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SDP200800179 Plan - Approved Final Site Plan and Comps. 2009-10-27
INDEX OF SHEETS DRAWING NO. SHEET NO. TITLE C-I I OF 18 COVER 5HEET G-2 2 OF 18 PROFFER5 4 PROJECT DATA G-3 3 OF 18 NOTE-5 G-4 4 OF 18 EXISTING CONDITIONS 4 DEMOLITION PLAN 0-5 5 OF 18 51TE LAYOUT PLAN G-6 6 OF 18 SITE 67RADIN6 4 UTILITY PLAN C-7 7 OF 18 D I MEN51 ON PLAN 0-8 8 OF 18 5TORM PROFILE-5 G-cl q OF 18 DETAILS 0-10 10 OF 18 DETAIL5 G-11 11 OF IS LAND5GAPIN6/51TE LIGHTING PLAN G-12 12 OF 18 LANDSGAPIN(5/51TE LIGHTING DETAIL5 C-15 13 OF 18 PHOTOMETRIC PLAN WATER PROTECTION ORDINANCE SUBMITTAL 0-14 14 OF 18 ER05ION CONTROL NARRATIVE G-15 15 OF 18 ER05ION CONTROL 4 5TOkMWATER MOT. PLAN 0-I6 I6 OF 18 DRAINAGE MAPS 0-11 17 OF 18 5TORMWATER MANA6EMEINT NARRATIVE G-15 18 OF 18 5TORMWATER DETAIL5 DEPARTMENT OF GOMMUN I TY DEVELOPMENT PLANNER/ZONING ENGINEER BUILDING OFFICIAL ARCHITECTURAL REVIEW BOARD FIRE OFFICIAL ALBEMARLE COUNTY 5ERYICE AUTHORITY V I RO I N I A DEPARTMENT OF TRAN5PORTATI ON 'D DEGEMBER II, 00g FINAL SITE PLAN AFFLIGATION (SDP-200B-0017�C) (R..ZONIN� ZMA 200�-00�) �o7)/7- DATE ewb"&/2611 DATE fur='�10�I DATE (6.4 DATE VIGINIT'**'r MAP SCALE: I "= 1000' SITE DATA: OP44ER/APPLICANT: 51TE ADDRESS: ENGINEER: SOURCE of SURVEY: SOURCE OF TOPOGRAPHY: DATE OF TOPO6RjAPHY: BENCHMARK: COUNTY, 5TATE: MA&15TERIAL DISTRICT. TAX MAP E: ZONING: SETBACK REQUIREMENT5: EXI5TIN& LSE-5: PROP05ED U5E-5: LAND U5E 5GHEDULE: PARKING 50HEDUL.E: WATER RESOURCE AREA: RESERVOIR WATERSHED: FLOODPLAIN: MAXIMUM BUILDING HEIGHT: 516NAGE: NOTGH'D LLC 'i0 5TOCKTON RIDGE PLACE C91REENNOOD, VA 22Q43 NOTCH'D CENTER 5374 THREE NOTCH'D ROAD `yAOZET, VA 22g32 NP ENr INEERING i85o BROWN5 GAP TURNPIKE HARLOTTE5VILLE VA 22aol TELEPWN4) (454 �425-1225 Dominion Development Resources, LLG Dominion Development Resources, LLG AUC-A6T 2005 (Assumed datum) Top of DI a Rte 240 (664.279 ALBEMARLE COUNTY, VA WHITE HALL Sri A(3) - cl PD5G, PLANNED DEVELOPMENT BUILDING - 30' FROM PUBLIC R.O.W. PARKING - 10' FROM PUBLIC R.O.W. COMMERCIAL PD50 (COMMERCIAL CENTER/OFF I GE) EXI5TIN6 PROP05ED BUILDING 4,818.63 SQ. FT. 15,g00.00 (15.14%) PAVED (OR GRAVEL) 27,815.441 SQ. FT. 58,785.84 FT. (58.1896) OPEN SPACE 68,40cl -% 5Q. FT. 26,357.84 56t. FT. (26.0ci%) TOTAL 101,043.68 5a. FT. 101,043.68 5Q. FT. (2.32 Ac) PROP05ED � OFF I CE/GOMNERC I AL PD50 EAST BLD6 (PD50 not in office) = 8,000 G,R LEA5ABLE 5F WE5T BLD6 (PD50 not In office) = 6,500 C-rR055 LEA5ABLE 5F TOTAL 6RO55 5F IN PD50,, = 14,5o0 GRo55 LEA5ABLE 5F 0 5.5 rAGE5/IpOO GLA sf = 60 5PAGE5 REQUIRED OFFICEU5E EAST/BLD6 (2ND FLOOD = 6,400 NET 5F WES7 BLD& (2ND FLOOR) = 5,200 NET 5F WE5T BLD& ORD FLOOR) = 3,040 NET 5F TOTAL NET 5F = 14,640 5F ® 15PAGE5/200 5F = -0 5PACE5 REQUIRED TOTAL PARKING REWIRED FOR TH15 51TE = 80 + 73 = 153 5PACE5 LE55 8.5% REDUCTION FOR SHARED PARKIN& 4 PEDE57RIAN OFFSET (13 5PACE5) TOTAL PARKING 5PACE5 REQUIRED = 140 5PACE5 (5 HANDICAP ACGE55151-E) TOTAL PARKING 5PACE5 PROVIDED = 155 5PACE5 + 5 HANDICAP 5PACE5 THE 51TE LIES WITHIN A WATER SUPPLY PROTECTION AREA , THE 51TE LIE-5 WITHIN THE BEAVER CREEK RESERVOIR WATERSHED THE 51TE DOE-5 NOT LIE WITHIN A FLOODPLAIN MAXIMUM BUILDING HEIGHT 15 40' (see sheet 2) ALL 516145 MU5T BE APPROVED BY ARB Gv y-7 NP ENGINEERING K Nathaniel D. Perklm GERT. NOO 05 504 C bO IV Form Drive ��� 7 Ghorlo4esville, Virginici 22G101 (434) 551--138-I Q Q S S m N a a < I ICI GL to O< �- o " o oL Z �0- << Lw Z X OM16NW BY DATE NP 4/28/Ob DRAM BY DATE NP 4/25/05 CHECKED BY DATE PILE EDIT SPROU5E -//5/0ci DRAMN6 PLOT G-I PRO.IEGT - OF 18 Original Proffer _X_ Amended. Proffer (Amendment. #_______) PROFFER FORM Date: 12 /11 /2007 ZMA # 2007 - 006 Tax Map Parcel(s)_# 56 A(3) - 0. 11 2.32 Acres to be rezoned from LI to PD-SC in accordance with the Application Plan prepared by NP Engineering dated 112107 revised 8/15/07 Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance; the Owner hereby voluntary proffers the conditions listed in this Proffer Statement, which shall be applied to the Property if the rezoning is approved by Albemarle County. These conditions are proffered as part of the rezoning and it is acknowledged that the conditions are reasonable. The development of the Property shall be limited to those uses allowed by right under Section 18-25.2.1 and those Uses allowed by special use permit under Section 16-25.2.2 of the Albemarle County Code, excepting those, by right uses delineated in Sections 18-22.2.1, 18-23.2.1 and 18-24.2.1 listed below, as all of those sections are in effect on December 12, 2007, copies of which are attached hereto. The following by right commercial and service establishments shall not be permitted on the Property: (1) The Permitted uses of the property, and/or uses authorized by special use permit, shall be only those uses allowed by Albemarle County Code Section 18-25,2 in effect on 12/1212007. The by right uses permitted under Albemarle County Code Section 18-25.2.1.1, the C-1, 00, and HC uses cross-referenced therein shall include only those commercial and service establishments allowed in Albemarle County Code Sections 18-22, 18-23, and 18-24 in effect on 12/12/2007 except the following: A. Cemeteries:. 18-221.2.1.03, 18-23.2.1.4, 1.8-24.2.1.5 B. Fire & rescue squad stations: 18.22.2,1.b6, 18-24.2.1.13 C. Indoor theaters: 18-22.2.1.b9, 18&24.2A.38 D_ Libraries, museums: 18-22.2.1.b12, 18-23.2.1.5 E. Automobile service stations 18-22,2.1,06, 18-24.2.1.5. F. Automobile, truck repair shop, excluding body shop: 18-22.2.1.b22, 18-24.2.12 G. Hotels, motets and inns: 18-24.2.1,20 H. Mobile home and trailer sales: 18-24.2.123 I. Modular bidg sales: 18-24,2.1.24 J. Motor vehicle sales, service and rental: 16-24.2.1.25 K. Building material sales: 18-24.2.1.4 L. Light warehousing: 1$-24.2.1.21 M. Machinery and equipment sales, service, and rental:18-24.2,1.22 N. New automotive parts sales: 18-24.2.1.26 O. Sale of major recreational equipment and vehicles: 18-24.2.1.32 P Wholesale.distribu.tion; 18-24.2.1,34 Q. Heating oil sales and distribution: 18-24.2.1.39 R. Indoor athletic facilities: 16-22.2,1.b24,. 18-24.2.1.42 i Copies oil Albemarle Courity Code Sections 18-22,.2.^r, 18-23.2.1, 18,24.2,1. and 'Ia-2a.2 on a. Sig.natiare of Attorney -in -Fact (Attach Proper Pourer of Attorney) OR Jeffrey S Sprouse (TNIP 56A3-11 -Printed Names of All Owners Date f Jeffrey Sprouse (I -MP 56A3-9) Printed Name of Attorney -in -Fact PROFFERS FIXTURE COUNT ANALYSIS �c SIZING OF WATER METERS CUSTOMER THREE NOTCH'D CENTER EAST BUILDING ADDRESS TAX MAP NO.. TYPE OF OCCUPANCY BUSINESS TABLE C.1.3 - SUPPLY FIXTURE UNIT VALUES RESIDENTIAL, LIGHT COMMERCIAL MOTEL AND SIMILAR SERVICE EXAMPLE FOR 1.0 ERC FIXTI iRF Rnl INT = 95 FIXTURE OCCUPANCY FIXTURE VALUE ERC =1.0 NO. OF FIXTURES TOTAL FIXTURE VALUE NO. OF FIXTURES TOTAL FIXTURE VALUE Bathroom Group (Flush Tank Private 3:6 0.0777 777 0.0 Bathroom Group Flush Valve) Private 8.0 0.0 0.0 Bathtub Faucet Hot & Cold) Private 1.4 2 2.8 � 0.0 Bathtub Faucet(Hot & Cold) Public 4.0 0.0 0.0 Bidet Private 2.0 1 2.0 0.0 Combination Faucet Fixture Private 3.0 0.0 0:0 Dishwashing Machine Private. 1,4 1 1.4 1z Rssfs`sa - 0.0 Drinking Fountain - Public Offices, Etc. 0.25 0,0I e ill, 0:.0 Kitchen Sink Hot & Cold Private 1.4 1 1.4 €K- ; : 0.0 Kitchen Sink Hot & Cold Hotel, Restaurant 4.0 0.0 " ' 0.0 Laundry Tray Faucets (Hot & Cold) Private 1.4 1 1.4 ,k 0.0 Lavatory Faucets (Hot & Cold) Private 0,7 4 2.8 Q tr Lavatory Faucets Hot & Cold Public 2,0 Q.0 015 il,,,141114 t 28.0 Service Sink Faucets (Hgt & Gold) Offices, Etc. 2,25 0.0 a= •s 20,3 Shower Head (Mixing Valve) Private 1.4 2 2.8 0.0 Shower Head (Mixing Valve) Public 4.0 0.0 a ,.: 0.0 Urinal 1" Flush.Vaive Public 1Q,0 Q:0 x 0.0 Urinal 314" Flush Valve Public 5:Q 0.0 0,0 Urinal Flush Tank Public 3.0 0.0z...._," .. 0.0 Washinq Machine (8 Lbs.) Private 1.4 1 1.4 Me ,, t5 0.0 Washing Machine (8 Lbs.) Public 3.0 0,0 1=,,;, ` 0.0 Washing Machine 1.5 Lbs. Public 4.0 0:0 -.,: 0.0 Water Closet (Flush Tank) Private 2.2 4 $.$ 14. 30.8 Water Closet Flush Valve) Private 6.0 0.0 :n 0.0 Water Closet: Flush Valve Public 5.0 0[0... 0.0 Water Closet Flush Valve) Public 10.0 0.0 e N 0.0 Water Closet Flushometer Tank Public or Private 2.0 1 10.0 < _7,,, ..., "k��€ 0.0 TOTAL FIXTURE VALUE 24.8 EQUIVALENT RESIDENTIAL CONNECTION (ERC) MAXIMUM PROBABLE FLOW 20.9 GPM (Tank Type Water Closet) MAXIMUM PROBABLE FLOW 67.7 GPM '. (Flushometer Type Water Closet) FIXTURE COUNT ANALYSIS. 8� SIZING OF WATER METERS. CUSTOMER THREE NOTCH'D CENTER WEST BUILDING ADDRESS TAX MAP NO. TYPE OF OCCUPANCY BUSINESS TABLE C.1.3 - SUPPLY FIXTURE UNIT VALUES RESIDENTIAL LIGHT COMMERCIAL, MOTE.L,AND. SIMILAR SERVICE EXAMPLE FOR 1.0 ERC �- GIYTI IRF r r)11NT = 9F METER.SIZE = t" 79.1 3.19 - FIXTURE OCCUPANCY FIXTURE VALUE ERC = 1.0 NO. OF FIXTURES TOTAL FIXTURE VALUE NO.OF FIXTURES TOTAL FIXTURE VALUE Bathroom Group Flush Tank Private. 3.6 0.0 __...�.r..:,: _ 0.0 Bathroom Grou (Flush Valve Private 8.0 0.0 0.0 Bathtub Faucet (Hot & Cold) Private 1.4 2 2.8, 41ffl 0.0 Bathtub Faucet Hot & Cold) Public 4.0 0.0 ; 0.0 Bidet Private 2.0 1 2.0 QO Combination Faucet Fixture Private 3.0 0.0 R s Q,0 Dishwashing Machine Private 1.4 1 t.4 `. 0.0 Drinking Fountain -.Public Offices, Etc, 0.25 0,0 W_ , ,.,;:; .: 0.0 Kitchen Sink Hot & Cold Private 1.4 1.4 0.0 Kitchen Sink Hot &Cold Hotel, Restaurant 4.0 0.0 ryag 5"03 0.0 Laundry Tray Faucets Hot &Cold Private 1.4 1 1.4 aTIONN0,, 0.0 Lavatory Faucets (Hot .& Cold Private. 0,7 4 2.8 0.0 Lavatory Faucets Hot & Cold Public. 2.0 - 0.0 I z 17 - 34.6 Service Sink Faucets (Hot & Cold) Offices, Etc. .2.25 0.0 41,10NrE9, ..- 20.3 Showerllead (Mking Valve Private 1.4 2 2;8 0.0 shower Head Mixing Valve Public 4,0 0.0 a( 0.0 Urinal 1" Flush. Valve Public 10.0 0.0 0.0 Urinal 3/4" Flush Valve Public 6.0 0.0 0.0 Urinal Flush Tank) Public 3.0 O:U a � 0.0 Washing Machine 8 Lbs_ Private 1.4, 1 1.4 0.0 Washing Machine 8 Lbs. Public 3.0 0,0 Q-o Washing Machine 15 Lbs. Public 4.0. 0.0 ao Water Closet Flush Tank Private 2.2 4 8.8 £17 - 37.4 Water Closet Flush Valve Private 6.0 Q,0 O,Q Water Closet. Flush Valve Public 5.0 0:0M 0,0 Water Closet; Flush Valve) Public 10.0 0.0 0.0 Water Closet Flushometer Tank) Public or Private 1 2.0 0.0 0.0 TOTAL FIXTURE `i(ALUE 24.8 EQUIVALENT RESIDENTIAL CONNECTION (ERC) MAXIMUM PROBABLE FLOW 23.4 GPM (Tank Type Water Closet) MAXIMUM PROBABLE FLOW 72.0 GPM (Flushometer Type Water Closet) METER SIZE = 1" F I XTURE GOUNT 91.7 3.70 w og ALp ,f�f �S1e'_'sra. `YlfZGSi�P COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road, Room 227 Charlottesville, Virginia 22902-4596 Phone (434) 296-5832 Fax (434) 972-4126 August 20, 2008 Jo Higgins Project Development LLC 104 Ana Marie Boulevard Waynesboro, Virginia 22980 RE: Variation to allow an increase in building height without a corresponding increase in the 30' foot setback established in the application plan approved under ZMA 200700006 Three Notch'd Center Dear Jo: The County has received your variation request referenced above for a modification to exceed the maximum building height requirements of 35 feet for Three Notch'd Center without a corresponding increase to the setback. Your specific variation request is to allow up to a maximum of 39.5 feet for the proposed 3-story west building while maintaining the 30 foot building setback. (Ref. Zoning Ordinance Section 21.4) Section 8.5.5.3 allows the director of planning to grant minor variations to yard requirements and maximum structure heights as long as: 1) The variation is consistent with the goals and objectives of the comprehensive plan. This is the applicant's response to the Architectural Review Board's request that this building be designed with a pitched roof in order to meet Entrance Corridor guidelines. Maintaining the integrity of the Entrance Corridor roadways is a strategy of the comprehensive plan. 2) The variation does not increase the approved development density or intensity of development. This variation request allows flexibility in roof design of the 3-story west building, but does not increase density or intensity of the approved Three Notch'd Center development. 3) The variation does not adversely affect the timing and phasing of development of any other development in the zoning district. This variation does not affect timing or phasing of development. Three Notch'd Center Building height Variation-7/14/08 I SDP 200800073 and ZMA 200700006 3) The variation does not require a special use permit. This variation does not require a special use permit. 4) The variation is in general accord with the purpose and intent of the approved rezoning application. This is a minor variation request and is in keeping with the purpose and intent of the approved rezoning application to allow redevelopment of the Three Notch'd Center property. Based on the above findings, this letter serves to provide APPROVAL of an increase in the building height of up to 40 feet without a corresponding increase to the 30 foot setback as depicted on the approved Application Plan, subject to Architectural Review Board (ARB) approval. This approval does not supersede any authority of the ARB or any other provisions of County ordinances applicable to this project. If you have any questions or need additional information, please contact Rebecca Ragsdale or myself at 296-5823. Sincerely, V. 1Nayne imberg _-- Director of Planning C: Summer Frederick, Senior Planner -Current Development Rebecca Ragsdale, Senior Planner -Planning Margaret Maliszewski, Principal Planner ii +a1� d a0ltr ill $7sr, + L r�i:tiirar �t20€3o! �i3ia; isl'?1)?3110t1 r3 Tkirze i w utAf Center Frolhnif uiIdIngHI)I9W7-'s4,013.doC Three Notch'd Center Building Height Variation-7/14/08 SDP 200800073 and ZMA 200700006 2 BLDC-,-) HEIC--2HT VAR I ANGE APPROVAL Y X fi �' r r N [A col cp t` �I N CQ rn � ww2D CN,7N 00 01 N CDI Ntz w�} �X� ILO CO dam' � lA LOWhwwwaZ�I CD O a�cnItoY 00 cuwI ILICn. CT�J V CO N NMp co b; Q N d Co HI 1 X `r o co ml N dt ml c( W w N(0 r o NI m (o NI N 0) r w Y a Z (.0 CA O Cn p (fl N N N 4 W U) LO w a cc Z 2 W Z x i LNn�(n1C> 00M 1` 00 w .0 Z Y ch I a d o T ml I r m �I o co .N N 0.. 4. (L WI N I`' Co 0 CJ Cl h Ln 00 Lr] i LO Lq l cc r N .- N N ^I (0NI N ❑I FI co y C 1 CV N QI 't N 9 N p Cq G r o Q p 1- Er r0 N (0f F- 4- 3 c� LL to o C7 C� O C) CV N Lr7 N M N o r M LO Q0 w N U) M M N N CJ ai m m CD m 00 s?s c pry U co O 4 c3 O Cf}T C r3 2 ti U Q . L -D ca U y m N m U � O q) x id ro RS U N O U y N O (V O O I-- O V CID J Ca CA O ice- [n Q J O 4f N j UC7 a ❑>C7V6 (D ('�.7 U0:�E v) CO Q W TRAFF I G GENERATION GRAPHIC SCALE 1"=30' 0 30 60 90 2� Y K Nathaniel D. Perkin, CERT. NO. 032304 Q N u� lilt 0 0 x z_-► i" UJ V m 1O\ O V �! ! I LW 1 Z �GL UALW DE516NED BY DATE NP 4/28/08 DRAM 13 r DATE NP 4/25/05 CHECKED BY DATE FILE EDIT 5 _ scALE 111_30I DRAHN6 G-2 PLOT PRO.IEGT - 20F 18 SHEET NO. GENERAL CONSTRUCTION NOTES FOR SITE PLANS I. Prior to any construction within any existing public right-of-wa including connection to any existingq road, a permit shall be o&ained from the Virclinla Department of Transportation NOOT). This plan as drawn may not accurately rerlect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All paving, drainage related materials and construction methods shall conform to current specifications and standards of the City of Gharlottesvill,e unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any cllearing, grading or other construction. 4. All Slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum allowable e slo is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 5. Paved, rip -rap or stabilization mat lined ditch may be required when, in the opinion of the the Engineers, or the Engineer 's designee, it is deemed necessary in order to stabilize a drainage channel. 6. All traffic control signs shall conform to the Virginia manual for Uniform traffic Control Devices. 7. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Glass III. 8. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (2a GFR Part M36). q. The location of existing utilities across or along the line of proposed work are not necessarily shown on the pplans and where shown are only approximately correct. The contractor shall on h(s own initiative locate all underground lines and structures as necessary. 10. The contractor shall verify the locations of all boundaries, buildings, vegetation and other pertinent site elements. I. The contractor shall be responsible for notifyingq "MISS UTILITY" 1-bOO 552-7001 prior to any excavation. 12. All concrete within the public right of way{ shall e, at least 3,500 psi. 15. Prior to any construction, Gontractor shall field verify alll existing conditions and notify the owner of any discrepancies. GENERAL NOTES I. Areas on which fill is to be placed shall be cleared, grubbed, and stripped of topsoil. Soil materials shall be free of debris, roots, wood scrap material, vegetation, refuse, soft unsound particles and frozen deleterious or objectionable materials. The maximum particle diameter shall be one-half the lift thickness. Maximum particle diameter shall be one-half the lift thickness. Common fill material shall be unclassifled loll material with the characteristics required to compact to the soil density sppecified for the intended location. Backfill and fill material: ASTM D 2487, classification 6W, GP, GM, 6G, SV% SP, SM, SG with a maximum ASTM D431b liquid limit of 35 maximum ASTM D 4318 plasticit� index of 12 and maximum of 25 percent by weight passing ASTM D 1140 No. 200 sieve. Select material ASTM D 24b7, classification 6W, Si, SW, SP with a maximum of 10 percent by weight passing ASTM D 1140 No. 200 sieve. 2. Use select material under buildings and structures; use filll and backfill material under parking areas, roads, sidewalks, and other concrete and paved surfaces; use common fill material for general site grading. Place material in maximum 6" lifts. 3. Gompact layers of fill to c15 percent by ASTM D 6q8 beneath pavements and walks Including areas that may be used for future construction. In other unpaved areas compact to q0 percent by ASTM D 6r-ib. If the density of the adjacent soil is more than the density specified, then compact to a density not less than the density of the adjacent soil. 4. The structure tops are to be set after fine grading is firnished to avoid unnecessary rework. 5. All finished grading seeding and sodding shall be done In such a manner to preclude the ponding of the water on the site, particuarly adjacent to the buildings or storm Inlets. 6. All streets outside public rights of way are to be privately owned and maintained. 7. Gontractor is to verify that all utilities l.e. water sewer, gas, electric, telephone, cable, etc., are In place prior to construction of subbase and/or paving. b. Proposed under round utilities such as electric, telephone., cable and gas, which serve this facility, shall be located with a minimum 5-foot separation from public water mains and sanitary sewer. q. Gut and patch work in existing public streets must be per' -formed In accordance with VDOT and Albemarle county standards and specifications. 10. To the best of our belief and knowledge, there are no known gravesites on the subject property. 11. These plans and profiles and all the new construction with this Plan shall be in accordance with the current approved Albemarle county service authority's general water and sewer construction specifications, any amendments thereof and the standards and specifications of VDOT. S 1 TE PLAN NOTES I. Existing water line meters are to be abandoned to existing structures and new buildings are to be served by new 3/4" tap. Gontractor is to verif location of lines to be albandoned. 2. All pavanec�, drainage related materials, and construction mothods7 shall conform to VDOT current specifications and standards 3. Site lightin is shown on the photometric plan. 4. Portions o? existing sidewalk to be removed and replaced with 3,500 psi concrete. 5. On -site dumpster will have a masonry enclosure which will match the bull Ing material. 6. The location of existing utilities across or alongg the line of proposed worK are not necessarily shown on the plans and where shown are only approximately correct. The, contractor shall on his own initiative locate all underground lines and structures as necessary. 7. The contractor shall verify the locations of all boundaries, buildings and other pertinent site elements. b. All site drainage is to be diverted into the stormwater detention facility. a. Pavement marking color is to be white (except blue markiings shall supplement white markings for parking spaces for persons with disabiili ies). GENERAL UTILITY NOTES I. Contact Miss Utility at 1 &00 552 7001 4b hours prior to any grading or digging to have underground utilities marked. The contractor shall verify all utility information prior to constlruction to include type and sizes of pipe and services to his own satisfaction. 2. All existing utilities shown on this plan have been taken from available records. The contractor is required to dig test pits in advance of trenching in order to determine the exact location and elevation at crossings. If a conflict is discovered, notify NP Engineering at 434-531-7387. Prior to beginning installation of utilities, contractor shall verify inverts at all connections with existinq utilities prior to purchasinq or ordering any precast structures. 3. All hydrant locations to be approved -by the Albemarle County F re Marshal prior to final approval by the county and are to be Installed according to standards. 4. All blasting requirements to Install utilities shall require a permit and shall be performed in accordance with the Albemarle County standards and the project specifications. 5. All storm sewer shall be constructed in accordance with VDOT specifications section 302 and section 240 and as specified on the drawings. 6. The contractor is required to perform all tests required by the Albemarle County Service Authority to secure acceptance of all utilities. 7. All concrete used in utility construction shall be 4000 PSI concrete in accordance with DOT specification section 21cf. 8. No pplantings or erection of other obstructions shall be made within ten feet of any fire hydrant. cf. All h dranE branches shall have,a minimum cover of 3.0'. 10. All u�llitles to be placed under existing county streets must be bored or jacked unless specifically approved otherwise or noted on the plans. 11. Water meters shall be located in an accessible location and shall not be installed under existing piping or close to other facilities. 12. For utilities installed under roadways and /o r easements planned for future roadways, backfill, shall be compacted to not less than q5% of maximum density; 1n accordance with VDOT specifications sections 525.05, 302, 303.10 and 200.02 per P.F.M. 15. Water and sewer utility construction shall be performed in accordance with Albemarle County Service Authority water and sewer construction specifications. 14. A 10-foot horizontal separation shall be maintained unless otherwise specified between all water lines and sanitary sewer lines in accordance with state health department standards. GENERAL WATER AND SEWER CONDITIONS I. Work shall be subject to inspection by Albemarle County Service Authority Inspectors. The contractor will be responsible for notifyying the proper service authority officials at the start of the work. 2. The location of existing utilities across the line of the proposed work are not necessarily shown on the Plans and where shown, are only approximately correct. The contractor shall on his own initiative locate all under groundlinesand structures as necessary. 3. All materials and construction shall comply with general water and sewer construction specifications as adopted by the Albemarle County Service Authority. 4. Datum for all elevations shown In national geodetic survey. 5. The contractor shall be responsible for notifying "Miss Utirity" (000-552--7001). 6. All water and sewer pipes shall have a minimum of 3 ft. of cover measured from the top of pipe, over the centerline of This includes all fire hydrant lines, service laterals and waterlines, etc. 7. All water and sewer appurtenances are to be located outside-, of roadside ditches. 0. Valves on deadend lines shall be, rodded to provide adequate restraint for the valve during a future extension of the q. Gontractor to provide backf low prevention per AGSA requiremments. GRAPHIC SCALE 1"=30' No Ilne. 7r K Nathaniel P. Perklm GERT. NO. 2304 Q A S g S S gg m o � a a - m v � Q� zW Z�� V >< QZ13 ZCZ� Q� w� OM16NM BY DATE NP 4/25/05 DRAM BY DATE NP 4/2&/0& GFiBGKED BY DATE FILE 5PROU E EDIT - 5GALE lu=��i DRMN6 G-3 PLOT F'RO,EC.T - of 1a 51 �i NO. !' ,✓� f �,�•.».. �a� t � '� ` `'fit-.;'�.3� �— J_ l ,� � �✓ ,.r'r' � r� �, � ��RI i :..ice 7_i ^` '' �_ !' f Al/l/ ! e ✓/ JJ/ #jj J P //J[/ fj// I , i /ay „('ry( \ J01 len TREAM \ S -.•.. � l �,'� \ it � t 1 __\ %t ' ,..._..._...... 1 � � � � `• ,✓ N � ( \ \ � . . . - . . . °yam°, TMP 56A-(3)-� Critical 5 es (Typ.) r \. r ............. J _ .- 6�' - » _. L l�l _. T CURRENT ZONING: L/ �,� r�� \ _. w \ ::`-' StrM Tl�'I.56 - 67' `, _ _ _ _._ - ;._ CURRENT ZONING: R4 ".__. _ _ :S': _ �� Sq i S � _ �I/� O/ LIB NT N I I l/�4G� L R NT /U r 8 GUR i 11 'r q :�..w Zp �� G. _• _ ti _lq °t - lip t TOP 669A1`� —S $ r t ItN 655b5 TOP 66�.q a r t 1w 65t3.93 Sanitary Sewer to remain e to be ad. usted to --_Manhole S _, - --" � � !.. proposed grads. �S � ... �"a.. '.:' '' ,..��t, ..t..,•::-.xi TOP 663b4 ;�M^ ':::::..:.::: r:..:•: „ �' x l :.` .,. t Sanitary Sewer•.to_vematn. l Manhole to be adjusted to \.: our -. proposed grad es.....`, ' ti::::: J.+'�.. ��. i q •-,,.. S...........\ i.. JrE, 3 q t., •:,'� ;3_ - _ -" - - Storm cr•,aln Is to be relocated. 1 may...,.-�•,,.�j tS� \ '.�{`.': :'::..A..•1;:::•.>;• THREE NO7-6MI G�NT5i - Existing storm drain line Is to be t:.:..:':. ....�...,� ... demolished and removed. _ 7) to be ting hou a Exlsitncc�� pavement to f demolis ed. be aemol(shed. \ =motl Exlsting 5tructurp to 4TCF1a+ be demollshe �- TCPELEY _ h EL I wfi ar 2 5T(ORY 1-1/2 STORY ExIsitng utilities and poles CINDER BLOCK FRAME to removed and demollshe FF 646550' Storm drain is to be relocated 1 Existing storm dra line is to be. \\ N r "'°✓ FF 6 t2.ao' / demolished an removed. _ W Nam,/'"/✓ ASFAALT ' i-ARKI1146 LOT ` Is C ` f i t � �N / 1 I R+dJ a • 66obo [ J 5501511111 - - .' ` ------------_w N•-� �-- 6•; w w w NOT ROB/N 6�� '. _. _ - - . �,r► — _ —w THREE N T LW P/1 _ l w ---w ti 50 R/ - --- _ w w------- 169 y te�rline E 240 t� N� _�-M Exisltng utilities and poles along W-______—w ;---�� " (. '" ' I 5TAT, ROUT _�-�:.M Route 240 to be removed and demolished. tx� 4- ;,3 Exisltcc33 watermeters In the R/W to be abandoned and removed. Existing NM taps will be utllitized for new buildings water services. Exisltnccj� sldtewalk, entrances and curbing alone north slide of Route 240 along the site frontage Is tco be demolished and removed. Waterline location Information was provided by AC Contractor to call Miss Utility for marking and field locate all utility lines prior to construction. DEMOLITION SCOPE FOR TH15 PLAN. 1. Sanitary sewer lines to remain. Sanitary Sewer laterals Serving the existing structures are to be removed. Manholes are to remain and tops are to Ibe adjusted to proposed grades. 2. All utilities to exi5iting Structures are to be, disconnected and removed. T� 3. Both existing 5tructure5/buildin95 are to be demolished and removed. 4. Exi5ting utili y pot e5 (electric, telephone) (on Site are to be removed. Utilitle5 along Route 240 are to be Installed GRAPHIC SCALE 1 "=30 ' underground. �,/� -Y 4. Existing 51dewalk, entrances, and curbing on the Site Side of Route 240 are to be demoliShed and removed K Nathaniel D. Perkins and replaced for the new full frontage loinalong Route 240. 0 30 60 90 cERT. No. 2304 5. Storm drainage from Route 240 is to be diverted. Existing lines are to be removed and demolished. `� �� 6. Existing gas main and water main taps are to remain to serve future buildings. <1 Q in o 4) m a a z <tu � z z l \ } < OL vow � OIL ua < < jx1L! y v in X v DESIGNED BY DATE NP 4/28/0b DRAM BY DATE NP 4/25/0& CHECKED BY DATE FILE 5PROU5E EDIT - 50ALE 1 DRA N6 G-4 PLOT PRO°EGT - �0 4, IS SHEET No. 5TO,&4.1�TER I�BTE/Vr/6N- \ 46/1- /7-7' ON TN112 5614317 \ BB 1155P FOR TH/5 FROJEGT `- FoR ERo5/ON CONTROL ANP 5ToRM91G4 TER PETEN T/ON _ STR \ s TMP 56 A-(E3)--7 \. TH 36143 - 7 LBBi�I,4�LB 5'TOR�G� 1�,L G � \ IRR EN/NG: EN Z Q 4 \ \ GUC'RBNT U5 SL. %OG /O S \,--' I�B ,3012 ��G �6 , ,� _ - earn gv \ fpe 101 ;0 t~ _ kin se tb, _ -- - _ 83 30 134 �� \ \ Easement \ ` t ■ _- s 20 x 20� Dumppster ,' :::::::` G&-2 s 10 x 20 3 s 'Dumpster Ene, losure '' .; ;...', (typ) - - (masonr to mctteh billy:) ! ° '(see arch e,1P6tfonp" for detall5 11 '`�', .._,,._._..-../' _...----.,. ! _.n...._._. ._____i-ir�N��:�3 , ......., ■ I I I I I I � I � Y I \ Ex. 8 Prescripth I Power Easemfn to be fleld loc.Tti ._...�..,,. p NOTES/SGOPE FOR TH15 PLAN. I. All utilities along the frontage with Route 240 are to be placed underground. 2. Gontractor to coordinate w(th utility compan'les the routing, condult requirements, and meter base locations for gas, telephone, electrical, cablle. Gontractor to coordinate between civil and architectural drawings. 7M- 56 - 67 BBA VEER CREEK HLL CORP. GIRRENT ZONING: RA 61JRR,,EN7- U5� 11AC 4NTXW?,EIVEL 0FEL9 AGR.4G //./q6 AG. FUTURE GONNEGTION TO ADJAGENT PROPERTY Shared Driveway W adjacent parcel subject to joint access agreement as recorded In DB 36.4-1/P6 60cl (copy was submitted wlth plan). Post 4 Gable 2 gyp' `_ � a "— New 10' Sidewalk, _a 12�girw Glear Zone and�ti•1 e frointag-o w� GRAPHIC SCALE V=30' 0 30 60 90 K Nathmlelel rs V. Perkir CERT. °� 4 Q S � m to c � 0 0 >S <� z 1u } < GL Tzm �� L _ LX X Xxx DE516NED BY DATE NP 4/28/0& DRAM BY DATE NP 4/2&/0& CHECKED BY DATE FILE sPROUEE EDIT - SCALE lu_�oi DRAJrUN6 G-5 PLOT PRO.EGT - OF lb 5FEET NO. Y k p TO'RHP r,4 T, ER PE T, E� r/n/ V- - C ON THP 56A317 �54 61Z- 7 5, E V5EP FOR TH15 PROJECT FOR ER05ION CON TROL AN x 5 TORMHA TER 19E T, EN TION 1'PxP9 '�(Y fl '/P, VN� I T- JM 5*'UGTURE I- VVOT'-6OUTVLE NV 4X4'VV0T 11w. Out 6WDC� \ `\ _.._.._«„.. Q'I TH 564 3 1� ------ 7 �L.B'EMAR'LE 5TORA6E, AL '' CURRENT ,7: Ll T - - - ------ 614" ,\ QM 'Stre . . .... 65i Aq6 j, STRUCTURE 5 MH (DI �51, x kin Eloy 0D.81- Inv. Ck;t`-b52hI 0"X -:7- In - -02hT, Fri a -Box V, 0�s 0-0.63 "Box S&M P 0J, S X- 'S Mp m. RMIm 'ETI e1WvzP=565t n2 81' irly. Out '65e. S PVI 1-56 Adjust Rim Elev.'=,.bbl.14 11 -257 9: TH56 - 67 354 VER CREEK HILL 6ORP. CURRENT ZONING: R14 CURRENT 115E. V14614NT19NL?,EVEL0FEP ACR,546,5 11196 A6. 66 \ I- -- � S 1, X15TIWV-155 W-11"" RIM Elev = 66-aM .--Iryv. Out = 654--M �`\ Adjust MM Elev. = 66ID1 V z 20' x 20 T. PuMp5te r --pad Filterra Box MH (D -17W -2 10'x 20' (lot x bi) Rim Elev 2 --7��, Inv. out 050411\ Dump5ter En�.losure Inv. In - (masonrq to match bide:)FlltelraBox ;' ,\'� FUTURE GONNEGTION TO ADJAGENT PROPERTY Shared Driveway Pq/ adjacent parcel subject to ,Joint access agreement as recorded In DE3 3-641/PC7 60,51 (copy was submitted vqlth plan). Post $ Gable \(See Aram.,�,)ewqvonq for etal I C, x 47 V% kx Tl , ' 9a.ACq fib; '. (.tp) "A' I w;w 5 sf eyWa 3/ ;:.� \ TRUGTURE 5 W 01-515P TRIG& v M Ble., = 6". ' "". ' Mv. (An VVII.BPbE r. Inv. In bM.qb Inv.• = Flit vw5t Bldg. 1 t 1tree Notch ..JtJ k* : d 13ulldVig r,004�,rint 6posed Oulidt'19 Fir FroP3 elf re 0 let ftoor yf 5,200 roe A let Plow' 5p40 -H;qtt 40' M'XMW second 4tory a F1 . . . . . . . . . . Rim 6622b. 66 t FM �bahl 6%hb FiNE A 665.0 ;n Pre I-.: :E 2B L--- '6' Mii 9 Ryn Elev Wo 666.50 Inv. Out 50X (8 x ' 0 v� .7 ENTR'ANGE w —W ( it yjatE�rline, w w W- .9 M FOUTE 240 + U.5. 5T -------------- NOTES, FOR THIS PLAN. I. Use existing water line tapE, to main in RIK Hater lines to be extended to serve new buildingg. Novq Water motor 51zo5 are to be P as per flixture counts. Water motoi-5 are, to be placed between the R/N and 51clovqolk. 2. Existing sanitary sewer manholes to be, adjusted to grade. 5. Building downspouts to be tied into the new storm cli-ainage, system. W W w 7 (typ. in F;2," PJm Elav = b64-)1 ENTRA-NGE Inv. Out = bW. -A w w ,-CIAP J.:Op 'FF _ NoTbHp 5-01 Waterline location information was provided b 5A. Ar Contractor to call Miss UtllIt4 for marking and fleld locate all utility lines pri-or to construction. GRAPHIC SCALE I"=30' 0 30 60 90 v K Nathaniel D. Perkins CERT. No. 2304 OPA 10//&� "("7� IR k 6 s < Z > < zn < LW o -4 VOL UA < < I tu x ui VE516NEV BY DATE NP 4/26/06 DRAM BY DATE NP 4/25/05 C+rXXW BY DATE I FILE SPROUSE IFEDIT I SCALE I It =50' DRAMN6 Mar G-b FRo-1EGT OF I e) %Effr W. 5TORMNA TER DETENTION P/4C/L /Tr ON TMP 5614317 x TO BB U5EP FOR TH15 FROJBG T FOR ER625/ON CONTROL 14NP 5TORMH14 TBR P,ET,ENT/ON yI TMP 5(2A-(3)--1 \\ .._..-- TM 56143 - 7 i LBBM14RLB S'TORi4G� AL G i CURRANT ZQN/NG: L / �, CU115ENT 14CRE14GB �1,' 10' arkjn setback - — - - S 83 °30'�4 11E o'•� � ° co 3o Spaces ® � _ � q - 270.0' 20 Spaces ®q' = 1&0.0 ` 18 ( a \ � ,,''� � ' � • 11 q' _ GCS \ N =25.01 Spaces a qq.0� R \ 1� t 20' x 20 ! 18 0 - �•` ad a G-2 to x 2O _. r� G(typ) Iq _ Dumpster Ene.losure - 1, 24' sPaces ®q1 171.0, 24 r~ (masonr to �h, bidq:) ` \(see Arch eevctlons' for details 14� 14 Spaces 0 q' = 126.0' 8' S, 12 spaces a 1q' = 108.0' � 8 e spaces 0 q' - { `' �, n► stop (typ) 5' . ,¢ a ;6 •i t� 1 of 5 j s s TM 56 - 6 7 BB14VBR CREEK HILL CORP. CURRENT ZONING: R14 CURRENT U5� 1/14CANT/UNI9BI/,EL OPEI9 146RE146,E.- /I. /q6 ,46. \ FUTURE GONNEG:TION ` TO ADJACENT PROPERTY S Shared Driveway W adjacent parcel subJect to joint access agreement as recorded in DB 3647/PG bOq (copy was submitted with plan). ,moo ` � 6 ``S : p 24' Post 4 cable ` R=10� R=25.0' ` GGl-2 BME 42' 10 GG-12B Oi' -� - - dm_ TGH'D ROAD �` t r-; �:'I . _- ENTRANCE -THREE NO _.. _- r��IM 50 R W _'� .. _.�.._ . ,��I. r- -;ia STATE ROUTE 240 �—R = 2 .0' ' GG-II ENTRANGE Waterline location Information was provided by AC Contractor to call Miss Utility for marking and field locate all utility lines prior to construction. G6-6 (typ. In R/1N) R = 25.0' GRAPHIC SCALE 1 "=30' v�ti�l 7 K 101 P rkins 0 30 60 90 CN cERT. No. 2304 1 a m m o a V tu zv C/ � \w V > < Z - � 1� LU DE516NED BY DATE NP 4/25/08 DRAM BY DATE NP 4/25/05 CHECKED BY DATE FILE EDIT 5PROU5E - 5cALE I "=30' DRAWIN6 G-7 PLOT PROX::GT - -16 \ OF 15 SHEET NO. 40 O O 5 O t' `fltrV� N moo `9 � m ' � ��rm- .� OO m �- � m m + r II o mom , > n � 1 + Qu Q11 _ �_oo > o ��, to ��O 6 6 tYcn O o w II ��O � 6 6 �� C� Pr . Gra a • '" _ - - - - � 101 .60 0 • � � g3'I"I t 2 O� ° Dta O.Ga ® .655K m f of 2" Dla. O 70.58 t of I Dia � � � I.OI � � u � N � � t new structure. � - In rt of Ipe to field verified. STORM D��IN�C�� ST�UGTUR�S Structure Type Length Top Elev. Inv. Elev. Slope #I (OUTLET) vDOT EW-I - - 650.0 - 21" RGP �0.5i8 - - 1.0065>r #2 MH (DI-3B; 6') - 661.43 In = 650.g1 Out = 650.71 - 21" RGP 270.00' - - 0.6305i5 #3 MH (DI-3B; 14') - 658.81 In = 652.81 Out = 652.61 - 18" RGP 2.072515 #`I- MH (DI-3B; 8') - 660.26 In = 654.g4 Out = 654.74 - 18" RGP 101.600' - - O.ga45t5 #5 MH (DI-3B; 6') - 65q•g2 In = 656.15 Out = 655.g5 - 18" RGP - - 0.6545K #6 MH (DI-3B; 6') - �62.20 In = 658.50 Out = 656.66 - 18" RGP 160.255' - - 1.12351; #-� MH (DI-3B; 6') - 664.27 In =field Out = 660.30 _ 685 685 680 680 6-75 6-5 670 FU 6-10FU 665 665 660 660E 7-7-- 1 1 655 655 6 650 116 645 645 6 640 635 635 63 650 be 62 625 62 620 61 615 61 610 0+00 I +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 STORM SENER FR�'OF I LE I 6cI5 bay 6ao 6ao 685 685 680 680 6-15 b(AN cl f5FY 670 670 665 665 660 660 655 655 650 650 645 645 640 640 635 635 630 630 625 625 620 620 0+00 1 +00 2+00 5+00 TH G� FR(OF-�, STORM I W Nathaniel D. Perkins GERT. No. 2304 5 t0���. N � � � I + N Imo m + � cv to , N � O > u O Ul s � N O lU / o ade ® >31 OO�ft f IS a• ® .41� 8" (0.06 nary Glear wer nce) �9 O r l.ii L - - S` STORM Di�P�IN�C�� ST�'UGTUfi�?�S Structure Type Length Top Elev. Inv. Elev. Slope #2 MH (D I -3B; 6') - 661.43 I n = 654.q I Out = 650.�1 - 18" RGP 15q.51' - - 3.045i� #2� MH (DI-3B; 8') - 664.46 In = 65q.g6 Out = 65�1.�6 - 18" RGP 81.00' - - 1.41� #2B MH (DI-3B; 8') - 665.80 Out = 661.10 _ a A N g C S � m Z�l Z � V Q O � I- DE516NED BY DATE NP 4/28/OS DRAM BY DATE NP 4/28/08 GFr:3GKED BY DATE PILE SPROU5E EDIT - SGALE I 11=50' DRANUN6 G-8 PLOT PRO i - SEE NOTE 4 RADIUS MAX. ' ° O -- BASE ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED SURFACE BASE SUBBASE CG-2 NOTES 1, THIS ITEM MAY BE PRECAST OR CAST 11 PLACE 2. CUNCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 P511F PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET, OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (15" DEPTH) OR INCREASED AS MLCH AS 3" (21" UEPTH) N ORDER THAT THE BOTTOM OF CURB WILL COII•ICIUE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE CEPTH IS TO BE IB' AS SHOWN. NO ADJUST)JEHT W THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN N.CRE.ASE IN DEPTH. 5. CG-2 IS TO BE USED ON ROADWAfS MEETING THE REQUIREMENTS FOR CC-6 AS SHOWN IN APPENDIX A OF THE VDOr ROAD DESIGN MANUAL. SPEGFICAlIOH I?EFFPLIIOE STANDARD 6'' CURB 105 FiEV. 9/G6 5O� VIRGINIA !DEPARTMENT OF TRANSPORTATION 201.01 GG)-2 NOTES: 1. THIS ITEM MA'f BE PRECAST OR CAST :N PLACE 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE. 4000 PSI IF PRECAST. 3. COMBINATION CUi?B M GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL GOIABINATICN CURB & GUTTER. 4. FOR USE mm STABILIZED OPEN -GRADED URNMACE LAGER, THE BOTTO" OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. S. ALLOW ADLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICAT,CH ARD DESIGN SPEED AS SHOWN ITAPPENDIX A OF THE VOOT ROAD DESIGN MANUAL. G -A p 6 ° fr�i 6 D UDD D %Jr ------- ft - - - --- THE BU rTOM OF THE CURB CANU ONSTRUCTED GU 11 ER MAY BE C SLOPE OF PARALLEL TO THE SLOPE OF SUBBASE COURSES FROVIUED A MIFIUAUN1 UEPTH OF 7" IS MALUTA,NEU. THI5 AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REFERE"ICE I COMBINATION 6'' CURB & GUTTER I05 RE'V. 9/O6 �U2 VIRGINIA UEPARTMENT OF TRANSPORTATION 201.03 G(E;1_6 DUMPSTER PAD & ENCLOSURE (Typical) 3tt manway opening �. 4`< ... 4' k. 8 Yard p -� 31 . 6' x 618" . Y 0 PAD 1$' �6 ENCLOSURE F 8 Yard w 6' x 6' 8" ■ Bollards ;::.;..:.. ■ 511ID Steel i concrete Hied It-- 10'--)Y►I�- 10' ENCLOSURE I..... IIIIIIIIIIIIIIIIIIIII !!!!!!!!Il!!!!!!!!" uuuuiiuuuuiiiiiiiiiiiiiiiiiiiiijiijiiiii iliiiiiiiiiiiliiiiiiiiiiiiiiliiiiiiiliiliiiii iwwluiliililuliinuuuiuiillll!1!!I!!i!! Brick Masonry lliiiiiiiiiiiiiHill ililiiiii!!i!liililllllllll! IIIII1111111111Hillllllllllllllllllllllllllllll Hilliiiiiiiiiiiiiiiiiiiiiiiiiiii 6, CONCRETE PAD with 6x6, W 1.4xW 1,4 4" 21 A 5" thick/brush finish sloped to drain to front not to scale DUMPSTER DETAIL DUMPSTER DETAIL NOTES I. Dumpster enclosure is to be masonry to match building. 2. See Architectural drawings for elevations. GENERAL NOTES 1. THE DETECTABLE WARNING SHALL BE PROVIDED UY TRUF.CATEU DOMES. N 2. DETECTABLE W<RIIFIG TO BE CLASS A-3 CONCRETE (CLASS A-•) IF PRECAST) "NITH 5LIP RESISTANT INTEGRAL SURFACE COVERTIG THE FULL YIIU TH OF THE RAMP FLUOR By2 FOOT III LENGTH IN THE DIRECTION OF PEDESIRIAN _ FFVvEL. OTHER T'IPES OF MATERIAL WITH THE TRUNCATED COMES DETECTABLE - VIARKNO MAY BE USED WITH THE APPROVAL CF THE ENGNEER. TYPE A 3. SLOPING SIDES OF CURB RAMP MAY BE POURED HONOLITHICALL•Y WITH RAMP PERPENDICULAR FLCCR OR BY USING PERMISS'ALE CONSTRUCTION JOINT 'KITH RECUIRED BARS. 4. IF RAMP FLOOR 15 FRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS 50 THAT ;DJO N,NG FLARED SIDES CAN BE CAST IN PLACE AFTER FLA.CEMENT OF PRECAST RAMP FLOUR. PRECAST CONCRETE SHALL BE CLASS A-4. M1H 5. REQUIRED BARS ARE TO BE NO. 5 X 8' PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP FLCOR, MU -DEPTH OF RAMP FLOOR. MINIIAU',A� �q CONCRETE COVER tI/z". \\ 12�1 MAX- 6. CURB / CURB AID GUTTER SLOPE 1RAIISITIGHS ADJACENT TO CURB RAMPS ARE INCLUDED II'N PAYMENT FOR CURB / CURB AND GUTTER. T'I'PE 0 7. CURB RAMPS ARE TO BE LOCATED AS "HO'WH ON THE PLANS OR AS DIRECTED PARALLEL BY THE ENGNEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITYf CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OR NOFI'EXISTENT. THE'( MUST BE LOCATED WITHIN PFCESTRIAN CROSSWALKS •L. AS SHOWN SHOWN CH PLANS OR AS DIRECTED B'I THE ENGINEER. AND SHOULD NOT 941 - z BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE c 1 MA)( HYDRATITS, DROP INLETS. ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS 4 �y UNOBSTRUCTED, STABLE, FIRFJ AND SLIP RESISTANT PATH CONNECTING ALL 12:1 MA:t ZA+� ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED .),.K �Rt AND USED BY PEDESTRIANS.Y-II 8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT ')MITI 4-� 2 EDGE ,y(, 2" HIGHER THAN THE CURB OPEFIRNG IS PLACED WITH tI THE LIMITS OF THE CROSSWALK AND -c��r'� EDGE OF PAVEMENT THAT THE SI_CPE AT THE CCHNECCON OF THE CURB OPENING IS T PERPENDICULAR TO THE CURB. AT ;K:K ,SAh1E AS TOP OF CURB 9. TYP.CAL CONCRETE SIDEWALK IS 4" TH;CK. 'AHEN THE ENTRANCE RADIICAhHOT -TYPE C AC COMTRAFFICIaREFER DATE TIE TURNING TO STANDARD CCG-R3 MENTS OF CCIAMERCIAL ANTICIPATED EN RAN C� (H`EAVYHEAVY TRJCK PARALLEL & PERPENDICULAR TRUCK TRAFFIC)FOR CONCRETE DEPTH. 10. "IHEN GURU RAMPS ARE USED RI CONJUNCTION 'KITH A SHARED USE PATH. THE MNIIJUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH 1'°� - 2.4/- TRUNCATED OOF,IE 0 •0 0 O O O O U 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O U O O O O O_ - o � U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O 0 O O O O 0 O O O O O O j I SOX - 65% OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 L_T TOP DIA)AETER O O O O O O O O 0 0 0 0 0 0 0 0.9" - 1.4" VARIABLE �1 I BASE U!AhNETER 4' MINIMUM. PAY LIMITS TRUNCATED DOVE DETECTABLE WARNING DETAIL DETAIL SHEET 1 OF 4 CG-12 DETECTABLE WARNING SURFACE UEREI.`'E" ,'T.FEEENCE GENERAL NOTES 105 REV. 7/OS 502 203A5 VIRGINIA DEPARTMENT OF TP,AFIEPORTATIOTI G6-12 ! A "STREET APPROACH SANE SURFACING (RADIUS TO BE AS I �`I GENERAL NOTES p AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) G7 (RADIUS TO BE AS 1. WHEN USED N CONJUNCTION WITH STANDARD CG-3 OR CC-7, THE CURB FACE ON THIS STANDARD IS TO � SHOWN ON PLANS) BE ADJUSTED TO MATCH THE MOUNTABLE CURB / CG-2 OR CG-8 L-_-- CONFIGURATION. y 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE B 1 SIDEWALK USED WITH THIS STANDARD. - - - - HHH--- ISIDSEEALK ! - - - - - NOTE 51 OPTION& UNPAVED SPACE ! FLOW LINE 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION REQUIRED FOR MAHaLDE PAVEMENT WHICH CAN BE I EXPANSION DARTED N THE ENTRANCE) JOINTISION 4. RADIAL CURB OR COMBINATION CURB AND GUTTER - - - - SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE WIDTH "B" 2'-0" OR AS W MANLIKE ROADWAY EXCEPT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL SECTION. AT PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADI CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY TRAFFIC THE DEPTH FOR SIOEWALI(k CURB RAPS fHE K1'PPRN30LIC CURVE (ENTRAN WITFN LIMITS OF THE RADI SHOl1LD BE INCREASED TO 7". (SEE CO-13) EDGE OF PAVEMENT OR OPTIONAL FLOW LICE 18 x MAX.D �( SLOPE CHANGE ®U B. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW MAINLINE ROADWAY 1 (SEE - - - ' - - - - - - - - - NOTE 7) LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS THE ENTRANCE. Bx MAx. ® - D -' 7. THE DESIRABLE AND MAI(IMUM ENTRANCE GRACE CHANGES SLOPE CHANGE D D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. 5 c MMEERCIAL ENTRANCE INTERSECTION NOTES 8. WHEN CC-11IS USED FOR STREET CONNECTIONS,THE ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY PAD THE APPLICABLE REQUIREMENTS SECTION A - A DISTANCE AND K VAALLLEµREQUIREEMMELNTS. STOFPWG SIGHT 9. OPTIONAL FLOWLNE MAY REQUIRE WA MG OF A TTER TOPoSITIYE DRAINAGE B ACROSS THE IOF NN. ,T� ALLOWABLE ENTRANCE GRADE CHANGES CLASS A3 .;. . �. . M'. • B. . i, CONCRETE �`� .', .►,' •i. SECTION C-C ENTRANCE VOLUME GRADE CHANGE 1. 11 DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 x 3 % MEDIUM 500-1500 VPD Sax ex LOW LE95 THAN 590 VPD 1 S o x 8 x NOTE, ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPREFERENCE ECIFICATION METHOD OF TREATMENT 1VD� ROAD AND BRIDGE STANDARDS sD2 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 203.04 G6- WP-2 ADJACENT TRAVEL LANE ASPHALT PAVEMENT WIDENING 12'x EDGE OF EXISING PAVEMENT (AS DETERMINED W FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS - PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE -------- COMPACTED 5UBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM IYZ NCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) = MINIMUM 12 INCHES OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTNC ASPHALT LAYERS AS DETERMINED Bi CORES (SEE NOTE 3) NOTES: L ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VOOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE �PAVEMENT {�gCIE�SIINGN pFOR 7I{ASPHALT PAVEMENT q�WIDENING ASHALL tNMEET NMNO�R pEXCEED p�THE DEP,T�H{SIp AND TYPES �OFFS�IT;HIE LAYERS OF EXISTNC PAVEMENT. Y'Y"2'Y"_TrWY-'P'Y 3. A MINIMUM OF THREE CORES $HIALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTNC PAVEMENT LAYERS. THEE CORES SHALL BE SPACED NO MORE "LAN T 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1�/ INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE. UNLESS WAIVED BY TIE ENGINEER. 5. THE N ACCEPT 13LE 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CR055-SLOPE AND EFFECTIVE SURFACE DRPWAGE. B. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED U51NO A 10 FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(c) OF THE SPECIFICATIONS. XVLA�-F SPECIMATION ROAD AND BRIDGE STANDARDS ASPHALT PAVEMENT WIDENING REFERENCESHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 315 �3.0p VIRGINIA DEPARTMENT OF TRANSPORTATION NF-2 �" - 4,000 1`-51 CONCRETE 4" - VDOT #21A BASE5TONE �OMPAGTED SUBORADE GBR=10 TO BE FIELD VERIFIED BY CONTRACTOR DUMPSTER PAD I$ TYP I GAL S I DENALK DETAIL Gonstructlon Joints to be 6' o.c., 1/4" wlde, i" deep Expanslon Joints to be 50' o.c. or le55 Light broom finish 2" SM-12.5 surface mix 1N/ prime coat binder 8" - VDOT #21A BA5E5TONE GOMPAGTED 5UBGRADE GBR=10 TO BE FIELD VERIFIED TYP I GAL "L I OHT DUTY" PAVEMENT SEGTION (ALL PARK I NCB SPAGES) 2" 5M-12.5 surface mix 3" BM-25.0 intermediate mix 8" - VDOT #21A BA5E5TONE GOMPAGTED SUBC2RADE �- GBR=10 TO BE FIELD VERIFIED TYPIGAL "HEAVY DUTY" PAVEMENT SEGTION (ALL TRAVELNAYS) PAVEMENT SEGTION ALONG RTE 240 TO BE VERIFIED - 2" 5M-12.5 surface mix BY VDOT 3" BM-25.0 intermediate mix • A 8" - VDOT #21A BA5E5T0NE d • ♦• • .• EEMMH2M--,\_C,OMFAC,TED SUBORADE GBR=10 TO BE FIELD VERIFIED TYPICAL R-O-ICI PAVEMENT SEGTION (ALONG RTE. 240) TYPICAL GURB SEGTION RTE 240 To be behind EX. EX. PROP. I Back of curb EASTBOUND WESTBOUND WESTBOUND I min. LANE LANE LANE II' IP II' MILL 1''i�LOPE 29r, OVERLAY TO ROP.D ADJACENT LANE GCG-6 PAVEMENT 5EGTION PER DETAIL (TO BE CONFIRMED BY VOOT) A 11 t ZI . Perkins GERT. NO 2304 A N Z Z Z S .• 0 0 _ n m v' 9 zW z } ,< 5 < X I- DE516NED BY DATE NP 4/25/06 DRAWN BY DATE NP 4/25/05 G}i60KED BY DATE FILE EDIT 5PROU5E - 5cALE 1 11=50' DRAWIN6 G-a PLOT PRA.EGT - �b OF 18 %EFT NO. Corlstructiont & Installation A. Each unit shall be constructed at the locations and elevations according to the sires shown on the approved drawings. Any modifications to the elevation or location slhall be at the direction of and approved by the Engineer. B. If the Filterrao is stored before installation, the top slab must be placed on the Lbox Using the 2x4 wood provided, to prevent any contamination from the site. All interrnal fittings supplied (if any), must be left in place as per the delivery. C. The Unit shall be placed on a compacted sub -grade with a minninnum 6-inch gravel blase matching the final grade of the curb line in the area of the unit. The unit to be platted such that the unit and top slab match the grade of the curb in the area of the Limit. Compact undisturbed sub -grade materials to 95% of inaYitnnum density at +1- 2%u of optimum moisture. Unsuitable material below sub -grade shall be replaced to the .site engineer's approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings wvith modifications necessary to meet site conditions and local regUlations. E. Once the Unit is set, the internal wooden forms and protective mesh cover must be ?left intact. Remove only the temporary wooden shipping blocks between the box and ' top slab. The top lid should be sealed onto the box section before backfilling, using a nton- shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lid sand boards sealed in the unit's throat must NOT be removed. 'fine Supplier (Aunericastt or its authorized dealer) will remove these sections at the time of activation. Backfilllitrg should be performed in a careful manner, bringing the appropriate till material ups in 6" lifts on all sides. Precast sections shall be set in a manner that will result im a watertight joint. In all instances, installation of Filterra' unit shall conform to ASTfNI specification C891 "Standard Practice for Installation of Underground Precast Utillity Structures", unless directed otherwise in contract documents, F. Curb and gutter construction (where present) shall ensure that the flow -line of [the Filterra units is at a greater elevation than the flow -line of the bypass structure or relief (drop inlet, curb cut or similar), Failure to comply with tills guideline may caalse failure and/or damage to the Filterrib environmental device. G. Each Filterrri9 Unit must receive adequate irrigation to ensure survival of the living system (luring periods of (trier weather. This may be achieve([ through gutter flow o)r through the tree grate. 06123105 Activation ivww.tilterra.conr ToIl free: (860) 349-34J8 A. Activation of the Filterra unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra inlet protection and subsequent clean out cost. This proctess cannot commence until the project site is fully stabilized and cleaned (ELL11 landscaping, grass cover, final paving and street sweeping completed), negating [the chance of construction materials contaminating the Filterra' system. Care shall be taken (luring construction not to damage the protective throat and top plates. B. Activation includes installation of plant(s) and mulch layers as necessary. Alaintenanee A. Each correctly installed Filterra(& unit is to be maintainer[ by the Supplier, orr a Supplier approved contractor for a minimum period of' 1 year. The cost of this serviice is to be included in the price of each Filterra(x unit. Extended maintenance contraccos are available at extra cost upon request. B. P rnnual maintenance consists of a maximtlnn of (2) scheduled visits. The visits pare schechtled seasonally; the spring visit ainns to clean Up after winter loads iucludiing salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Each maintenance visit consists of tine following tasks. 1. Filterra Unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation an([ pruning or replacement as necessary 5. Replacement Of nnnllch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. The beginning and ending date Of Supplier's obligation to maintain the installled system shall be determined by the Supplier at the time the system is activated. Owmers rtlusl promptly notify the Supplier of any damage to the plant(s), which c01lstitLlte,(s) an integral part of the bioretention technology. 0612S/05 rvww.tiiterra.conn Toll Free: ($6Q 349-3438 6' ~I �W I I 6„ I I I 0 I I I i I I I I I I I I � I I ' I I ; I J j I I j I I I I I I I I I I I I L------ ----- �- T- SDR-35 PVC COUPLING �PLAN VIEW CAST INTO PRECAST BOX WALL INLET SHAPING (BY OTHERS) A 4 CURB (BY OTHERS) (OUTLET PIPE LOCATION VARIES) CLEANOUT PLANT AS SUPPLIED COVER BY AMERICAST TREE FRAME & GRATE CAST IN (NOT SHOWN GALVANIZED CAST IN TOP SLAB TOP SLAB FOR CLARITY) ANGLE NOSING TOP SLAB CURB AND GUTTER INTERLOCKING JOINT (TYP) ) (BY OTHERS) i- STREET a r 0 �v 10 DOWEL BARS z ® 12" O.C. ti FILTER MEDIA PROVIDED BY AMERICAST PERFORATED MULCH PROVIDED BY AMERICAST UNDERDRAIN SYSTEM UNDERDRAIN STONE PROVIDED BY AMERICAST BY AMERICAST SECTION A -A DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 6 x 4 6'-0" 4'-0" (1) 3x3 4" SDR-35 PVC 8 x 4 8'-0" 4'-0" (1) 3x3 4" SDR-35 PVC 8 x 6 W-0" 6'-0" (1) 4x4 4" SDR-35 PVC 10 x 6 10'-0" 6'-0" (1) 4x4 6" SDR-35 PVC 12 x 4 12'-0" 4'-0" (2) 3x3 4" SDR-35 PVC 12 x 6 12'-0" 6'-0" (2) 4x4 6" SDR-35 PVC 13 x 7 13'-0" 7'-0" (2) 4x4 6" SDR-35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED DRAWING AVAILABLE IN TIF FILE FORMAT. BY WRITTEN AUTHORIZATION FROM FILTERRA DATE: 09-04-07 DWG: FTNW-3 PRECAST FILTERRA® UNIT NARROW WIDTH CONFIGURATION us PAT 66,,277,2174 Copyrigbt 512U07 by Au�cricast AND 6,569,3211 FILTERRA CURB INLET p �p0�9 ddOp� Q Q��pQat�O��Q Q44� 6�Q0 Q DO �Oe° LLLLLL LLLLL PLAN VIEW ELEV 'A' MUST STANDARD TRANSITION FROM CURB AND STANDARD TO BE HIGHER GUTTER DEPRESSED (TYP) GUTTER (TYP) THAN ELEV 'B' SLOPE �� FILTERRA THROAT CURB INLET THROAT GUTTER FLOW GUTTER FLOW DEPRESSED GUTTER AT FILTERRA BYPASS CURB INLET THROAT OPENING (TYP) FLOWLINE ELEV W FLOWLINE ELEV'S' ELEVATION VIEW INTERLOCKING FILTERRA UNIT - STORMWATER JOINT (TYP) `O STRUCTURE _0 OUTLET PIPE (BY OTHERS) CONNECT N ili TO STORM DRAIN EFFLUENT PERFORATED INVERT OUT STORMWATER UNDERDRAIN SYSTEM (3'-6"> STRUCTURE BY AMERICAST EFFLUENT IN (MUSr BE LOWER) CROSS SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DATE: 07-07-06 DWG: FLP-2 FILTERRAO TYPICAL FLOWLINE f Rome copydgntaazoo76yAmerl�t AND OULET PIPE RELATIONSHIP US PAT 6,277,,2274 AND 6.569,321 CROWNED FLUME FLUME - SLOPED PRECAST FILTERRA TOWARDS FILTERRA THROAT TOP SLAB (TYP) PRECAST FILTERRA FILTERRA THROAT TOP SLAB CURB a« - .,.�, OPENING (TYP} � • 1'(.s,rt. ,> 4-6" FILTERRA .�y�wi�; > f+.�. n.,.:a,-+ ;,;1Y•,•. THROAT OPENING , 4-6" OPENIN !`o' -6" OPENING : • ; .• ; ;�'- ';; CAST -IN -PLACE R ` FLUME & GUTTER s' ' PRECAST ^i;`{ (SLOPED TOWARD :J;'� .•':•;.•. s° : t.:..,, DOWEL FILTERRA THROAT) FILTERRA CAST -IN -PLACE s x,..( (TYP)PRECAST BOX WALL FLUME & GUTTER DOWEL (TYP) (CROWNED AND SLOPED FILTERRA r: TOWARD FILTERRA THROATS) BOX WALL SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90' NOSING (OTHER NOSING AVAILABLE UPON REQUEST) '. ;''a ',• PRECAST TOP SLAB 4-6" CLEAR THROAT -a: OPENING A • 4 4. O e 4 4 as 4 •' :' 4. • - - 4 d 4 . • a0 a e4 a 4.4 CAST -IN -PLACE a DEPRESSED GUTTER X 4 4 AND THROAT OPENING e a a (BY CONTRACTOR) a ,I THROAT PROTECTION DEVICE 4 DOWEL BARS ® 12O.C. BY AMERICAST DO NOT REMOVE -LEAVE # " TO BE BENT AS NECESSARY BY CONTRACTOR °:.' I I. IN PLACE UNTIL SITE IS •... PRIOR TO INSTALLATION OF FIELD POURED GUTTER t .::.. STABILIZED AND FILTERRA IS ACTIVATED .a•:•u PRECAST BOX WALL IMPORTANT FILTERRA FLOWLINE MUST BE AT A HIGHER SECTION VIEW ELEVATION THAN BYPASS FLOWLINEINLET OR STANDARD FILTERRA THROAT OPENING OTHER) MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. DATE: 02-27-06 DWG: CGT-4 FILTERRA® THROAT OPENING f �kerrao" AND GUTTER OR FLUME DETAIL Copydgitt(72007byAmaicart US PAT 6,277,274 AND 6.569.321 STORM SEWER COMPS. FOR PS. 6EFG PROJECT NAME: THREE NOTCH'D CENTER COUNTY OF: ALBEMARLE DESIGNER: INP ROAD I ROAD I INLET NAME STA. TYPE 3B-6 3B-6 3B-8 38-14 3B-6 3B-8 38-6 15 18 1 21 1 24 27 1 30 1 36 r 42 48 54 1 60 0 1 674 1 341 1 0 0 1 0 1 0 1 0 0J 0 1 0 FROM POINT TO POINT DRAIN. AREA "A" ACRES RUNOFF COEFF. C CA INLET TIME MINUTES RAIN FALL IN./HR. RUNOFF CFS INVERT ELEVATIIONS LENGTH FT. SLOPE FT/FT DIA. IN. CAPA- CITY C.F.S. VEL- OCITY F.P.S. FLOW TIME SEC. NOTES INCRE- MENT ACCUM- ULATED UPPER END ILOWER END 7 6 0.20 0.85 0.17 0.17 5 6.70 1.15 660.30 658.50 160.25 0.0112 18.00 12.06 4.31 37.15 5.62 6 6 0.13 0.79 0.11 0.28 6 1 6.30 1 1.76 656.66 656.15 77.97 0.006E 18.00 9.20 1 4.02 19.41 1 6.94 5 4 0.16 0.77 0.12 1 0.40 6 6.30 1 2.51 655.95 654.94 '101.60 0.0099 18.00 11.34 5.17 19.66 1 6.27 4 3 0.30 0.85 0.26 0.65 7 6.10 3.99 654.74 65231 93.17 0.0207 18.00 16.37 7.67 12.15 1 6.47 3 2 1,01 0.82 0.83 1.48 7 6.10 9.04 652.61 650.91 270.00 0.0063 21.00 13.62 6.07 44.48 1 7.21 28 2A 0.17 0.77 0.13 0.13 5 6.70 0.90 661.10, 659.96 31.00 0.0141 18.00 13.50 4.34 18.66 5.31 2A 2 0.23 1 0.90 0.21 0.34 6 6.30 2.17 659.76 1 654.91 159.51 0.0304 1 18.00 1 19.84 7.38 21.60 5.67 2 1 0.07 0.90 0.07 1.89 7 6.10 11.54 650.71 650.00 70.58 0.0101 21.fn 17.21 7.69 1 0.18 THREE NOTCH'D CENTER STORM INLET CALCULATIONS Inlet Type Length ft Sta. Drain. Area (Ac.) C CA CA I in/hr Q INCR cfs Q Carry- Over ch QT Gutter Flow oN S Gutter Slope Sx Cross Slope T (Spread) W ft W/T SVV ft/ft SW Sx Eo (#10) a SVV= a(12W) Se ft/ft= Sx+SVNEo LT(ft) 15 P Effec. Length L LT d I ft E #16 h It Q Inter, cfs d h C)b Carry- Over cts T Spread Ca Sag ft 2 36 1 6 0.07 0.90 0.07 4.0 026 0.00 0.26 00200 0.0208 1.92 2.00 1.04 0.0833 4.00 1.00 3.50 0.146 0.17 3.90 1.54 1.00 0.26 0.00 2A 3B 8 0.23 0.90 021 4.0 0.84 0.00 0.84 0.0200 0.0208 5.11 2.00 039, 0.0833 4.00 0.88 3.50 0.146 0.15 6.80 1.18 1.00 0.84 0.00 2B 36 6 0.17 077 0.13 4.0 0.54 0.00 0.54 00200 0.0208 2.56 2.00 078 0.0833 4.00 1.00 3.50 0.146 0.17 5.20 1.15 1.00 0.54 0.00 3 313 14 1.01 0.82 0.83 4.0 331 0.00 3.31 0.0200 0.0208 7.46 2.00 027 0.0833 4.00 0.72 3.50 0.146 0.13 1330 1.05 1.00 3.31 0.00 4 36 8 0.30 0.85 026 4.0 1.02 0.00 1.02 00200 0.09-08 3.80 2.00 053 0.0833 4.00 095 3.50 0.146 0.16 7.00 1.14 1.00 1.02 0.00 5 36 6 0.16 0.77 1 0.12 4.0 OA8 0.00 0.48 0.0200 0.0208 3.86 2.00 0.52 0.0833 4.00 0.95 3.50 0.146 0.16 5.20 1.15 1.00 0.48 0.00 6 36 6 0.13 0.79 1 0.11 4.0 OA2 0.00 0.42 0.0200 0.0-908 2.10 2.00 0.95 0,0833 4.00 1.00 3.50 0.146 0.17 4.80 125 1.00 0.42 0.00 7 36 6 0.20 035 1 0.17 4.0 0.69 0.00 0.69 0.0200 0.0208 3.34 2.00 0.60 0.0833 4.00 099 3.50 0.146 0.16 5.90 1 1.02 1.00 0.69 1 0.00 W. Nathaniel D. Parkim GFRT. N9. P32304 Q m g u� N 0 0 r� I�I ' 1--4-t V 'Z i ,< l� o m ,� Z � f +. DE51614D 13Y DATE NP 4/25/05 DRAM BY DATE NP 4/2&/OS CHECK' 6r DATE FILE EDIT 5PRGU5E I - SCALE I "=50' DRAWIN6 G-10 PLOT PROJI=GT - `o O OF 18 SHEET NO. ARB MOTES I. Mechanical equipment shall not be Visible from the entrance corridor. 2. All l site plantings of trees and shrubs shall be al lowed to reach, and be maintained at mature height; the topping of trees is prohibited. Shrubs and trees shall be pruned minimally and only to support the overall health of the plant. GRAPHIC SCALE 1"=30' 0 30 60 90 Ilk 4 K Nathaniel D. Perkins GERT. NO. 952304 r I k LQ L l\ V L Q a fA S S o m < Z Q- `O mom �ko� � z OL a ua < < < X I-- DE5161NM BY DATE NP 4/25/05 DRAWN BY DATE NP 4/25/0& CHEOKED BY DATE PILE 5PROL15E EDIT - 5cALE 1 DRMIN6 G-I I PLOT PRO.EGT - i i of 18 51 MT NO. 5 3 ST0CKF-l0LJ\A SI.ERIES Small Luf linaires $ ES22ST GCSG SPECIFICATIONS coNsmu..criorl The luminaire consists of a cast alumi- num ballast housing and spun aluminum reflector housing, seal -'melded together for a one-piece unit. The lens choices are flat glass, sag glass, acrylic half sphere, or acrylic drop globe. All hardware is stain- less steel. t lisrALLAr im The top of the lumen air? mOJn-S t0 d Eurotique arm plumbizer. The 4" diam- eter arm is recommended. The globe is gasketed and mounted on an aluminum ring which is hinged to the reflector housing and furnished with a captive screw for easy relarnping. The reflector Shall pivot and be secured with a cap- tive screw for easy access to the ballast assembly. The ballast and socket assem- bly is furnished with a quick -disconnect plug and mounts on a removable ballast plate. The luminaire utilizes an internal, anod- ized and segmented reflector with socket for horizontal lamp. Reflectors are available in fourdifferent distributions and are interchangeable. Luminaire is furnished with an H.I.D. ballast assem- bly. The luminaire is UL and CUL listed and labeled as suitable for wet locations. Sockets are glazed porcelain, medium base, with a copper alloy nickel -plated screw shell and center contact. Ballasts are core and coil, high power factor, regulating type. Fif ls1i The luminaire has a powder coat finish utilizing a premium TGIC polyester powder. The finish is a three -stage process which consists of drying, powder application and curing. Before coating, the parts are treated with a five -stage pretreatment process, consisting of a heated alkaline cleaner, rinse, phosphate coating, rinse and sealant. fUROTYOU " Architectural Lighting 201 I-B W. Runcbery Lone • Austin iX r6758 ph. (800)4108899 • fax (512)?77-9622 vane. cntlquestreedamps.com Acuity Ughhng Group, Inc. E522-1 SITE FIXTURE DETA I L THREE TIME-5 BALL DIAMETER STOCKI IOLM SERIES Small Luminaires EUROTIQI.,IE Architectural Lighting ESzz_W_ ITH_LE1`f$-GH.QICE; 2rhv 22°+v 22"vr 71°r+ tT 5111, 2f`h 24.a°h ES22ST GCF E522ST GCSG r ES22STACHS �_.. ES22ST ACD NNiM WE INDLY n'qN }i65m taco <------ _____ARM MOUNT Cast aluminum for Conde<tion to ant. f j,._------ __------- _...._.___..._-_QUICK-DISCONNECT PLUGS t • •� BALLAST HOUSING cast aluminum X .. __._._.___. .. __.__.__...___ BLTA55EMBLY �Nlounted on renlovablealonnrurn plate Jr - PORCELAIN SOCKET Helium base REFLECTOR HOusING SKIRT Spun Nu mlAu nl 6" ---FULL CUTOFF REFLECTOR - - - Anodiacd and smented eg �..• -.------- ...__-------- FLAT OR SAG GLASS LENS ACRYLIC HALF SPHERE OR DROP GLOBE Mounted on hinged aluminum ring with Captive screw N: Ire. L orrAf jr fl rni_,^eG f.4n th"irom'-,ate. t"W ES22ST 175 N MED - tgrg SR2 TBl SF ACIBK _ es age/l4,nia ens ..aye tense In s ES22ST ,t•terrµt GCF .u.". a.-r Flat SR2 .E.,.,6trtorcn T81 1-0-1 HS' Hou�esdashea AN8K clock 5010 MED GCSG ay. Ciurr ::uu SR3 lF G i t Ion T82 eat •:cd SF 9r01e F 0 AP108 C^irk uronzo 70FOMED ACHSA_rrl:.Clo ,iatSphera SRdSC:Esomt,uen T832401eU DF[kuGSFru.lp ANDG O.:'kCrean Iot1M MED ACD Aa,,rc, r_1ccr LYep G:xa SIZES :Es Dh:.iitAion T84 277%,A ANPP P,�me Pci,tad 150M MED 347 347 you CPA Cudcm rnctcn CS CLJ=so-t A cow: 355 MED 503 MED •,�,F_S 'r. 705 MED sn.4.-rnF earasr rr2C era z,0 271 (iflctmrx:-v) c•�Sr£K+e;✓<"iuM1iGor:ra�!FiSt foreGlr�w f✓•LCh�ary. �. 1� q`I°I{ QI- Street L aiLl�tS• 1005 MED -,, z raa;ra�auncrcwx✓ a-t v rr „sr u <4F,C. - ...- I60S MED 3. Fc :nit .14 cr,Lroprons ase Fi,14h-o-r-.,n a e-fsfc9 e, ten acL.;L ... yvr-rra-.+AbtNrvrl r. Pvy . SET TRUNK PLUMB RUBBER H05E SECURED WITH WIRE OR APPROVED TREE TIES SITE F I XTURE DETAIL 2 LANDSGAPE PLANTIN6 NOTES EUROTIQI..IF ARMS IEAD Series . 4" did. Arms & Wall Bracket I z.zq' T- C x ket NA.l: Lr cracker rno;nNng Plat' 1" I (5)+/-�DNoles I 2 5" EAD4W6 Building 'f•a- 24' .. EAtD4/I Si e I i • .te" "1 EJAD4/2 SPECIFICATIONS s4NSI1z1 CTIO N The arms and wall bracket shall be one-piece construction. The round tubing arms shall be, welded to a center spool and plumbizer housing. For the wall bracket, the arm shall be welded to a flat wall plate. All weld- ing shall be per AN51/AWS D1.2. All welders shall be certified. MATERIALS The finials, plumb housing and swivel nipple shall be cast aluminum. The arm, center spool, arm spools and wall bracket mounting plate shall be aluminum. All hardware shall be stainless steel. All exterior hardware shall be tamper resistant. I N STAL LATI O N The arms shall slip -fit a 3.375" O.D. x 1t" post top tenon and attach with (8) socket set screws. Matching Eurotique poles shall be 4" diameter or .t'y6.63" diameter. The center finial and arm finial shall be remov- able. The wall bracket shall have six i/e dia. holes for mounting to the wall, (Bracket mounting hardware furnished by others. 2" x 3" vertical junction box recommended) Both arms and wall bracket shall have a plumbizer housing for luminaire mounting. Optional twist -lock photocontrol installed at center spool top instead of finial. For finish specifications and color options, see 'Finish' section in catalog. QRDERIh!G INFORMATION x'lrXx.ali.baa otaliar- C'l.:hct Gsl 2ih rrxa r � -n na 1 ca ma cc,resxiu'e Ito. EAD4W8 one ANBK Bloc'.: EAD4/1 ono ANDB Dur<Brcnze EAD4/2 two ANDG oaiz ,Teen ANVGVitrd.Go ANPP Hurm PorCad CM cut<r,I^Ailn CS cusunura RA_ PER P:E7RA T."is: _xkP<_ceprccle mt7 PEI 1,0:w .. kr,4-frtl 42' PE31�EMAT L,L kPh! rioE 3471r PE4NEMAT 6 tl ncxrxt.r4igV PE7 NE7AAt 1s4 kPhorr orlroi2)N tiO FS I.r. 'A v3c'tv.anaadcch:r cpOcns •co Fw I n F•rvxl In coraFig 2. i-,-:st "r„r Fnc;ocorcclnd ,�saaatle l,4ttt Wdl tvrrl.'er ANCIOUE Street Lamp-5 A. •aicurry&mJ. Corp.11 ;Ol 1.8 W `Vrtcrg Ln. •Atsiti TX 787W Ph (512) 97) ,'_ •'u(1,512) 977-96'» •rr ✓v✓.art�-o;h:ot✓xnps.com SITE FIXTURE BRACKET DETAIL I. The planting layout shall be consistent with the layout shown on Sheet II. 2. Planting shall be. limited to the period between September 15 to November 15, or March 15 to May 30. Landscapping shall btu seeded and (anted during the first period followin complotion of site; development. p g p g p 3. The landscape plantings shall follow the planting schedule. 4. The contractor shall warrant that a minimum of 1100% of all plantings shall survive for a period of one year following planting Gompletion. 5. The contractor shall furn ish nursery crown plants Gonf orm ing to ANSI Z60.11 with healthy root systems developed by transplantingor root pruning. Trees and shrubs shall be we well shaped, fullt branched, healhy, vigorous stock free, from disease, insects, larvae and defects such as knots, sun scald, injuries, abrasions and disf igurements. 6. Nursery stock shall come f rom a I oGa I nursery o1r be adapted to Iota growing conditions and be guaranteed by the nuirsery as such. T The contractor she I I G I can the topsoil of roots, Sods, stones, cloy lumps, and other extraneous moteria Is harmf u I to plant. growth. EIJRO LIOUE' ALUMINUM POLES 4"0 10'-18'tall SPECIFICATIONS DESCRIPTION The lighting poles shall be one-piece all aluminum construction with a two-piece base cover. The poles shall have a straight shaft with integral anchor/base plate. All welding shall be per ANS I/AWS D1.2. AD welders shall be certified. The poles shall be Antique Street Lamps' catalog num- ber EPAX XX S4 finish. MATERIALS The poles shall be extruded alu- minum with cast aluminumi anchor plate, base cover and handhole cover. All exposed hardware shall be tamper resistant stainless steel. Anchor bolts to be completely hot - dip galvanized. Partially galvanized bolts are not acceptable. DIMENSIONS The poles shall be X'-XX"in height with a 1o.5" diameter base cover. An integral 3.375" O.U. x 1 1"tenon shall be provided at the top- for mounting Eurotique 4" armis (excep- tions following). A 3.375" 10. D. x 8" tenon shall be provided .when mounting Eurotique arm ErAL4. No tenon shall be provided at the top when mounting Eurotique arm EAK4 which has an internal tenon. INSTALLATION The one-piece poles shall be provided with four.75" diameter by 24" long, L-type anchor bolts to be ilnstalled on a 7" diameter bolt circle. A, handhole with cover shall be provided in the lower shaft section for wilding access. A grounding screw shall be provided inside the handhole. Eight set screws shall be provided at the top when mounting Eurotique arrn EAX4. For finish specifications and color options, see"Finish" section in cata- log. lEU KOINQUI IE'" Architectural Lighting ANTIOUF Street Vamp A. &..sC., �b s w 2311-B W.. R-izrj tn•Austin TX 7a758 Fh (512) 977B444• F � (51'2) 9J1-9622 w wwa nRqucaheellar npn. corn EP-I SITE POLE DETAIL M - Notes Irypa FEATURES & SPECIFICATIONS EURO TIC?UE"ALUMINUM POLES ORDERING INF01ZMIA-nON 4"4) 10' 18'tall cr,,eolheTOM- cot cgnomend,olelhnt-ty,srv�r�eeu:vnd.01t • �r- o-uRr+carnre m=. EPAZ 18 S4 3-3/8T11 A1TBK 3.375"OD. x t I"High Tenon POIs $ef165 Hel ht Finish 3-3/8TI1 (standard) EPAX 10 AN8K 81cc1, 3.375"O.D. x 8" High Tenon EUN'OLIrJ UE'" Po'es 12 ANDB [)ark 8ro rue ANDG palkn Glee 3-3/01f8(Re uiredfor q Al -inure jb ANVG Verce Gt-n Eurotique Arm EAL4) 16 ANPP Pr[n-Pdntd CM C,t.rr, k M, C -'omes9 c<,t Shaft Type PAL S4 4" do s-It Options Tenon Rcaeptodes a o o- 3.3/8TI I Standard tenon - RaOF '!e H.uJ 3.378T8 Tenon tut Arrn EAl4 OTO Tenon for Arm EAK4 Csee Accasoiies section In the catalog or contoat Antigw sir-f tamps) NOTES' 11 1. fw,fi"h• euPctt'x:soM ccJ:v opiicns :c�FUUsh cec!Mn n, co:oMq or wntucr;L,';aue s'aet Lrznus. ANCHORAGE GUIDE /Internal Tenon -0T0 (Required for .i O Eurotique Arm EAK4, furnished with (0)setscrews) Pole Height •� 9" Dia. 7" Dia. Base Bolt Circle -- 2" t 4" Handhole u' Opening with Door and Handhole (2) Socket Hd. Screws - -t ` CastAlam.Tw'o- Piece Base Cover 1s" (2) Socket Hd. Screws I r FL -1- �-+1o.s•n- I a•��Q. leveling height „• leveling height I'c- 3/4"O x 24" Hot-Olp Galvanized Anchor Bolts 4 Per Pole) :.011-rJtrLn.. B01-v•AutTX 75;i StreePn AI TCIOUEo-tilt (51 ^)9n-a144•Fuc(512) 9779622 arts, M'M1ltwryaruNDnmyarry w'✓uwarH w_si:eetl a arr�aom EP-2 INTENDED USE 6- Frame In Recessed frame -in rated Non -IC for new construction unly. Approved for all ceiling types and wiring types. CONSTRUCTION- Rugged galvanized steel Imme. P Cutout section on frame for remodal applications. Galva]zed Dar hangers span up to 24" o.c. and rc--ante built in nailer and T--y�-"`���. bar clips. •-L-� I' SINGLE LAMP Galvanized steel Junction box with removable access door, f4f romex knockouts, (2) 144' and 141 1/2' nominal conduit knockouts with pryuut slots. for through branch wiring. FLUORESCENT Maximum 8 (4in Pout) No 12 AWG conductors. Rated for DU" C. Horizontal TRT Ground wino provided. Single Lamp ELECTRICAL SYSTEM Non -IC Socket housing attaches to reflector with pre -mounted screw to ensure New Construction proper and consistent lamp position. Mull=rule 120V Through 277V, electronic ballast with aria of life protection. Thermally protected against Improper contact with insulalon add approved Specifications for through -branch circuit 'miring. Height (trim heighlvades) 'a , INSTALLATION Long th: 13 03) T-bar or woud joist installadun. Widdt 8-112 121.6) Barhangers expand to a length of 25-1/4' maximum, 13-114" mirimum. Cuiling Opening: 7117.81 r - VeNcally adjustable yoke allows for flush mounting of tools to coiling taco. -` Maximum ceiling Odclmess deleniined by finishing trim. See specific [fill] All dintenyix arc incIt- (canim.-P rf 2 page. USTING UL Listed to US aid Canadian safely standards. LF_ 47 Damp location listed. (Sue trim selection for wet location lis0u9.) _„ 1,-.1 ORDERING INFORMATION For shortest lead times, configure product using standard options (shown iu bold). Example: LF6 1/26-42TRT MVOLT F601A 'DOUBLE STRAND WITE ATTACHED LF6 1/42TRT MVOLT F61_S4 TO END OF STRIPS (NOT AROUND TREE)C)R APPROVED TREE TIE Series lams volts Options Re11'1clur_� LFG t/2G-421HP MVOLT2 ADEZ Advance Mark 10Tm EL Emergency battery pack F601A Clear diffuse upon 1126TRT 347 electrode dinnning ballast. with integrallestswitch., FG01A7 Ciearspecularlow W600D STAKES SET 1132TRT Must specily 120V or 277V (Morin ELF! Emergency tottery pack iridesceTM ntopen DE APART 1/42TRT „ urn dirmningTllevel 5%. with remote test sv✓itch. F61V4A Clear diffuse waliwosh STAKE ONLY 5T :O W1NDY DFAHL Lulrun Compact SET- WLP 35K lamp (shipped separately(. FGW4AZ Clear specularwallwash ED LOGAT1oN5 -ALLOW eh 011 o NCV(26 dimming ballast, 120`/ or 277V (26TRT, 32TflT, TRW White flange. lowhides t F5LS4 Vitale splay flat clear glass FOR NATURAL SWAY 42TRT). Requires 4-pin BDP Ballast disconnect plug lens4 lamp. Minin-uuldimming (meets codes that require FGLS73 White splayylassT73 ravel 5%. In -fixture disconnect). ternperedpnsmaGclens4 FINISHED GRADE 3' OF IMULCH 4' OF iCOMPACTED EARTH 5A ICEER MOTE, IN PLANTING BEDS, IELIMINATE THE COMPACTED EARTH SAUCER AND GLOVER ALL BEDS WITH 3" OF ]MULCH, MINIMUM) FINISHED GRADE TILL E:Xl5TIN6 SOIL REMOIV(E BURLAP FROM TOP 1/.31 OF ROOT BALL UNDISTURBED 501L TREE PLANTING DETAIL 5ET PLUMB FIN15H1=D GRADE 3" OF MULCH 3" GOMPAGTED EARTH 5AUGER (NOTE, IN PLANTING BEDS, ELIMINATE THE COMPACTED EARTH 5AUCER AND COVER ALL BEDS WITH 3" OF MULCH, MINIMUM EXI5TING GRADE TILL EXI5TING SOIL REMOVE BURLAP FROM TOP 113 OF ROOT BALL, ROUGHEN ROOT BALL FOR CONTAINER GROWN STOGK SHRUB PLANTING DETAIL NUT-e3 1 Notavail.u..ilh DMHLerw1_P. 2 Elecda,ic ni udti WE Wllw capable 0 oDc*adng airy lit. Wt, as from 120-27N, 5U or elHr. 3 Fur dimanvunal chauuax, refit p accasuies tub. Fur nvu- lan-p uperadon, consult raclury. 4 Latu rrmuval rolulrW bufuro EL testing. :eat An si ccincaden shoatrrr maumum'aattzgos. Accessories Urdler as s,garare eataloa numbers. LCrAD Channul bar 111OLl11ing brackets, sut of two LSMC T-bar mounting clips, set of lour Dowalighting and 'Track Sheetif: LF6-SINGLE-COM CCFL-125 RAG FIXTURES DETAIL SITE L 16HT I NCB NOTES SITE POLE DETAIL 2 LF6 Single Larnp Distribution curve Distribution data Outputdata CoefliCie lit ofuliGxation Single luminairedata 30'abovefloor F601AZ, (1) Philips PL-C 32W/27SH lamp, 1.2 s/mh, 24CO rated lumens, Test no. LTL12515 Pt 20% v Op Lumens ZLumen.°6 Lnmp pc 80% 70' 50% T-k H.mhl2 sat 511 b-,-52 s' laoSsWa- tar za 0 598 98 V -30' 483.7 20.2 pv 50%30.' 509630%50°b 30?6 0 63 63 61 61 5a 5a wle FC toe 1. 5 59 .ur 0' . 40' 780.1 32.5 1 57 55 56 54 54 53 M:,nr.na 0erne .rn sv 15 639 178 0'-60' 1245.0 51.9 2 52 49 51 48 49 47 Heian- Bean C'2-1.r Fc C+arne-e, TO 25 533 247 0' - 90' 1261.5 52.6 3 47 43 46 43 44 42 80 10 a 5 7 9 9 141 20 40' 35 471 296 90'-f80' 0.0 0.0 4 42 38 42 38 40 37 1°o toe 92 53 tea tf eel 45 444 330 0'-180' 1261.5 'S2.6 5 38 34 38 34 37 33 'zo as na 33 233 07 wr 95 117 125 'Total EDiciency, 6 35 31 34 31 34 30 4o s 160 33 t4! 23 2a5 15 tas to as 13 7 32 28 31-128 31 27 75 3 3 8 29 25 29 25 28 25 85 1 1 9 27 23 27 23 26 23 90 0 10 25 21 25 2124 21 LAGHT11iiiii LithoniaUghting Recessed U.-lighting An 1%Uvffy&rdndsCarpany ur. udle-ia W.N Cprners, as=12 Sheet#:LF6•SINGLE•COM szcu4acaarsmndsualn:na.u•.,n-rr.9aa'ua rfione: alU31rr43 FaX:77U-71 tl-1 CITY ,r✓rw.ed:wda.tan REG FIXTURES DETAIL 2 I. Each outdoor luminaire equipped with a lamp that emits 3,000 or more initial lumens shall be a full cutoff luminaire. The spillover of lighting from luminaires onto public roads and property in residential and rural areas zoning districts shall not exceed one-half footcandle. GRAPHIC SCALE 1"=30' tip G K Nathaniel D. Perklns 0 30 60 90 0 CEFZT. NO. 052304 "J Q Ui N m 11- A S S tJ) < L Z- ICIIII�-E z } Q O � ZLU 1 I� DE5161,ED BY DATE NP 4/26/05 DRAV`{N 8Y DATE NP 4/28/05 CFr=GKED BY DATE FILE EDIT 5PROU5E I - SCALE DRAWIN6 G-12 PLOT PRO.IEGT - "V OF 18 SHIMET NO. LUMINAIRE SCHEDULE Symbol Label aty Catalog Number Description Lamp File Lumens LLF Watts LITHONIA LF6/ 6" OPEN DOWNLIGHT ONE 26-WATT TRIPLE 0 R 4 F601A (26TRT) WITH 5PEGULAR TUBE COMPACT LtIIOI 1800 1.00 2q REFLECTOR. FLUORESCENT, VERTICAL BASE -UP POSITION. ` E-522 15OPSM EUROTIaUE ONE 15OP-WATT CLEAR OL-I I MED ea:SR2 ARCHITECTURAL EDI7 METAL HALIDE, EZ22_I75M_M 12000 I.00 185 U MOUNTED ON LUMINAIRE WITH 5R2 HORIZONTAL PI ED_GCF_5R2. EPAX 18 54 3- REFLECTOR, GI EAR leg 3/5TII AN3K FLAT GLA55 LENS. POLE ANTIQUETWIN a EUROTIQUE ONE 150P-WATT CLEAR OM-2 4 180 E822 15OP5M ARCHITECTURAL EDI7 METAL HALIDE, E722_175M_M 12000 1.00 370 O MED GGF SR3 LUMINAIRE WITH 5R3 HORIZONTAL POS. ED-GGF-5fZ3• MOUNTED ON REFLECTOR, CLEAR les EPAX 18 54 3- FLAT GLASS LENS. 3/8T11 AN13K POLE 0 ANTIQUE E-522 EUROTIQUE ONE 15OP-MTT CLEAR E722_1-MM_M 12000 1.00 155 ON-1 7 15OP5M MED GGF ARCHITECTURAL EDI7 METAL (HALIDE, 0 5R45G MOUNTED LUMINAIRE WITH 5R45G HORIZONTAL POS. ED-GGF_51R4 ON EPAX IS 54 3-REFLECTOR, GI EAR 5G.le5 3/8TI1 ANBK FLAT GLA55 LENS. POLE ANTIQUE E-522 EUROTIQUE ONE -10-WATT CLEAR WALL 27 70P5M MED GGF ARCHITECTURAL EDI-TMETAL HALIDE, _P 5400 1.00 85 5R3 MOUNTED LUMINAIRE WITH 5R3 HORIZONTAL P05. ED_GGF5M- ON EAD4WB REFLECTOR, CLEAR les ANBK WALL FLAT GLA55 LENS. BRACKET ANTIQUE E-522 EUROTIQUE ONE 70P-WATT CLEAR KA-L2 4 70PSM MED GGF ARCHITECTURAL EDI7 METAL (HALIDE, EZ22_I75M_M 5400 1.00 85 51 MOUNTED LUMINAIRE WITH 5R2 HORIZONTAL PI ED-GF-2• ON EADI REFLEGTOR, CLEAR leg ANBK WALL FLAT GLA55 LENS. BRACKET LUMINAIRE LOGAT IONS No. Label Location X Y MH Orientation Tilt I R 255.5 15.7 15.0 0.0 0.0 2 R 248.7 16b 15.0 0.0 0.0 3 R 238.7 2.5 15.0 0.0 0.0 4 R 24q.4 5.4 15.0 0.0 0.0 5 WALL 122.7 11 8.0 264.3 0.0 6 WALL 124.5 41.q 8.0 264.1 0.0 7 WALL 145.4 65.4 8.0 -7.1 0.0 8 WALL 155.7 66.0 6.0 -4.6 0.0 Cl WALL 201 A 58.5 8.0 -6.3 0.0 10 WALL 214A 541.0 8.0 -3A 0.0 II WALL 2312 4q.0 8.0 84.5 0.0 12 WALL 27q.1 48.3 8.0 -2.4 0.0 13 WALL 2g0.5 4q.6 &.0 -2.5 0.0 14 WALL 232.3 3q.0 5.0 872 0.0 15 WALL 317.3 472 5.0 0.0 0.0 16 WALL 32g.4 47.7 5.0 -2.3 0.0 17 WALL 5662 553 8.0 0.0 0.0 18 WALL 377.8 56.7 &.0 0.0 0.0 Iq 1NALL2 404.E 53.7 5.0 -32 0.0 20 WALL2 416.0 55.0 8.0 -5.5 0.0 21 WALL 410.0 4.4 8.0 177.1 0.0 22 WALL 3gg.4 32 8.0 177.5 0.0 23 WALL 344.4 -5.5 8.0 173.5 0.0 24 WALL 532.6 -42 5.0 175.1 0.0 25 WALL 28q.7 -4.8 8.0 173.7 0.0 26 WALL 27g.8 -5.q 8.0 171.E 0.0 27 WALL2 42q.6 3CIA 8.0 55.6 0.0 28 WALL2 431.4 25A 8.0 84.4 0.0 2q WALL 212.4 -16.4 &.0 176.0 0.0 30 WALL IcIOA -16.5 8.0 176.4 0.0 31 WALL 111 -20.0 8.0 175.7 0.0 32 WALL 156.4 -21.1 5.0 174.6 0.0 33 WALL 12-1.1 -5.8 8.0 264A 0.0 34 WALL 2022 -I &A 8.0 176.0 0.0 35 WALL 123.8 17.0 8.0 264A 0.0 36 OM-2 68.0 1450 15.0 6.1 0.0 37 OM-2 167.7 138.7 18.0 q2 0.0 38 OM-2 260.0 125.5 15.0 Igl.5 0.0 361 OM-2 5432 117.4 1&.0 12 0.0 40 ON-1 652 211.6 15.0 Ig3.l 0.0 41 ON-1 154.5 2075 15.0 155.4 0.0 42 ON-1 208.6 200.5 15.0 185.E 0.0 43 ON-1 276A I0111.4 1&.0 187.7 0.0 44 ON-1 386A qq.5 15.0 176.6 0.0 45 ON-1 45.0 45.0 15.0 77.6 0.0 46 ON-1 60.3 -182 I8.0 -18.4 0.0 47 OL-1 63.3 ql.q 18.0 5.5 0.0 SURFACE SCHEDULE Reflectances Name Front Back THREE NOTCHED O% 05ii CENTER 12b 1.5 1.1 'b.q 1A t?.4 1.4 'bb 1.6 STATISTICS Description Symbol Avg Max Min Max/Min Avg/MIn CANOPY O 4.3 fc 62 fc 1.7 fc 3.6:1 2.5:1 PARKING ONLY X 2.1 fc 6.8 fc 0.2 fc 34.0:1 10.5.1 PROPERTY ! _INS= 0.1 fc 03 fc 0.0 fc N / A N / A THREE NOTCHED GENTER 2.3 fc q.7 fc 0.0 fc N / A N / A NOTES I. ALL LUMINAIRES ARE IE5 AND IDA FULL CUTOFF DARK5KIE5 RATED WITH CLEAR FLAT HORIZONTAL TEMPERED GLASS LENS. 2. ALL FOOTGANDLE LEVELS ARE MEASURED AT GRADE. 3. ALL FOOTGANDLE LEVELS ARE MEA9l1RE5 AS INITIAL WITH A LLF OF 1.00 4. HEIGHT OF 51TE LIGHTING POLES 15 10'. 12.0 S-4- -\ S.0 If b.3 102 b.1 'fib S.3 1.8 'b.8 3 3.6 1.5 'b.fi 'b.b 'b.b b.4 'b.4 b.4 12 'b.q b.& 1.1 '!2.4 '!23 SA 1.5 5sidewcz(II{ 1. '!2.0 1.5 '4.1.. ''..: 1.5 43A 1.6 'b2 'b 3 b.5 'b.5 'b .b WAIL 8 WALL-5 WALL-7 I I_!_.o.. 1.4 'b.6 4.3 WALL-q LL-10 %.8 !..'. 12 58 >78. •' •. ...-• • • $5 b.l -45 WALL -I I ; : .' WALL-1-7 L2-E WALL-12 WALL-13 WALL-18 WALL-6 L-15 WALL-16 NALL-14 VQA I-L2-2 F 1!2.5 '!2.0 'b.5 t. I b. 6IJ -2 WALL-55 q 8 'b.-r 1. NALL-21 b� NA L-22 NALL-25 WALL-25 WALL-33 HALL-26 WALL-24 I 12 . '2q WALL-30 2 b 3 b HALL- b 3..:.• bo WALL-32 WALL-31 LL-2q :::: • : • . -46 b.q $2 0 o b �l.1 b.a b2 b.7 b.7 .6 � ' ,b;4. b.o tm € o 'b.o b.0 0.4 Plan Vlew Scale V = 50' GRAPHIC SCALE I"=30' 0 30 60 90 C -y K Nathaniel D. Perkins G3=RT. NO. 032304 k l\ V L Q A a m � � � � A m 0 0 I�I Z Z V 11 } < mom V O OL UJ LX C I�I DESI6NED BY DATE NP 4/28/08 DRAM BY DATE NP 4/28/OS U-E II BY DATE FILE MIT 5PROU5E - 51 1 "=30' DRMI•I6 G-15 PLOT PRO.EGT - '�DTE3 OF 18 SHED- NO. SOILS MAP EROSION CONTROL NARRATIVE PROJECT DE5GRIPTION: This project consist of the construction of two building (approximately 2q,140 sf) of office and commercial space, and associated parking areas. The project scope includes grading and installation of asphalt travel ways and parking spaces, and utilities. The disturbed area for the project Is essentially the entire site of 202 acres. Eroslon control for the 51te will be managed using perimeter controls and the existing basin on the adjacent parcel (north of site). EXI5TING 51TE CONDITIONS: The site Is located on Three Notch.d Road (5R 240) approximately 0.10 miles west of the intersection vilth Parkvlew Drive. The site currently occupied by a parking area and two existing buildings. These buildings and pparking areas will be demolished. The site slopes in general from from south to north at approximately 3 - with some slopes exceeding 25% along the northern property line. ADJACENT AREAS: The site Is bounded on the north by rural area, to the east by rural area, to the west by the Gharlottesvllle Self Storage o Crozet facility and -to the south by Three Notch.d Road. Existing surface drainage Is directed north to an existing stream. OFF-51TE AREAS= Off -site areas to be disturbed are limited to the northern property line where the Storm drainage 0utfall outlets in the existing erosion control basin. This area 15 dellneate with a drainage easement. SOILS: According to the USDA 505 soils mapping, the project site lies in soils: 40 - A6he Loam 37EO - Haye5vlile Clay Loam 5113 - Thurmont Loam qIB - Urban Land The soils are described as: 40 - Ashe loam, 15 to 25 percent slopes Properties and qualities Slope. 15 to 25 percent Depth to restrictive feature, 20 to 40 Inches to Ilthic bedrock Drainage cla55: Somewhat excessivelydrained Capaci(ty of the most limiting layer to transmit water (Ksat): Very low to high (0.00 to 5A5 In/hrr) Depth to water table: More than 80 Inches Frequency of flooding: None Frequency of ponding= None Available water capacity. Low (about 5.2 Inches) Typlcal profile O to 10 Inches: Loam 10 to Iq Inches: Loam Iq to 24 Inches: Sandy loam 24 to 7q inches= Bedrock This soil 15 moderately deep, moderately steep, somewhat excessively drained soil. It 15 on narroww convex r►dgetop5 on points of ridges, and on side slopes. Permeability of this soil Is moderately rapid. Depth to bedrock 15 approximately 30 Inches. Potemtlal frost action and shrink -swell potential 15 low. The erosion hazard is severe in areas without adequate cover. 3733 - Hayesville clay loam, 2 to 7 percent slopes, severely eroded Properties and qualities Slopes 2 to 7 percent Depth to restrictive features More than 80 inches Drainage class: Well drained. Capacity of the most limiting layer to transmit water (Ksat)= Moderately high to high (0.57 to I.1115 in/hr) Depth to water table: More than 80 inches Frequency of flooding. None Frequency of ponding: None Available water capacity: High (about 10.6 Inches) Typical profile 0 to 7 inches: Glay loam 7 to 58 inches: Clay 58 to 67 Inches: Bandy clay loam 67 to 83 inches: Fine sandy loam This soil Is deep, sloping and well drained. Soil is on narrow convex ridgetops. Slopes are Smooth and about 200 to 400 feet long. Permeability and available water capacity of this soil 15 high. Depth to bedrock Is approximately 80 Inches. Potential frost action and shrink -swell potential is high, limiting the use of this soil as a building Siite or roaciflll. SIB - Thurmont loam, 2 to 7 percent slopes Properties and qualities Slope: 2 to 7 percent Depth to re5VICUve features More than 80 inches Drama a cla55: Well drained Capacity of the most limiting layer to transmit water (K5at): Moderately high to high (0.57 to I.qB In/hr) Depth to water table: About 48 to 7q Inches Frequency of flooding: None Frequency of ponding: None Available water capacity= Moderate (about 8.3 inches) Typical profile 0 to 10 inches: Loam 10 to 46 inches: Clay loam 46 to 56 Inches= Loam 56 to 7q inches= Gobbly Sandy loam This soil i5 deep, gently sloping and well drained. Soil Is on elongated rldge5. Permeability 15 moderate and available water capacity Of this soil is moderate. Deppth to bedrock 15 approximately 80 Inches. Potential frost action and shrink -swell potential 15 low. This 5011 IS a good source of roadfI11. ql - Urban land Properties and qualities 51ope: 0 to 25 percent Depth to restrictive feature: 10 inches to dense material Capacity of the most limiting layer to transmit water (K5at): Very low to high (0.00 to 15.04 in/hr) Typlcal profile O to 6 Inches, Variable 6 to 7q inches: Variable considered developed soil. Areas are used for parking lots, schools, shopping centers, etc. CRITICAL ER05ION AREAS: There are no areas defined as critically erosive. However, care should be taken on a daily basis to maintwln the erosion control Structures to event silt from leaving the construction site. ciflcall', Slit fence 15 to be constructed along the sides of the work zone to Intercept and detain sediment. AA onstruction entrance IS to be provided t0 prevent tracking of mud into the public right-of-way by -Ha vehicles. Wash water• 15 to be trvcked in or obtained from a metered AGSA water connection. 5h water 15 to be directed to 54I1; fence. Inlet protection 15 to be provided to prevent sediment from entering the storm drain system upon construction of the on-51te storm drain Inlets. GON5TRUGTION 5EG&ENCE= Construction shall follow the follow sequencing to minimize ero5lon: 1) Install silt fence (517) along the all property lines. 2) Install Construction Entrance (GE) as Indicated on the plans and any tree protection. 3) Verify existing EG basin integrity and Install silt traps. 4) Dem6115h existing improvements and relocate existing utilities as required. 5) Clear and grub, strip top soil and stockpile for re5pread. Haul unsuitable material off-51te to an approved diSp05al location. 6) Rough grade site, install new utilities (storm drain, Sanitary, haul excess material off -Site as necessary to an approved disposal location. 70 Install Inlet protection (IP) around the proposed drop Inlets. b) Proof roll 5ubgrade In areas to receive asphalt pavement. Upon proof roll approval by geotechnical engineer, Install aggregate base, prime coat and asphalt paving per phasing sequence. q) Install building structures and stripe paving. 10) Provide temporary seeding and Other erosion control devices to minimize transport of 5edlment. 11) Prepare landscaping areas. 12) Apply permanent seeding (PS), landscaping and mulch (MU) to all denuded areas as Indicated on the plans a5 soon 05 p05511210. 15) Temporary sediment control structures are to remain In place and will be removed only when a satisfactory stand Of permanent grass 15 present. Upon ap roval, remove tem orary er051on control measures, remove unsuitable material to an approved Iota ion, and stabilize affected areas. 14) Convert E5G basin to a permanent storm water management ba51n. 15) Project closeout. EROSION AND SEDIMENT CONTROL MEASURES= The measures noted below and on the accompan Ing drawing are to be constructed and maintained by the contractor In accordance with the latest edlvlon of the Albemarle County Code and the Virginia Ero5lon and Sedimentation Control Handbook, Third Edition, Igg2. Symbols, details, and dimensions used are taken from the handbook, as well as the Virginia Department of Transportation Road and Bridge 5tandard% Volume I, ;2001 A. 5TRUGTURAL PRAGTICE5= I. Temporary construction entrance (GE), 3.02= Temporary construction entrance shall be provided and maintained as shown on the plan sheet. 2. Silt Fence (5F), 3.05= Silt fence barriers shall be installed down slope of areas with minimal grades to filiter EROSION 4 SEDIMENT GONTROL LEGEND 3A2 CONSTRUCTION ENTRANCE GE 3A5 I- 5ILT PENCE ) X_ 307 5TORM DRAIN INLET PROTECTION 1P ®IP 3oq TEMPORARY DIVERSION DIKE DD 3.13 TEMPORARY SEDIMENT TRAP 3.14 TEMPORARY 5EDIMENT BASIN SB 3.18 OUTLET PROTECTION OP 3g2 PERMANENT 5EEDIN6 PcJ O 335 MULGHI% 336 SOIL 5TABILIZATION BLANKETS B%M 338 TREE PRESERVATION 4 PROTECTION TP O 3 3q DUST GONTROL S EG LEGEND runoff from sheet flow as indicated on the plan sheet. 3. Storm Drain Inlet Protection (IP), 3.07: Storm drain inlet protection shall be provided for Inlets as shown on the plans. 4. Temporary Diversion Dike (DD), 3.0q: Temporary diversion dikes shall be provided a5 shown on the plans or as needed to divert water to the sediment 6651n. 5. Rock Check Dams (CD), 320, Rock check dams are to be Installed In the diversion ditches as needed to reduce velooltj4 of concentrated flow and the potential of erosion. 6. Dust Control (00), 55q: Provide dust control In areas subject to surface and air movement of duct where c'n-51te and off-5lte damage Is likely to occur If preventive measures are not taken. 7. Temporary 5edlment Basin shall be Installed and maintained per VESC 5.14. B. VEGETATIVE MEASURES: I. Top5olling 4 Stockpiling (TO), 3.30: Topsoil will be stripped from areas to be graded and stockpiled for Icttaer use. 5tockptle5 are to be stabilized with temporary vegetation and have slit fence Installed along the lower perimeter. Stockpile locatlon5 to be approved by Albemarle Gounty. 2. Temporary Seeding (T5), 331: All denuded areas which will be left dormant for extended periods of time Shall be seeded wTth fast erminating temporary vegetation Immediately following grading. Seed selection will be dependent on the trme of year In accordance with the-VE50 3. Permanent Seeding9 (P5), 3.32: Permanent seeding shall be provided on site to provide stablllzation for all disturbed areas. 5eeding rates are in pounds per acre. For high maintenance lawn areas apply 200-250 pounds of Kentucky 31 fescue, 2 pounds of redtopgrass, and 20 pound5 of seasonal nurse crop. The seasonal nurse crop used 15 based on the following seeding dates: a. From February i6 through April, use annual rye; b. From May I through August 15, use foxtall millet; c. From August I6 through October, use annual rye; d. From November through February 15, use winter rye; All permanent seeding shall be fertilized, limed and mulched at the following rates: Fertilizer 10-20-10 at a rate of 1000 pounds per acre: lime of agricultural grade limestone at a rate of 2 tons per acre: and straw mulch at arate of I . tons per acre. Before seeding, 4 inches of topsoil shall be spread in areas to be seeded. Apply fertilizer and lime uniformly and mix welt Into top 4 Inches of seed bed. Prepare 5oll for permanent seeding by tillage of topsoil in place to loosen thoroughly and breakup all clods to a depth of 6 inches. Remove all 5tump5 and roots, coarse vegetation, stones larger than I . Inches and all construction debris. 5011 shall be worked by suitable agricultural equipment to a depth of not less than 4 Inches. Surface shall be uniform, smooth and dralnabr0. A firm and compact seed bed is required. 4. Mulching (MU), 3.35: All temporary and permanent seeding shall be straw mulched. G. MINIMUM 5TANDARD5: M5-1 5tablllizatlon of denuded areas: Permanent or temporary soil 5tablllzation shall be applied to denuded areas with 7 days after final grade 15 reached on any portion of the Site. Temporary soil stabilization shall be appllea within 7 days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 30 d095. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. M5-2 5tabllllzation of soil stockpiles: During construction of the project, 5011 stockpiles and borrow areas shall be stabilized or protected with sediment trappl measures. The contractor Is responsible for temporary protection and permanent stabilization of all stockpiles on site as well as borrow areas and soil Intentionally transported from the project site. M5-3 Permanent Vegetative Cover: A permanent vegetative cover shall be established on denuded areas not otherwise permanently 5tablllzed. Permanent vegetation shall not be considered established until a ground cover 15 achieved that, In the opinion of the E45 Inspector, Is uniform and mature enough to survive and Inhibit erosion. M5-4 Timing and stabilization of silt trapping measures: Storm inlet protection, silt fencing, and other measures Intended to trap sediment shall be constructed as a first step in any land disturbing activities and shall be made functional before up5lop0 land disturbance takes place. MS-5 Stabilization of earthen structures: Stabilization measured shall be applied to earthen structures such as dikes and diversions Immediately after installation. M5-6 Sediment basins and traps: Not used. MS-7 Gut to FIII slopes: Gut to fill Slopes shall be constructed In a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem Is corrected. MS-8 Concentrated runoff down cut or fill slopes: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. M5-q Water seepage from a slope face: Whenever water seeps from a slope face, adequate drainage or Other protection shall be provided. EROSION CONTROL NOTES I. The plan approving authority must be notified one week prior to the pre -construction conference, one week prior to the commencment of land disturbing activity, and one week prior to the final inspection. 2. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR625-02-00 Erosion and Sediment Control Regulations. 3. All erosion and sediment control measures are to be placed prior to or as the firs step in clearin . 4. A copyy o� the approved erosion and sediment control plan shall be maintained at the site at all Eimos. 5. Prior to commencing land disturbing activities In areas other than indicated on these plans (Including but not Ilmlted to off -site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. 6. The contractor is responsible for Installation of any addltlonal erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. -1. All disturbed areas are to drain to approved sediment control measures at all times duringland disturbing activities and during site development until final stabilization 15 achieved. 8. During dewaterinci operations, water will be pumped into an approved filtering device. q. The contractor sf=iall Inspect all erosion control measures periodically and after each runoff-produr,inq rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 10. All fill material to be taken from an approved, designated borrow area. 11. All waste materials shall be taken to an approved waste area. Earth fill shall be Inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.128. 15. All Inert materials shall be transported In compliance with section 13-301 of the Code of Albemarle. 14. Borrow, fill or waste activity Involving industrial -type power equipment shall be limited to the hours of 7.00 am to 1`1:00 pm. 15. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and Improvements, and damage to any pub is street because of 51Tde5, sinking or collapse. 16. The developer shall reserve the right to Install, maintain, remove or convert to permanent stormwater management facllitle5 where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit or building or other portion of the property. 17. Temporary stabilization shall be temporary seeding and mulching. Seeding Is to be at 75 lbs/acre, and In the months of September to February to consist of a 50/50 mix of Annual Ryegrass and Cereal Hinter Rye, or In March and April to consist of Annual Rues, or May through August to consist of Garman Millet. Straw mulch is to be applied at 83 Ib9/100 Sf. 15. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural grade limestone shall be applied at q0 Ibs/I000 of, Incorporated into the top - 46 inches of soil. Fertilizer shall be applied at 1000 Ibs/acr0 and consist of a 10-20-I6 nutrient mix. Permanent seeding shall be applied at 1&0 Ibs/acre and consist of g596 Kentucky 31 or Tall Fescue and 0-5%Perrenial Ryegra55 or Kentucky Bluegc�ra55. Straw mulch Is to be applied at 80 Ibs/100 of. Alternatives are 5u�ject to approval by the County erosion control inspector. Icl. Maintenance: All measures are to be Inspected weekly and after each rainfall. Any damage or clo gin to structural measures 15 to be repaired immmediately. Silt traps ore to be cleaned when 50% o the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting Sediment'to half their height must be cleaned and repaired Immediately. 20. All temporary erosion and Sediment control measures are to be removed with 30 days of final site stabilization, when measures are no longer needed, subject to approval by the County erosion control Inspector. M5-10 Storm Inlet PrUtectfon: All storm inlets that c Pe operable during construction shall be protected so that 5edlment laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. M5 11 Stabilization of outlets: Not used. M5-12 Work In live vratercourse5: Not used. M5-13 Crossing a Ilya watercourse: Not used. M5-14 Applicable R,3gvlation: All applicable federal, state and local regulations pertaining to working In or crossing live watercourses shall be met. M5-15 5tablllzatlon of bed and banks, Not used. M5-16 Underground utllitie5: Underground vElllty lines shall be Installed in accordance with the following standards, In addition to other applicable criteria= a. No more than 500 lineal feet of trench may be opened at one time; b. Where consistent with safety and space conslderatlons, excavated material Is to be placed on the uphill side of trenches, except for any diversion ditches; c. Effluent from dewaterincci� operations shall be filtered or passed through an approved sediment trapping device, or both, and dl5charged In a manner that does not adversely affect flowing streams Or off5lte proper d. Trench backflll material sha I be properly compacted in order to minimize erosion and promote stabilization; e. Re5tabllizatlon shall be accomplished In accordance with these regulations, f. All applicable safety regulations shall be compiled with at all times. M54i Construction acce55 routes: Where construction vehicle access routes Intersect paved or public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking Onto the paved surface. Where sediment 15 transported onto a paved or public road, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed by shoveling or sweeping and transported to a 5edlment disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual development lots as well as larger land-d15turbing activities. M5-18 Temporary E45 Control measure removal: All temporary erosion and sediment control measures shall be removed within 30 daayyss after final site stabilization or after temporary measures are no longer needed, unless otherwise authorized by the local E45 authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. M5-Iq Adequacy of receiving channels: Properties and waterways downstream from the development site shall be protected from sediment deposition, erosion and damage due to Increases In volume, velocity and peak flow rates of storm water runoff for the Stated frequency storm of 24-hour duration. D. MAINTENANCE: All erosion and sediment control structures and systems Shall be maintained, Inspected, and repaired as needed to insure continued performance of their Tntended function. All erosion and sediment control measures shall be checked at the end of each day and after every rainfall event. I. Damage to erosion control measures caused by con5trvctlon traffic or other activity shall be repaired before the end of each working day. 2. Maintain all Seeded areas until a uniform Stand i5 accepted. 3. Provide for equipment washing as needed to prevent the transport Of soil onto existing asphalt roadways. 4. Both temporary and permanent roads and parking areas may require periodic top dressing with new ravel. 5. Silt fence barriers will be checked daily for undermining or deterioration of the fabric. Sediment shall be removed when the level reaches half way to the top of the barrier. 6. Sediment shall be removed from around the Inlet protection trap Structure and restored to Its original dimensions when the sediment has accumulated to one-half the design depth of the trap. The trap structures shall be removed and the area stabilized when the remaining drainage area has been propperly stabilized. 7. Temporary dlver5lon dikes shall be Inspected regularly and repairs made If needed. 8. Sediment accumulated within diversions shall be removed from the channel and repairs made as necessary. q. Sediment should be removed from rock check dams when It reaches one-half of the original height of the measure. Regular inspections Should be made to insure that the center of the dam Is lower than the edges. Erosion caused by high flows around the edges of the dam should be corrected immedlatelt4. IO.AII soil stabilization blankets and matting shall be inspected after rainstorms to check for erosion and undermining If washout or breakage occurs, reinstall the material after repairing damage to the slope or ditch. ✓ ujl K Nathaniel D. Perkins CERT. N9. 032304 l0 07 1A A m rn cri y 0 0 Z V t \ �! } n � m v o L Z l.Ll CQ f DE516NED BY DATE NP 4/28/08 DRAWN BY DATE NP 4/28/08 CHECKED BY DATE PILE EDIT SPROUSE - 5CALE 1 DRANIN6 G-14 PLOT PRO.EGT - �d OF 18 SHEET No. UP 2. ��.. \ToB,E V5ED FOR TH15 FRO.macT °` Pia I •.. FOR ER05/ON GONTRO1_ ANP 5TOR/v1H14 TER 29ETEN T/ON jj( [ (�x,1 / Jr.J X15rING 5,EZ21M NAT DA5ro }'/N//i`/''Ei2 APO r t FOR ER05/ON GOJ� 'OL CQ NrGONI/ERTO 5AW NT/ON POND N&EW AR5415. T /L/ZED 0'+.�. STR \ VAto .� .•"'" y` ///j f(f( 1 \ L � y � f f , \ ''• DP 9 9 '� � u e.✓ r'~r ram,..-_.... ,^ - y \ Sire ~ 1` TFNH `\ TOP 669.07 ✓S S y , y •- t INV 653,65 r �1 �- - q \ '. New tree Ifne y-,-^" ... _`'\. - -•- -`. \ Tree Protection Fencing d' S MH Existing trees to be protected 4 / TOP B 9 ✓ I� ` INV . 93 tti� FUTURE GONNEG71ON TO ADJAGENT PROPERTY NH �._ 5hared Drive 1 � /"--'•- ,� ,,;,� ._^ TOP 6b3.64 -��. �---••--" •�; wa w/ ad ace�nt arse l sub fec t to �, s4 29Njoint access agreement as recorded In DB 364'7/PG 60a \ ti 20 x 20 1 \ \�;� ` \.• (copy Was submitted with Ian). conccr be, \ i Dumpstor Pad GG-2.. s , �` 10' x 20' (t) - . _,. . -`� \ �: ; >i� -� `4.�, t� _.._.,^. t 4 Gable Dumpster En�losure yp �s,w _.. _ r" (masonr to matpb bicic� :) ? _, , , ; «\,'\ . '` (see Arc e�ic]tlon5' X for detall5 IP ,,\` \ ....,�-rural ,r ,/° t�� \r`r,.ai,,% jT„� 'j�i� .�� 'f• ;.. 1_ _,...,._-- _.- .-- — .._ r OE 662 .. _ -12$ yp. In R/Y� YAP 'S►" I ,:.. GG-II r 42 ` . ENTRAANGE , 6 Ell µ u :� µ ENTRA, NGE #"'LPL `°^,, 'a,-,...,...w.,-- i `'^.4 •'``•^••� V X. 15cl SOIL EROSION AND SEDIMENTATION G:ONTROL. SYBMOLS GE = GONSTRUGTI ON ENTRANGE I P = INLET PROTEGTI ON TS = TEMPORARY SEED I NCB OP = OUTLET PROTEGTI ON MU = MULGH SF = SILT' FENGE PS = PERMANENT SEED I NCB SB = TEMP. SEDIMENT BASIN DG = DUST GONTROL GRAPHIC SCALE 1"=30' 0 30 60 90 W. lei D. P nS GERT. NO.0522304 p V L L W Q X S g g $ <1 S S m J.i N 0 0 DE516NED BY DATE NP 4/26/08 DRAM BY DATE NP 4/28/OS C+ECKED BY DATE PILE 5PROUSE IT I - SCALE I "=50' DRAWING G-15 PLOT cFi'„�01.E�GAT. - W11/Q1 r�[ v l I ✓ OF 15 5HEET NO. "______-= __-=_ =____ - �'�:,,4 :rr LEGEND 2 - " ---------------- .r_5 ------------- 6 6 _ �,, _ -- R-13Pt:9 L'MIJED PYrrN%RSirl -,_"=638'__ ______________7NP, 3S-f1_-_- '__ __ DRAINAGE DIVIDE _ --10._ _________ _ - 5' _ -P&E Ev7 USE: F,Y+u1:V» HA?,iJl{OOD �� -014 --------�`E'a�Rc Ei - s >- 3 _ a _ POINT B ANALYSIS POINT Tc Path \ I jA -C/PRE LC�VE(dRF f' POS DE\�ELOPVD' DRAIN4,GE A R E A (O ]^SITE E- EVEL PO IT DE'VEL/O t \ j _ rnI . , AGE- -AR ,4`=:"[?' . RP -DEVELOPED- ---- _-- `\' POST=D�,-VELOPED)_6$ ti\ q,V. II`1 -,� DRo AREA B�-.\:��t h mom` ! /A Ott m'e F r i �_- - 9 \ `,- '- ./ \ C` R - �i p-•��EFc\ I �E , ��_ �\�� .1 ; �---_�'F�xa _�Aryr�a �(�Dl�l`^ _-- P.REb--{.LV[:EbuIol '.` �' ',' °'ss re Y�ope tTEm xxts� D) N _ A , a, STET AD uar sETdS Y /__�� THREE NOrrH'DS�R`V C: = Q'.494: =,0.744:;(post) {NNTLYj10�1�N/'/'.�`^��`•c.,r --��- _`r��\l= D�AINAUE_ AREA IIC11 ' ftSE,-DEVLL0PED__&,-` T-DEVELOPED)/ DRAINAGE MAP (Pre- S Post- Development) IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED I� 60, 0 60' 5r&?W PATER VETENT/ON FAG/L/TY ON TMP 5643/7 I TO eE V5_F-P FOR TN/5 PROJECT �A/ 5 FORTOD Rl�'HATER 17ETENTION 10 77-4 56�3 - '7 '� \ A1_BEM,FRLE .S�TOR�GE, L}AG � \� GG�NTZON/NG: L/ VA I = 3,169b2 5P a (4 G QRENT USE 51 roeAGE InlrJ = 0.26 cfe ACREAGE•• 6,00 � �G _.3.. A = 0.0-1 Ac. as F �\ -3 1 fs ` 0=0.82 20, i _ ler lot x 2b' .� 1;� (t t 4i r Dunpster EneTlosu•�e3g �s','•�1 \ ti(seePe(�,. Mmorg to ' fr deb 1 f aiTc Por tai /0 _ 310 IM Iri()T1 �'12 A = 0.30 Ac. G = 0.85 1, - ----------- ----------------------- 6 y - --------------- _ E •L69.29' :„N' _-" - '-3Y L _ 6`� --"= -.„"_ -------------- \ D, ____.aRGfBORm-t,'.uato -646 _-a, '-_-� _-rtS_--__ 63-'" ZnNEG. R,A "v(:kG. Gfi£A___.____ �-•---```--```` "- \ OD- -_ - -n C = -1- �o _ , r `� ' 1 \ �,'Bb8_V/ �' `� !' ' Y'� °��Y'4°•rF'�F'.F ij d��\ �6�U �, ��_-______ y C0` 6?'b - - \`� ,.-x_.:�` r 4xa° /5-.'Ac ,•<' 0 `- x� { 5 r 1J\ •;ice �" ,. , ". n L`_ Sa •I....A 1.G. ,G`" 1\' 9 �� ..\' `,�\��� � - __ F S. S:RCUS � •ESETUSf.'JRA�r __ -- r m�C -v ti. N 120 to 9 g• � � „'?�',t _ \ �q ��- . i %lST YJ'NNT TF L1 g;tr� ''jam" IO��H'� AD'!)STr 11 THREE ( (5 - ---- a, NµKll}� l j5\'0 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED DRAINA67E MAC' (from adu'acent site) TH56 - 67 LEAVER CPEEK HILL CORP. CURRENT ZONING: RA GENT USE VACANT/MPEVELOPEI7 ACREAGE- I/.I96 AC. FUTURE CONNECTION \ TO ADJACENT PROPERTY \ shared Orly&" W adjacent parcel subIx t to \ joint access a�roertlerlt as recorded) inDB 3b4l/Pe 604 \` (copy was submitted with plan). • ` Poet d Cd2le ,e \ DA 10,1 .23 5F .2 Ac. ` d (2,822.i In R/" VA 3 = 71,5%A2 :; b;. = 0.15 Ac. -) = 0.4 cfs� a 4 in/ir) = `.;: f = 0.20 / • i `' = O.T( G = 0,51 ENTRAN015 • •, ,.: . ROp`D ENTRANCE THREE NOTGH'D 80' R/W U.5. STP•TE ROUTE 240 DRAINAGE MAP (Post -Development pond it ions STORMWATER MANAC71= iT NOTE-5 I. All dams and constructed fill to be within c15% of maximum dry density and 2% Of optimum moisture content. All fill material to be approved by a goetechnicaf engineer. A geotechnical engineer is to be present during construction Of dams. 2. Pipe and riser points are to be watertight within stormwater management facilities. 3. Por temporary sediment traps or basins which are to be converted to ermanent stormwater management facilities; conversion is not to take place until the site Is stabilized, and permission has been obtained from the County erosion control Inspector. .y� W N�atha , 12 Per kIre GERT. NO. 2304 4 A S S ru S 0 0 � rt� < Z � Z V } < ' III DESIGNED BY DATE NP 4/28/05 DRAM BY DATE NP 4/25/05 CHECKED BY DATE FILE EDIT 5PROU5E - SGALE 111_50I DRAWING G-16 PLOT PROJECT - / OF 15 SHEET NO. A fJ IV. Water Quality Analysis: Based on approved calculatlons for the Charlottesville Self Storage Q Crozet Fac lily, the water quuliiy analysis for Drainage Shed B will ue provided by ex tended detention. Dosed an the Abemar:e County Short Version 13MP Ccrnputarion Worksheef (see Appendix B). the reau;red removal rate for the Three Natch'd Center Is . These at the drop fined the installation of Filierta boxes removal rates wll he obtained byP Idols as shown on the plums. Design by Fitterra 1) Ches. Bay Protection Not spreadshe.t (I THINK rnis is the Abelrxnle Co. required method) a. New development b. Average watershed %impervious: 16%0 THINK this is what Albemarle Co. requires) c. Average tonal 43 inches per year (good for cer lyd VA-CK fc( Abemarie Ca?) d. Pollutant target: Removal of dl TP in ox.o. of pro -development condYons 2) ireuhnenrGdn cciculahcns a.rowed (NOT.: Soinejurisdicltonsdo NOT allow IhisO 3) Fltere%1P ullowunce according to VA DCR Technical Eu letin#6 a. Alows up To 74%TP removal rate b. NOTE Albemarle Co. is probably at 65% TP for Filters as a general rule. c. NOTE our TAM data submitted to VA DCR shows Fillerra %TP performance at 73% 4) General SWM plan design a. 1.71 mpervlous acres providing pcsf-development pollutant load U. Filtenu un s placed to treat appropriate dreinuge area a Filters unts effluent and bypass flows to Extended Detention Pond d. ALL 1.71 imp. Acres drain to Extended Dute Ilion Pond for quantity control e. Extended Detention Pond %TP Is 30%, hragardless of ntuent TP concentration CONCLUSIONS 1) SVJM Flan u. ALL 1.71 Ynpervious acres hurxil.d t3y Nor.b. EKAN(FL Fitt. ra sizing would be (2) )2x6 and (1) 13x7 Fitena c. ALL Fill,,, effluent Card bypass) run to Ext Detention Pond ....... _.. _.............. . _... ...... NP ENGINEERING 1860 BROWNS GAP TURNPIKE T CHARLOTTESVILLE, VA 22901 Ffion.: 434 8_3.1228 Fax. 434,823.9746 lo-Yr•v sialul 10-1'a ar 9 -41nu Ge Stomm (cneraar:c Spi!1•aY 9 550.251 I r ln.e 1 Inf town (cfa, - cfal P,,l) I (cfs, weir (cfa, rp 1 _ ---- Ic„s) ra•3a Ica --- U.0 519.00 t1, 351.i1 1.o J.33 0.0 F", 0.0 ).0 0.0E 5J9.01 L7, 311.a0 P:w 0.0 0.0 0.13 i19.C6 !8, 323.23 45...000 11371...'5314 021...005 RRRWWW 10...0`)0 01..45 'o 1, .22 3 991,)E 11 1.1. 0D.34 _11 ,]4J.11 6.0 7,0 26 .31 30.63 3.1 PiJ 5.2 Fw 0.0 0.V 0.0 0.0 3.39 613.99 5.22 "513, 12,03,:22 4d375 9.0 35.97 t.5 R1w 1 .0 0.5 0.0 i. 11 613.8Z 25,0]0.1] 3.0 30.0 39.16 J6.03 10.1 12.6 P.W 2.8 0.0 0.0 10.15 65a.01 15.39 630.11 26, 2a, 237.50 31.0 34.21 14.5 RW 4.B D.4 19. 1fi 650.2a 29, 3T1.31 12.0 31.53 15.7 FW 5.2 23.44 251. J92 650.335 111 12:11 2 151 a 0 6 219li.1 t 1.0 26. 33 15.E RiJ 6.3 3.7 26.76 650 15.0 23.71 16 .0 Rw 7 3.2 25.31 550.37 30,23U.v0 .... 21.08 15.6 RiJ 6.2 2.4 2{.26 650.35 30,024.93 17.0 19.J5 15.E FiJ 5.5 22. 29 650.3E 29,761.05 13.�i 15.33 !4.6 P.:J 5.0 0.0 0.6 20.25 550.29 29, 157, 3] 19.0 10.0 13.Z1 10.59 14.0 RW 13.{ R:J 4.3 3.6 O.D 0.0 1.17 650. 25 16.93 550.21 9, 111.25 28, ]30.80 11.0 1.95 !2.6 F.1 2.a 0.0 15.3i 650.17 28, 211.50 22.0 _i.0 5.33 2.10 13.1 F)J 10.1 A:J !.3 L.1 0.0 J.0 13. 51. 650.!! 11.34 a5 os 111119.03 MoWm dschugetw la yout9 rclniste itwm:s dt 11m:nufeirind blosetn tea Om.d Ito ,sa-go.127.61 cfs NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE. VA 22901 Fit- 434.823.1228 • Fox: 434.823.9746 Table of Contents L Stcrmwaterr Narrative 11. Fre-Develotpment Condiriau IT. Fost-Deve:c;pment Conditions IV. Walter Qlxlilit7Analysis Water Quamtity As And V. VL Appendices A - Drainage Areas E un Short Version BMP Can utat:on VII. Appendix© -Abema eCo ry p Worksheet VIII. endix (C Co py of WPO 20060001E Charlahesvdle Self Storage 7WP PY at crozet) NP ENGINEERING 1850 BROWNS IGAP TURNPIKE • CHARLOTTESVILLE, VA 22901 Pthonz. 434.823.1228 • Fux: 434.02J,97,16 d. rreatmernt Trdn is Fitterra n,nrvng to ED Fond 2) SIVM Design Pelrforrnance a. F Tierra umi remove 93%of the required TP o. Extendeed Detention Pond removes l l%cf required TP c. Overall performance is 104% of total requred IP RECOMMENDATION: Install Fitterra irri to cover the enthe 1.71 impervious acres. EXAMPLE Fitterra .coverage is (2) 12x6 and (1) 13x7. The Fill units oulfall and bypass to an ED Pond which Is allowed 30% IF removal role. Fitterra is allowed of least 71 % removal rate on TP. NP ENGINEERING 1860 BROWNS rGAP TURNPIKE CHARLOTTESVILLE, VA 22901 Phan.: 434.823.1228 . Fax: 434.823.9746 10-Year, 10-1nuG1 Stott 1°_lrce _ Solllaa'J 9 611.21) rite Isslnl lnf!ow l cfal ai ear - (cral (cfs) watt Icfa) total Zl av (cfa ft,- 1 1 raga cu It)( 0.0 0., 0 .0 1.I 0.6 0.00 539. DO 17 a51.41 2.0 3.3E `W 0.3 n 0.0 0.0 0. 13 5J5. 05 la 30:.92 12. i3 0.4 FW 0.0515.1E 1a, 065. 02 ,.0 15.65 !.a RW O.V D.0 619. 21 19, 536.UD I., 5.0 20 .31 l.d F. W 0.0 0.0 1.97 1.33 639. )2 20 593.53 , 0'.0 21.31 3.1 RW 0.0 0.0 3.14 639. 45 21, 023.Sb 1.0 3.0 29.13 33.E9 4.9 Atv' ].0 Fk'1 0.0 0.0 D.0 0.0 i.ed 6I9.62 6. 56 619.73 23, 203. 11, 24, 720.5! aC, 37.45 9.4 Rt{i o.3 O.o 9.63 if9.36 25,359. 41 10.0 37As aRw{ 2.2 0.9 14. 09 650, 13 21, 038. 39 11.0 34.10 1,.1 FWV 1.3 0.0 13. 31 650.25 23, 102 .06 12.0 32.11 14.1 FWJ 5.9 1.3 3.20 650.33 23,086.28 13.0 3.3a 16.0 3.2 25.00 65o. 37 30,216.40 14.9 15.E RSiJ 6.3 1.1 16 1) 650. 3a 30,3 1..111 15.0 21.39 16.1 F.HS 5.0 3.a 25.5E 55 .3a 30, 304.15 16.o 22.50 15.9 Rwi 5.5 2.J E5. 19 650.30 30, t32.14 "A 11.1 2o.01 11.12 is.4 Ai:{ 15.D Rwi 64 s.4 2.1 1.1 23.33 651) 34 11.41 630.31 23, 911. 5, 21:139.01 19.0 15.03 14.4 RWi 1.] 0.3 33. 50 550.23 29, 333.47 20.0 12.53 13.a Rtdi S.1 0.0 I7, 03 650.23 28,333.1E 21.0 10.04 1.11 13.1 Aw4 11., FW.{ 3.3 2.5 0.0 D.0 15. 47 631 zV 14.85 650.15 23,593.1E t265 22.0 2 11 ..21 eG13232. 21.o 2.57 lo.5 H IA 650.01 27, OS 9. o7 t4a>Lro-mdsch1rgefor 10ya .IO mim4a sH mist ld nin'Jtaa sadislei Men h..nticel s*enn dschuge d 27 84 ch. NP ENGINEERING 1860 BROWNS 'GAP TURNPIKE CHARLOTTESVILLE, VA 22901 Pirrone: 434.823.1228 • Fax: 434.823.9746 .,.> Air ,3 ., ...,,..., .. ...> I.Stormwaler Narrative R7e rti eat site is within the Beaver Qeek Reservoir watershed. iFie Three p 1 Notch'd Center site will use an existing ofbite stormwater basin that was designed for the Charlottesville Self Stcrage Facility (SDP2004001C6 & WP02C0500012) to manage the storn water generated from the development of U 9 this site. The Chariottesvi'Je Self Stooge at Crozet Storrmvater Management Fccilih was died ed to acccmcdats drdrw o from Iha sifa. Rlis basin is 7 gn g currently used as an erasion control besin and v,i.l be converted to a permanent STcnnwater detention facility. The following cdculutons use the same assumptions used for The Chatotteswille Seif Storage facility as a basis of the des gn. The Cherloftesvil'.e Sett Storage fac.liiy design documents are attached In Appendix A for reference. PURPOSE: To determine that the des, nfor the permanent stormwater faclll on the 9 Pe ty, Chatoltesv.Ile Self Storage site (SDP200400106 & WPO200500012) can accommodate the increased stormwater generated with The development of the Three Notch'd Center site The calculations cutetions are to verifythe Post. development runoff will not exceed The calculated pre-devefopment runoff based on a 10 year design storm. NP ENGINEERING 1850 BROWNS GAP TURNPIKE • CHARLOTTESVILLE, VA 22901 Pnore:434.823.1228 • Fux: 134.823.97+16 V. Water Quanlify Analysis The difference between the pre -development stormwater runoff (Qlpo- 33.54 cfs) and the post -development stormwater runoff for the critical storm must be detained, the first stepin continuing The size f the 1 nL rt o f ado e u, (ucilil was eslimutin the g v g criT:cal storm for the site, This was done using the direct solution equations using the Mudified Rational Method us on poge 6-18 through 5-22 from ltlo Virgicto Stormwater Monagement Hacdbock, First Edition 1999, Volume II. The attached spreadsheet summarizes if crillcd slam calculations for This site: As per the spreadsheet, the critical stern has a duralan of 14 minutes. This served as a sTartirg point for routing the storm through the proposed basin. In entering Il is Irlformulon in the Outing program. stern duruluns of 9 rnin, 10 mini, 15 ruin and 20 min. were entered. These printouts are attached in the rourlrg portion. NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE, LO TTESV LLE, VA 22901 P....: 434.823, 1226 • Fox: 434.8239746 ,O!r T.... .... .......... ... .. 10Yesr, 15-.I aorte 3c . (Emerp11!va, 3 111.21) 31na InPlov Riaar Wairc= iialr Tacal eta', storage 1 ain1 ( cfa) (cfa, cfs f 1 cfs 1 ) cfs fG ( 1 ( ) (-- fcl 0.0 0.00 0.0 9.0 0.0 0.00 1 a51 11 1,0 24. 45 3.1 RA 0.0 0.0 .5 3.i1 643 2 22, 30356 8.0 21.3i 5.1 RW 9.0 0.0 5.38 539.66 T3, 603..3] 3.0 31. 43 7.J RH 0.0 0.0 7.36 549.0E 25, 004.95 10.0 31.43 3.5 RW 0.3 0.0 9.15 619.31 25:334.14 11.0 31. 43 11.1 RH 1.] 0.0 13.10 fi50.03 21, 530.33 12.0 13.0 31, 43 31. 43 13.1 RA 11.i RH 3.3 1.3 0.0 0.5 6.41 650.20 l9.'38 650.29 23,530.3E 25, 396.]6 14.0 31.43 15.1 RH 5.3 1.3 23.11 6.0.3a 23, 971,27 15.0 31.43 15.0 Ri{ 6.fi 3.2 15. BE 650.37 30,218.37 16.0 23.34 15.3 RH ).1 4.0 27.39 650.31 3D, 406.11 11.0 4.28 213, 3300, 13.0 2251..11 RRWi 111...391 ]7..1 21. 66033 3639. 114 13.023.07 20 0.3d 15RW 15.5 RN 6.6 b.l 3.1 2.3 5.G1 67 231561t 9 2390, 1333J.336 21.02 1.1 22.20 650.32 29,)41,33 2.0 16.11 14.1 Ras 5.1 0., 20.46 i50.23 29,430.7E 23.0 14.70 14.E R'W 4.5 0.1 13.a3 550.26 29,211.24 24.0 12.51 13.7 RN 3.3 0.0 L7. Sfi i50.23 29, 302.31 25.0 10.52 13.0 RW 3.2 0.0 16.2a 550. 13 lI 514. 30 26.0 7.0 3.43 5.34 12.3 Mi 11.5 R:i 2.5 l.3 0.0 0.0 1M1.33 550.15 13. ;1 a50.10 23,139.17 2t,593.93 2a.0 4.2s 30.8 RW 1.1 0.0 11.91 650.05 27, 134. 31 23.0 2,15 9.9 AN 0.5 0.0 10.13 650.00 25, 555.20 Gnicdi:wmis the 10 you, 15 mirvata slum lvlax ndv_huga(2784.W, dt 17,6,"aa crdis I., mot dlowabla preda9a:oPmu7i rat t: U. of 33.61 cfs NP ENGINEERING 1850 BROWNS GAP TURNPIKE • CHARLOTTESVILLE, VA 22901 Pnore: 434.823 1228 . Fax: 424.8239746 •t l If. Pre -Development Conditions: Charlottesville Self Storage Site The Charlottesville Self Storage at Crozet Stormwater Management facility was designed to accomodate drainage from this site. the orlglnd calculations made « I -t r r r nt calculations that the the dote rdnaiion n their des n a o mwute marxl are 9 9 ff from two watersheds would be unchanged b development and runo Irg y p compensated far The b essed flow from one watershed b overdesi ninf the P 1P Y U J control of another. the allowable discharge from Drainage Shed B (corrpensafing for bypassed Drainage Shed C): Q24F8 = 20A cis - 1.3 ofs = 19.1 era Q,:• , = 27.1 cfs - 1.7 cfs = 25.4 cfs 1 Three Notch'd Center Site Pre -development slormwater runoff for the etitto site Is us fd'ows: 1) k = 5 minutes 2) Runofflntensity a 12=5AL)inciTes/hour to I = 6.35 incites hour s / c. 1 = 7.10 inches/hour d. 11m = 9.60 inches/hour 3) We:ghtedC Tip. C A CA Buadinga 0.90 0.110 0.100 Open/Grass 0.30 1.57U 0.411 Povernent/GrcI 0.90 0.639 0.515 Total 2.319 1.415 Wefghtlid 0.494 C' 4) Row: a. Cc -CA- (0.494)(5.40)(2.319) = 6.19 cfs b. Qs= CIA = (0.494)(6.35)(2.319) = 7.28 cfs c, 0,o = CIA = (0.494)(7.10)(2.319) = 8.14 cfs d. Ciw = CIA = (0.494)(9.60)(2 319) = 11.00 cfs It may be more appropriate to perform the andysis us ng the longest Ime of concenhaticn for all watersheds. but to be acnsistent, the o(ginal methodology was used and the pre -development flow from III Notch'd Center added, the allowable discharges are: QtttRc�„:pym)=QcssO,q Qicn. QERurlmcn�l = 19.1 cfs+,6.19 cfs=2519 cfs Q, F55a:mnnar0=254 cis 1, 8.14 cfs =33.64 cfs NP ENGINEE:RING 1850 BROWNS GAP TURNPIKE • CHARLOTTESVIILE. VA 22901 Phone: 434.823,1218 • Rox. 434.823.9746 ROUTING: The busin wus originally modeled cesuning The water qua;lty vduno was unavcllabte and storage below elevaton 64.0' r that 9 9 wus uken, so hat Is also tore here far aoriustency. The modeled ba51r1 had the, riser wilt, a Y culcul of elevation 649.0 and assumed Y was removed from the riser crest, which was modeled as a weir, so the some is done here. 2-Ya 9-fAlnuta 3Co[m ................................. ...... ............ ........... "0" coma ml: au - _ _!ng a vain WO - _na a pc trial R1 Eoreeencal pi pa Sn Snl at rot Po = Hari_•.ncsl pI, Sn cutlet ..n _r 01 Ties Infl- Ris HeL: :leir Total ELev scvrsge (a1n) (cfs) (cfs) --- ___----- ___--- It) _____(cfs)---___(cPs)_-_-__Icfs)----(t-1----__I-a ___ _ 0.0 0.00 0.0 U.0 0.0 0.00 6Ja.00 11, 851. 41 1.0 3.33 R: 0.0 9.0 D.01 ),I 2.0 6.61 0.1 RH 0.0 0.0 3.0 9.21 0.3 RW O.J O.a $49.03 0.09 641.04 O.JO 613. 10 I"Il, I.i3 13,211.71 13,657.3J 4.0 13.23 ii FN ii 0.0 0.69 649.11 13, T72.0) 5.o _5. 53 1.3 1, 0.0 0.0 1.31 649.26 22,a42.31 6.0 19.a4 2.E FW U.o 0.9 2.19 a..36 20, 95J.60 7.o z3.1s 3.4 RW D.o D.a 3.039 3.44 649.43 6J9.53 22, a1z. JJ 23, J11.]3 3.0 2i.16 5.06.d4 1D.0 27.]0 a` FW a.0 o.a 613. 73 0.'J] 649.31 24,fi95.15 35,906.31 11.0 25.80 10.3 R 0.3 0.0 11.14 650.0E 151121 12.0 23.8E 11.3 l.d 0.0 11.0 21.ai 12.1 Aw 2.6 0.0 13 .30 650.30 13.07 550.15 2],615. 1a 2a, 132.as 11.0 19. 16 1 1 A'w 3.1 0.0 15650.13 28,44D.Of 15.0 11,'d0 13.1 RI{ 3.1 0.0 ifi.35 650.20 2a,565.43 16. 1, 11.1 aw 3 3 1 2a 9 17.0 _3.32 _3.0 Rw 3._ a.0 16.11 650.17 19 504. 25 19.0 11.94 12.AW 13.0 9.35 12.6 E AiJ .a4 47 650. 19.3,311.41 11. 56 550.14 21, 2a, O19. 43 20.0 7.3a 11.6 RW .0.0 1, I 13.46 650.11 21, 101.71 1.3 010 2.0 4.0E 10.3 RN 0.8 0.0 12.26 6".06 11.00 650.0E 21,311.24 16,a1L. 31 2 ).0 2.04 3.5 RW 0.3 0.0 9.75 ").37 Z5.3a5.a0 Mam iuriflay fw 2yaw. 9maturestormis at 16 mimtesend iilei"'Oh Ito cnncd item d.riuga cl 16.63 cfs NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE, VA 22901 Phene: 434.823.I 8 • Feu'. 434.823.9746 Tra 10-Yea . 20-)f!nut=_ Stem IEm_r _ _ _illy r d n a cl.a., 650.251 III- Aisar Hair :{alto local eta, stare, (min) (cfs) - (era) (cfs) Icfa) Icfa) at, (c.> fcl ---------------------------------------- 0.0 0.00 0.0 0.6 _------------------------------- 0.0 0.00 6{9.00 1 .851 11 12.0 21.03 15.E AH 5.6 1 22.21 550. 31 3 JJ3. 75 2 , 1!S13v57....00O0 2222]117....00009393 111566..01 fi66fi....0v7B 233.0S 665300..3J33 3I26S.. 6S431i 233 1J02]0 15. 64 2.1 1 21.71 5537 3000.5 l5.3 FRF..sWWi lit 150393 02..... 3.3 032 3029D.45 10.0 27.09 16.E FW 6.9 3.6 1fi .64 650.33 30, 318. 13 27.09 15.E RW 6.3550.]3 30, 336. 41 2 .03 1e.2 6.J 3.7 26.8Jv 0. 39 ,3 3.Ji 21.0 25.29 16.EA 6.7a 3.fi 16.55 600..36 67 310360..6950 3Q..00 23.6180 15.9 111 E223 2 2.i .6Is., 25.1 19.0a 13.070 14.9 RRw 5. 5.3 1.0 216 630. 33 21.161 550.30 23, 0I— 23), 1 it., laa2fi 3 353G1.0911 2 21.0 1'4.11 14.0 0 1.3E 550.25 23, 105.21 1 d.0 32.61 13.5 FH 3.3 0.0 ]7. 2'i 530.1E 2a, 821.01 29.0 30.a, 13.0 RW J.1 0.0 15.10 650. 13 23, 432.59 30.0 9.06 12.1 AH 2.5 1.1 11.31 640.15 23,124.s1 31.0 0' AW 1.3 110 13. 53 650. 11 27,]E2.11 3.0 33.0 5. 4fi 3.50 30.3 A" 3o.2 Zl 1.3 0.7 9.0 O.o 11.19 540.06 30. 38 550.)1 26, BEv.l] 34.0 116 9.4 RW 0.2 0.0 9.62 643 ,, 26,331.31 Mora 7uga nor 10 yaw, 20 minute strwm to al20 nvu.ai rrd la lei rticn tF:e cliiica Swm as.nwga or vcB..12 .a4.rs. NP ENGINEERING 1850 BROWNS GAP TURNPIKE C HARLOT IESVILLE, VA 22901 Phan.: 434.823.1228 • Fax 434.823.9746 III. Post-Developmcrt Conditions; Post-devolc'ment Sfamwal or n f p e u o f for the entire site will be manedii 1 t ha of(site stormwater detention basin located at tine northwestern corner of the property. This Is currently used as an erosion control basin for the Charlottesville Self Storage fat li and will be used wan eresioneonl -I � Inf tt' t 9 ty w bus er this site. o be converted TO a permanent stomwater facility as soon as areas are stabr¢ed. Post develo rr, Tt er conditions for tiro sit ore as follows! P o �ws• Weighted C for Tnree, Notch'd Center site Noe C 6 CA Buildings 0.90 0.365 0.329 Open/Grass 0.30 0.W5 0.182 Pavement/Gravel 0.90 1.350 1.215 Total 2.319 1.725 Welghfed 0.744 •C• The design basin and cutlet structures are modeled here using the modified rational method and adding the past -development flow from the Three Notch'd Center and the post -development flow from the Charlottesville Self Storage facility (Drainage Shed B). C-factors, areas aid times of ccrlcentratlon for the Churloltesvi le, Self Storage ut Crozet were dl token from approved design computuflons. ................................. HYDRO .... ,•••.••••., ••,••.•........•...... VERSION 2.2 .•.• Area Number C Area (ac) CA -----1 0,700 7.090 4,963 cnalmta35nc swrsraa9ea aoar 2 0.744 2.319 1.725 Ih6atmt ocarltr Weighted Totals: 0.711 9AU9 6688 Time of ccncentratiar>= 9 min Per.od Intensity Peck Flow (years) fr/hr) (cfs) - 2 4.45---29.76 5 5.25 35.11 10 5.90 39.46 25 6.85 45.82 50 7.65 50.50 NP ENGINEERING la60 BROWNS GAP TURNPIKE • CHARLOTTESVILLE. VA 229el Phan.: 434,823.1228 • Fox: 434.823.9746 2-Year, 10-Minute 51erm T l.ma Inflcv ASsar Wa1c wale TOGal Elav Stcrage (min? Icfs) (cfs, Icfs) (oral feral Ir Gi (-- f-- 0.0 0.00 0.0 0.0 O.0 0. 00 6f3.09 1], 51. 41 2.0 6.24 0.1 RW 0.0 a.0 O.Od 619.01 1d, 151. 48 3.0 3.36 0.3 RW 0.0 0.D 0.27 613.J 1d,612.72 1. 0 32 4 0.5 R 0 .16 a3 6 3 6 3 1Y2. 32 1, 5.0 15.61 1.2 aw 0.0 0.0 1,21 111.21 13, 920.J5 6.0 18.73 2.0 RW 0.0 li 2.0E 6..33 20,183.43 1,0 21.85 3.1 aW 0.0 0.1 3.07 643.46 21,153.12 a.0 21.97 4.5 AW 0.0 0.0 4,50 5f3.53 22, 936.53 3.0 29.09 v.2 AW 0.0 0.0 6.21 643.73 2{,20a.31 10.0 1 33.09 26.2E 3.1 P.w 9.1 aN 0.0 O.l O.D 0.0 3.05 513.d1 10. 11 `1 25, 957. 35 25,554. 93 11.01 t ].D 2 :. 1. 12. 48 11.1 RW 12.1 RW 1.1 2.3 O .0 12.51 551) 0.07 11. 10 650.31 2],333.65 27, 932. 31 14.0 20.61 1— RN 2.3 0.D li 15. 93 650. 17 23,233.3E 15.0 13.75 12.1 Aw 3.1 0.0 16.06 650. 1J 2a, 430.13 15. -— 13.1 Rw a., 16. 2 65 .2J la, 557. 11 l7.) 15.J1 13.0 Aw 3.2 0.0 16.23 650.11 23,532.51 13.9 13.14 12.3 RN 3.D O.0 11.11 650. 11 13, 112.41 1 ).0 11.21 12.1 RW 2.5 0.0 15.05 650.15 1a, 13].I, 2D.D 21.0 3. 10 ].53 11.3 Rs 11.i AW 2.2 1.6 0.0 0.0 1J.11 650.13 13. 01 550.03 21, 303.2J 21, 552.51 21.0 5.66 30.1 aW 1.1 O.D 11.35 650.05 2], 1]3. 66 2).0 3.61 1D.0 R1! 0.6 0.0 30.55 550.00 26,710. 53 24.0 1.3E 3.3 RW 0.2 J.', 9.47 619.95 25, 265. 4a MenLrwn dschuge for 2 y-, 10 « irate storm is N 76 miruta9 aril 191att thaw it:a Gritted storm aschuga cf 16,63 cfs NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE, VA 22901 Phone: 434.823.1228 • Fox: 434.823.9746 { 100-Year, 15-P17nu[a Storm IEnerc _ Sp111nay en p 650.25) "I'. InficN RS set "n'ait Stet r of al EL rr Score a 9 :nln l I cfs 1 1 cfs ( 1 cfs 1 1 ors ( 1 cfs, [C) ( l ca fG ( 1 0.0 0.00 0.0 0.0 0.0 OAo 6M,)o 17,851.41 1.0 35.31 6.5 Rw 0.0 6. 40 6f 3. 74 .9 21,J3J 5 9.0 40.43 3.2 R. R 0.V 1., 9.62 630.94 26 3 3 3.0 10.0 45.4a 35.4a 12.E 11 15.1 au 2.4 2.5 1.3 1.3 11.5E 650.32 - 21. 33 050.33 05 23,053.3E 23 71).0d 11.0 35.' 17.2 RW 5.1 31.40 550.J3 30,052. 37 11.0 45.4a 15.1 RW 9.1 9 3.3 31.01 650.43 31,125.51 13.0 0 J4. 38 45. 48 3 Rw 1 30.4 10.3 4 1]2.36 40.53 650. 53 4+ 6055 31, 765.fi3 31,531. d31.E 15.0 4. 48 1` .2 N 1 43.33650. 31 15.0 42. 44 11.44 RW1 11.E 13.4 11.11 550.56 12,111.12 17,0 33.43 19.1 AW 30.1 12.J 1Z:10 650. 51 31, 906.03 18.0 36.40 18.7 RW 10.1 lo.a 39. 58 650.5E 31, 671. 32 33.38 19.E RW 9.5 1.2 35.a3 6s0. 41 31,406.fia 20.0 30.35 17.7 RW a.3 1 6 34. O1 650. 46 31, 124. 69 21.0 27.J2 11.1 RW a., 6.0 31.,a 550. 11 3o, 823. 03 22.0 15.95 RW 7.1 .1 7 630. 19 2.E13 30, 519.d0 21.270 6 3 255659.37 J0, 195. 31 21.0 L S.D 13.221 15.2E 15.3 11 1J.] FW 5.9 5.1 l.a 0.7 12.9$ 550.33 10.43 65o.23 23,a52.91 29,485.0E 25.0 12.11 I,IA st, 4.3 0.0 16.21 650.24 29,037,33 27.D 3.17 13.E Rt! 3.4 O.D 1fi.fi0 650.20 2d,fi15.35 2 a.0 5. 14 12.3 aw 2.5 0.0 14.75 550.15 Edit lit .42 2).D 3.12 11.3 RN 1.5 0.0 12.30 63o.09 27,410.93 Ma=lmam a-flui eI 100 you, 15.auto storrn (w:ticd storm) Is cl 16.tastes and rho madmum alevoticnis6`A.56. freeboud. IhotOPof Inabarnisofm ...Iron or 652.36,» theta is 1.8 feet cf SUMMARY: The 15 minute storms were found to be the of lical storms for both the two and ten year events. Both storms are well below the allowable pre - development discharges and so the basin has adequate capacity, as on0holly designed, to handle slormwater runoff generated Tram the Three Notch'd Center site. In adaiflon, the busin will acccrnmOCUTe the IW year storm event as well, with 1.8' of freeboard to the designed top of berm. NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE. VA 22901 Phan.: 434.823.1228 • Fax: 434.823.9746 N .............. .... 100 8 30 .._...... 6551 ..... ..._ ._..... . ,---- .-_....._ .... , ,.... ..-._... DASI.N F(yDROGRAPH: Tun. of concentration - -90 man Storm duration = 9.0 TO c1 05 v SD a zs nso ')lDo I c1n1 Icfs) (c fat c£a 1 1 c ( eel ( cfa) - ices) 0o D.ao o.aD o.00 o.00 l.o 3.31 3,30 1.38 5.0a6.1a 2.0 .61 1.70 3.15 10.33 11.2E 12.34 3.0 3.3E 1.0 13.23 11.70 15.61 13.1 11.54 15.27 20.16 16. 33 22. 44 13.50 24.67 5.0 16.51 _3. 51 21.9E 15. JS 28.05 3).34 5.0 !9.31 7.0 23.13 23. 1! 21.31 25.31 20 ,1 J0.51 35.53 33.56 39.29 37.01 43.1 e.ozi. 16 1,2+ 35.o8 9D.71 44.a3 3J.3aa 9.D z9. J5 10.0 17. 13 35. 11 32. 73 33. 36 35. 84 95. 02 92.71 50.50 {]. li 55. 51 51.0E ll.0 25.80 30.44 31.31 39.12 13. 79 12.0 23.9E 13.0 21.01 _e. L1 21.17 31. 50 2a. 96 36.67 33.52 40. 42 37.1,6 14.i3 40.74 1 /.0 19.86 23. 43 21.13 30.51 33.70 31.05 15.0 11.Bd 21.11 13.7 7. Z 43 16.0 16:5 'I.OB 24.43 26.98 26.96 23.56 21.6. 17.0 13.3E Is— 18.0 11.31 16.5E 11.15 15.83 13.21 21.43 15.33 13.5E 20.90 21.21 •i.>1 19.0 5.95 11.15 13. 21 15.33 16. 90 !0.59 20.D 7.39 9.4E 30.56 12.21 13. SQ 14.28 21.0 6.OU 2.0 4.0E 1. p3 1.71 ].56 5. J3 9.21 1.11 10. 19 6.32 11.15 7.50 23.0 2.0] 2.41 2. 70 3.11 3. 46 3.00 21.0 0.05 0.07 o.oe D.09 0.10 0.11 ..............__.___._...._........___.. _....___...._._._......,.,.,_..____..__............... NP ENGINEERING ............ 1850 BROWNS GAP TURNPIKE . CHARLOTTESVILLE. VA 22901 Ffione: 434.823.1220 • Fax: 43'1,823.9746 N 2-Year, li-Min u[e Storm ilie Inf!ca Riser wa lr weft local Eiev 4[araga ---- ----------------------------------------------------------------- lost (c£sf Icrsl (cPs) Icfs, I-- (-- Ptl 0.0 0.00 0.3O.JO 6d3.00 1], 851. 41 1.0 11.69 2.3 RW 0.0 0.0 2.2e 543.37 21, 033 .76 e.0 2201 R 123.55 0 .4 7 RW 00 .543.53 22, 9733 ]4 5.0 643.n 24 02a.33 22.74543.81 14 994.35 12.0 22.74 a.7 R[V 0.0 U.0 a. 1. 533.91 25,813.1E 13.0 >1.74 9.3 P.:J 0.5 0.0 10.f7 650.00 26,610.50 11.0 .7; 13.0 0.:J 1.3 V.0 32.33 550.07 271351.16 15.0 15.0 22.14 11.23 _2.0 R:J 12.i 0.41 2,2 2.7 o.0 J.0 14. 1a 650.13 15.1) 550.1a 21,929.01 33, 25]. 15 11.0 19. 71 12.a aw 3.1 0.0 1o.OS 65J.13 29, 4Ia.25 1B.D 18.20 13.1 0.w 3.3 0.0 H.W 550.20 23, 503.fi0 13. 16.i3 .2 20e 10.0 115 i. 17 3. 131 RN ?J 0.0 L6. 4a 550.20 2a,600.0I 21.0 12.15 12.11 R:i 3.1 0.0 15.04 550.13 Edit 4]6.31 22.0 12.15 12.b R:i 2.a 15. 33 551.11 23, 23d.38 23.0 39.64 12.E AW 2.4 1.1 0.0 14. i3 6i0.14 2a,Oi].5a 21.0 23.0 3.1E .51 11.] R:d 11.E A 1.3 1.5 U.0 0.0 13.66 65J.11 11.as i50.03 27,463.33 21, 449.03 6.0 .10 11.6 Aii 1.0 0.0 11.6E 550.OL 17,.1.00 11.0 4.Sa 19.0 Rw 0.5 0.0 10.I, 650.OD 26, Ila— 23.0 3.01 3 1.2 1.11 64 2fi,219 290 1Si 3. RW 0.0 0.0 d. 656 69).91 15,855.15 GiflOuld. n is Tha 2 you. 16 Mrula atom,M 7rwn dschuge (I6.6J ch;ia sT 19 mirulns usd is less then of -tide dschuge of 25.22 cfs NP ENGINEERING 1850 BROWNS GAP TURNPIKE CHARLOTTESVILLE, VA 22901 Fhona: 434,823.1228 • Fux: 43-1.823.9746 7 'r) BASIN GEOMETRY: Based on approved wIc li n r PU a o sfo the Ctxlr'oresvtlh Self a„e Storage '5Croze} Facility. sa fiA_ E-d.. Vollrra (ftl (cu fCl 1 fit .00 a.oa ` 533.oD 10 uz.00 l 65D.00 25111.00 1 fi52.00 41131.00 'rtlac Scr uncut s (n 3.scr1 ITYFLs: 1:Haic, 2.P4pe; 3:Riserl Scructura 1 1: type 3: Plsar --------- 3 l: .1 cu-_--a 3 1: n _ :lair: 2: Elavat ion (Eel 0.00 643.31 650.25 3: l "u, a" O.UU 6.3E 30.00 3: CoafEici=_nt 0.00 xiaar: 5: In_ ion (f c, b43.00 3.33 0.00 2.60 0.00 6: Inlac xraa Ise, 1.01 0.00 O.Do 1 0 7: Inlet Perimeter ft, 3..000 orifice Zlavatlon I£cl 0 0.00 0.00 0.00 9.00 3: Or!fica Ciamatar Ilnl 0.00 0.00 0.00 10: Cr if ice Elevation Iftl 0.00 0.00 0.00 11: Orif!ce Diameter tin) 0.00 0.00 0.00 12: oclflca Elevation lea) 0.0U 13: Orif ice Oiama tar lint 0.00 Pipe: 1i: Invert Elava<Scn IPt) 645.50 0.00 0.00 0.0 0.00 0.00 0.00 15: D!amac ar IL71 2i.')0 0.00 0.00 16: Orifice Oiarta [ai Il,il Z1.00 0.00 0.00 17: length if tl 52.U0 0.00 0.00 1Mlnning'a n 0.V33 MAa.aD3 5: : Slcpa (f tIt0.010 20 20 Encr'finca loss. Cpol(f,) t .s naa s'.ir race: : mlcl Ela-„clan ¢u 6i?.00 0.000 0.0 O.OaJ 0.0 NP ENGINEER'AG 1350 BROWNS GAP TURNPIKE • CHARLOTTESVILLE. VA 229GI Phene: 434.823, 1228 • Fax: 434,823.9746 2-Year, 20-1inute storm Tama Inflov Aiser weir Ja 1r Tutal Elav Storage (min) -----1(<Ps) (alai fPtl fan !c! 0.0 O.Jo O.D U.0 0.0 613. 00 1,a-`.41 131239...000 111393...111333 fi70...a99 RRR4WwV 00V...00V 000...000 i8i.3eI5 7352 1 35 2, 7.B7 63.95 25,343..23 543. 25,98976 15.0 19.13 RIJ 0.4 0.0 10.2D 6{g,3d 25 566.16 16.0 13.13 10.5 ftIJ 1.0 0.0 11. 53 650.04 21, ^.62. Stl 17.0 13.13 11.1 Aw 1.3 0.0 12.52 650.01 21, 398.23 30.0 13.13 11.6 Rtd l.a 1.1 13. 12 650. 19 1,fi17:11 13.0 13.13 32.D Ald 2.2 0.0 1f.21 65D.1] 21,335.2E z0.0 31.0 12.0 13.13 11.36 12.4 1 2.6 A:i 2.5 2.3 9.0 0.0 11.31 650.15 15. d3 650.17 231196.a7 29,239.3E 3.0 16.5a 15.31 12.3 Rti 12.8 RW 3.3 3.0 D.0 0.0 15.v3 550.L3 15.65D.13 5. a3 23,331.!3 T 1.o 34.05 12.] a:i 3.3 0.0 15.5,i2 55D. 17 29, 325.65 25.0 76 12.4 R:t 2.6 09 650. 16 20, 13e.35 23.0 if. 11.22 12.a all 2.3 0.0 1a. 4? 6".is 29,030. 45 2 ].0 10.2E 3 all E.0 0.0 13.79 650. 12 27,301.90 23.0 3.35 11.4 " 1.6 0.0 12.33 650.03 21, 541.12 i i.0 3 C.0 6] 5.30 10.3 aq 10.1 x,9 1.2 0.d 0.0 0.0 12.1E 64U.05 11. 23 550.03 27,-61. 53 -- 9i 5.3E 31.0 5.13 0.5 0.0 10. 34 639. 33 25. 622.53 32.0 3.35 9.3 AW 0.2 0.0 a.47 643.35 25, 2fi 3.36 31.0 11A 2. 53 1.31 B.t Rli 8.1 P.w 0.0 0.0 0.0 9.0 6J5.31 d.G6 543.d] 25, d32.21 25, {67.2a Mmdmum dschuge fw 2 you, 20 minute storm is of 23 minutes wd Ia lass than W. enfiOd storm dschuge of 16.63 cfs ......_.......... NP ENGINEER.N G 1850 BROWNS GAP TURNPIKE CHARLOTTESVI''_ LE, VA 22901 Phone: 434.823.1228 • Fax: 434,823.9746 Y W Nathaniel D. Perk1rr5 II NR. Y32304 1 U / J .Z. s� 4 Q ncaNj1 IF Z Q' 4 Z L G L ltJ S S a.4 N Q a a 1�ryYm' II.1 Z /} OL O O i� i L L1.,.1 DE516NW BY DATE NP 4/28/08 DRAM BY DATE NP 4/28/05 GFEGKED BY DATE FILE EDIT 5PROU5F - SCAt E 111=50' DRAWING G-17 PLOT PRO. £. - )41 I OF 18 5i MT NO. SEA. PIPE BASE CONDITIONS GROUT OUTLET PIPE TO ELEVATION 645.50 IN ORDER TO MAINTAIN POSITIVE DRAINAGE. • � 6 /T 10" 1 TYPICAL CONCRETE BASE ISOURCE: VA. DSWC SEDIMENT T ' BASIN S�ppCBEMAT C 9 rT e i1 V \ N AT 7 DESIGN HIGHi (25-YR. STOR50.12) MIN.1.0' 0.5' . 1.0' DRY STORAGE ELEV.=649.94 - ;• s>2( 67 C.Y./ AC.-- .'^ ::I!!'.^^:•::':::-::• ':::::......... :::.:. WET STORAGE ELEV.=648.37 _ SEDIMENT CLEANOUT POINT = 647.33 WET STORAGE REDUCED TO 34 C.Y./ ACRE) CREST OF EMERGENCY i SPILLWAY RISER CREST DEWATERING DEVICE ELEV. = 648.37 SEE DETAIL NEXT PAGE DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY SOURCE:. VA. DSWC PLATE. 3.14-2 I RISER DETAIL 36' DIAMETER CUP RISER %p' DIAMETER THREADED .STEP! RODS I IN*649.00 °/ CEERUPRISR NOTE- 3"NEIR IS MEASURED BY THE CIRCUMFERENCE OF THE 36'CUP RISER. SCALE 20,1 PERMANENT STORM WATER STRUCTURE 0- Z 654 NEW 652 &50 64�3 646 iw�Im-1 644 \ 642 &40 \ 00 MI 4" DEPTH &38st &36 634 632 &30 &28 626 624 SCALE 4:1 WISE ELEVATONS ELEVATONS�ao-YR 100-YR WISE = 650.36 wSE =650.3625-YR 25-YR WSE = fi50.24 WSE = 550.2410-YR wSE = 650.13 10-YR WISE = 650.13 2-YR WISE = 649.90 WSE = 649.90NOTE; TOP OF TOP OFf EMBANKMENT EMBANKENT = = 652.36 652,3fi2-YR PROM NOTE: PROM 30 WIDE 30WIDE ANTI -VORTEX SEE S DE TER ISEREMERGENCY EMERGENCY rSIPILLWAYELEV.650.75'PROVIDE TRASH RACK K DE IL ELEV.- 65Q , 75' ... 8' .. OULET PROVIDE OUTLET GRADE GRADEPROTECTION PROTECTION �36" � -- ------- 3 CMRISER 6" CM RISER CREST CREST�EL649.9°SH 1 EL= 649,9 . T RASH RACK RACK�Mp4" PREP- •.A - �'" ORIFICE ORIFICCONC CMP • . . , , CONIC BASE'' BASE4" 4" ORIFICE ORIFI���AND � �� H PIPE AND PIPE ,pCAP � TAP ORIFICFOR ORIFICE FOR USE USE ASMIN PAS 4' BTTOM MIN 4' 8 TTOM WIDTH WIDTHMX'1-lD�-S60��aZ�Z � � MA)C- 1: � ODE --SLOPS � a � � � NOTE: NOTE: z ZaaSTORMER II a TO CONVERT SEDIMENT BASIN TO PERMANENT a ? STORM WATER MANAGEMENT FACILITY, CUT WEIR MANAGEIw1ENT FACILITY, CUT WEIRoNOTCH U AS SHOWN IN IINSET, CAP AND SEAL NOTCH AS SHOWN IN INSET, CAP AND SEAL �� v�Zp--E&5 � E&S ORIFICE, UNCAP 41•" STORM WATER MANAGEMENT- ORIFICE, UNCAP 44" STORM WATER MANAGEMNTQNORIFICE � �, �, N ANO ADD TRASH RACK. ORIFICE AND ADD TRASH RACK, + +N �, ovWSE � + N ,a �. RECOMMENDED DEWATERING' SYSTEM FOR SEDMENT BASINS CALCULATIONS PROVIDE ADEQUATE STRAPPING S = DRY STORAGE AREA = 12,825 CIF 0 = S/21,600 SEC (FOR 6 HOUR - - DRAWDOWN) DEPTH U 0.59 CFS --- VARIES AS --- PERFORATED* FOR'DRYPOLYETk1'iLENE - - DtjAINAGE TUBING, STORAGE H = 649.94 - 648.37=1.57/2 = 0.785 7' DIAMETER RISER �) I STORAGE) . I I { ( I I U 0.59 TACK WELD °FERNCO-STYLE " WET A - -= 0.139 (64.32xHl"40.6)I64.32(.785)1`a(0.6) STORAGE COUPLING P D = 2X () = 0.42 = 5" DEWATERING ORIFICE. STEEL STUB I -FOOT MINIMUM, 5" DIAMETER ORIFICE CORRUGATED METAL RISER INV = 648.37 IOTE:. REMOVE TUBING AND GAP TEMPORARY DEWATERING ORIFICE = 5" ORIFICE AT END OF CONSTRUCTION. CLEAN OUT SEDIMENT FFROM POND FOR PERMANENT DIAMETER OF FLEXIBLE TUBING =7" USE AS A STORM WATER MANAGEMENT 'FACILITY. h DRAINAGE TUBING SFHALL COMPLY WITH ASTM F667 AND AASHTO M294 OURCE: VA. DSWC I/4" STEEL PLATE BOLTED TO EW-1 METAL GRATING (GALV. STEEL) WELDED TO Y STEEL PLATE (1"x1" MAX OPENING) / IIn/ •� r7 Y Q EW i STD. 1 / / \ ANCHOR c�v 4•" PIPE \ 17/ \ \/\/\/\/\/ TO SLAB I 2'-2" 12" 6" CONCRETE APRON SECTION MP EXTENDED DRAWDOWN DEVICE PLATE. 3.14-15 METAL GRATING (GALV. STEEL) 3„ 24„ WELDED TO 1/" STEEL PLATE -r� _ (1 "x1 " MAX OPENING) --\ I O ORIFACE !\ /, 3" /\ 1992 3.38 FENCING AND ARMORINU I v I \ OxY LIE. I � 1 y s<,DW FrN4E.T I r a. dAu /1$Iu� rM ,n i I � a01AD FENCE A.P, I- i .4 r„ M � � I. ' COMD rGICE r� nC FENcf CORRECT METHODS OF TREE FENCING M IM TAM R� CORRECT TRUNK ARMORING TRIANGULAR BOARD FENCE Source: Va. DSWC Plate 3.36-2 1/4" STEEL PLATE 3r- BOLTED TO EW-1 IVDOT STD. EW-1 IN �/ \�\`� I L--..__.,-.___.___-.---____.__-__.-.--.-...--.----...----,-.-.....-_.--'----'---- I ELEV.A�.TION 1992 3.07 GRAVA'L CURD INLET' SEDIIVIEV7' F'IL'I'A'R 4-L FILI ER• tY RUNOFF WATER HIRE NESx r_TEREO rvATER SEDIMENT �UI _ �I�II� III CONCFEIE GUTTERELRa NIET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURD INLETS 6HERE PONDING 1N FRONT OF THE STRUCTURE LS Nor LIKELY t0 CAUSE INCONVEIRENCE OR DAMAGE TO ADTACENt STRUCTURES AND UNPROTECTED ARLIS. ' GRAVEL SHALL BE VDOT X3, 1357 OR 5 COARSE AGGREGATE. Source: Va. DSWC Plate 3.07-6 1992 SI'OIVW C01VS7'RUC'TIOIV WN7'RANC'E I /o• wR v A �5:1 AVExExi �rLL1ER CLom� L V A iiGxul ttFr SIDE ELEVATION E]12t N6 GRW`W \ I 0 MH I µ t'JjriggI'arW AV °''sr�.'{a�Illll UIT 1. PLAN VIEW SECTION 7 ytr•� RCS rl�� �A•w� SECTION Source: Adapted from 1983 bfarvlanJ StanJanls for Soil Erosion and Sediment Conirol and Va. DSWC 1LI - 9 3.02 Plate 3.02-1 1992 3.18 PIPE 0 UI LET' C'OND17Y0NS �A A ado do % �_--'-- - -� PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL PLLN VIEW l� La d r r� SECTION A -A ratER cLo'rH REr n 6 Y. RacouusDRD rcR Put.wET A {- A 3d. (MIN.) d ' 1 ( PIPE OUTLET TO WELIL nEFtNeo CHAIINEL PLAN VIEW I Lu �ILID d SECTION A -A F_ rn3E8 CV 110'1H !RY l.Y 6-Y: 2ccuuixcEp NR LYIL9E PERILETER NOTES. 1. APRON CARIO MAY YE RIPRAP. CR.-. HIPHAP, CASION H.ISKLT. OR CONCREIE. 2. la IS THE LENGTH OF THE RIPRAP APRON AS CALCUTArED DING PUTS$ J.16-3 AND J.-1. J a - I s rulFs TEE aAxLuuv EraNE DIA-0. uOr NOT l i'w TRAY a LYCIIE6. Source: Va. DSWC Plate 3.18-1 11I - 157 1992 3.05 CONSTRUCTION OF A SILT FENCE (1Y1T11OUT WIRE' SUPPORT) 1. SET THE SLAKES. 2. EXCAVATE A 4'X 4' TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MM. th- Jill I. b,l �,• 3. STAPLE FILTER MATERIAL 1. HACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL IT INTO THE TRENCH. IPI / IL 61 �+".. -III SHEET k'LOW INSTALLATION (YERSPECTIVE VIEW) I I _ POINTS A SHOULD BE HIGHER THAN POINT B. DRIINAGEWAY INSTALLATION (FRONT' ELEVATION) Source: Adapted from Installation of Slraw and Fabric Filter barriers fnr Sediment Control, Shenvuad and Wyant Plate 3.05-2 Ill - 25 TE'AIPORA.RY DIVERSION DIKE' Compacted Soil 18" min. -Flow - Milli ill Willi Willi -- I- 4.5' ruin. Source: Va. DSWC Plate 3.09-1 th GL S S B N O O n 11 / O O � DE51614ED BY DATE NP 4/28/OS DRAY`W BY DATE NP 4/28/08 CHECKED BY DATE FILE SPPROU51= EDIT - DRAYVIN6 G-18 PLOT PRO-F*T - I OF 18 SHEET No.