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WPO200400035 Plan - Stormwater Road Plan and Comps. 2006-02-14
0 u mtta yPe � ped and Appfovo�eztcrt �E3 LJ EE� ED) 0 N/ 0 �� U <C� r F:;Z (C::)) 2c�� E:::o P10 2n�� r*%4 Dcvetop'nen D p Com nurei; , Z — pate: �SzarT uE-:)l i" C" iS eri0 1Di,4stri(-,- e e, N/iirginka Vicinity Map j, "t1 , Not to Scale JUL 12 2005 C®MMLf AUTY DEvEL4pMS NT C IF SHEET KEY: ❑ 1.00 Construction Ilotes and Details ❑ 2.00 Drainage Divices ❑ 2.10 Existing Channel Cross Sections ❑ 3.00 Plan & Profile Sta. 10+00-24+00 ❑ 4.00 Plan & Profile Sta. 24+00-28+62 ❑ 5.00 Soils Map ❑ 9.00 Storm Profilez ❑ rrD.00 Stormwater Aanagement- Plan ❑ 10.10 BMP Notes aid Details ❑ /10.20 BMP -Notes "end Details OP G l OF C-) UG.I`" SUGIMS�' NO. 1958 9 D SURv��O Land Surveyors and Planners 220, East High Street Charl©ttesville, Va. 22902 (434) 296-6942 MARCH 18, 2004 June 1, 2004 (revised County Cornrnents) Mciy 4, 200:5 (revised County Comments) June 30, 2005 (revised County Comments) MAX 3:1 TYPICAL CROSS SECTIONS NOT TO SCALE 40' R/W 20' 8' 8' (typ-) 1/4"A' Proposed 1.1 1.1 Grade MAX 3:1 – - I Ex. Surface ` FILL SECTION Proposed Grade CUT SECTION S.R. 689 40' R/W 0 - 12' 20' gravel road . 12 ± turn lane only (FUTURE) 6' 6' TYPE SM -9.5A s"1�Y.5k.�i',.'Sa^�,Y"''`N,•J'.;,.q.kV•i:,,,.- . �--= f.Y+7-,-r-: "a ka A.. r z,.a pi,:%f�'t�:f Y`"'.•r"•''.._' AGGREGATE BASE (typ.) 4' TYPEI:: ::::.: ..:.............. :..:.....r.;.......::......::......:.:......::......;;;,....,.:...._;:.:` ::: ..:..:;: SIZE 21 RIMED) ) ex. surface �— I SLOPE' 1 TURN AND TAPER CUT SECTION S.R. 689 0 - 12' gravel road . 12 ± turn lane only (FUTURE) TYPE SM -9.5A s"1�Y.5k.�i',.'Sa^�,Y"''`N,•J'.;,.q.kV•i:,,,.- . �--= f.Y+7-,-r-: "a ka A.. r z,.a pi,:%f�'t�:f Y`"'.•r"•''.._' AGGREGATE BASE TYPEI:: ::::.: ..:.............. :..:.....r.;.......::......::......:.:......::......;;;,....,.:...._;:.:` ::: ..:..:;: SIZE 21 RIMED) ) �— SUBGRADE TURN AND TAPER CROSS SECTION Y GENERAL NOTES: _ 1. Property Tax Map Identification: Tax Map 85, Parcels 29A, 29B, 29C, 29D, 29E, 29F, 29G, 51 H, 51J, and 51 K. 2. Property Owner: Jesse W. Haden, 1100 Dryden Lane, Charlottesville, VA 22901 3. Total Preliminary Plat Acreage: 71.794± Acres as shown hereon. 4. Property Deed Book Reference: Deed Book 2223, Page 392. 5. Existing Zoning for this subdivision and adjacent parcels: RA. 6. Planned Land Use: Rural Preservation Development. 7. Residential Lots Proposed: 10 Lots. 8. Lot Sizes: 2.000± Acres to 5.305± Acres. Average Lot size: 3.196± Acres not including the Preservation Tract. 9. Geopolitical Entity: Samuel Miller Magisterial District 10. Buildable Area: All residential lots contain 30,000 square feet of buildable area in slopes less than 25 %, based on topographic analysis prepared by this firm. 11. No further subdivision may occur without Planning Commission approval. 12. Any disturbance to that area designated hereon as "250' Preservation Buffer", and/or any alteration to that portion of the property which is within the Batesville Historic District shall be subject to review and approval of the Planning Department. Limited forestry disturbance within the 200' Preservation along Route 692 is permissible. Approval shall not be granted for a change that is determined to have negative impact on the character and/or significance of the historic district or that will affect the status of the State and National Register Historic District. 13. Setbacks as per RA Zoning District standards: minimum 25' front yard for Lots fronting internal road and minimum 75' front yard for Lots fronting external roads , 35' rear yard, and 25' side yard, and 35' maximum structure g t ture hei ht. 14. Boundary ry depicted hereonbased on survey b YKirk Hughes & Associates dated Augustust 29, 2002. 15. Topographic information based on aerial photogrammetry dated April 1, 2002 and compiled at a scale of 1" = 50' and 2' contour intervals as prepared by Virginia Resource Mapping, Inc. 16. Public Right of Way, Private Access Easements and Lot Access Conditions: (a) Proposed Dedicated Public Right of Way: 1.837± Acres. (b) The interior proposed road indicated herein is a public street within a 40' Right of Way dedicated to public use and shall be built to all applicable VDOT requirements. (c) Private access easements for private drives indicated herein shall provide ingress and egress to no more than two residential dwellings. All access easements are subject to Planning Commissions approval. (d) The private roads shown hereon will provide reasonable access by motor vehicle as required by Section 14-514 of the Albemarle County Code, (e) Lots 2 through 9 shall have access only to the interior road shown hereon. Lot 1 shall have access to Miller School Road (Route 635) and Lot 10 shall have continued access to Pounding Creek Road (Route 689) only. The house on Lot 1 shall be oriented towards Miller School Road (Rt. 635). t n 17. All lots to be served by individual wells and septic systems. All structures and water and/orseptic improvements shall be located within the building sites shown hereon. Final plat approval subject to written health approval of well locations and two septic drain fields locations within each building site. 18. Property lies within Flood Zone "C'; not a H.U.D. defined 100 -Year Floodplain except that portion shown hereon designated as Flood Zone "A" as traced from Flood Insurance Rate Map Community Panel 510006-3256 with an effective date of December 16, 1980. 19. Prepared for Jesse W. Haden 20. Some of the property lies within a drainage district. The stream shown hereon is a tributary stream to the I South Fork Rivanna River Reservoir watershed. 21. There is a twenty -foot (20') Drainage Easement (D/E) centered over all watercourses and drainage structures. 22. The stream buffer shown hereon shall be managed in accordance with the Water Protection Ordinance. 23.) The design speed limit is 25 MPH. The design ADT (Average Daily Trips) is 100. 24.) A geotechnical study of the soils to be used in the earthen embankment serving as access for Lots 2 and 3 must be completed before construction of the embankment begins. A geotechnical inspector must be present to monitor the construction of the embankment and test compaction. The embankment must be constructed in a manner to meet all requirements and specifications of Minimum Standard 3.01 fo the Virginia Stormwater Management Handbook. 0.1 ...T;IP OF CUT �A" LIMITS o CR``"• 1 ) I .CL'T JITLET FTSE 'O --.: C37-.-` PAV'ENENT :RFGIN WITH 45' „ D.TCH. L{!AE' 1. 1 '.E490'0,._., ._ �I UbGUADE S•k .nFR I VF I,,*} . .: �., .� tiiLL ,Y_ .:.� P:TFF TIF 0AYF11FOd'T !! } COtA131NA7, i0N UNUCIRr'RAIN CID -1 AT LOWER =ND' OF CUTS TRAVEL LANES I : r4� t C- LATER LINE SECTION ,<,+; �5, J twia'-1 TYPE i SELECT kWERtA0 , . , I Mill; Or ?AV£M£NT A -1-..._._.-_.- -- PAY tM.t;, Tort t1L LTV `>,. I �f a1N ''NITR 45'T PIPE O ♦� ' EL90W / J TtRENCI-I. PL�:C 'wIEN' , a 1TF a / 1ITOE C.-,2. orrr.L Y I' /. f ^•r'-- PAVEWN", SURFACE k BASE .,ate / YvPiALI p. o 0 41 a 41 4 C e'P' 0' G O '� -" -..... CUBBASE 'f.. :60 : $ o'd1:o. .4po$Dp �hots.ae-,-,-SE..ECT AAATEP.}AL TYPE ICR1r PIAN Vfp.w NO.R CA N357 AC.GPEGATE (PLACEMEN' OF CD -11 COMBINATION LIN ERDRAN) r;c .y.w, . r_... "OT>;.x:IL£ OR ANAGE TA3RC .1 .T-47" �_ OR ,. PAVEMENT S:iRrf� G BASE -t- as " a "ora ra c"u 4' ".'a o " 1a '�"" SBA<_EOR CENEPP{' STF81Li2Ep SUBBASE + o•ti° a : ; :: e o o • o' -a.' "`.... sEL£CT' NAtEt8A1.. TYPE E:7k 5LBORdA>:, na" 2s•o-o _ a - , 0 - o -0 tCEP1EVT OF LL'E "STAft'"ZEA} ^ ^ ::' NO,$ aft 'Ml.$7 Ar.'.KGhTE cEdTEXTILE MNINA3E FAbtta CENER& NOTES - j' 0W' - . JNLfSS .5P'ECFFrCnLLY, IJCnOAT£D, NIAT UNOER3RAMf 'uv1.1 NOT 8E' iIE:ATFfi .AT THK' PINT TlHFN KCESITH 51FERAiF MTI SURCKA,)F AW 5-€I,".Fn_ 2. TRENCH "SHALL, BE FILLED WfTH AGORE6A7E AND THIOUGHLY HAND TANPEI TO NSJRE COWAC-NES5. NOWPERFCRATED OUTLET PIPE= 3; DtiTLET.PPE SHALL KOW AT -HE EDGE OF THE TRAVEL LANE PAVEMENT AND 5PIAL kDE BLEIFLRACAEE. ON A GRAD:',PARALLEL TO -HE SHOOLCER _$L6PE 2 "tAIIt, C3 2 )d WALL THrCKT4ESS tNtN> - NCHaS 7. ALL $OVNECTIONS ifL8OWS.'NYSS. ETC,) WITHiV PAT .EMITS FOR OUTLET PIPE Al"r -0 RF: t• THF SAAF CR€;4BN. RTRFI,,.TH AS Ttf? TWO FT PT . )4)(M TESTED ACCORDIIAB 'O, ASTM 'D 2rF12 AT .D% UEFLEGTION• g, OUTLET PPE TO BE 5ECUMLY CONNECTED To Ef+'-12 'DR OTI•ER, DRAINAGE STRUCTLRE, (' ARE EREENCEu STA�aDAPD ' OMBINATION UNDERDRAINd LAT LOWER END CF CUTS) 23 S68A4 VRC.IhTA n=PARTWNT OF TP.ANSCCRTAtIr1N 701 F tJWS OF PAY FOR f A•VU''� CUT -ET PIPE i PAVE1dENT CUI tfc SASE. T "' r "` TOE OF FILL .- COMBINATION UNDERCRAIN 'V 0TC-1 tTYtACnU -(';" 6NOUtOE� • W FII I. V__---*-Yt. - ``' •r.ek-�,_..,,�.�+Jrr"'� tiHF 'ti E6CE OF PAVtWN' ' PES• C(3fiAtOINAT{(3N UPJCER.CRAIPa CC7-2 4N t ILLS i J TRAVEL LAKES CENTER LIFE SECTIEIN 1 ;-{ M-11''TY-C IBrLCC''.IJArrmAo I . i EDGE OF PAVEMEN': ;i SHDULCER LINE : YPII-_ CALi,v ' * TA£ OF Fill J T�Era rI �i ACEtiJT 'I l "_lel TS 0f PAY =0R ,%[�` / '-.-r--P.+VCf f:w s 1RrACC & tmtr OUTLET. !'6'£ •"$o �� v I .-'77' 777 ne at' oa c5oc"ae' ooz'(5 s o O `"- SMAS_ PLAN V:i: Ni-SHOWIN,:; PLf CEktENT CF . [:,.v • 1a • 5 6 - c1T 6 - o • e • n a'• ..e ---•,SELECT MATERIAL TTFE I OR'S CD -2 :.:NI}I:PDRAH\ ol.1-Dr' ' :'.:: ; :. PR).$ 0R NG S tr A4GR£{1ATE '•'• GErTOR EXT%:E ANAZ FABRIC NON=PE-RFORATEU OUTLET PIPE 1'-C" CRUSHING STRENCTH OR TYPE OF PIPE I1 r ^Noll. TTAlFTFR T. " VOLi. DIAMETER . LOt6,' :,UA1 LU ALUIN'J MLI 0.048 +o--PA.VF)A=1i' Sti7FACEA6 RASE SMOOTH WA_L PVC ,103 O:Y.'i3 pogo oa '*'o . aoav .oma -v-SUB6ASE OF CEMENT STASL,tZED 51.435&5E SfAOOTt epL,_ _-...... -7O.P'3I.SZ*H_ ._ - __�`D P €.: 3 . •G , , . - - - • -' - •rt-- bkCE`1 RA IWAL OWE D OK . S'WUXAUE ... , ..- . _... ......-_., o•o•o " ss o,o•es•ra'- r•D i•n.. a . _ n' • n ft MEtd OR LME $7AE9LfYfc�) XMALL THICKNESS ' (MMI) - W -4S " "-`a: h1Ok' OR N0:37 AG¢�ATE ' CEOTEKTit_g, O{MAFNADE FA9Rtt MY-X.TESTEO ACCSgPW, TO ASrlA D-2412, AT ?X E•EPLECIION. ._V' GENERAL RtOTES 'b 7TiGNL'II SHALL OC MILLED CFG'SI WITIl AGATE' ANS-IfRCUG.g,Y 14AN3 TM4PED 'TO Uv5tJME COMPACTNEeS. F+;Pp�ACH %AH P'AVENttJF 7, OUTLET PPE 5f1W_L BEGIN AT THE EDGE 4F tT•IE T$H0JL LANE FAV'zL1ENT 0.V0 �1,(.r�{$ECALL 9' FLAG'D Oh A GRADE>APALL'£L TO TFiE :$HOJLOER SLOPE 2 $ 1A1At-(3`k 1 StiMIX) GRAOF- 11 e � $RIC( ' C0., �-,St-WeSE 3, ON �CUPB AND GUTTER'SEQIICNS, WHERE -FT IS MWCS$f'II_E TO � 01HERMS= PFDE OVI OUTLETS FOR. MMRORARJS,TH;Y ARE TO BE LWATEC 6J AS TO DIRR4 INTO DROP CID S-_" � #&ETs OF ko"44OLE$,. GfWFr,,ATF RAS= MAIL. -W, TYPF' T 4. CAd SUPERf:'-EYA.TEJ SECtIOh$ TREMOLO :5 TO . I INDER� ENTRE PAVELEVT AREA rs'•D' SIZE NC. ZF!. (8" .Ala �EPTHI v,kTFC O'.TL. PIPE ON CCW 'SDE (INE" 5. WVERT' Lf=VATION AT OUTLET ENCF OF OUTLET PIPE TO BE A MIA*AM Of T-0" ABOVE INVERT L VAT04 OF RESEW C.DPAONAC. DITCH OR STRUCTURE. P G'EhtEVT Cf t? -2 t11+dE)ERC1rt:�t1N AT s;.A•L COWECTb7145 AELeCWS,WYES,ETC.') W. -In I °A:, I.NTS FCR.. OUTLET PPE ARE TO 3RIC-GE APPROACH SL.AUS 131 .OF "f14= SAME CRUStaML SIR011;:IN XS li-t OU:LEI PINE. 7 OUTLE.t PIPE TO BE'StURELY CONNECTED YO M-12 On OTHER DRAINAGE STRUCTURE. EP--0r=1C'ATION. REFERME STANDARD MABINATION J\IDERD:Rale 252 (l1T �R110E S!�f,�S CND BRIDGE APPROACHES) - >:Ol ZOl VIRCINfA CEPARTIANT OF TRAVSPOFTATVq lG.a•os GENERAL CONSTRUCTION NOTES: Albemarle County Engineering tr t for Public General Construction Notes o ub c Roads 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Engineering (296-5861) 48 hours in advance of the start of construction. 3. All materials and construction methods shall conform to current specifications and standards of VDOT. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). 4. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and must be installed prior to any clearing, grading or other construction. 5. Upon completion of the fine grading and preparation of the roadbed subgrade, the t performed on the subgrade soil. Three 3 copies of the contractor shall have CBR tests 9 () P test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the tests results for approval. 6. All slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 4:1 or better are to be achieved. 7. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements prior to acceptance by VDOT. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. The contractor shall field verify the length of all storm drainage pipe. 8. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field determined at the time of construction. Additional guardrail may b ion not shown when in the inion of VDOT, the Director of e required at locations s e op O, Engineering,or the Directods designee, it is deemed necessary. When guardrail is required, it shall be installed four 4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. 9. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or C). 10. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 11. Paved, rip -rap or stabilization mat lined ditch may be required to stabilize a drainage channel when, in the opinion of VDOT, the Director of Engineering, or the Directorgs designee, it is deemed necessary. 12. A minimum clear zone of ten (1 0) feet from the edge of pavement shall be maintained on all residential subdivision streets. Additional clear zone may be required depending on the category of road design. 13. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to. The cross slope shall be maintained as shown on the plans. Exceptions will not be allowed. 14. All required signs (stop, street name, speed limit signs, etc.) are to be fumished and installed by the developer prior to acceptance. Signs and their installation shall conform to BAlbemarle County Road Naming and Property Numbering Ordinance and Manual0 and the Virginia Manual for Uniform Traffic Control Devices. The locations of all signs are shown on the plans. The developer shali be responsible for maintenance of the signs until the roads have been accepted into the state secondary road system. The speed limits to be posted on speed limit signs are to be determined by VDOT prior to acceptance. The speed limit is to be posted 5 mph below the design speed. 15. Road plan approval is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval of these plans shall be null and void. 16. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the Director of Engineering, or the Directorlls designee, they are deem;:d necessary in order to provide safe and convenient access. 17. Uro VDOT standard CD -1 or CD -2 underdrains under the subbase material at all cut and fill transitions and grade sag points. 18. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT inspections and are to be accepted into VDOT's maintenance program and ownership. The video inspection shall be conducted in accordance with VD0 1's video camera inspection procedure and with a VDOT and/or County inspector present. In addition, if high-density polyethylene (HDPE) pipe or pipe system is instal;.-lAd, the contractor and a representative from the pipe manufacturer should hold a pre -construction meeting for installation training. The pipe manufacturer should spend a TYPICAL PAVEMENT CROSS SECTION DETAIL (NOT TO SCALE) TURN AND TAPER CROSS SECITON VDOT GENERAL NOTES: V1.) All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, The Erosion and Sediment Control Regulations and other state, federal, or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall govem. V2.) All construction shall comply with the latest U.S. Department of Labor Occupational Safety and Health Administration and VOSH Rules and Regulations V3.) When working on VDOT right of way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with VDOT's January 1994 (or latest edition of) Road and Bridge Specifications, Section 104.04-C. V4.) Design features relating to construction or to regulation, control and safety of traffic maybe subject to change as deemed necessary by VDOT. V5.) Prior to iniitiation of work, the Contractor shall be responsible for acquiring all necessary VDOT land use permits for any work on VDOT right of way V6.) If required/ by the local VDOT Residency Office, a pre -construction conference must be arranged and held by the engineer and/or developer with the attendance of the contractor, various County agencies, utility companies and VDOT prior to initiation of work. V7.) Contractor shall notify the local VDOT Residency Office when work is to begin or cease for any undetermined length of time. VDOT will also require 48 hours notice for inspection. V8.) The contractor actor will be responsiblefor maintaining g adequate access to the project from theadjacent t ublic roadway through h constructio nand maintenance of a construction enitrance in accordance with the Virginia Erosion and Sedimentation Control Handbook, Sec 3.02. Furthermore, access to other properties affected by this project shall/ be maintained through construction. V9.) Contractor shall insure adequate drainage is achieved and maintained on the site during and at the end of construction. V10.) All water, and sewer lines within existing or proposed VDOT right of way are to have minimum 36" cover and, when possible, to be installed under roadway drainage facilities. V11.) Any unusual sub -surfaces conditions during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until ad adequate design can be determined by the engineer and approved by VDOT. V12.) All undercut areas and borrow material shall be inspected and approved by VDOT Inspector prior to placement of fill V13.) All roadway fill, base, sub -surface material and back -fill of utility/storm sewer trenches shall be compacted in 6" lifts to 95 % of theoretical maximum density as determined b AASHTO T- 99 Method A within n lus or minus 2 / ofo optimum moisture for the full width of any dedicated street right of way. At the direction of VDOT Inspector density testsperformed by a qualified ed Ind e ardent agency shall be conducted as required d in the VDOT Road and Bridges Specifications. A copy of all tests shall be submitted to VDOT prior to final VDOT approval. V14:.) VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and further where determined necessary by VDOT inspector. V15.) The installation of any entrances and mailboxes within any dedicated street right of way shall meet VDOT minimum design standards and is the developer's responsibility. V16.) If required by the local VDOT Residency Office, copies of all invoices for materials within any dedicated street right of way must be provided to the VDOT Inspector prior to acceptance of work. Unit and total prices may be obscured. V17. Prior to 1 acceptance b VDOT p e y of any streets, any required street signage and/or pavement markings must be installed by the developer or, at VDOT's discretion, by VDOT on an account receivable basis. -��- GROSHING STRENGTH TYPE CF PPE, ,7 •I NON_ QIMETER .4.1, - NOM, )h"t-E 4'• 3N CURg AND' GUTTER SECTIONS WHEFE J .5 ;IPO$SOLC TO OTlf£itWf5E FIROVCE OUTLET $ FOR LNDERtAAFN'c, THE`? ARE TO BE _11f:ATE13 So A4 TO 2004 94TO CROP NLET$ OR MANHOLES, .,'ORRLIGAT:D ALLFLAf'dJIA 0.04$ *11 _ _ �. ' 5Ut<k:q£LtNAT"_D $ .Irff IREMCx'I 15 'TO ESC LFVDEI: LNIIRE PA.VVIr•VF'_Ttl /AREA @diTH OUILEt' ,t Ori LO'A, SKJE OrtLY. SMOOTI= %PLL PYG 103 0.193 .O]&laaa1 6. NvkR, tLEYA:; QN R t .fiJ F Ik F �WD UI :J 1 f It € FF C ' O t'k A MINIUM UY Y-0• AbUYE .", h w, r•,. ' ., r e•nr,r,ul rte.'s 9nr nrtnu' P••e rrn,r'T.0 __ §A60 -H VAL'_ P£ i0 PSt ii if ii 7G. psi N -1C 3C )d WALL THrCKT4ESS tNtN> - NCHaS 7. ALL $OVNECTIONS ifL8OWS.'NYSS. ETC,) WITHiV PAT .EMITS FOR OUTLET PIPE Al"r -0 RF: t• THF SAAF CR€;4BN. RTRFI,,.TH AS Ttf? TWO FT PT . )4)(M TESTED ACCORDIIAB 'O, ASTM 'D 2rF12 AT .D% UEFLEGTION• g, OUTLET PPE TO BE 5ECUMLY CONNECTED To Ef+'-12 'DR OTI•ER, DRAINAGE STRUCTLRE, (' ARE EREENCEu STA�aDAPD ' OMBINATION UNDERDRAINd LAT LOWER END CF CUTS) 23 S68A4 VRC.IhTA n=PARTWNT OF TP.ANSCCRTAtIr1N 701 F tJWS OF PAY FOR f A•VU''� CUT -ET PIPE i PAVE1dENT CUI tfc SASE. T "' r "` TOE OF FILL .- COMBINATION UNDERCRAIN 'V 0TC-1 tTYtACnU -(';" 6NOUtOE� • W FII I. V__---*-Yt. - ``' •r.ek-�,_..,,�.�+Jrr"'� tiHF 'ti E6CE OF PAVtWN' ' PES• C(3fiAtOINAT{(3N UPJCER.CRAIPa CC7-2 4N t ILLS i J TRAVEL LAKES CENTER LIFE SECTIEIN 1 ;-{ M-11''TY-C IBrLCC''.IJArrmAo I . i EDGE OF PAVEMEN': ;i SHDULCER LINE : YPII-_ CALi,v ' * TA£ OF Fill J T�Era rI �i ACEtiJT 'I l "_lel TS 0f PAY =0R ,%[�` / '-.-r--P.+VCf f:w s 1RrACC & tmtr OUTLET. !'6'£ •"$o �� v I .-'77' 777 ne at' oa c5oc"ae' ooz'(5 s o O `"- SMAS_ PLAN V:i: Ni-SHOWIN,:; PLf CEktENT CF . [:,.v • 1a • 5 6 - c1T 6 - o • e • n a'• ..e ---•,SELECT MATERIAL TTFE I OR'S CD -2 :.:NI}I:PDRAH\ ol.1-Dr' ' :'.:: ; :. PR).$ 0R NG S tr A4GR£{1ATE '•'• GErTOR EXT%:E ANAZ FABRIC NON=PE-RFORATEU OUTLET PIPE 1'-C" CRUSHING STRENCTH OR TYPE OF PIPE I1 r ^Noll. TTAlFTFR T. " VOLi. DIAMETER . LOt6,' :,UA1 LU ALUIN'J MLI 0.048 +o--PA.VF)A=1i' Sti7FACEA6 RASE SMOOTH WA_L PVC ,103 O:Y.'i3 pogo oa '*'o . aoav .oma -v-SUB6ASE OF CEMENT STASL,tZED 51.435&5E SfAOOTt epL,_ _-...... -7O.P'3I.SZ*H_ ._ - __�`D P €.: 3 . •G , , . - - - • -' - •rt-- bkCE`1 RA IWAL OWE D OK . S'WUXAUE ... , ..- . _... ......-_., o•o•o " ss o,o•es•ra'- r•D i•n.. a . _ n' • n ft MEtd OR LME $7AE9LfYfc�) XMALL THICKNESS ' (MMI) - W -4S " "-`a: h1Ok' OR N0:37 AG¢�ATE ' CEOTEKTit_g, O{MAFNADE FA9Rtt MY-X.TESTEO ACCSgPW, TO ASrlA D-2412, AT ?X E•EPLECIION. ._V' GENERAL RtOTES 'b 7TiGNL'II SHALL OC MILLED CFG'SI WITIl AGATE' ANS-IfRCUG.g,Y 14AN3 TM4PED 'TO Uv5tJME COMPACTNEeS. F+;Pp�ACH %AH P'AVENttJF 7, OUTLET PPE 5f1W_L BEGIN AT THE EDGE 4F tT•IE T$H0JL LANE FAV'zL1ENT 0.V0 �1,(.r�{$ECALL 9' FLAG'D Oh A GRADE>APALL'£L TO TFiE :$HOJLOER SLOPE 2 $ 1A1At-(3`k 1 StiMIX) GRAOF- 11 e � $RIC( ' C0., �-,St-WeSE 3, ON �CUPB AND GUTTER'SEQIICNS, WHERE -FT IS MWCS$f'II_E TO � 01HERMS= PFDE OVI OUTLETS FOR. MMRORARJS,TH;Y ARE TO BE LWATEC 6J AS TO DIRR4 INTO DROP CID S-_" � #&ETs OF ko"44OLE$,. GfWFr,,ATF RAS= MAIL. -W, TYPF' T 4. CAd SUPERf:'-EYA.TEJ SECtIOh$ TREMOLO :5 TO . I INDER� ENTRE PAVELEVT AREA rs'•D' SIZE NC. ZF!. (8" .Ala �EPTHI v,kTFC O'.TL. PIPE ON CCW 'SDE (INE" 5. WVERT' Lf=VATION AT OUTLET ENCF OF OUTLET PIPE TO BE A MIA*AM Of T-0" ABOVE INVERT L VAT04 OF RESEW C.DPAONAC. DITCH OR STRUCTURE. P G'EhtEVT Cf t? -2 t11+dE)ERC1rt:�t1N AT s;.A•L COWECTb7145 AELeCWS,WYES,ETC.') W. -In I °A:, I.NTS FCR.. OUTLET PPE ARE TO 3RIC-GE APPROACH SL.AUS 131 .OF "f14= SAME CRUStaML SIR011;:IN XS li-t OU:LEI PINE. 7 OUTLE.t PIPE TO BE'StURELY CONNECTED YO M-12 On OTHER DRAINAGE STRUCTURE. EP--0r=1C'ATION. REFERME STANDARD MABINATION J\IDERD:Rale 252 (l1T �R110E S!�f,�S CND BRIDGE APPROACHES) - >:Ol ZOl VIRCINfA CEPARTIANT OF TRAVSPOFTATVq lG.a•os GENERAL CONSTRUCTION NOTES: Albemarle County Engineering tr t for Public General Construction Notes o ub c Roads 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Engineering (296-5861) 48 hours in advance of the start of construction. 3. All materials and construction methods shall conform to current specifications and standards of VDOT. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). 4. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and must be installed prior to any clearing, grading or other construction. 5. Upon completion of the fine grading and preparation of the roadbed subgrade, the t performed on the subgrade soil. Three 3 copies of the contractor shall have CBR tests 9 () P test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the tests results for approval. 6. All slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 4:1 or better are to be achieved. 7. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements prior to acceptance by VDOT. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. The contractor shall field verify the length of all storm drainage pipe. 8. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field determined at the time of construction. Additional guardrail may b ion not shown when in the inion of VDOT, the Director of e required at locations s e op O, Engineering,or the Directods designee, it is deemed necessary. When guardrail is required, it shall be installed four 4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. 9. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or C). 10. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 11. Paved, rip -rap or stabilization mat lined ditch may be required to stabilize a drainage channel when, in the opinion of VDOT, the Director of Engineering, or the Directorgs designee, it is deemed necessary. 12. A minimum clear zone of ten (1 0) feet from the edge of pavement shall be maintained on all residential subdivision streets. Additional clear zone may be required depending on the category of road design. 13. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to. The cross slope shall be maintained as shown on the plans. Exceptions will not be allowed. 14. All required signs (stop, street name, speed limit signs, etc.) are to be fumished and installed by the developer prior to acceptance. Signs and their installation shall conform to BAlbemarle County Road Naming and Property Numbering Ordinance and Manual0 and the Virginia Manual for Uniform Traffic Control Devices. The locations of all signs are shown on the plans. The developer shali be responsible for maintenance of the signs until the roads have been accepted into the state secondary road system. The speed limits to be posted on speed limit signs are to be determined by VDOT prior to acceptance. The speed limit is to be posted 5 mph below the design speed. 15. Road plan approval is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval of these plans shall be null and void. 16. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the Director of Engineering, or the Directorlls designee, they are deem;:d necessary in order to provide safe and convenient access. 17. Uro VDOT standard CD -1 or CD -2 underdrains under the subbase material at all cut and fill transitions and grade sag points. 18. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT inspections and are to be accepted into VDOT's maintenance program and ownership. The video inspection shall be conducted in accordance with VD0 1's video camera inspection procedure and with a VDOT and/or County inspector present. In addition, if high-density polyethylene (HDPE) pipe or pipe system is instal;.-lAd, the contractor and a representative from the pipe manufacturer should hold a pre -construction meeting for installation training. The pipe manufacturer should spend a TYPICAL PAVEMENT CROSS SECTION DETAIL (NOT TO SCALE) TURN AND TAPER CROSS SECITON VDOT GENERAL NOTES: V1.) All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, The Erosion and Sediment Control Regulations and other state, federal, or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall govem. V2.) All construction shall comply with the latest U.S. Department of Labor Occupational Safety and Health Administration and VOSH Rules and Regulations V3.) When working on VDOT right of way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with VDOT's January 1994 (or latest edition of) Road and Bridge Specifications, Section 104.04-C. V4.) Design features relating to construction or to regulation, control and safety of traffic maybe subject to change as deemed necessary by VDOT. V5.) Prior to iniitiation of work, the Contractor shall be responsible for acquiring all necessary VDOT land use permits for any work on VDOT right of way V6.) If required/ by the local VDOT Residency Office, a pre -construction conference must be arranged and held by the engineer and/or developer with the attendance of the contractor, various County agencies, utility companies and VDOT prior to initiation of work. V7.) Contractor shall notify the local VDOT Residency Office when work is to begin or cease for any undetermined length of time. VDOT will also require 48 hours notice for inspection. V8.) The contractor actor will be responsiblefor maintaining g adequate access to the project from theadjacent t ublic roadway through h constructio nand maintenance of a construction enitrance in accordance with the Virginia Erosion and Sedimentation Control Handbook, Sec 3.02. Furthermore, access to other properties affected by this project shall/ be maintained through construction. V9.) Contractor shall insure adequate drainage is achieved and maintained on the site during and at the end of construction. V10.) All water, and sewer lines within existing or proposed VDOT right of way are to have minimum 36" cover and, when possible, to be installed under roadway drainage facilities. V11.) Any unusual sub -surfaces conditions during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until ad adequate design can be determined by the engineer and approved by VDOT. V12.) All undercut areas and borrow material shall be inspected and approved by VDOT Inspector prior to placement of fill V13.) All roadway fill, base, sub -surface material and back -fill of utility/storm sewer trenches shall be compacted in 6" lifts to 95 % of theoretical maximum density as determined b AASHTO T- 99 Method A within n lus or minus 2 / ofo optimum moisture for the full width of any dedicated street right of way. At the direction of VDOT Inspector density testsperformed by a qualified ed Ind e ardent agency shall be conducted as required d in the VDOT Road and Bridges Specifications. A copy of all tests shall be submitted to VDOT prior to final VDOT approval. V14:.) VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and further where determined necessary by VDOT inspector. V15.) The installation of any entrances and mailboxes within any dedicated street right of way shall meet VDOT minimum design standards and is the developer's responsibility. V16.) If required by the local VDOT Residency Office, copies of all invoices for materials within any dedicated street right of way must be provided to the VDOT Inspector prior to acceptance of work. Unit and total prices may be obscured. V17. Prior to 1 acceptance b VDOT p e y of any streets, any required street signage and/or pavement markings must be installed by the developer or, at VDOT's discretion, by VDOT on an account receivable basis. -��- .._ 1.6 .... ., TABU 33 Mean D� ACCEM111E TnVORARY MMING PIANO M&T CUTS *11 _ _ •IMCK RTS FOR Aid. R&GIOW Weight .O]&laaa1 D15 Sept. 1 - Feb. 15 SD/30 Mie of Spherical AR .� -_ , e 5D - 100 Rye Coed (WiDter) . • t�¢,esi41 Riprap Feb. w- Apr. 30 W -100 Diameter May 1- Aug 31 Gelman h0a 30 I�mI ,._ 0.6 TABLE 3.19-B GRADED RIPRAP DESIGN VALUES ..�� lU�I�S��r �: \ <<�:±`;: ",,'I'lli _%%i •�:��tlrrr.�l.'.i��.i!�i: is �Ir '�_� tii\�ii��r�� ������. h Ir►' �1I1��rlt t�" ��� �.�i1�,� =Mir,;♦`�i�� ��t -':+��:'+•%:'tea•:� �;:.at)/*,•j•. ��r-..sem . PIPE OUTLET TO WELL � ♦rte+_ �..-� ������ ► ► CHANNEL � ! I I ,� / ! 1 4"'A�D X � - . I- . i '��=tI+R��afalra��� s++���' BASKET, OR CONCRETE. USING� .. I . . 2. 1A 13 THE LENGTH OF THE RIPRAP APRON AS CALCULATED . , TABLE 3.19-A Anchr, Slat Mean D� Mean Ds *11 _ _ Mean Spherical Weight Diameter D15 Spherical Spherical X .� -_ 0.8 Riprap Weight Diameter Diameter 0.6 13 50 Class (lhs•1 (ft.1 ft. 1.9 3.0 100 50 Class Al 25 0.7 0.9 ' 4.7 1.5 300 500 • Class I 50 0.8 . 1.11,000 2.0 4.0 6.9 Class ill 150 1.3 1.6 . , 6.1 10.0 1,500 2,000 Class IN 500 1.9 2.2 Source: t,flichigall !3Oil FrMi011 aiid Sett. € .l,V ti In Lid + Plate 1294 4,000 Type I 1,500 2.6 2.8 6'000 Type H 6,000 . 4.0 4.5 20,,E ..�� lU�I�S��r �: \ <<�:±`;: ",,'I'lli _%%i •�:��tlrrr.�l.'.i��.i!�i: is �Ir '�_� tii\�ii��r�� ������. h Ir►' �1I1��rlt t�" ��� �.�i1�,� =Mir,;♦`�i�� ��t -':+��:'+•%:'tea•:� �;:.at)/*,•j•. ��r-..sem . PIPE OUTLET TO WELL � ♦rte+_ �..-� ������ ► ► CHANNEL � ! I I ,� / ! 1 4"'A�D X � - . I- . i '��=tI+R��afalra��� s++���' BASKET, OR CONCRETE. USING� .. I . . 2. 1A 13 THE LENGTH OF THE RIPRAP APRON AS CALCULATED . , TABLE 3.19-A Anchr, Slat ov SIZE OF RIPRAP STONES *11 _ _ Mean Spherical Angular Shape: Diameter r'N wi_(ft Height lj�;i'5".n4 X .� -_ 0.8 1.4 OS 1.1 1.75 0.6 13 2.0 0°67 . 1.6 2.6 0.9 1.9 3.0 1.0 22 3.7 125 . 2.6 4.7 1.5 2.75 5.4L8 -- hu.4,ts„ M"_'0__ am- oi., ..,r.t _w&""_ � %Lew. aP P'4 Su ly A- 4U6~ m'-*" _ROP -s "..tM nO ""._'�. 4.".d1W.`IWW."..bP.nKw.MPP,was• 0112P1wn.>1oR.P. 3.6 6.0 2.0 4.0 6.9 2.3 45 - 7.6 � 2-5 . , 6.1 10.0 33 . .- PA VED CHANNEL O UTTLET PAVED CHANNEL. TRANSITION ' IftPRAP ATPRON RECE[Mr, . . CHANNEL . . . I - FILTER FABRIC --I ZKEY IN 9, -Gr; RECOMMENDED FOR . ENTIRE PERIMETER NOTES: 1. RIPRAP APRON REDUCES THE FLOW VELOCITY BIELOW THE PERMISSIBLE VELOCITY OF THE NATURAL RECEIVFING CHANNEL. 2• TRANSTTION'SIDE DIVERGENCE. IS T IN 3F, WMR;E . V I . . F.= FROUDE NUMBER s gd . WHERE' . . . V = VELOCITY AT THE BEGINING OF THE TRANSITION d = DEPTH OF FLOW AT THE B.EGINING OF THE TRANSITION .& 32.2 ft./aec. - . ,P U. A , I- ,4 n 1�'it'n d.;WI�+"4.. A11L_Plf, sr� • ,I„ '7"-Ti r[ [[ ,Pr OY ni,, IN __'_'_'., , , , "!T �a way ,P F71mi'a M a +amc'e -" 6,^H C.' to P. �T' 1 y. 1' 1 1 "�.'_ jo 2 V. 0---r lk , h: 11 I', : i J-"-' � , -r i i I , t ; , r ,,-.CSS[ u .k z� 1 , i y �, If ,,.�-.,` ; ';'9 Anchr, Slat ov '•T, F1Pl, .'$ *11 _ _ .',"5• A•i°B.nrli, , ",% '`�f'>'111111♦f.i. r'N - F . _ lj�;i'5".n4 . ,-, .� -_ - F„-.. I I ' ' Junction slot r, s 1.+ >_Y..y -h_ i ,. x P•Pllrrml. s-'--, -„f --•=+ V" 4 „W 'Sri. PLAN Viti•R SOIL RETENTION MAT 4invior• Slot �;,¢ . ." '•T, F1Pl, .'$ *11 _ _ .',"5• a '0,1' ,,��` eT"n' , n'C Cheek Slot A 11 3 �' f -- , lj�;i'5".n4 _ n .� -_ tsy, Y_'a;_' " . I �_ • - - _..' �3�1t'_ Eg �S , ;. ,.. Irl „s'� _ I• rlsz ,TY; J r + 'arw',' Iv m.:y r4�'� !r :: „�. �<--� otpwae ' ",_ Ya» ivcv'ry ft[,..1 =,'nOtA A -A F-0*1 StCT&7N A -A f c> ni Palms 0-wba[ow-r 1, l Raimo . £}'EEIFi6_T10N1' REC'cl NCr STANDARD ENMALL FOR PIPE CUVERTS 105.04 1 VIRGfNFA. OE,PAFT4d NT 302 f 7RANSPORTATTO4, F 10161_1 ai 4w. . -1�., -- hu.4,ts„ M"_'0__ am- oi., ..,r.t _w&""_ � %Lew. aP P'4 Su ly A- 4U6~ m'-*" _ROP -s "..tM nO ""._'�. 4.".d1W.`IWW."..bP.nKw.MPP,was• 0112P1wn.>1oR.P. . �. . -••` - 7 'p !, 1 "„` ! ,! /'� 77;3-• - is ��•1� 9D'".<I - .Y ..i I),- 1' ... It - 4% 1 -, ,,, Rep F'?�' , ���� - d•-7• m: . . . `tlY. _ti. PLAN Viti•R SOIL RETENTION MAT s1*7*1 .... �;,¢ . ." '•T, F1Pl, .'$ *11 _ _ .',"5• a '0,1' ,,��` eT"n' , n'C Cheek Slot A 11 3 �' I - • _ lj�;i'5".n4 _ n .� -_ .8.�s - "" . I �_ • - - _..' �3�1t'_ Eg X'd 11. , ;. ,.. Irl - I _ p i ,TY; J ,- "A! C. - ', art .. . 'arw',' Iv m.:y r4�'� !r :: PLAN Viti•R SOIL RETENTION MAT s1*7*1 .... Twm11M1 Fcld '•T, F1Pl, .'$ *11 _ _ .',"5• "" _ 1 A 11 3 �' I - • _ _ n .� -_ .8.�s - "" . I �_ • - - _..' �3�1t'_ I • ROCKS, CLOD=, ETC, R ACII THE NATURAL ANGLE fF REPOSE. ..... Y I. �[ aroyx, 14�11•Pe 8Y - '. I I -;,- STAPLING �FAr-.Fara JUTE MESH ;"-''' ti, +,x I -„ ..r ...... .. . , GENERAL NOTES' ,,,,.R, A, '+'•i f .wr; v'c .510,0 n F,a-..a ''•e•fK+P^.fi.PaM a x1e,JSw 2 [�" I f.Y.^rrr,F F}+ i Y.. hP'^: ♦Irc1 .8 nn,„•'P7 4'rtE L,f•s. V:,un_.mia. '. tl' as A"mrni,rr, ^,-.rt-:1 ar-,;x,l Ps aJ W Ito r W : f I.N: Yfrt'R'... •","• w V. fie^.I;JF•I:,M,t, w�, D< 5P _• ar. .'A}:"• d".%'. -, rory `,- m "d;_ .:.• b"_- 0 1 Ia 51'0:1 ' T•T „ =hales <r error -,4r,"-.'. a[[y. ttpFy'.af tH sn -nOn!.-• +T, bs a':c,5t,4c W tie r :Wn slim I k6fECTtVE COVERING INSTALLATION CRITERIA SREFERENCE REFERENCE !/ROMA OEPARTMENI at 7,44 14.02 TRAti3PORTAiI[:N ��•-�- Nrrr Wmo,y be m4vtod U16'. "X'reaO,os I minirewiof 4" vrz a enjw xit I -1R A-0 A A, - bPw&9Cf Fa .0 Praae 8% t ah.,e F LC;AfIC! ,xit`• E?<1+- { {A •ApS.ld DrcFrGCe .W,e 9hQ mr li". h no er,..e atxtlt !bp of and- 1nvw: a•- nrP�r:aF1s occur. __.... .. - ;Ne!$ y7rGlA't a'loas fsA -bpe, A:P:, %'APB, a.7 stuwk*. 9e,,el edge Is fagaked CS Tse t -d xr °r, rh, il,l& n,'d of 4.'- Ytltig :tem r�ts'>'� Are=, O' art in ;iactf• oils srf <RdW'9 the B.n. r'et=h Ia- [.o-'.'1:. Y Na COO Eli pk,'r_ .•h7 WW to be Cass A3, flu Pre.Mf Sea 51-M fat 02. NPadmIF' m• tt.. [¢rte• an' (df ,r nulni.: m r -I ' tt-ed wdh W. ^•tt M OW at Slrews WM45'f, o h nv .P "` e' w . f ,.1. TlSis sters}a'd iC tK' -` t eage aP t -I PdGs-' ', ! _,...._ __ _ .... }-,_... ._+_ St+,aa W oe bevotnrl whh mo Nr- _- - #_ . t" , . rr �- _ . Cu x : . 3K ChPrh sl atl to 'y .' iJ "' Y ! DETAIL I DE70J 2 DETAE. 3 ,, EC -1 J'-- a �t A 11 3 �' ' x3` s 3l t i�� 1 i i I J Y �,r-,� rs `P' I v G :. r /^ 1 I a y s . �-- L u� t O� • ROCKS, CLOD=, ETC, R ACII THE NATURAL ANGLE fF REPOSE. If �Ei{- I• -•-L _..V..,....._ ;2 nNd'"!?C'A 19" 3 "x22" 3$ uZi` -t x27' 4a x29" [1 tt 14 �`� Obs" f3 p i }, I ,- "A! C. - ', art .. . { :V'r _-a lit �-0-3' D•&' 7'1 , '. _ _.b�__ , ..._ ._ . E'-1 9rd"s. tt"-T 4,L7'd C�'-1 i:� "✓ 2' fY�. 1;7', lY-3' __,,, !' _,......_ _.__. GU. yDS. CONCRETE „�. �<--� otpwae ' SECTION A -A ft[,..1 =,'nOtA A -A F-0*1 StCT&7N A -A f c> ni Palms 0-wba[ow-r 1, l Raimo . £}'EEIFi6_T10N1' REC'cl NCr STANDARD ENMALL FOR PIPE CUVERTS 105.04 1 VIRGfNFA. 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"X'reaO,os I minirewiof 4" vrz a enjw xit I -1R A-0 A A, - bPw&9Cf Fa .0 Praae 8% t ah.,e F LC;AfIC! ,xit`• E?<1+- { {A •ApS.ld DrcFrGCe .W,e 9hQ mr li". h no er,..e atxtlt !bp of and- 1nvw: a•- nrP�r:aF1s occur. __.... .. - ;Ne!$ y7rGlA't a'loas fsA -bpe, A:P:, %'APB, a.7 stuwk*. 9e,,el edge Is fagaked CS Tse t -d xr °r, rh, il,l& n,'d of 4.'- Ytltig :tem r�ts'>'� Are=, O' art in ;iactf• oils srf <RdW'9 the B.n. r'et=h Ia- [.o-'.'1:. Y Na COO Eli pk,'r_ .•h7 WW to be Cass A3, flu Pre.Mf Sea 51-M fat 02. NPadmIF' m• tt.. [¢rte• an' (df ,r nulni.: m r -I ' tt-ed wdh W. ^•tt M OW at Slrews WM45'f, o h nv .P "` e' w . f ,.1. TlSis sters}a'd iC tK' -` t eage aP t -I PdGs-' ', ! _,...._ __ _ .... }-,_... ._+_ St+,aa W oe bevotnrl whh mo Nr- _- - #_ . t" , . rr �- _ . Cu x : . 3K ChPrh sl atl to 'y .' iJ "' Y ! 1 " `tl.\ Irl `'r, 6 _4 ._,__ - M _Y .' - , ,tom -__ _-=1 - I;affr,.: i.-, _ 111 L�.�.,�..;:.t-- 'vi oat G9YS: .Mer. 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No.:: C-,XUDD\Surveys\2001-159\EngPlan\SH4.dwg Date: March 18, 2004 Revised: June 1, 2004 - May 4, 2005 June 30, 2005 Scale: Horizontal 1" = 50' Vertical: 1" = 5' Sheet Title: Plan & Profile 24+00 - 28+62 Sheet No.: PF ', I I � I I 11 � I 15D 36C W1 15E 27C 34D 36C 56C 15E 34C 27B 39D 39E 34D 34D MA CHESTER LOAM (15D): This deep, moderately steep and sloping (15 to 25 percent), well drained soil its on narrow convex ridge tops and side slopes. Stones, about 3 to 10 feet apart, cover 3 to 15 percent of the surface. Slopes are smooth and about 300 to 1200 feet long. Areas of this soil commonly are long and winding. Typically, the surface layer of this soil is dark brown loam about 7 inches thick The subsoil is about 34 inches thick. It is mostly strong brown and yellowish red loam and day loam. The substratum, to a depth of 60 inches, is mostly yellowish red, strong brown, white, and yellowish brown loam and sandy loam. Permeability andavailable water capacity are moderate. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has low shrink -swell potential. The root zone extends to a depth of 40 inches or more. The organic matter content and the natural fertility are low. Bedrock is generally at a depth of more than 60 inches. Most areas of this soil are in woodland. A few areas are in permanent pasture. CHESTER LOAM (15E): This deep, steep, well drained soil is on mountain side slopes. Stones, about 3 to 10 feet apart, cover 3 to 15 percent of the surface. Slopes are smooth and about 400 to 1,500 feet long. Areas of this soil[ commonly are long and winding. They range from 15 to about 100 acres. Typically, the surface layer of this soil is dark brown loam about 7 inches thick. The subsoil is about 34 Inches thick. It is mostly strong brown and yellowish red loam and day loam. The substratum to a depth of 60 inches is mostly yellowish red, strong brown, white, and yellowish brown and sandy loam. Included in this soil in mapping are small areas of somewhat excessively drained Ashe soils, excessively drained Parker soils, and well drained Hayesville and Porter soils. The Ashe and Parker soils are throughout the mapped area, generally around outcrops of rock. The Hayesville soils are throughout the area. The Porters; soils are mainly on north -facing slopes. Also included are small areas of soils that do not have stoned on the surface. Included soils and outcrops make up about 25 percent of mapped areas. Permeability and available water capacity are moderate, Surface runoff is very rapid. The hazard of erosion is very severe. The subsoil has low shrink -swell potential. The root zone extends to a depth of 40 inches or more. The organic matter content and the natural fertility are low. This soil commonly is strongly add. Bedrock is generally at a depth of more than 60inches. Most areas of this soil are in woodland. A few areas are in permanent pasture. VV 56C SOIL CLASSIFICATION ELIOAK LOAM (2713): This soil is deep, gently sloping, and well drained. it is on broad to narrow convex ridge tops that are about 200 feet to 600 feet wide. Slopes commonly are smooth. Areas of this soil are along the ridges and commonly are irregularly elongated. They range from 5 to about 50 acres. Typically, the surface layer of this soil is dark brown and reddish brown loam about 8 inches thick. The subsoil is about 41 Inches thick It Is yellowish red silty day loam and red silty clay in the upper part and red silty day loam and silt loam in the lower part. The substratum to a depth of 72 inches is mottled and strong brown, yellowish red and reddish brown silt loam. Included with this soil in mapping are small areas, generally less than 2 acres, of well drained Gleneig soils and excessively drained Hazel soils. The Gleneig soils are throughout the mapped area but mainly are on the concave slopes. The Hazel soils are mainly on steeper slopes. Also included are small areas of soils that have a gravelly surface layer and small severely eroded areas that have a yellowish red day loam or silty clay loam surface layer. Included soils make up about 20 percent of mapped areas. Permeability and available water capacity are moderate. Surface runoff is medium. The hazard of erosion Is moderate. The subsoil has moderate shrink -swell potential. The root zone extends to a depth organic matter 40 inches. The anic atter content and the natural fertility are low. This soil is very strongly acid to medium add throughout, but reaction in the surface layer is variable because of liming. Bedrock is generally at a depth of more than 5 feet. Many areas of this soil are being farmed. Some areas are in woodland, and some are in permanent pasture. ELIOAK LOAM (2713): This soil is deep, strongly sloping, and well drained. It is on broad to narrow convex ride tops that are about 200 feet to 400 feet wide. Slopes commonly are smooth. Areas of this soil are along the ridge tops and commonly are long and winding. They range from 5 to about 100 acres. Typically, the surface layer of this soil is dark brown and reddish brown loam about 8 inches thick. The subsoil is about 41 inches thick. It is yellowish red silty day loam and red silty day in the upper part and red silty day loam and sift loam in the lower part. The substratum to a depth of 72 inches is mottled and strong brown, yellowish red and reddish brown sift loam. Included with this soil in mapping are small areas, generally less than 2 acres, of well drained Gleneig soils and excessively drained Hazel soils. The Gleneig soils are throughout the mapped area but mainly are on the concave slopes. The Hazel soils mainly have steeper slopes and are near slope breaks. Also included are small areas of soils that have a gravelly surface layer and small severely eroded areas that have a yellowish red clay loam or silty day loam surface layer. Included soils make up about 20 percent of mapped areas. Permeability and available water capacity are moderate. Surface runoff Is rapid. The hazard of erosion is severe. The soil has good fifth. The subsoil has moderate shrink -swell potential. The root zone extends to a depth of 40 inches. The organic matter content and the natural fertility are low. This soil commonly is very strongly acid to medium add throughout, but reaction In the surface layer is variable because of liming. Bedrock is generally at a depth of more than 5 feet. Most areas of this soil are in woodland or in permanent pasture. A few areas are farmed. GLENEIG LOAM (34C): This soil is deep, strongly sloping, and well drained. It is on narrow convex ridge tops and on convex side slopes. Slopes are smooth and about 400 feet to 600 feet long Areas of this soil are commonly long and winding. They range from 5 to about 40 acres. Typically, the surface layer of this soil Is dark brown and dark yellowish brown loam about 8 inches thick The subsoil is mostly strong brown and yellowish red silty clay loam about 20 inches thick. The substratum to a depth of 80 inches is multicolored yellowish red, strong brown and yellowish brown saprolite that crushes loam. Included with this soil in mapping are small areas, generally less than 2 acres, of well drained Elioak and Manor soils. The Elioak and Manor soils are throughout the mapped area. Also included are small areas of gravelly soils and of severely eroded soils that have a yellowish red silty clay loam surface layer. Included soils make up about 20 percent of mapped areas. Permeability is moderate, and available water capacities are high. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has low shrink -swell potential. The root zone extends to a depth of 30 inches or more. The organic matter content is low to moderate. This soil commonly is strongly add to very strongly acid, but reaction in the surface layer is variable because of liming. Bedrock is generally at a depth of more than 60 inches. Most areas of this soil are in woodland. Some areas are farmed, and some areas are in pasture. GLENEIG LOAM (34D): This deep, moderately steep, well drained soil is on side slopes along drainage ways. Slopes are smooth and about 400 feet to 800 feet long. Areas of this soil are commonly long and winding. They range from 10 to about 40 acres. 39D Typically, the surface layer of this soil is dark brown and dark yellowish brown loam about 8 inches thick. The subsoil is mostly strong brown and yellowish red silty clay loam about 20 inches thick. The substratum to a depth of 80 inches is multicolored yellowish red, strong brown and yellowish brown saprolite that crushes loam. 27D Included with this soil in mapping are small areas of well drained Elioak and Manor soils, excessively drained Hazel soils, and well drained to moderately well drained Meadowville soils. The Elioak and Manor soils are throughout the mapped area. The Hazel soils are on the steeper positions and around outcrops of rock. The Meadowville soils are on toot slopes and along small drainage ways. Also included are small areas of gravelly soils and of severely eroded soils that have a yellowish red silty day loam surface layer. The included soils and outcrops make up about 20 percent of mapped areas. Permeability is moderate, and available water capacities are high. Surface runoff is rapid. The hazard of erosion is severe. This soil has good tifth. The subsoil has low shrink -swell potential. The root zone extends to a depth of 30 inches or more. The organic matter content is low to moderate, and the natural fertility is tow. This soil commonly is strongly acid to very strongly add throughout, but reaction in the surface layer is variable because of liming. Bedrock is generally at a depth of more than 60 Inches. _ Most areas of this soil are in woodland. Some areas are in pasture. HAYESVILLE LOAM (3613): This soil is deep, well drained, and gently sloping (2 to 7 percent). ft is on narrow to broad, convex ridge tops. Slopes are smooth and about 200 to 600 feet long. Areas of this soil are irregularly oval or are long and winding. They range from 5 to about 100 acres. Typically, the surface layer of this soil is brown and strong brown loam about 7 inches thick. The subsoil is about 51 inches thick. It is mostly red day and day loam. The substratum, to a depth of 83 inches or more, is multicolored sandy day loam derived from strongly weathered granite gneiss. Permeability and available water capacity are moderate. Surface runoff is medium. The erosion hazard is moderate. The subsoil has low shrink -swell potential. The root zone extends to a depth of 40 inches. The organic matter content and the natural fertility are low to moderate. Bedrock is at a depth of more than 5 feet Many areas of this soil are in permanent pasture. Some areas are being farmed, and a few areas are in woodland. / NHAYESVILLE LOAM (36C): 34D This soil is deep, well drained, and strongly sloping (7 to 15 percent). It is on narrow convex ride tops and side slopes. Slopes are smooth and about 200 to 600 feet long. Areas of this soil are long and winding. They range from 5 to about 50 acres. Typically, the surface layer of this soil is brown and strong brown loam about 7 inches thick. The subsoil is about 51 inches thick. It is mostly red day and day Kram. The substratum, to a depth of 83 inches or more, is multicolored sandy day loam derived from strongly weathered granite gneiss. Permeability and available water capacity are moderate. Surface runoff is rapid. The hazard of erosion is severe. This soil has good tilt. The subsoil has low shrink -swell potential. The root zone extends to a depth of 40 inches. The organic 34D matter content and the natural fertility are low to moderate. Bedrock is at a depth of more than 5 feet. Many areas of this soil 34C are in permanent pasture. Some areas are being fanned, and few areas are woodland. HAZEL LOAM (39D): This soil is moderately deep, moderately steep, excessively drained soil is on narrow ride tops and side slopes. Areas of this soil are wide and winding. They range from 20 to about 75 acres. Typically, the surface is dark brown and brown loam about 10 inches thick. The subsoil is mostly brown loam about 10 Inches thick. The substratum to a depth of 30 inches is strong brown channery loam. Bedrock is at a depth of 30 inches. Included with this soil in mapping are small areas of well drained Albemarle, Culpeper, Gleneig, and Elioak soils. The Albemarle and Gleneig soils are throughout the mapped area. The Culpeper and Elioak soils are on the less sloping positions. Also included are small areas of soils that have a very stony surface layer. Included soils make up about 20 percent of mapped areas. Permeability of this soil is moderately rapid. Available water capacity is low. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has low shrink -swell potential. The root zone extends to a depth of 20 inches. The organic matter content and the natural fertility are low. The soil commonly is strongly acid or very strongly add. The deptth of bedrock ranges 27C from 20 to 40 inches. Many areas of this soil are in woodland, and few areas are in pasture. HAZEL LOAM (39E): This soil is moderately deep, moderately steep, excessively drained soil is on side slopes. Areas of this soil are wide and winding. They range from 30 to 100 acres. Typically, the surface is dark brown and brown loam about 10 inches thick. The subsoil is mostly brown loam about 10 Inches thick. The substratum to a depth of 30 Inches is strong brown channery loam. Bedrock is at a depth of 30 inches. Included with this soil in mapping are small areas of well drained Culpeper and Elioak soils, well drained to excessively drained Louisburg soils, and somewhat excessively drained Manor soils. The Culpeper and Elioak soils are on the less sloping positions, are commonly severely eroded, and have a day loam surface layer. The Louisburg and Manor soils are throughout the mapped area. Also included are small areas of soils that have a very stony surface layer. Included soils make up about 20 percent of mapped areas. Permeability of this soil is moderately rapid. Available water capacity is low. Surface runoff is rapid. The hazard of erosion Is very severe. The subsoil has low shrink -swell potential. The root zone extends to a depth of 20 inches. The organic matter content and natural fertility are low. The soil commonly is strongly add or very strongly acid. The depth of bedrock ranges from 20 to 40 inches. Many areas of this soil are in woodland, and few areas are in pasture. MEADOWBILL LOAM (560): This deep, strongly sloping, well drained to moderately well drained soil Is on foot slopes, in depressions, and along small drainage ways. Most areas of this soil are on and winding. They range from 3 to about 15 acres. Typically, the surface of this soil is dark brown loam about 14 inches thick. The subsoil is mostly brown loam about 32 inches thick. The substratum to a depth of 60 inches or more is brown loam. Included with this soil in mapping are small areas of somewhat poorly drained Belvoir soils. The Belvoir soils are in depressions at the heads of drainage ways. Also included are small areas of soils that have a gravelly surface layer and small areas of soils that have clayey subsoil. Included soils make up about 20 percent of mapped areas. Permeability of this soil is moderately rapid and available water capacity is high. Surface runoff isid, The hazard of erosion is severe. The surface ce layer is friable and easily tilled through a wide range of soil moisture. The subsoil has moderate shrink -swell potential. The root zone extends to a depth of 40 inches. The organic matter content and natural fertility is medium. The soil commonly is very strongly acid or medium add throughout, but reaction in the surface layer is variable because of local liming. A seasonal high water table is at a depth of 3 to 5 feet during winter and early spring. Bedrock is at a depth of more than 5 feet. Many areas of this soil are farmed. Some areas are in pasture, and a few areas are in woodland. RIVERVIEW LOAM (76): This deep, nearly level, well drained soil is on flood plains along rivers and large streams. Areas of the soil commonly are elongated along the course of the adjacent stream. They range from 5 to 30 acres. Typically, the surface layer is dark brown loam about 12 inches thick. The subsoil is about 23 inches tick. It is dark brown and brown, friable sift loam and loam. The substratum to a depth of 60 inches is dark yellowish brown sift loam. Included with this soil in mapping are small intermingled areas, generally less than 3 acres of excessively drained Buncombe soils, somewhat poorly drained Chewacla soils, and poorly drained Wehadkee soils. The Buncombe soils are on low lying, elongated ridges and stream banks. The Chewacla and Wehadkee soils are in depressions generally away from the adjacent stream or river. Also included are small areas of gravelly soils in abandoned channels. Included soils make up about 25 percent of mapped area. Permeability of this soil is moderate and available water capacity is high. Surface runoff is slow. Tilth is good. Natural fertility is moderate, and organic matter content is low. The subsoil has a low shrink -swell potential. The root zone extends to a depth of about 60 inches. The surface layer and subsoil commonly are very strongly add or strongly add, unless limed. The depth to bedrock Is generally more than 5 feet and not usually a factor in the use of this soil. Flooding occurs occasionally for a brief period during winter and early spring, and seasonal high water table is between depths of 3 and 5 feet. Most areas of this soil are farmed and cultivated crops. A few areas are in hay or pasture. KIRK HUGHES ASSOCIATES •1 Land Surveyors and Planners 220 East High Street Charlottesville, Va. 22902 (804) 296-6942 '•1 r 0 14 File No X111511'11 Dwg. 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I I . . ... . .._ , !�"::,��_;�i;:: "', _ �, - _, _ o . . - � . . . , _1 i .. . - I - - � : - - .- ,_-�:�,- '. . . , �. ��-, . � , : ,�:!.� +�` � ) " / / - , -1 I I 11 I 11. \ _11�_� , F � , I . _ ; I " / j " � , /"/ I -,:, -- - - " , �, :."r- -�r i,' -�, , �._;�- _ / /V ., ,� " 0 ,, \ \, 1% " 1 -3 " \ L_�_�, , - �i 01. "I I '. , 1_ . I I i / I � — *1. -7 '74 ' __ . - - __ - \ � � �, . I .., . V :*.-. .11 . 1 I I I '. � 0 ThAP Rr%-9A � I I -1 % 0 . . I \ - , e% - �; '. � - :;:,�;:: �, . ITHIS SHEET FOR I BMPs ONLY wft.__Vzn�� ,� I 11 � �,, I -1 __ — I __4z_y_z_Mffi9_ .Jl-.Jl..n n ga & 91Z n. Ell I The Cox Company Planners - Landscape Archifects Civil Engineers - Urban Designers 220 Edst High Street Charlottesville - Virginia 22902 - t434J 295- 7137 Job Number: 04-20 — - _,:::��' On `:�:�� Now no Uj 40 M k.:..) < C) z � 0 cr 0� > - >_ 0 ^ �_ ki j z :D :D 0 Adwmhh� () U w = I cc �j < 2 .J w CD F� _j < Cl) MW now . BMP PLAN ------,-- Job Number: 2004-016 __._-____1_____. - I Hi 1� A, 0 FRANK D. COX JR ')�, -10 CERTOCAT NO. , 0 1 7719 11 � , ��'ONAL �, 1� ---------------------- Date: MARCH 18,2004 ____ Issue/Revision: - June 1, 2004 May 4, 2005 June 30, 2005 ____ Scale: 1 " = 20' Sheet No.: 10.00 e 90° TYP OUTLET 6' NON -PERFORATED PROTECTION PVC PIPE TO r OVERFLOW .�' ^•► DAYLIGHT PROTECTION A. i "� INLET AREA �► ' STOW W: -;R RMUUI..D � AS NECESSARY BERM 13ER1A „fo � / .� ._ � .� �• � 3:1 SIDE OUTLET AREA �C� \\ ,..}j II tl / �/ t i if � �• � �'ll 1 SLOPES jl tl j I 11 ij 4"-t1" PERFOR0.7ED sSPVAC CHEouLE 40 ,I t, OR APPRdVED i EQUIVALENT INLET PRrJTECT1tSNJ DTji ii F3 IS IPEft 11 JI ci N tl r- STORM / WATER CIIFNNCI `` `�• .� �. •l. _yam, / �/ CLAN-0tff-.. _„ 6'0 P N OPTIONAL STD. FRAME It GRATE STONE CAST IN TOP SLAB WEIR REBUILD TOPBERF� AS rfEGEEssAf 7 TO 3:1 (MAX) REGRAM D PLAN ";T:�•'�? :-sK;•r' s <• LUCK 310 -FILTER F1tX o z :"i �: • i;,xf: OR IES -TED AF'PRCiVED iv �` 1► ,,'"::'r.",":,_.«:.� r ::..............•.,,.. ..';'� AND ECIiJIYALfNT �-- UNDSRORAIN GT+AVEL ORIGINAL SILTJ\U OA SMO M43, TRAP SIDE.SLOPE 1/z -1•i WRAPPED N FILTER FABRIC PROVIDE PIPES ACROSS ENTIRE WIDTH REMCVE SII -T AND AT 30 FT O.C_ SECNMENT AFTER FINAL �fiQI�LE 5T'ABILIZATIOM. REPLACE TFL WITN LOAM OR CrRANUTAR :ARTH HL - TOP OF SERA CLEAN-OUT' W/WATERT MAT 6" Mi CAP STONE WEIR 3 4'-I5" NON -PERFORATED PVC PIPE 0 IX MAIN, LOAM OR GR4NL AR SLOM FAPJHFILL 4'-8" PER=ORATED PVC SEE OPANINS 5 F'oR PIPE 0 1% MN, SLOPE YEOETATIVH COVER OFTK)VS. CROSS SECTION SILT TRAP RETROFiT TO 810FILTER No SCALE`- nra mr:in ur,r:x cx9rynr�e,�vrmPnn nit. r -u nwrv-,rr•: eu� r�ri i.rc cnonna;rn,av"•r, zsip�arnnr-cyv'� v,t'rn: umnrr to iuu, tr"Jraa r.�+iu,, najart/a-n--%�>a n• r.R�i�n - N3A1N ft":b Rh ME I LICK 810 -FII TFR MIX OR TESTED AND APPROVED E0U1VALE,NT `'': UNDERDRAIN GRAVEL (AASHTO M43, 1/2--1-) WRAPPED iN FILTER FABRIC PERFORATEC SCHEDULE 4C PV;, PIPE OR EQUIVALENT +0' 19 SLOPE (MTN) TO 01 OR STORV DRAIN PROVIDE ACROSS ENTIRE WID'•N 0 20 ft O.C. CROSS 'SECTION 2' FREEBOARD OR 1' W/EMERGENCY SPILLWAY 4"-6' TION-PEP.FORATEO PVC PIPE 0 1% SLOPE (MIN) NOTES: 1. THE NEED FOR ADDITIONAL PAVEMENT EROSION PROTECTION FROM EDGE OF PAVEMENT To 5070M CF BiORETENTON AREA MUST BE EVALUATED ON AN INDIVIDUAL PROJECT BASIS, 2. PROVIDE 1'-0' PONDING DEPTH TO THE CREST OF AN OVERFLOW STRUCTURE,. OVERFLOW MUCTURE MAY BE Cl IN SIORETENTION AREA, DI IN PAVED AREA (INDICATED), OR STONE WEIR DISCHARGE TO STABLE CHANNEL OR .STORM DRAIN. ALTERNATIVE TO EXTENDED DETENTION BASIN NO SALE WR -'15i "T t ...IB ANTI -VORTEX CAP O.D. _I NOTE: 1. ANfI-vaRTEx DEVICE CAP AND itISER) IKANkFACTUR! D IN ACCORDANCE WITH ASTM.C,478. 2. DIMENSIONS SILIECT TO PERMISSIBLE . VARIATIONS OF ASTM C478. 3. INLET AREA i BETWtEpll DEVICE I.O. AND RISER D. IS GREATER THAN a1TLEr"AREA ( OF RISER I.D.) 4. SLAB REIir1FORCEMENT TO BE ASTM A615 /4 BARS a 8' E:W: ' CIRCUMFI WIAL. REINFORCEMENT TD BE Aso - 1 a 0.150 2x6 W2.5 x v2.5 WWF MINIM.M. MATER ksP1R'CPERTIES: fy 600 kelt. OVER REINFORCEMENT` T` - . CONCREM COLlt7l1'VtEE.RRUNLESS NOTEtD S. QI-I FRAME L GRATE IS AVAILJIBLE FUR 48' I.O. RISERS AND LARGER. RISER MN" VQT= CAP Q.O. I APPROX. WEIGH 24' 30' 48' 58' 34' 1.491 T 27' 334' 60' 70' OR 72' 372 2.261 T 30' 37' 60' Ar DR 72' 41' 2.25 T 36' 44' SO' 70' OR 72' 4BI' 2-22', T 42' 51' 72' W. 55' 3.16 T 48' M. 84' too, 62' 4.27' T 54' S%" 134' 100'. 70z' 4.20 T 60' 72' M. 114' 76' 5.4a T 66' 96' 1'14' 6 ' S.391 T 72' w 106' 128' 90' 6.83 T 78' 942-1' 126' 147' 98-a'' B.97' T 84' 100" 126' 147' 104' 8.90 T =�z SECTION PRECAST ANTI -VORTEX DEVICE (CAP AND RISER) HANSOM . 2900 Terminal Ave,. P -I PE & PRODUCTS, 0 Richmond. Virginia 23234 0 INC . 804-233-5471 DATE 03-2B-00 PAGE 14.1 ■■■■■■■■■■■■■■■■■■■■■■■■■■II!i■■■■■■■■;,I- - Width .rr FT .1xNcxH PixscxID-Cc ■■■■■■■1■■■■■■D■■■■■■■alt■■■■■■■■■■■■■.i � 10 675.4 ■■■■■rIEEE■% ■■■■■■%■■■■■■■■■�%I■■■■■■!��' • ■■■■■��■■■��■■■■�i%■■■■■■■■M�tN/■■■■■OM1.. �• • ■■ . �■ r�■■■�■■■■■mss■■■■■■■■■■■■■�'�■�!� • •' If ■■1■!% MEN ■■■/i'�■■■■■■�/fir%■■■��■■■��/!!fj ■i7000■E■■.%■■■■■.■ ,■ ■FI■r/■■ ,, .%■■■■■■►%■■■MP■■■ ■/..■■i si • = W�Ia0 . Em.:,�� ■IFAMEME .t/ME■■ME%■■■M/,20MEMP-0 sio-roamONNEA am MEMNONVE mpg ago pe.000a X11/r�■■■■■■■■■■■S��■s■■��r■■■s_. ■■■E M, Ali/,MSO/■■■■■■!.s''ir!.: I■Si1■■■L■�ir■� .. ' • rtr�r�■�% ■����i.�� .■M����a..!�� �■■■" 1/lf/%/■ s � i � �. ■■//.%%/i!/�"2 ■■/_iii■■■■ • - %►�""rh s■si� ,f MEN • IYiI�■� ■�%��������a°�MI%�■■����rr�r �i/%%epi'i/%�!.�!_�_!.!':�3.�ili■■■■■■■�■�1�t.!�� ■■■E-�� 'lU%f/■MEN- �1/: r/�iI���•///_/�_.amt%i��■■■�/��.�i°t■111�=r��■��� • %" ..i�1/■■■■■■■■■■■■■■■■■■■■■■MEMO • i i Flow TYPe FLAW. 0 (GFS) Cc Area, A Anti -Vortex Orifice Cc x A xC2xgx(H-h9/2)103 0.61 PixlDxscxhs i I Open Top Riser Orifice c x A x (2 x g x H)°'i 0.60 Claw PixID'/4 Broad Crested Weir ger x (2!3)''° x g x H''° 0 r , O. ISER VS. ANTI - VORTEX FLOW .. TE CHART HANSON PIPE & PRODUCTS. INC. O3 -2B-00 -9.• Terminal Ave. ■ ■ :• FIGURE 3.01- 3 f"rnfleAlvfrg Centerline of Principal Width .rr FT .1xNcxH PixscxID-Cc SpilZxUay 10, tt Min. Widtn� Constructed tapof embankment / / Settled tap of embcirllcrrlent Trash RL1CiS-\ �' � _ _ _ _ Emergency spillway Assumed phf eotic dine 4H:1 V i�:'serl• ,! structure Anti -seep cDllclm pp nn RCP/44•:.,4 .. •..f "�a^� '-'•w"°� c.y.s barrel 14' tTliJ't. 120'-33`" (14✓i' 4 outlet (ir{3(BCriilrt• Cut off trench decimated areas. Faufi fill i. 1'ZntcreAl -Fill material should be >='d -,en li'om an approved, designated bpnoty atti<•t. It shc-0d be fret of roots, stturYps. t;'cWd, tubttisl>, isioncs ¢reatyt tltait b irtchss, uYd frozcu or other ohjeciinnah}r nt=tieristls. Fill material for the center nfthe embankment and the cutoff trzuett shvufd cvnfurm tniJtti G.d 5171 tr]as�iGratirn C;G. �, or G`L. C:an;idcratiun may tx; liven Co th"e tree of atthl:t material; in the embankment-iftha design and eonstsuctian etre supen^isci! by x geotechnical engitwler: i. PlSremrnt - at't:Aw an t1'I91Ctt €aHis tUhC: graced should lx.'searlficd be€ort: ilspJac'.:srwrtt. Fill t-nateri;tl should be plae%l1 in layers am:nlimum qfR incheethick (before caYnpactil±n ). which should bs: contittuaus over the Etrtiitr Lengtlzofttac fill. 'the most pwrnz`�able bvrmw material should hn placed in the dntm.tmztn portions nftJta erxstnanitm.nt. The principal spill -way ntrYstbc instalicd eGrsctYrrcntivsa•itit fill placcgtcut and not excavated tonstr�tioo 1SpeciPications The construction specification,- for eartit:n wnhts.nkrnertts nntlined belo-w chould he considered as minimum gtYidrtines, with the une%tandinc that mm, st6ngcnt spuciCYcaEiuna ttsn}•' bv Ttyttirctl dc}x:nding ntioa individual ,it.: cnrrdirions, as evalnart'ri by the gcntcchninal crateneer. i'inal construction spcciticatioas .should be included on tit:: cansttttctitur plans, in general. ^aticiclp :u:cepteci construction sWndurds and ,preitis:.Ytionr lirr emhunkrr[entx, such as [hose elet•ellsTsed by tie ttSf3A i;roit Cvnser+•atiGn Service of tltc U.8- Amtp Cgtpa tttEticitwcrs, shotrlel tx; tatlG+e<rd. Further guidance teat be found in t€te SCS naneerist ;Field Aiturtt<-si and National aiUineering 14 [, 41Jcl:tltutt[t}ns tgrilfC Clnlratrl.rr►csYt wt7rli stsvtllli C(Jrtl(7rYt1 ill LIIC fClCtttad3 and pn±Y:cliarm irniicat..d fcir irtsnrlling cttrthwgrb, concrete, reinforcing stc;e]^ pipe, anter Ferree; metfll iro±vzk., %v<Mxtetltrt: and m5:icsnry_ a5 'ttw.y apply to the wife and the parpuiu: of tJ[c striu:ture:_ 'I he spPrilicntions slw}>id also saiisfi- all requirements of the local government. Site Prenaratlnn :'lreasdesiL?n:rtedfor Trrtitrou; sites, emtatrol;mentconsfnxxion,and'stnsctuml earl: ghnnfd be cleared, gruiahrd and stripprd oftopsoil, All feces, vCgctatign: roots and other nhjcrtional mstsrial should he removed. All l:lettrrli and Lertthhed material should lie disper.:ed oE' outside and t±elaev the limits of the erabati)immc-ie Arid rrsenair, as ilirecicd by the ocean or his represcntativ c. l%'ii.^it spccifiaf..a suffirientquasttit} lsf uslv,;t±il should be Stockpiled in a suitable location list use an The embankment and other intra tltcattbunkittc;rtt. FIGURE 3.01- 1 a Hniraoge>2edns E,m6trNkttretaPs ;tC/Seepage Cna'atpnlc . _.•Ifarn+sgeneats fill �--Cut off trench -4-' below suital>iel ' Sol '4r r?Gj('• v' i, - materagl 7YPiCAt. 140MOC3EN;"4US EMBANKMENT , Transitior, i`1 4Ct: 4r ;ravCl `-Pipe outl^I:Co NI r I Per(arstied s�t:tlec.ur m � slo�s ., . ,_. ?'oundlrtion strain Blanket gain FOUNrJATit3N BRAIN BLANKET DRAIN 8ra`n Sena. grem6 e* rode drain caJet ..-buck iue � k or grstv.? .Trssnei#en finer ;d: iiger CHli+thdE.Y DRAIN TOE DRAIN 3. Compaction - Fill mntxY9.Yl should be entnplicted tvitlt appropriate t•ttmpt[ctirnr equipment sui:lsa."+ a stYup<Joat, nabtnr-farad or vibratory rotlt:r. •I hu utnrib+x trt rcystirc^d pashes by the cntnlaetivn ; gttipmesrr over th.: fill. rrtat••ria] may vF,tl,• ,vith snit ettnditigns. Fill mrtcrinl sk[otLJ Ctmiain sufficient trtc.,istuY•t+ ouch that thrc required daonc of compaction will I;c obtained ctrizlt the egttipYnertt used. The ttinimum required density i:: 954K nr maximum dry density with a moisture content w'itlrut - 24'. GL talc nptiYnwn, fatless t7dtcru•Aq:: ;pv^•,;ilivd by ,1� r-ugiuecr. Each lay.,r of tttc fi II sgnuld he compacted xs nzcescan• m ahtairi minimum -and the density encine>=r shnnld certify, at the time of cnnstrttCiign, tlttlt caCh fill 'layer meets the minimum density r.ytitrntcnL All t,•tsrrtpau:tien i5 ltt Ire dctetntined by eit}x:r Standitrd Proctor 'fe+t.(:1'1•i:L1 il69A) orthe Modified Proctor Test (ASTM 111 53T)msdirrctcxf bythe g',-oteshuicaJ.es7ltircr httsef on site orad seri t cvr[ditictns and the wile antf L;Tre n f slrurturr being built. 4. CuUPP•Preneh -'i'tk cutGll'trrnch .ttnulli tic imceroattd into icnpett ivYta material aforlg or ps;nllclicitlxveenterliueofthecnab:snlrntctttFtsshgnngnthct;lsnss. ThatwttGtnwidtJigfthc trim tt rl»iutd hl: glsvemcd by the rtttYilnrtent usid far ¢.at:avatiun, µittr the minimum �wldth heir:; 4 fzet. The depth sltqukl bear least 4 fit Mow esi siittg grade or as shown an the pJas•s, '1'he side slopes of the tteucJt should be 11F:l V or flatter. i'he backfillshould be �t±r.,tacted a�itb constnsct7nn equil�mrnt, rnllrrs,ltrtiand t.�snl•R;rsta ttasute marimttindensiry and;ttitritnutn perttscability. 'J. i:ic Soil -The surface leper of compacted fist should be scarified prise to placement of at 1Pacl fi inches or tap ,oil. The tap soil shall t,r stabilised with in accordance u'ith the 4'irdtua l;tasiau and acficrncitt Con1rG1 Handt>ogk^ Jat•.-'st edition. $tructum ami C;GndlsitBa�kfill 13tte1dli tlrsl is beside pipes or stntc#un:s ;+ltquid by of the sattta i�Tac and quality as specitfei for the udj[iirtirtg l71 rnatcTi:il. •1'lrl: till should he placid in ttnrit.YirN:tl 1'svlq-,r' not kt exccod 4 inctics in thiclUtess atlfi cxzmp"•etcd by hand tasnperw at• outer tnaunallp dirocr..ci vompaeeion clltriptncnt. The material whruld olimpletdly fill all wTi:sc&s under and tsCtiide (he pipe. Ikrring the ha.klilling operation, equipment should not be driven closer thYvt,4 fret, as measured ltgrizovt111y, to any part vl'sYsiructum:. Alen,eyuipnsenlsliuuldNEVER be- driven ovuranypartt;l':istructurztrrpipu.unle^s;; eampactc•^dfill his been pla;.zd to rt dcptls sp4:cifiv<1 by tJtr. structural live igad capaein• of the. ±stn[clure l±rpipe in order tv adegtiatrfg distribute the land. J: iltrrs arrd aa ge Lavers lY(order tli'd'111C>•'c rna,^Yintum dLnsity of clean Satnlu, filter I3y:7s slx±uld Ly.; fltwYkd rovtth ctt:nrs tieakr and rihrareJ jrssr after the water drops heMu• tNc sandsurface, The filter material should 10 675.4 he 1s13cad in lifts of tu'uto[•c than 1.2 inches. 3_I}3 - lhEmbankrG M1 Design High Water 1``x'';.,,1 A � �.,�• `'�`` `•`' � - %"-Top of aoii M ixs`<- � =:;?=:; : - '` ,� �''•,,� �, �^-, _ ati 1 s'•�rs� 48 w - .;. l••nd_rdrltin• J�raveJ�: �,•,� \ �.,> Bio -Retention Elevation Table Contributing Drainage Area = 20.3 Acres Identifier Description Elevation To of Dam 686.0 B To of Riser 677.6 C Detention Orifice 674. D To of Soil Mix 670.5 E Underdrain PiRe Invert ®Rise 668.3 F Barrel Invert I 0 Riser 68. G erect Invert Out 666.2 H Design High Water TYPICAL CROSS SECTION BMP ACCESS EASEMENT s" 2.0' 12' VDOT #1 COARSE ...:.. .........._ ,......�..._..,�.,.,... _ _ -_ -_ - - _ AGGREGATE BASE ............... The Cox Company DETAIL ( NOT TO SCALE) Planners -Landscape Architects Civil Engineers •Urban Designers 220 East Nigh Street Charlottesville •Virginia 22902. (434) 295.7131 Job Number 04-20>: str sr. Q ® Z si•st• W F - Z � o U J stJ _j < W atm W Q sr. 1st■ BMP PLAN Job Number: 2004-016 -'(H OF Vi U FRANK D. COX, JR. ,o CER TJFICATE NO. � �0 7719 �sv SSS J O N A L EAG\ Date: MARCH 18, 2004 Issue/Revision: June 1, 2004 .May 4, 2005 June 30, 2005 Scale: 1"=20' Sheet No. 10010 10 675.4 TYPICAL CROSS SECTION BMP ACCESS EASEMENT s" 2.0' 12' VDOT #1 COARSE ...:.. .........._ ,......�..._..,�.,.,... _ _ -_ -_ - - _ AGGREGATE BASE ............... The Cox Company DETAIL ( NOT TO SCALE) Planners -Landscape Architects Civil Engineers •Urban Designers 220 East Nigh Street Charlottesville •Virginia 22902. (434) 295.7131 Job Number 04-20>: str sr. Q ® Z si•st• W F - Z � o U J stJ _j < W atm W Q sr. 1st■ BMP PLAN Job Number: 2004-016 -'(H OF Vi U FRANK D. COX, JR. ,o CER TJFICATE NO. � �0 7719 �sv SSS J O N A L EAG\ Date: MARCH 18, 2004 Issue/Revision: June 1, 2004 .May 4, 2005 June 30, 2005 Scale: 1"=20' Sheet No. 10010 fr. BM R , `-Easem�en _._ EW h4 0/ cleanout f. Scale: 1 " = 20' Biofilter Elevation Table Now W Biofilter A Biofilter Underdrain Pie Invert 0 Dam 670.0 648.0 Bottom Elevation of Soil Mix 671.5 648.5 _T612 Elevation of Soil Mix 675.5 649.5 Bottom Elevation of Weir 676.0 650.0 f Y Weir 677.6 652.0 Top Elevation of Scale: 1 " = 20' Biofilter Elevation Table __._... ..�_.._ _._.. �.__.�� Jam___-- -�..\` / ' nom, `'•�,. �```� • �-.. �� -- � �••.. - ``� � / 1- 3,_.. h ti t tet.. _.. BIO -RETENTION "A" PLANTING LAYOUT Scale: 1" = 20' j / ,i f , ���^ \ Fes' .._....,.._......-. ✓. � ' , � I �y 670 , MP r/ .�i:•:C„sfr"r>.�,,,�v"".{ .:'.rf'f i-�:::'=-i':,tG.j.., \ �,�.( zemellt., ;F' �; �! Wit. ', !'r� r. ^fy'•_'%has , .. �,,t.',:;x,; ,,...s''"``.".�,L:�, �� r. � tri-��rd � - �r ,.`"'•-+.. :,��,�n....�^'ev...,!... _;.;,�, yn_,4'_�:`;F 'i: yr,.. �' 4 aSemb:,n't , j f BMP °tasement 1 %I ` t f bib -I - IL I LK 113" FLAN I INU LAYOUT Scale: 1 " = 20' Biofilter Notes: 1.) Biofilters are not to be constructed until drainage area is adequately si bilized, according to the Erosion Control Inspector and Water Resources Inspect6r. 2.) Biofilter underdrain pipe and soil material must be inspected by the Waiar Resources Inspector prior to placement. See detail of the underdrainage system, this Sheet. 3.) Silt Fence shall be maintained and removed upon the stabilization of ground cover planting. 4.) The need for additional pavement erosion protection from edge of pavenent to bottom of Bioretention area must be evaluated on an individual basis. 5.) Provide 1'-0" ponding depth to the crest of the overflow structure in Biontention areas (as indicated on the BMP plan sheets), stone weir dischalrge to stable charnel. 6.) The bio -filter soil mix must be "Luck Bio -filter Mix” or a tested equivalent approved by the County Engineer. 7.) Bio -filter underdrain pipe must be PVC - schedule 40 or equivalent, unless otherwise specified by the County Engineer. Perforations will be 1/4 -inch holes spaced 6 to 8-irches on center and in a staggered pattern around the pipe, or equivalent approved by the County Engineer. BMP Planting Plan: 1.) The BMP planting plan as depicted on these sheets is based on the minimum requirements of the Virginia Stormwater Management Handbook. The Albemarle Count Design Standards Manual provides for reductions in planting materials in relation to the Virginia SWM Handbook minimums. The developer may seek substitutions and amendments to the specimens, sizes and number of plant materials on the subject planting plan in accord with the County's draft requirements upon subsequent review and approval of the County Engineer. Notes: 1.) A geotechnical study of the soils to be used in the embankment must be completed before construction of the embankment begins. 2.) A geotechnical inspector must be present to monitor the construction of the embankment and test compaction. 3.) The embankment must be constructed in a manner to meet all requirements and specifications of Minimun Standard 3.01 fo the Virginia Stormwater Management Handbook. The Cox Company Planners > Landscape Architects Civil (Engineers • Urban Designers 220 East Nigh Street Charlottesville e Virginia 22902 -(434) 295.7131 Job Number: 04-20 Now W Biofilter A Biofilter Underdrain Pie Invert 0 Dam 670.0 648.0 Bottom Elevation of Soil Mix 671.5 648.5 _T612 Elevation of Soil Mix 675.5 649.5 Bottom Elevation of Weir 676.0 650.0 TOD Elevation of Weir 677.6 652.0 Top Elevation of Dam 678.6 653.0 __._... ..�_.._ _._.. �.__.�� Jam___-- -�..\` / ' nom, `'•�,. �```� • �-.. �� -- � �••.. - ``� � / 1- 3,_.. h ti t tet.. _.. BIO -RETENTION "A" PLANTING LAYOUT Scale: 1" = 20' j / ,i f , ���^ \ Fes' .._....,.._......-. ✓. � ' , � I �y 670 , MP r/ .�i:•:C„sfr"r>.�,,,�v"".{ .:'.rf'f i-�:::'=-i':,tG.j.., \ �,�.( zemellt., ;F' �; �! Wit. ', !'r� r. ^fy'•_'%has , .. �,,t.',:;x,; ,,...s''"``.".�,L:�, �� r. � tri-��rd � - �r ,.`"'•-+.. :,��,�n....�^'ev...,!... _;.;,�, yn_,4'_�:`;F 'i: yr,.. �' 4 aSemb:,n't , j f BMP °tasement 1 %I ` t f bib -I - IL I LK 113" FLAN I INU LAYOUT Scale: 1 " = 20' Biofilter Notes: 1.) Biofilters are not to be constructed until drainage area is adequately si bilized, according to the Erosion Control Inspector and Water Resources Inspect6r. 2.) Biofilter underdrain pipe and soil material must be inspected by the Waiar Resources Inspector prior to placement. See detail of the underdrainage system, this Sheet. 3.) Silt Fence shall be maintained and removed upon the stabilization of ground cover planting. 4.) The need for additional pavement erosion protection from edge of pavenent to bottom of Bioretention area must be evaluated on an individual basis. 5.) Provide 1'-0" ponding depth to the crest of the overflow structure in Biontention areas (as indicated on the BMP plan sheets), stone weir dischalrge to stable charnel. 6.) The bio -filter soil mix must be "Luck Bio -filter Mix” or a tested equivalent approved by the County Engineer. 7.) Bio -filter underdrain pipe must be PVC - schedule 40 or equivalent, unless otherwise specified by the County Engineer. Perforations will be 1/4 -inch holes spaced 6 to 8-irches on center and in a staggered pattern around the pipe, or equivalent approved by the County Engineer. BMP Planting Plan: 1.) The BMP planting plan as depicted on these sheets is based on the minimum requirements of the Virginia Stormwater Management Handbook. The Albemarle Count Design Standards Manual provides for reductions in planting materials in relation to the Virginia SWM Handbook minimums. The developer may seek substitutions and amendments to the specimens, sizes and number of plant materials on the subject planting plan in accord with the County's draft requirements upon subsequent review and approval of the County Engineer. Notes: 1.) A geotechnical study of the soils to be used in the embankment must be completed before construction of the embankment begins. 2.) A geotechnical inspector must be present to monitor the construction of the embankment and test compaction. 3.) The embankment must be constructed in a manner to meet all requirements and specifications of Minimun Standard 3.01 fo the Virginia Stormwater Management Handbook. The Cox Company Planners > Landscape Architects Civil (Engineers • Urban Designers 220 East Nigh Street Charlottesville e Virginia 22902 -(434) 295.7131 Job Number: 04-20 Now W BIO -RETENTION AND BIO FILTER PLANTING SCHEDULE V BASIN "A" AREA= 3,575 SF 0 z TREES Qty. Symbol Scientific Common Size Exposure i3 = 4 AR ACER RUBRUM RED MAPLE 1" CAL. Pt.Sun � o O" = 6 BN BETULA NIGRA RIVER BIRCH 4'-5', clump Pt.Sun J < _I w = 4 JV JUNIPERUS VIRGINIANA EASTERN RED CEDAR 4'-5' Pt.Sun SHRUBS Symbol Scientific Common Size = 8 BT BERBERIS THUMBERGII JAPANESE BARBERRY #2 Sun = 5 EA EUONYMUS ALATUS WINGED EUCNYMOUS #2 Sun 6 IG ILEX GLABRA INKBEfRY #2 Pt.Sun HERBACEOUS GROUDG)VER Symbol Scientific Common Size - GC AGROSTIS ALBA REDT)P SEED - 61b./1,000 sq.ft. - GC LABIUM PERRENE RYEGFASS SEED - 61b./1,000 sq.ft. __._... ..�_.._ _._.. �.__.�� Jam___-- -�..\` / ' nom, `'•�,. �```� • �-.. �� -- � �••.. - ``� � / 1- 3,_.. h ti t tet.. _.. BIO -RETENTION "A" PLANTING LAYOUT Scale: 1" = 20' j / ,i f , ���^ \ Fes' .._....,.._......-. ✓. � ' , � I �y 670 , MP r/ .�i:•:C„sfr"r>.�,,,�v"".{ .:'.rf'f i-�:::'=-i':,tG.j.., \ �,�.( zemellt., ;F' �; �! Wit. ', !'r� r. ^fy'•_'%has , .. �,,t.',:;x,; ,,...s''"``.".�,L:�, �� r. � tri-��rd � - �r ,.`"'•-+.. :,��,�n....�^'ev...,!... _;.;,�, yn_,4'_�:`;F 'i: yr,.. �' 4 aSemb:,n't , j f BMP °tasement 1 %I ` t f bib -I - IL I LK 113" FLAN I INU LAYOUT Scale: 1 " = 20' Biofilter Notes: 1.) Biofilters are not to be constructed until drainage area is adequately si bilized, according to the Erosion Control Inspector and Water Resources Inspect6r. 2.) Biofilter underdrain pipe and soil material must be inspected by the Waiar Resources Inspector prior to placement. See detail of the underdrainage system, this Sheet. 3.) Silt Fence shall be maintained and removed upon the stabilization of ground cover planting. 4.) The need for additional pavement erosion protection from edge of pavenent to bottom of Bioretention area must be evaluated on an individual basis. 5.) Provide 1'-0" ponding depth to the crest of the overflow structure in Biontention areas (as indicated on the BMP plan sheets), stone weir dischalrge to stable charnel. 6.) The bio -filter soil mix must be "Luck Bio -filter Mix” or a tested equivalent approved by the County Engineer. 7.) Bio -filter underdrain pipe must be PVC - schedule 40 or equivalent, unless otherwise specified by the County Engineer. Perforations will be 1/4 -inch holes spaced 6 to 8-irches on center and in a staggered pattern around the pipe, or equivalent approved by the County Engineer. BMP Planting Plan: 1.) The BMP planting plan as depicted on these sheets is based on the minimum requirements of the Virginia Stormwater Management Handbook. The Albemarle Count Design Standards Manual provides for reductions in planting materials in relation to the Virginia SWM Handbook minimums. The developer may seek substitutions and amendments to the specimens, sizes and number of plant materials on the subject planting plan in accord with the County's draft requirements upon subsequent review and approval of the County Engineer. Notes: 1.) A geotechnical study of the soils to be used in the embankment must be completed before construction of the embankment begins. 2.) A geotechnical inspector must be present to monitor the construction of the embankment and test compaction. 3.) The embankment must be constructed in a manner to meet all requirements and specifications of Minimun Standard 3.01 fo the Virginia Stormwater Management Handbook. The Cox Company Planners > Landscape Architects Civil (Engineers • Urban Designers 220 East Nigh Street Charlottesville e Virginia 22902 -(434) 295.7131 Job Number: 04-20 Now W V 0 z r1r W >= ,0 et 1-z � o O" W rr J < _I w m Q