or rock drain ouHet -bock toe Transition filter CHIMNEY DRAIN Routing Method: storage- indication Basin Input Data 2 -Year, SCS 24 -hour Storm 6 Contour Areas inflow (cfs) 11.709 at 11.97 (hrs) Elevation(ft) Area(sf) Computed Vol.(cy) discharge (cfs) 5.209 at i2.16 (hrs) 340.00 1170.00 0.0 water level (ft) 345.149 at 12.16 (hrs) 342.00 2439.00 130.8 storage (cy) 563.316 344.00 4073.00 369.4 2.28 346.00 5854.00 735.1 10 -Year, SCS 24 -hour Storm 348.00 79o8.00 1242.9 inflow (cfs) 23.o76 at 11.97 (hrs) 349.00 8861.00 1553.3 discharge (cfs) 9.253 at 12.18 (hrs) 72 Hydrograph 1 water level (ft) 347.039 at 12.18 (hrs) Start_Elevation(ft) 340.00 VOI.(cy) 0.00 storage (cy) 980.o13 86 55 loo -Year, SCS 24 -hour Storm 5 outlet Structures 58 1 inflow (cfs) 46.158 at 11.97 (hrs) Outlet structure o Outlet structure 3 discharge (cfs) 43.350 at 12.03 (hrs) Orifice Culvert water level (ft) 347.990 at 12.03 (hrs) name: 3ohr Drawdown Orifice name: Barrel storage (cy) 1240.025 area (sf) o.005o multiple 1 96 diameter or depth (in) 1.000 discharge out of riser 5.46 width for rect. (in) 0.000 D (in) 18.000 96 coefficient o.600 h (in) o.000 5.39 invert (ft) 340.000 Length (ft) 63.5oo 108 multiple 1 Slope 0.047 6.63 discharge out of riser Manning's n 0.013 Type z Inlet coeff. Ke O.Soo 98112 Outlet structure 1 Equation constant set 3 100 Orifice Invert (ft) 335.000 rainfall, P (in) 5.600 name: Mid -Flow Orifices area (sf) o.196 Outlet structure 4 diameter or depth (in) 6.000 Curve width for rect. (in) o.000 name: Anti Vortex w coefficient o.600 multiple 1 *-+ invert (ft) 343.000 Invert (ft) 346.750 multiple 4 discharge into riser 1- discharge into riser file: twentyfour.txt time limit (hrs) 30.000 Outlet structure 2 Weir w name: Emergency Spillway fudge factor 1.00 length (ft) 15.000 U side angle 71.565 p coefficient 3.300 invert (ft) 347.500 ¢ multiple 1 peak flow (cfs) 23.179 discharge through dam z >O' WIDE FLAT BENCH AT THE ELIDE OF 100 YEAR THE EMBANKMENT ON CUT SIDE OF THE FACILITY w/ 3 f SLOPES ON THE INTERIOR BASIN TOP OF DAM W.S E. =347.99 OF THE FACILITY & 2.•f SLOPES ABOVE WIDTH= 10' AT AN 10 YEAR THE BENCH TYING INTO EXISTING GROLrND- ELEVA TION= 349.00 W- S E. = 347.04' 2 & 10- YEAR STORM TOP OF FOREBA Y DAM 2 YEAR EVENTS DO NOT CREST THE WIDTH= 2' AT AN W.S.E. = 345.15' EMERGENCY SPILL WA Y ELEVATION= 344.00 100 YEAR W.S.E. =347.99' -- - - - 4' MIN. 8' WIDE @ TOP & 4 DEEP IMPERVIOUS CORE & CUTOFF TRENCH WITH 1 :1 SIDE Inflow Hydrographs 3 Inflow Hydrographs Hydrograph o SCS name: 2 -Year, SCS 24 -hour Storm Area (acres) 6.820 CN 77.400 Type z rainfall, P (in) 3.700 time of conc. (hrs) 0.2100 time increment (hrs) 0.0210 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 11.761 K 0� , SCOTT COLLINS`z No. 35791 'App 1 SSIONAL �lyCs Appro), 24 30 48 58 - 34 1.49 peak time (hrs) 11.982 33112 60 72 37112 2.28 30 37 volume (cy) 1473.592 72 41 2.26 35 44 60 72 Hydrograph 1 2.22 42 51 72 86 55 3.16 SCS 58 1 84 1 100 62 4.27 54 66112 name : lo -Year, SCS 24 -hour Storm 100 70liz 4.2D 60 72 96 114 Area (acres) 6.820 5.46 86 801/2 96 114 8.4112 5.39 CN 77.400 86 108 128 90 6.63 78 •-+ Type z 147 98112 8.87 V) 100 126 o rainfall, P (in) 5.600 8.90 time of conc. (hrs) 0.2100 w *-+ time increment (hrs) 0.0210 E 1- U-1 time limit (hrs) 30.000 5 5 w fudge factor 1.00 U p routed true ¢ z peak flow (cfs) 23.179 z U F- peaktime(hrs) 11.982 ¢ r g w volume (cy) 2904.303 � < °'6 ? � 0 E Hydrograph z V) g r o o SCS U) w m O_1 U name: loo -Year, SCS 24 -hour Storm z V) U W Q z Area (acres) 6.820 Z < _j z W =O CN 77.400 _O N I Q m a U 29.100 '-' H J rainfall, P (in) M m LU W time of conc. (hrs) 0.2100 -t w > time increment (hrs) 0.0210 < Q Lu m time limit (hrs) 30.000 w °- ¢ fudge factor 1.00 to routed true w w w peak flow (cfs) 46.364 peak time (hrs) 1-1.982 Ulf w volume (cy) 5809.282 U) > -TOP OF DAM WIDTH= 10' AT AN ELEVA TION= 349.00 1.01' OF FREEBOARD DURING THE 100- YR STORM EVEN WEIR NEFF. = 3.3 15' WEIR COEFF- = 3.3 111101- SLOPES. SEE DETAIL ON FOREBAY SPILLWAY __J EMERGENCY SPILLWAY THIS SHEET FOR ELEVA TION= 340.00 ELEVA TION= 347.50' ED SPILL WA Y ADDITIONAL INFORMATION. Transition fill ,,Rock or gravel '- Blanket drain BLANKET DRAIN Rock or grovel . �a� �, drain ' �/oo� 0 « Transition filter TOE DRAIN Stormwater Management Riser Standard Dimensions Notch: Appro), 24 30 48 58 - 34 1.49 27 33112 60 72 37112 2.28 30 37 60 72 41 2.26 35 44 60 72 48 2.22 42 51 72 86 55 3.16 48 58 1 84 1 100 62 4.27 54 66112 84 100 70liz 4.2D 60 72 96 114 76 5.46 86 801/2 96 114 8.4112 5.39 72 86 108 128 90 6.63 78 94112 126 147 98112 8.87 84 100 126 14T 104 1 8.90 FOR E BA Y SPIL L WA YS EMERGENCYSPILLWAY NTS NTS 9o° Typ. Cutlet Area f tf , r 11 t A A t optional 6-a Vent Frame L Grate Std. Cast in Top Slab Platt View I. Ardt -Voriw Cau O.D. ---- -� Not"" (1.) Anti -Vortex device (Cap and Rust) Manufactured in accordance withASTht C47& SeC1iOn A AA A (2) Dimenelort6 subject to permissible variations of ASTh1 0476. (3.) Inlet area (Area between device I.D. and riser O D.) is greata- than outlet area. (Area of riser I.D.) (4.) Slab re±rrror+cement to be AS Ild A615 #4 bays @ 8" E.11. Circumferential reinforcement to he A, =1 o 0.150 2 x 6112.5 x `112,6 �N?AF minimum. Material propertles: t a = 4,040 p.s.i., fy = 60,000 p.s i. concrete M cover over f, =4 ksi. Concrete cover over reinforcement -No 6cde- (CCOR) =1" unless noted. All (ilrransimns sublect to allowable (S.) D11 Frame & Grate Is available for 4V' I.D. riser✓ and larger. Tm E srxr: =0� � DATE I - -iii ■ Precast Anti- Vortex Device (Cap and Riser) VA 14.1 103-15-061 '°0HM$M FIGURE 3.07 - la EvIended -Dele Lion Basin - Tarr Flo Edend,ed Ilet+enfion Entt. M Detenkjan Eie►uti _' on ``, 4`cllticnn Da i>r#rfial Situ , � IVltrlkii -S"e Riser -- -, Structure �+rtlimsrtk I`rarot�y � �' I%- • �� ltJl4nncxed 4r+erflow ell ,yc• .� � . ! ,1 xt'. 't ...311 # � F`- '� i'fi � •- `11„J> . &. �t?y Low FW MI/i�hllirl �,• '�•, '} hi: I �vffilalsrlt I`v�ri%''`.'r. �'` r' � ""•, �- ,�; `�• t �1.��, .�„ t)Apq r Stig$ $torr�ge ,•.3? 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