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Home My WebLink AboutSUB200400125 Plan - Approved Road Plan and Comps. 2006-03-08ROVIewed and AVVrOved by the ,6�ornmunjty pev.,.P""�",t r,�'P. Date. ftont jljt- 1 P, �t,�n 05 Cof. -qtr - �,, � " L)EVEWPMENT E%w 0 11 M,M L4D-,x W144021 �S,arT uE34 Mille�r Magi�stE�hrlocal Oistric�t C�c)unty c:)f ^It:)4ernewle�, 'Virginia SHEE-11- KEY - 0 1.00 Constructior Notes and Details 0 2.00 Drainage Divides 0 2.10 Existing Channel Cross Sections E] 3.00 Plan & Profile Sta. 10+00-24+00 171 4.00 Plan & Profile Sto. 24+00-28+62 0 5.00 Soils Map El 9.00 Storm Profiles 0 10.00) Stormwater Management Plan 0 10.101 BMP Notes and Details Land Surveyors and Plannors MARCH 18, 2004 June 1, 2004 (revised County Cc>rnrnents) May 4, 20045 (revised County Cc>rnr-nents) June 30, 2003 (revised County Cornrnents) A�N TYPICAL CROSS SECTIONS 211011K• M2 GENERAL NOTES: w�."�x=� '�'�"�=^ 1. Property Tax Map : Tax Map 85,Parcels 29A'2SB.28C,280,2OE.2QF.23G'51H'51J,and 51h[ 2.Property Owner: Jesse YKHaden, 11OU Dryden Lone` Charlottesville, VA 22901 3.Total Preliminary Plat Acreage: 71.7S4±Acres asshown hereon. 4. Property Deed Book Reference: Deed Book 2223 Page 392. 5. Existing Zoning for this subdivision andadjacent parcels: RA. 8'Planned Land Use: Rural Preservation 7.Residential Lots Proposed: 18Lots. 8. Lot Sizes: 2.UO8±Acres bo5.305±Acres. Average Lot size: 3.108±Acres not including the Preservation Tract. '9. Samuel Miller Magisterial District 10. Buildable Area: All residential lots contain 3O,UDOsquare feet ufbuildable area inslopes less than 25 96. based nntopographic analysis prepared by'this firm. 1 1. No further subdivision may occur without Planning Commission approval. 12.Any disturbance to that area designated hereon as "250' Preservation Bufhe/`.and/or any alteration 8uthat portion ofthe pnJp��ywvhiohiow�hinthe `BateavU|eHistoric District mhaUbesubject 0mnyvkmvand oppmma|ofthe Planning Department. Limited forestry disturbance within the 200' Preservation along Route 602iopermissible. Approval shall not begranted for achange that iadetermined tuhave negative impact onthe character and/or significance of the historic district or that will affect the status of the State and National Register Historic District. 13.Setbacks aaper RAZoning District standards: minimum 25'front yard for Lots fronting internal road and minimum 75'0ontyard for Lots fronting external roads .35'oearyard, and 2ymideyard, and 35'maximumn structure height. 14. Boundary depicted hereon based on survey prepared by Kirk Hughes & Associates dated August 29, 2002. 15. Topographic information based on aerial photogrammetry dated April 1, 2002 and compiled at a scale of 1 " = 5O'and2'Contou[intervals as prepared bvVirginia Resource Mapping, Inc. 16. Public Right of Way, Private Access Easements and Lot Access Conditions: (a)PoopusedDedicated Public Right ofVVay:1.837±/�xea. (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 toall applicable VDOTrequirements. (c) Private access easements for private drives indicated herein shall provide ingress and egress to no more than two residential dwellings. Ail access easements are subject &uPlanning Commissions approval. (d) The private roads shown hereon will provide reasonab,le access by motor vehicle as required by Section 14-514ofthe 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 1 0 shall have continued access to Pounding Creek Road (Route 689) only. 11 The house unLot 1shall beoriented towards Miller School Road (FV.035). 17.All lots bobeserved byindividual wells and septic systems. All structures and water and/or septic improvements shall bmlocated within the building sites shown hereon. Final plat approval subject towritten health approval of well locations and two septic drain fields locations within each building site. 11 18. Property lies within Flood Zone "C"; not a H.U.D. defined 1 00 -Year Floodplain except that portion shown � hereon designated as Flood Zone "A" as traced from Flood Insurance Rate Map Community Panel 510006-325B with aneffective date ofDecember 1G, 1980. 19.Prepared for Jesse VV.Haden 20. Some ofthe property lies within adrainage district. The stream shown hereon ieotributary stream bothe South Fork RivunnoRiver 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 1 00. 34.\Ageotechnical study ofthe 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 ufthe 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 0 Management Handbook. 0��NA�0w �D- �11 ND OF CUTS CENTER �NESECTu}N _~- pAVsM�W,smRFACEa=ASe w��`°��owa ��r ��E��r �F �-1��w�|��m> +-AN viry �*o��,nswp*w�cr^�� _-41_0 ' �� 1.11 I IKr,�mE?(rf�cu�pA.�cvwbpo GEMERy_ NOTES NOH^FIERFORAtBI OUTLET PIPE TYPE r1F PPF * WALL, ,HnKNES'S 11QME3 -XXX -M�5TEO ACGORDING -;O. ASTM 0-2412 All 51 0I1PLE0IQtk -ig�-Pit�ff-i4�t-A6f'��il'FVA:�F-AT ��sf)_ 1�.TRENCH SHALL, BE."LLEvWfr.fi AGGREI�A71E=nffiOw,hLrHN.4D �AVrmTO N�JREn�C_NM_. ~'5�YALL BE �@��^��a��c��'��'�K�)��; n�mASt c^3nADc *` 00 CVsB AND CUTTER SECTIONS, ��,�� OnncK�%AJN ��EI)I�TLF75 FOR t-14DERURAINS, THEY n~ �11�erm��m�n�w��n�� ^mmu�m �w* ".��mum `��Er�c vrrv� z n�mvs �� vm�r��v P- DUTLETPIPE ��l'I'CONNECTED -to E�V-17 ORvTI-ER, ORmNAAsStPmmRE� (AT LOWER END OF CUTS) SePL/-**, 50150 M& of I TRENC 2:12 ---°7 50'u* * WALL, ,HnKNES'S 11QME3 -XXX -M�5TEO ACGORDING -;O. ASTM 0-2412 All 51 0I1PLE0IQtk -ig�-Pit�ff-i4�t-A6f'��il'FVA:�F-AT ��sf)_ 1�.TRENCH SHALL, BE."LLEvWfr.fi AGGREI�A71E=nffiOw,hLrHN.4D �AVrmTO N�JREn�C_NM_. ~'5�YALL BE �@��^��a��c��'��'�K�)��; n�mASt c^3nADc *` 00 CVsB AND CUTTER SECTIONS, ��,�� OnncK�%AJN ��EI)I�TLF75 FOR t-14DERURAINS, THEY n~ �11�erm��m�n�w��n�� ^mmu�m �w* ".��mum `��Er�c vrrv� z n�mvs �� vm�r��v P- DUTLETPIPE ��l'I'CONNECTED -to E�V-17 ORvTI-ER, ORmNAAsStPmmRE� (AT LOWER END OF CUTS) SePL/-**, 50150 M& of I TRENC 2:12 ---°7 50'u* gravel road Mean D15 �a��r TYPE SM -9.5A »r/ -*mw FOR ,u^sn� ,��zx�o CD -2 �NDERDRa� " '~4`^^'-~' ------ jr -2 �o�^=c�w°�cr�a� �V�^P��Fm�4T�� OUTLET �PE Weight Diameter Diameter ,- a OP 1.9 3.0 1.0 1,000 22 sJ 1.25 1,500 2.6 fJ 1,5 - ~ - _ - _ - - 0. I SLIDLID - ' - ' ' - ' ^-_----~---FE �-----__--_�-�_---�__--_---tfo Psi -_- ��L �m ^-~ ' �~- ``-~^°- Km�L IvmmW�°�`'*oy s � ' ��T/��[)�� []��[��1/tTi(�h> �]��D��D��|N (AT GRADE SAGS AND BRU�� Y��) HlrATION vpmw^��px�rm`,�nm�n��/ 1�mo� Albemarle County Engineering General Construction Notes for Public Roads 1.Prior toany construction within any existing public ' including connection to any existing road, apermit shall beobtained from the Virginia Department m/ Transportation (VDOT).This plan osdrawn 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 inadvance ofthe start ufconstruction. 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 (28CFR Part 1A2G). 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 contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the 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 is2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes cf 4:1orbetter are hmboachieved. 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 toaboundary line ora natural watercourse. The contractor shall field verify the length ofall 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 be required at locations not shown when, in the opinion of VDOT, the Director of Engineering, or the Directods designee, it is deemed necessary. When guardrail is required, itshall beinstalled four (4)feet offset from the edge ufpavement bothe face uf guendnai|,endroadwayshoulder widths shall beincreased buseven (7)feet. 9. Where urban cross sections are installed, all residential driveway entrances shall conform toVDOTCG-8(A'BorC). 1 0. Where rural cross sections are installed, all residential driveway entrances shall conform toVO(}Tstandard PE -1. 1 1. Paved, rip -rap or stabilization mat lined ditch may be required to stabilize a drainage channel when, inthe opinion ofVD[>T,the Director ofEngineering, orthe Dioyctorile designee, itisdeemed 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 ofroad design. 13. Compliance with the minimum pavement width, shoulder width and ditch sections, au 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.N| required signs (stop, street name, speed limit signs, etc.) are to be furnished and installed by the developer prior to acceptance. Signs and their installation shall conform toDA|bemodmCounty Road Naming and Property Numbering Ordinance andK8onuoN and the Virginia Manual for Uniform Traffic Control Devices. The locations of all signs are shown on the plans. The developer shall be responsible for maintenance of the signs until the roads have been accepted into the state secondary road system. The speed limits k)beposted onspeed limit signs are tubedetermined byVD[/Tprior toacceptance. The speed limit iobobeposted 5mph below the design epe6d. 15. Road plan approval iosubject tofinal subdivision plat validation. Should the final plat for this project expinap/iorhosiQningandnaConjaUon'theqappnn/a|oftheSep|aDash8U benull and void. 1O.Traffic control orother regulatory signs orbarricades shall beinstalled bythe developer whop, in the opinion of the Director of Engineering, or the Directorfis designee, they are deemed necessary inorder huprovide safe and convenient access. 17. Use 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 VDOT's video camera inspection procedure and with a VDOT and/or County inspector pnesanL|naddition, ifhigh-density po|yethy�ene(HC>PE) pipe Vrpipe system is installed, 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 TI�� vDOGENERAL NOTES. V1.\ All work on this project shall conform to the latest editions of the Virginia Department of Transportation Road and Bridge Specifications mndSbandgn]S, The Erosion andl Sediment Control Regulations and other state, federal, or local regulations applicable. |nthe event ofconflict between any ofthese standards, specifications orplans, the most stringent shall govern. V2] All construction shall comply with the latest U.G.Department ofLabor Occupational Safety and Health Administration and VOSHRules and Regulations. V3] When workcing onVDOTright ofway, all traffic control, whether permanent or temporary, shall be in accordance with the currentedition ofVDOT'swork area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with VDOT's January 1994 (or latestedition o0Road and Bridge Specifications, Section 104.04-C. V4.) Design feaftures relating toconstruction ortoregulation, control and safety of traffic maybe subject to change as deemed necessary byVDOT. V5j Prior toinitiation cf work'\haCnnbootorsheUbereoVonoib|eforacquihngoUnecnesaryVOOTlandusmpennitshxanyvmorkonVOOThQhtofway VG.> Ifrequired |bythe local VDOTResidency Office, apre-construction conference must boarranged and held bythe 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 require48 hours notice for inspedtion. V8) The Contractor will beresponsible for maintaining adequate access to the project from the adjacent public roadway through construction and maintenance of a construction entirance in accordance with the Virginia Erosion and Sedimentation Control Handbook, See 3.02. Furthermore, access toother properties affected by this project aha|Ubemaintainedthnoughoonstructioo. V&.\ CbntxactorshaUinsunaadequatednainaAaisachievedendmaintainedonthea|byduhngnndattheondufconotrucdon. V1 0.) 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 road\way drainage facilitie�s. V1 1.) Any unusival sub -surfaces conditions during the course of construction shall be immediately brought to the attention of the engineer and VDOT. VVorkshaU cease in that vi6inity until ad adequate design can be determined by the engineer and approved by VDOT. V12j All undercut areas and borrow material shall be inspected and approved by VDOT Inspector prior to placement of fill� V13.) All roadmay fill, base, sub -surface material and back -fill of utility/storm sewer trenches shall be compacted in 6" lifts to 95 Y6oftheoretical maximum density as determined byA�ASHTOT'33Method A,within plus orminus 2 96ofoptimum moisture for the full width ofany dedicated street right ofway. Atthe direction ofVD{JT Inspector denmihyte�spodbrmedbyaqualified independent agency ohoUbeconducted aorequired inthe VO0TF�nadand BhdQemSpeo�cationa. Acopy ofaU tests shall be su/bmi1ted0mVDQTprior 0ofinal VD{JTapproval. V1 4.) VDOT Standard CD and LID underdrains shall be installed where indicated on these plans and further where determined necessary by VDOT inspector. V15.) The installIation of any entrances and mailboxes within any dedicated street rightofvvoyahaUmeetVDOTminhnumdouignabaldandmandk9thed8xxeloper'S responsibility. V10.) If required bythe local VD[)TResidency Office, copies ofall invoices for materials within any dedicated street right ofway must beprovided tothe VDOT Inspector prior boacceptance ofwork. Unit and total prices may beobscured. V17] Prior hoacceptance byVDOTofany streets, any required street signage and/or pavement markings must be installed by the developer or, at VDOT's discretion, hyVDOTonunaccount receivable basis. DETAIL (NOT TO SCALE) U .J SePL/-**, 50150 M& of I TRENC / ---°7 50'u* gravel road Mean D15 �a��r TYPE SM -9.5A »r/ -*mw PLAN V -Em/ SwOW|N; PLACEuEmT tr ,u^sn� ,��zx�o CD -2 �NDERDRa� " '~4`^^'-~' ------ jr -2 �o�^=c�w°�cr�a� �V�^P��Fm�4T�� OUTLET �PE Weight Diameter Diameter ,- a OP 1.9 3.0 1.0 1,000 22 sJ 1.25 1,500 2.6 fJ 1,5 - ~ - _ - _ - - 0. I SLIDLID - ' - ' ' - ' ^-_----~---FE �-----__--_�-�_---�__--_---tfo Psi -_- ��L �m ^-~ ' �~- ``-~^°- Km�L IvmmW�°�`'*oy s ------- -,��w�Epepm *��z�cn�ur�v� rn �` n��w�/��mm �-�� GEN -7 -RAL �OTs� i.3 .^ ��/��n�eo�n/A�omx�w�am�GU,/A�wwW/x T6 2.5 z*oAV �r��n�� r�c�w� �� = `*"EIEIASE CO 4V!� * 'p�"f �e�� ^��n*/~ �� s�� - �p�mm ��rwm� �NVERt ��'�� uom,^p�n�/T��^�w P��#T � m �T � ��W��'lN�N�v��Fo ��s,P�w�ry 5R/pG� APPROACH SL�eS EE OF //a ,�c =."= ° ~...~.. °. .= ou'u`. "PE. r OUTLET PVE,,n esStp�F.I_r CONNECTED 'To sm'IY ,00 WHEN DRAINAGE ��I*vmURc � ' ��T/��[)�� []��[��1/tTi(�h> �]��D��D��|N (AT GRADE SAGS AND BRU�� Y��) HlrATION vpmw^��px�rm`,�nm�n��/ 1�mo� Albemarle County Engineering General Construction Notes for Public Roads 1.Prior toany construction within any existing public ' including connection to any existing road, apermit shall beobtained from the Virginia Department m/ Transportation (VDOT).This plan osdrawn 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 inadvance ofthe start ufconstruction. 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 (28CFR Part 1A2G). 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 contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the 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 is2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes cf 4:1orbetter are hmboachieved. 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 toaboundary line ora natural watercourse. The contractor shall field verify the length ofall 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 be required at locations not shown when, in the opinion of VDOT, the Director of Engineering, or the Directods designee, it is deemed necessary. When guardrail is required, itshall beinstalled four (4)feet offset from the edge ufpavement bothe face uf guendnai|,endroadwayshoulder widths shall beincreased buseven (7)feet. 9. Where urban cross sections are installed, all residential driveway entrances shall conform toVDOTCG-8(A'BorC). 1 0. Where rural cross sections are installed, all residential driveway entrances shall conform toVO(}Tstandard PE -1. 1 1. Paved, rip -rap or stabilization mat lined ditch may be required to stabilize a drainage channel when, inthe opinion ofVD[>T,the Director ofEngineering, orthe Dioyctorile designee, itisdeemed 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 ofroad design. 13. Compliance with the minimum pavement width, shoulder width and ditch sections, au 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.N| required signs (stop, street name, speed limit signs, etc.) are to be furnished and installed by the developer prior to acceptance. Signs and their installation shall conform toDA|bemodmCounty Road Naming and Property Numbering Ordinance andK8onuoN and the Virginia Manual for Uniform Traffic Control Devices. The locations of all signs are shown on the plans. The developer shall be responsible for maintenance of the signs until the roads have been accepted into the state secondary road system. The speed limits k)beposted onspeed limit signs are tubedetermined byVD[/Tprior toacceptance. The speed limit iobobeposted 5mph below the design epe6d. 15. Road plan approval iosubject tofinal subdivision plat validation. Should the final plat for this project expinap/iorhosiQningandnaConjaUon'theqappnn/a|oftheSep|aDash8U benull and void. 1O.Traffic control orother regulatory signs orbarricades shall beinstalled bythe developer whop, in the opinion of the Director of Engineering, or the Directorfis designee, they are deemed necessary inorder huprovide safe and convenient access. 17. Use 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 VDOT's video camera inspection procedure and with a VDOT and/or County inspector pnesanL|naddition, ifhigh-density po|yethy�ene(HC>PE) pipe Vrpipe system is installed, 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 TI�� vDOGENERAL NOTES. V1.\ All work on this project shall conform to the latest editions of the Virginia Department of Transportation Road and Bridge Specifications mndSbandgn]S, The Erosion andl Sediment Control Regulations and other state, federal, or local regulations applicable. |nthe event ofconflict between any ofthese standards, specifications orplans, the most stringent shall govern. V2] All construction shall comply with the latest U.G.Department ofLabor Occupational Safety and Health Administration and VOSHRules and Regulations. V3] When workcing onVDOTright ofway, all traffic control, whether permanent or temporary, shall be in accordance with the currentedition ofVDOT'swork area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with VDOT's January 1994 (or latestedition o0Road and Bridge Specifications, Section 104.04-C. V4.) Design feaftures relating toconstruction ortoregulation, control and safety of traffic maybe subject to change as deemed necessary byVDOT. V5j Prior toinitiation cf work'\haCnnbootorsheUbereoVonoib|eforacquihngoUnecnesaryVOOTlandusmpennitshxanyvmorkonVOOThQhtofway VG.> Ifrequired |bythe local VDOTResidency Office, apre-construction conference must boarranged and held bythe 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 require48 hours notice for inspedtion. V8) The Contractor will beresponsible for maintaining adequate access to the project from the adjacent public roadway through construction and maintenance of a construction entirance in accordance with the Virginia Erosion and Sedimentation Control Handbook, See 3.02. Furthermore, access toother properties affected by this project aha|Ubemaintainedthnoughoonstructioo. V&.\ CbntxactorshaUinsunaadequatednainaAaisachievedendmaintainedonthea|byduhngnndattheondufconotrucdon. V1 0.) 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 road\way drainage facilitie�s. V1 1.) Any unusival sub -surfaces conditions during the course of construction shall be immediately brought to the attention of the engineer and VDOT. VVorkshaU cease in that vi6inity until ad adequate design can be determined by the engineer and approved by VDOT. V12j All undercut areas and borrow material shall be inspected and approved by VDOT Inspector prior to placement of fill� V13.) All roadmay fill, base, sub -surface material and back -fill of utility/storm sewer trenches shall be compacted in 6" lifts to 95 Y6oftheoretical maximum density as determined byA�ASHTOT'33Method A,within plus orminus 2 96ofoptimum moisture for the full width ofany dedicated street right ofway. Atthe direction ofVD{JT Inspector denmihyte�spodbrmedbyaqualified independent agency ohoUbeconducted aorequired inthe VO0TF�nadand BhdQemSpeo�cationa. Acopy ofaU tests shall be su/bmi1ted0mVDQTprior 0ofinal VD{JTapproval. V1 4.) VDOT Standard CD and LID underdrains shall be installed where indicated on these plans and further where determined necessary by VDOT inspector. V15.) The installIation of any entrances and mailboxes within any dedicated street rightofvvoyahaUmeetVDOTminhnumdouignabaldandmandk9thed8xxeloper'S responsibility. V10.) If required bythe local VD[)TResidency Office, copies ofall invoices for materials within any dedicated street right ofway must beprovided tothe VDOT Inspector prior boacceptance ofwork. Unit and total prices may beobscured. V17] Prior hoacceptance byVDOTofany streets, any required street signage and/or pavement markings must be installed by the developer or, at VDOT's discretion, hyVDOTonunaccount receivable basis. DETAIL (NOT TO SCALE) U |2 SePL/-**, 50150 M& of I ' u{|| �- /�� /|�� | ---°7 50'u* gravel road Mean D15 11 Feb. m'ApIII ^... A TYPE SM -9.5A »r/ -*mw so Spherical Spherical AGGREGATE BASE Riprap Weight Diameter Diameter Som 1.9 3.0 1.0 1,000 22 sJ 1.25 1,500 2.6 fJ 1,5 DETAIL 2.75� L& SUBGRADE (NOT TO SCALE) 1 ?_3 I , - , 6,000 Class 11 I- _- - TAKE 3.31-8 mLWmBIZoMMm"Y SMING NAM MATORLATS 11IM1w12we *=mw 1 �ato m"la=) SePL/-**, 50150 M& of I Diameter Length Width,aoigm _0h&L 50'u* I ~~~o~ "r Mean D15 11 Feb. m'ApIII ^... A 60'*00 »r/ -*mw so I TABLE 3.19-H Angular Shape: Weight Diameter Length Width,aoigm _0h&L W _(111 JA) - Mean D15 Mean D50 1.4 0.5 100 D15 Spherical Spherical z3 Riprap Weight Diameter Diameter Som 1.9 3.0 1.0 1,000 22 sJ 1.25 1,500 2.6 fJ 1,5 2,000 2.75� L& �4,000a3.5.4�� r �D j 1 ?_3 I , - , 6,000 Class 11 150 i.3 1.6 T6 2.5 z*oAV 6.1 10.0 *.3 14 i,r . �._ AREA WITH NO DEFINED 11 I I __E_______�L 1 1 .. PIPE OUTLET TO WELL . . DEFINED CHANNEL I . FILTER CLOTH KEY IN Ir -Cr-. RECOMMENDED FOR, ENTIRE PEMUER NOM: 1. APRON LINING MAY BE RIPRAP. GROUTED RIPRAP, GABION BASM, OR CONCREn, 11 1 ,2. TA 13 THE 1XN9TF1 OF THE RIPRAP APRON AS CALCULATED 11 I USING PLATES 3.18-:3 AND 3AB -4. cA`B19 3."-A SIM OF 1UPRAP STONES �� Mean Spherical Angular Shape: Weight Diameter Length Width,aoigm _0h&L W _(111 JA) - 50 0.8 1.4 0.5 100 1.1 175 0.6 150 z3 2,o 0.67 300 1.6 2.6 0.9 Som 1.9 3.0 1.0 1,000 22 sJ 1.25 1,500 2.6 fJ 1,5 2,000 2.75� L& �4,000a3.5.4�� r �D j 1 ?_3 I , - , 6,000 4.0 ��u 6.9 2.38,000 45 T6 2.5 z*oAV 6.1 10.0 *.3 �� mv "3rE� 11 ��,�� *~=~_'"° | ~ \`__'~«�y`��~~ ' j�`� \` h iF 144-4� '" i I 11 [ I 11 FRONT ELEVATION i > "I'll L__7��'_Dwt,20" -, '! : 1: �71 1%,31 21-F 0-6�, ",-a- D_�I_e I,-7" il-10� V -o, V � �� r �D j 1 ?_3 I , - , k� 2,7 � " 41 �-A P! �� mv 11 ��,�� *~=~_'"° | ~ \`__'~«�y`��~~ ' j�`� \` h �� i it - I i �i qI 1i .Ij��0� � 1�, �� I-, t �� - , �1; � V., It ,.,� , __�~� ~ \\ ^ ,,,"r ~�?�~� / ] I �� _- 'S?'L RETmTOm m�� 1 -- "'~'^~°°~^=^ urc Msn .-,", _ GENORA'411,TFF ��N�� HUGHES �� U�� ~�� & �K��~�� -�� ~�� Land Surveyors and Planners 220East High Street Charlottesville, Va. 22SU2 (434)208-8942 11 11.1 I I I .. I.. - .. ..., . - .�� I t 11 I_- I I . PAVED CHANNEL TRANSITION ' IiIPRAP APRON ' RECEIVING - '" i I 11 [ I 11 FRONT ELEVATION i > "I'll L__7��'_Dwt,20" I I I. RIPRAP APRON REDUCES THE FLOW VELOCITY BELOW THE I t5l .- : 1: �71 1%,31 21-F 0-6�, ",-a- D_�I_e I,-7" il-10� V -o, V � �� r �D j 1 ?_3 I , - , k� 2,7 � " 41 _-�]. ___-%OQ�%��, - - - * - 1�1�1 O.V.�hllli . I I L - Plate 5.294 , 11 ,Pk�r-kkk� :i I I ,:�q,,,I�,��, _��,, , __ I ", - " 11 N .1 -, I / - I 1� I �_,t, j, , "I " Og:, I �`��11111qqqqq__, ___ I ci� 1. ng I I�_ " t i DIV TF%1 D'P -7 __� R � , __.: 1. �_, ,- , I F.M. T. I I � 1, 26 � �6 RT I ��N�� HUGHES �� U�� ~�� & �K��~�� -�� ~�� Land Surveyors and Planners 220East High Street Charlottesville, Va. 22SU2 (434)208-8942 11 11.1 I I I .. I.. - .. ..., . - .�� I t 11 I_- I I . PAVED CHANNEL TRANSITION ' IiIPRAP APRON ' RECEIVING - I 11 - . RECOMMENDED FOR FRONT ELEVATION i L__7��'_Dwt,20" I I I. RIPRAP APRON REDUCES THE FLOW VELOCITY BELOW THE I t5l .- : 1: �71 1%,31 21-F 0-6�, ",-a- D_�I_e I,-7" il-10� V -o, V � �� r �D j 1 ?_3 I , - , k� 2,7 � " 41 _-�]. ��N�� HUGHES �� U�� ~�� & �K��~�� -�� ~�� Land Surveyors and Planners 220East High Street Charlottesville, Va. 22SU2 (434)208-8942 11 11.1 I I I .. I.. - .. ..., . - .�� I t 11 I_- I I . PAVED CHANNEL TRANSITION ' IiIPRAP APRON ' RECEIVING - I 11 - . RECOMMENDED FOR i EACH UICT OT THE FILL iS i_'0Mr,A,CTE!3, Bur, I I I. RIPRAP APRON REDUCES THE FLOW VELOCITY BELOW THE I I PERMISSIBLE VELOCITY OF THE NATURAL, RECF.IVING CHANNEL, . I I I ��N�� HUGHES �� U�� ~�� & �K��~�� -�� ~�� Land Surveyors and Planners 220East High Street Charlottesville, Va. 22SU2 (434)208-8942 I 11 rl i EACH UICT OT THE FILL iS i_'0Mr,A,CTE!3, Bur, L - Plate 5.294 ��N�� HUGHES �� U�� ~�� & �K��~�� -�� ~�� Land Surveyors and Planners 220East High Street Charlottesville, Va. 22SU2 (434)208-8942 File No.: 2001-159 Dwg.mo.: I Date: March 18, 2004 1 Revised: June 1, 2004 May 4, 2005 June 30, 2005 Sheet Title: Construction Notes and Details. Sheet No: I 11 rl File No.: 2001-159 Dwg.mo.: I Date: March 18, 2004 1 Revised: June 1, 2004 May 4, 2005 June 30, 2005 Sheet Title: Construction Notes and Details. Sheet No: 10 F' File No, -- WIGEW Dwg. No.: C.\UDD�,'Surveys\2001-159\EngPlan\SHS,dwg I Date: March 18, 2004 1 Revised: June 1, 2004 May 4, 2005 June 30, 2005 -J, Scale: Horizontal 1" = 50' Vertical: 1 5' Sheet Title: Dwg. No.: C:\UDD\Siurveys\20ol-159EngPlan\SH4.dwg Date: March 18, 2004 Revised: June. 1 2004 -.4 May 2 June 30, 2005 Scale: Horizontal 1" =50' 1 Vertical: 1 " 5' 1 Sheet Title: Plan & Profile 24+00 - 28+62 ~ d� : � �� \� UM RM 99 go W61 M RM r-163 Um M M� is Me] REA ME ME Mo.] CHESTER LOAM (15D): This deep, moderately steep and sloping (15 to 25 percent), well drained soil Is 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 clay loam. The substratum, to a depth of 60 inches, is mostly yellowish red, strong brown, white, and yellowish brown loam and sandy loam. Permeability and available water capacity are moderate. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has low shrlink-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 pasturre. 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 so)il 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 thiclk. The subsoil is about 34 inches thick. It is mostly strong brown and yellowish red loam and clay loam. The substratum to a cdepth 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 dralined Ashe soils, excessively drained Parker soils, and well drained Hayesville and Porter soils. The Ashe and Parker soils ares throughout the mapped area, generally around outcrops of rock. The Hayesville soils are throughout the area. The Porterrs 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 acid. Bedrock is generally at a depth of more than 60inches. I Most areas of this soil are in woodland. A few areas are in permanent pasture. 0 Ria J,[ Ahkl� ELIOAK LOAM (27B): 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 clay loam and red silty clay in the upper part and red silty clay 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 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 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 clay 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 of 40 inches. The organic matter content and the natural fertility are low. This soil is very strongly acid to medium acid 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 (27B): This soil is deep, strongly sloping, and well drained. it is on broad to narrow convex ridge 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 clay loam and red silly clay in the upper part and red silty clay 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 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 clay 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 tilth. 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 acid 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 fanned. 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 t1hick. The subsoil Is mostly strong brown and yellowish red silly clay loam about 20 inches thick. The substratum to a depth off 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 aind of severely eroded soils that have a yellowish red silty clay loam surface layer. Included soils make up about 20 percent of rapped 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 ortganic, matter content is low to moderate, This soil commonly is strongly acid to very strongly acid, but reaction in the surface latyer 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. Nll' GLENEIG LOAM (3413): This deep, moderately steep, well drained soil is on side slopes along drainage ways. Slopes are smlooth 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 brawn and dark yellowish brown loam about 8 inches t1hick. The subsoil is mostly strong brown and yellowish red silty clay loam about 20 inches thick. The substratum to a depth olf 80 inches is multicolored yellowish red, strong brown and yellowish brown saprolite that crushes loam. Included with this soil in mapping are small areas of well drained Elioak and Manor soils, excessivelW drained Hazel soils, 27D 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 ffoot 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 clay 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 hazarrd of erosion is severe. This soil has good tilth. The subsoil has low shrink -swell potential. The root zone extends to a depth at 30 inches or more. The organic matter content is low to moderate, and the natural fertility is low. This soil commonly is strongly acid to very strongly acid 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. C HAYESVILLE LOAM (3613): This soil is deep, well drained, and gently sloping (2 to 7 percent). It is on narrow to broad, convex ri(dge tops. Slopes are smooth and about 200 to 600 feet long. Areas of this soil are irregularly oval or are long and winding. 1They 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 sulbsoil is about 51 inches thick. It is mostly red clay and clay loam. The substratum, to a depth of 83 inches or more, is multicoloread sandy clay 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 mathor content and the natural fertility are low to moderate. Bedrock is at a depth of more than 5 feet Many areas of this soil arre in permanent pasture. Some areas are being farmed, and a few areas are in woodland. �HAYESVILLE LOAM (360): 34D This soil is deep, well drained, and strongly sloping (7 to 15 percent). It is on narrow convex ridge turps andside slopes. Slopes are smooth and about 200 to 600 feet long. Areas of this soil are long and winding. They range ifrom 5 to about 50 acres. Typically, the surface layer of this soil is brown and strong brown loam about 7 inches thick. The sulbsoil is about 51 inches thick. It is mostly red clay and clay loam. The substratum, to a depth of 83 inches or more, is multicoloreDd sandy clay loam derived from strongly weathered granite gneiss. Permeability and available water capacity are moderate. Surface runoff is rapid. The hazard of erocsion is severe. This soil has good fift. The subsoil has low shrink -swell potential. The root zone extends to a depth of 40 incthes. The organic 34D matter content and the natural fertility are low to moderate. Bedrock is at a depth of more than 5 feet. Miany areas of this soil 34C are in permanent pasture. Some areas are being farmed, and few areas are woodland. HAZEL LOAM (39D): This soil is moderately deep, moderately steep, excessively drained soil is on narrow ridge 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 acid. The depth 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 clay 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 acid or very strongly acid. The depth o)f bedrock ranges from 20 to 40 inches. Many areas of this soil are in woodland, and few areas are in pasture. MEADOWBILL LOAM (56C): 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 is rapid, The hazard of erosion is severe. The surface layer is friable and easily filled 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 acid 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 silt loam. Included with this soil in mapping are small intermingled areas, generally less than 3 acres of excessively drained Buncombe soils, somewhat poorly drained Chewacia soils, and poorly drained Wehadkee soils. The Buncombe soils are on low lying, elongated ridges and stream banks. The Chewada 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 acid or strongly acid, 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. V L. HUGHE9 ASSOCIATES Land Surveyors and Planners 220 East High Street Charlottesville, Va. 22902 (804) 296-6942 oil r� File No..: IDwg. W.: C:\UDDASurvoys\2001-1591EngPlaii\SH5.dwg D. 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No.,: 0:\UDD\SuirveyEi�2ool-159\EngPlan\SH9-00.&jg I ___�'iit ==%�� 1`-, Date: March 18, 2004 zmm�,, , . . � - , Revised: June 1, 2004 ,`�; , i , 1� --- �_ - - --- --- - - --- mi i I � - -- - ------------ ==�,,l L, 11.1 May 4, 2005 W�'] � I I _____ti� , I -1 ." Line 30, 2005 __f� Scale: Horizontal 1 " = 30' Sheet Title: � ," , I "I " I . I .:: I I .J . il � I I - � I , I 11 I r I I 11 S. cc LLI Lij / ff NJ aw map TMP 85-28A ) / Ai � / v / / TMP 85-28 l ' / / / / ! ' / S. cc LLI Lij ff NJ aw map TMP 85-28A Ai pz TMP 85-28 l ' / 220 East High Street Job Number: 04-20 UU cc LLI Lij ff NJ aw map Job Number: 2004-016 MARCH 18,2004 Lunqj, 2004 June 30, 2005 ]"-2Y Sheet No.: OUTLET 6' NOM-PJEftFClRttTED PROTECTION PVC PIPE TO OVERFLOW DAYLIGHT PROTECTION STONE N11RRMUU R5 NECESSARY M 13ERIA PROTECTION T, A N SIERM rERIA 3:1 SIDE 1. OLITLEr PROTECTION W/WATERTIGHT SLOPES 2. DIMENSIONS SLELAErr To PERMzsqIeLE 5fr CAP ' IYP) -1 �N INLET AREA (Al BETMMY DEVICE I.D. 34' 4'-6!* FERFoRATED 7tr OR 72' allTLETAREA 13F RISER 1. 0. 4. PVC PIPE . .... . .. .. & IN 72' SCHEDULE 40 OR APPROVED 2.26 T 2x8 W2.5 x w2.5 WWF MINIMM. EQUIVALENT MATERIAL IES: fy - 60 kal. Al i1 fc - 4 ks I . CONCRETE CXIVER OVER INLET qI I it _41 7 PRoTrenoNj T 48' I.D. RISERS AND LARGER. 3.1'.6 T ENERGY 58 I.t 11 IWO of 11 too, TJIS TR I] it 662- 84' jr- WATER CIMN11 702- 4-200 T Sw 'M CLEAN -OU 114' 76' (TYP) or 40d. A "531P PLAN 14- 842-- STONE _12`. TOP OF WEIR REBUILD SDC SLOPE REGRkl= DSM As t4ECESSWf_7 TO 3-1 (MAX) LUCK BID -FILTER MIX OR TESTED APPROVED AND EWIVALENT U1110ZKVJ?M Q?A&L ORIGNAL SILT OASHTO M4$, TRAP SIDESLOPEWMPPED X2_R*_LTER FABRIC PROVIDE PIPES ACROSS ENTIRE WIDTH iWCYE SILT AN.) AT 20 FT 0,C- 5LUIMENT AFWR FIN& STABILIZATION REPLACE PROFILE w"LOILM 04 GRANULAR iARTH F_ CLEAN -GUT -TOP OF BERM W/WATFAMCHT 0„ rte CAP STONE WEIR NON-PERFORATED P /ZLOAM OR rA�RANULAR VC PIPE 1% MIN. Z EARTHFILL PVC SEE OPANIN-. 8 FOR PIPE 0 1% MF41 SLOPE VEGETATIVE COYM OPTIONS. CROSS SECTION oft SILT TRAP RETROFIT TO PI LT NO SCALE =R-9 rk1b0r-P tpIrMsl M1111'r. 11I.AW11r.111�. 1111 -M11 W, 1W 1- -1 UNDERDRAIN ORAVEL. (AASH70 M4.3, 1/2"-1-) WRAPPED IN FILTER FABRIC 4'* -6" PERrOR ATEC SCHEDULE 4C PVv' PIPE OR EOUIVALENIT 0 1% SLOPE (MIN) TO Q] OR STORM DRAIN PROVIDE ACROSS EN71RE WID-1-11 0 20 ft OC, CROSS SECTION 2' FREZSCIARD OR: 1' V1/E MEACENr' 'y SPILLWAY DETIET,710NI ORIFICE 1' ABOVE SOIL MIX 4"-6` NON-REPFORATEI) PVC PIPE 0 1% SI_OP`=_ (MIN) 1. THE NEED FOR ADDITIONAL PAVEME T EROSION PROTECTION FROM EDGE OF PA N VEM. ENT TO B070M CF 84ORETENTON AREA MUST BE EVALUATED ON AN INDIVIDUAL PROJECT BASIS,I 2. PROMDE l' -O' PONDING DEPTH TO THE CREST OF AN QVERFLOW STRUCTURE. OVERFLOW STRUCTURE MAY 13E rl IN 91ORETENTJON AREA, DI IN PAVED AREA (INDICATED), OR STONE WEIR DISCHARGE TO STABLE CHANNEL OR STORM DRAIN. WR -16 o TVQ 4Q INLET AREA OUTLET AREA 6'0 OPTIONAL VENT FRAME A GRATE STD. CAST IN TOP SLAB PLAN ANTI -VORTEX CAP O.Q. NOTE: 1. OLITLEr PROTECTION W/WATERTIGHT KANLIFACTLIRED IN ACCORDANCE WM ASTMI(C476. 2. DIMENSIONS SLELAErr To PERMzsqIeLE 5fr CAP ' IYP) -1 �N INLET AREA (Al BETMMY DEVICE I.D. 34' vr 7tr OR 72' allTLETAREA 13F RISER 1. 0. 4. 9 -AB REINFDRCEMENT TO BE ASTM A615 . .... . .. .. & IN 72' I UrK RIO-Fll TFR Wx OR TESTED AND 2.26 T 2x8 W2.5 x w2.5 WWF MINIMM. 44' MATERIAL IES: fy - 60 kal. APPROVED EWIVALF fc - 4 ks I . CONCRETE CXIVER OVER 2.22 T REINFIDIRCEMENT CCCOR) - 1^, LINUESS PUMM 5. DI -1 FRAME A GRATE IS AVAILABLE FOR T 48' I.D. RISERS AND LARGER. 3.1'.6 T 48' UNDERDRAIN ORAVEL. (AASH70 M4.3, 1/2"-1-) WRAPPED IN FILTER FABRIC 4'* -6" PERrOR ATEC SCHEDULE 4C PVv' PIPE OR EOUIVALENIT 0 1% SLOPE (MIN) TO Q] OR STORM DRAIN PROVIDE ACROSS EN71RE WID-1-11 0 20 ft OC, CROSS SECTION 2' FREZSCIARD OR: 1' V1/E MEACENr' 'y SPILLWAY DETIET,710NI ORIFICE 1' ABOVE SOIL MIX 4"-6` NON-REPFORATEI) PVC PIPE 0 1% SI_OP`=_ (MIN) 1. THE NEED FOR ADDITIONAL PAVEME T EROSION PROTECTION FROM EDGE OF PA N VEM. ENT TO B070M CF 84ORETENTON AREA MUST BE EVALUATED ON AN INDIVIDUAL PROJECT BASIS,I 2. PROMDE l' -O' PONDING DEPTH TO THE CREST OF AN QVERFLOW STRUCTURE. OVERFLOW STRUCTURE MAY 13E rl IN 91ORETENTJON AREA, DI IN PAVED AREA (INDICATED), OR STONE WEIR DISCHARGE TO STABLE CHANNEL OR STORM DRAIN. WR -16 o TVQ 4Q INLET AREA OUTLET AREA 6'0 OPTIONAL VENT FRAME A GRATE STD. CAST IN TOP SLAB PLAN ANTI -VORTEX CAP O.Q. NOTE: 1. ANTI-VDIVIEX DEVICE (CAP AND RISER) APPIRM. CAP WEIGHT KANLIFACTLIRED IN ACCORDANCE WM ASTMI(C476. 2. DIMENSIONS SLELAErr To PERMzsqIeLE 5fr VARIATIONS OF ASTM 04713. 3. INLET AREA (Al BETMMY DEVICE I.D. 34' I AND RISER 15 GREATER THAN 0. ?. :A 7tr OR 72' allTLETAREA 13F RISER 1. 0. 4. 9 -AB REINFDRCEMENT TO BE ASTM A615 37' #4 BARS s Er E,.W' CIFAXAFERENTIAL & IN 72' REIN M* BE Asc - I * 0.150 2.26 T 2x8 W2.5 x w2.5 WWF MINIMM. 44' MATERIAL IES: fy - 60 kal. 70' OR 72' fc - 4 ks I . CONCRETE CXIVER OVER 2.22 T REINFIDIRCEMENT CCCOR) - 1^, LINUESS PUMM 5. DI -1 FRAME A GRATE IS AVAILABLE FOR T 48' I.D. RISERS AND LARGER. RISER ATI -VORTEX CAP O.D. NOTCH I APPIRM. CAP WEIGHT 24- .10. - 46' 5fr DATE 03-28-00 1.419 T 27- 34' 60' 7tr OR 72' 373" 2.26 T 301 37' 50" & IN 72' 41' 2.26 T Barrel Invert Out 44' 50' 70' OR 72' 48' 2.22 T 42' S11 72' M. 55' 3.1'.6 T 48' 58 84' too, 62, 4.2!7 T 662- 84' 1001, 702- 4-200 T Sw 72- 96- 114' 76' 5.416 T 40d. A "531P 96- 14- 842-- 5.319 T _12`. 86- 108- . 128- 90" 13.813 T 78. 942.1 - 126. 147- CHWNEY DRAIN TOE DRAIN 126' 347' 104- 8.13110 T SECTION PRECAST ANTI -VORTEX DEVICE (CAP AND RISER HANSON 2900 Terminal Ave'. PIPE PRODUCTS, E3 Richmond, Virginia 23234 0 INC. 804-233-5471 PixlDxscxho DATE 03-28-00 PAGE 14.1 Flow Type FLOW. 0 (CIFS) Cc Area, A (SWT) Anti-Vbrtex Orifice Cc x A x12x9x(H-hS/2)10A 0.61 PixlDxscxho Open Top Riser Orifice Cc x A x (2 x g x H) 0.60 PixIV/4 Broad Crested Weir . I Bw X (2/3)" X 9*'s X H"s -Width. 0. INCXJH Sw FT PixscxID-Cc whert :far 3 - V x 1.09' kV Openings Pi = 3.1415 Gravitational acceleration. - 9 = 32.2 FT/s° Height of slat.......,.. he - 1.08' Number of contracting sides, Nc = 3X2 = 6 Slot/Circumference ratio, sc = 3x90/360 - 0.75 IE'. CT -SIMS -GTE OPEN TOP RISER VS. ANTI -VORTEX FLOW RATE CHART HANSON PIPE PRODUCTS. INC. DATE 03-28-00 2900 Terminal Ave. 0 Richmond, Virginia 23234 0 804-233-5471 PAGE 14.2 FIGURE 3.01 - 3 Profile A long Centerfine of Principal Spiffivay Width Cortr-truc-ted f0pot embankMent S. S,ettled t,op of embankment Trash Rack, Emerwey spill qy WR '�-Ass=00 phteofi,0 Metric line 411 seser, \\ PiClit Ile -IV, az:q- barrel I 4' 12(j'-33" RCP CIA, off C'Onstructie" sptcifications for;arlrh=-mbanknirms, outlined bel(rx should N'. gollsid.ered as mirJrutun t widelirly& wlLh the vildvi"'tividim fltA more., istritiz:at roc iC tivat unly be T�:q(ru%� depending npoij jt4vidual :,it,: <',orx.*ion5. as evaujat,�x 1y the geotcchliioal et inter. Fina.1 caro {guar}trspeei5zalions should b�, ific 1II&A Oil 6W Couslitteti-xi Phtu5, Ili gmes�ul_ widely weern,4 constructionaadardx and sp;uirications Jbr embalikmni.4,wch w, those dvvvl e hp' ,n dl TT tL"SDAR f'bnscrvajj01 I Ser'ice I),r slur S_ AWLY Carps ofErqgiaiz,�r>, ahuukl tx� followed, � Fratther vuidatice emi be found ire the S ,CS Fmaineerii_it, Fidd bL4FtinLj and Natiogal Engiwgring g W the judicot"d, foll bimalling eartbvork, Ifolvilig skj� pipQ, --witer ivotk, vvomtwoik and niaskinyy_ as tky upplr to the ate and tk, P31", or the st-Tilave- 1ho specificaiow s1wald also safi6iy 111 req-LliM-en8 of the lac a I govet nmeni. Site PreL)araiioa Ar,ea-desippared, for bor mw site`. embal* ment structurplworksboild beeknred, Ail atcrial Alould bo renirived, All clea,-ed Lind l7ulihed mWerial nhould, be dkpo:W ol'ou!Ade and h*elxiw the lirniu, of the emb,inkiti,iit ntd resmojr, as difccloj by The a%vner ,)r his Stifficiencquorifity in asuilable lomnion Ryt we on llne embankment and other deslpaterl meas, Earth Fill Xqkrial - Fill maerial should be lakell 110jit ttn approved, deuigiiated b0rrow ax>�,I: It OfNots, stcealpz�� W00d, t0bbjSIL tWrjQigi�awr fliah 6 i=aehi�� I : arul ii b, r r t CJVC-n to the use 'A other makfials in tbe Ornbankweln lfltrle design a0d e0n%trtichon, Ire .19idi till ttibc plaeudshotJW t"C"swillo" bburr iLspliwz:llwnt. Fill a'teri;llshrrrrltlh�Mallctiigla}'era:tta�irrrilmof'Rinchesthicl {i fc•reeotirpar^licrrzj.c,hich .5110,11fd be caluiiymls oyer the orlixc roamarial. should: bq- placed in The da r, m lifortion, of etrbiand rrscnu j -he principaL spillway Terror DCiuslat1j, cobanivaidy Ivillk till. p1=01C lit wdA1.09 MA%aLed Ff(�'URE 3.01- I Embankments,llvl&-epage Cl##groty fill A To D of Dam 686.0 Ta R of 81ser Min C Detention Orfice asst off tren6-e below suitubte D To of Soil Mix Soil or r rmterw L j E I Underdrain Pipe Invert Riser 0 TYPICAL lH0MPGENEOQS F I Barrel InvertWiser In 0 EwANKMENT Q Barrel Invert Out 666.2 U ucsign nigh Water (010 675 .4 Pirp vutl� 2rolllwll slain +xlleot Foundation drain _Blanket FOUNDATION DRAIN BLANKET DRAIN /,04,qtfq s 40d. A "531P _k. or grave; Rik drain ',-Tronsifen fl fifter CHWNEY DRAIN TOE DRAIN Compaction - Fill Inaledal Wlorr]d be corlip4eted A�itfi appropriate eenipac.tion equip hent �;uehaeia sh,.,cpAbot. ri,&bvr_jinA 0rVib)4W1fV tic co-Irpution 0q1lipmelit Ow. -y TIheL fill, mat'zrip"i ra'ay Vary with snail canditiort5, Fill nsrtrr 2L ',AvAd ckmIji) sidfr1 10 n! xvoisturc, .sLlof khat t,kry t)r C'oulpa0ion will, lk obtwned with ilile, Kjviipiiierit, used, 'Pie viitlrrLni infinurr, required density i, 959X> vW maximum dry derLsily wi Lh gi moislun- conkra 21/a offilc ijpfirririnj. kalIcss Odwcwiso . spceificd by elle engiocer. Each tawrof ilia fill SIN'llid he compadrd a% ne Cy"qxy Tp obtain minimum &nNiry and the engineer t1d eertitj, at the time 'k consuvc-boil, tjiat each fill IT"ex meet, the mininium &iisity lmt� All co0pacdon ia [,�i N, duleindriud by PUM1.01-T requixult, 'Teti! (AST -M D698) ortheNfodified ProctorTegt (ASTM ()I 537)'asdirccted bytjj(,,. v ha:g,-d on N. to and st oi [ condili c in's triol - 4. cutu I (UP rendl --'1'h: U a tolf Imad L should k- vxL a:V41ud ifflo i i I i j2cr'; io us Irluterill Mang ong Ur Fj; -jv,r -i Tbc ptair -Kitto IVI-41 01 TO the cerWhoe ofthe- ernbanknicirt, sh, .1 .i. The t , mwift ofTbe he gawrnizd by lh� cquirncra U.wd f0T,-:NQ4v;Akn1, w4ft the; nliedinual widlh being 4 feet. T.Tte depth dhoijld be a least 4 feet bvlow -x,.jqiqg Srade ar is =IiQwn oh thiz plata_. fhe slopes of the trench should be. 111:1 V 01 flawn 1he backfill should be em actVAT.11 colismiction equipl-nent. rhaniirrnT�s>tuaesurerarta�inzkrind�nsiry hand alli 'Ununbra P,:-ruwabiEty. 1 op'Soil -The surface layer of-airaeled fill stioxild be scaffitcl prior tcE pkice�tne.tit of least 6 i"16101 Of tor Soil. The TOP Soil shall IV Mbili7el with in accordance xvith the virgWa nvsloa Backfill that is beside: pjpc;5 zY ofille sane, t3j)e axid quaj iii 25,5p-,6fied for ji1c. '111c III( shtudd be p1wed in hurizor4al lav; r,; hot to ;xeecd 4 incurs in by hand fampcXor otliertiiartually diron'4 C-0inpoedall equipment.. The material ihduld 0(impletoly fill all -';Faces under and hesi& the pipe. IRA iv the hack-l'illing Operatics, equiPMent Should riot be driven closer lh=4 as to anv Irv`( oru:,aucturc. Also'cquipmaitsbould NEVER b,,&i vcrlo'�,vrajly rn copactm fill has bz�n ph ed to a dertl spe(Jruxj by the w'-uctural lire lozid capa cinof +e Aro4uTt or pipe in tatter III Ude-qL1qVjV diStrihUie the Lwer Its order Ioachiuvc inuinturn din 3juv cif cream tallrjs. ffltcr Iay,,;rti ehould L*u f-IVtjdLd With dear) tv;jfjt and viillpod jWJt after the water dF0p% below the sand sa-liace, Tlie fliher materia in Sifts oftia than 12 inches. b,-- plac'P I Design High Woter F -i of Soil Mj,__ 777 d+ .... . .. . . .. >r N N' ta ti" . . . . . . . . . . . . Idenfifier_�cr�iion EF&Vat-ion A To D of Dam 686.0 Ta R of 81ser 677.6 C Detention Orfice 674.2 D To of Soil Mix 670.5 E I Underdrain Pipe Invert Riser 0 668.3 F I Barrel InvertWiser In 0 668.0 Q Barrel Invert Out 666.2 U ucsign nigh Water (010 675 .4 TYPICAL CROSS SECTION BMP ACCESS EASEMENT 2. 0' 12' VDOT#1 COARSE AGGREGATE BASE DETAIL (NOT TO SCALE} nww� 7111- e Q , c m 0oro Planners -Landscape Architects Civil Engineers - Urban Designers 220 East High Street Charlottesville . Virginia 22902 - (434J 295.7737 -lob Number- 04-20 Job Number: 2004-016 Date: MARCH 18,2004 Issue/Revision: June 1, 2004 Mav(4,2005 Scale: Sheet No.: a.�o e t EW C eano A" PLART11IG LA 1 iiofilter ElevationTable C •- • ••- C -M i• a BIO -RETENTION RNID BIO FILTER PLANTING SCHEDULE i f • - • • f' • i • r t7 TREES W City. ♦• Elevation of Weir• Common Size Top Elewtion of Dom AR 0 0 EX U, 670 7 ..._...,-_ B � r i i f t V"" 33 l y. t l 1 1 S iwLARTMIG LAT011T` 1.) Biofilters are not to be constructed until drainage area is adequately staff ]ized, according to the Erosion Control Inspector and Water Resources Inspector. 2,) Biofilter underdrain pipe and soil material must be inspected by the Wate'- Resources Inspector prior to placement. See detail of the under(drainage 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 protectiion from edge of pavement to bottom of Bioretention area must be evaluated on an individual basis. 5.) Provide V-0" ponding depth to the crest of the overflow structure in Bioretention areas (as indicated on the BMP plan sheets), stone weir discharge to stable channel. 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 bie 114 -inch holes spaced 6 to 8 -inches on center and in a staggered pattern around the pipe, or equivalent approved by the County Engineer. jaMMUMMURM 1.) The BMP planting plan as depicted on these sheets is based on the minimum requirements of the Virginia Stormwater Management Handbook. The Albemarle County 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. BIO -RETENTION "A" PLANTING LAYOUT 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. e �R I Com: a. mnpa y Planners o Landscape Architects Civil Engineers e Urban Designers 220 as Nigh Street Charlottesville - Virginia 22902 -(434) 2957131 Job Number- 04-20 moo W BIO -RETENTION RNID BIO FILTER PLANTING SCHEDULE Q BASIN "A" AREA= 3,575 SF t7 TREES W City. Symbol Scientific Common Size Exposure 3 = 4 AR ACER RUBRUM RED MAPLE 1" CAL. Pt.Sun � Jmow co F- = 6 BN BETULA NIGRA RIVER BIRCH 4'-5', clump Pt.Sun = 4 JV JUNIPERUS VIRGINIANlA 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 EUONYMOUS #2 Sun = 6 IG ILEX GLABRA INKBERRY #2 Pt.Sun HERBACEOUS GROUDCOVER Symbol Scientific Common Size - GC AGROSTIS ALBA REDTOP SEED - 61b./1,000 sq.ft. - GC LABIUM PERRENE RYEGRASS SEED - 6[b./1,000 sq.ft. 670 7 ..._...,-_ B � r i i f t V"" 33 l y. t l 1 1 S iwLARTMIG LAT011T` 1.) Biofilters are not to be constructed until drainage area is adequately staff ]ized, according to the Erosion Control Inspector and Water Resources Inspector. 2,) Biofilter underdrain pipe and soil material must be inspected by the Wate'- Resources Inspector prior to placement. See detail of the under(drainage 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 protectiion from edge of pavement to bottom of Bioretention area must be evaluated on an individual basis. 5.) Provide V-0" ponding depth to the crest of the overflow structure in Bioretention areas (as indicated on the BMP plan sheets), stone weir discharge to stable channel. 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 bie 114 -inch holes spaced 6 to 8 -inches on center and in a staggered pattern around the pipe, or equivalent approved by the County Engineer. jaMMUMMURM 1.) The BMP planting plan as depicted on these sheets is based on the minimum requirements of the Virginia Stormwater Management Handbook. The Albemarle County 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. BIO -RETENTION "A" PLANTING LAYOUT 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. e �R I Com: a. mnpa y Planners o Landscape Architects Civil Engineers e Urban Designers 220 as Nigh Street Charlottesville - Virginia 22902 -(434) 2957131 Job Number- 04-20 moo W V Q [� Z t7 W � C,%J Z M o OLu v CC J � Jmow co F- a to now Job Number: 2004-016 I" OF 7) O U FRANK 0. COX, JR. CERTIFICATE NO, 00 7719 <v�i CONA Date: MARCH 18, 2004 Issue/Revision: J ul n e 1, 2004 _ MIS 4, 2005 June 30, 2005 Scale: 1"=20' Sheet No.: