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HomeMy WebLinkAbout07-04 Winchester Harley David. - Motorcycle Sales - Shawnee - Backfile{{ GENERAL NOTES lethods and m ..terra"ls used in the construction of the improvements herein shall confoi A"ounty ^orast -action standards and specifications and/or current VDOT standards and. sp,.-, 1`.;( 2. 'eaaures to control erosion and siltation, including detention ponds serving as silt. basins must be provided p nor to iss•.iance of the site development permit. The approval of t? :.,, T.. way relieves !,he developer or hi., agent of the responsibilities contained in the Virginia Era,.;_'�,.. I' -Cont'rol T-iandbook. a V' .. A permit n'iust be obtarn,-d from the Office of the Resident Engineer, ((genes Departme.�:i: .� .. r ^ on (VDOT) and Frederick County prior to construction in existing State right-of-way. i 4 Approval t: ' this plan does not guarantee issuance of an entrance permit by VDOT when < is required "under State law. 5. The exae.. location of all guard rails will be determined by VDOT personnel. "A joint _ s. .c i w geld with che. Developer, County Representatives, and Representatives of the Virginia Departrri.errtion (VDOT) to determine if and where guard rail and/of paved ditches will be needed. 'Ilia dig• responsible" for providing guardrail and paved ditches as determined by this joint insp-. °i' Virginia De: )artment of Transportation (VDOT) Guard Rail and Paved Ditch Specification.,-. { 6. An approved set of plans and all applicable permits must be available at the construnt„,+' -itt ; t representative of the developer must be available at all times. �i ' 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manua.(. i9` ! ­ffic Control Devices (MUTCD). IY 8. All unsuitable material shall be removed from the construction limits of the roadway . it-11' Y , ,rlsnr - embankment. 9. All pavement sections on the approved plans are minimum sections to be utilized when n 1"ornia Nearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the sub id;`. sh+s ,; he r rmed for actual determination of required pavement thickness prior to placement. All fins..: pavw + .s: ~,e j course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for u .�z1i . .n and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to a, ;rkni. >. h,,- true support values of the soils in the subgrade. Final pavement design shall be submitted durh . co . ;'. c ion and prior to placement. )0. All roadside ditches at grades of more than 5% shall be paved with cement concrete to tlie,. b.miU -i.:: •�ated on the plans and as required at the field inspection. I 411 springs shall be capped and piped to the nearest storm sewer manholes or curb inlet.. pi-°�, f;..li. be minimum 6" diameter and conform to VDOT standard SB-1. I %. C<:mstructior. debris shall be containerized in accordance with the Virginia Litter Control Act; lei if. one litter receptacle shall be pr•'""11ded at the construction site. ,e contraactor shall provide adequate means of cleaning mud from trucks and/or other er :..:,. 1 to �,,g public streets, and it is the contractors responsibility to clean streets, allay dust, Y4: >r Yxteasures are necessary to insure that the streets are maintained in. a clean, mar ..'_ii free at all times. g `',4fit 'fica.t.ion shall be given to the appropriate utility company prior to construction of water s,' ; r:Aaitary sewer 1;np.,, Information should also be obtained from the appropriate authority conc-ec Laing sYit sheets, ind c:orvnection:; to existing lines. 1 5' i r 7 ;-. �, C' ;ry t ,, �. �. .11. •E+nita..7 .. wt+;• :s and water mains and appurtenances shall be constructed in accord�ncE ,� .^:' ' ...� =A.4 '::,P)rd > cifications of F"redericl'c CounY.y and/or the Frederick County Sanitation Autf;c„-A, 16. "'. location o' existingutilities shown a�_ 0,;, ,ye pans are taken from existing r ',-ords. It shall 1 ontract.vr w 1;i i.bili.ty to verify the e�cwct horizontal and. ver `-.ical location(.. c+:il existing utiliY. -: ... e+le; lDrior '10;r: sr Jc:;.ion. The contractor s`aal] inform the era ineerMof any conflicts a '=sing from his 1 iit.y rid the proposed construction. < < i he developer will be responsible for a.ay damage to the existing streets and utilities which result of his construction project within or contiguous to the existing right-of-way. W'h� , n grading is proposed within easements of utilities, letters of perry ssion from all ( i iust. be provided to Frederick County Sanitation Authority prior to issuance of gra('R�+;' I a _ elop„rent permits, 1 developer will be responsible for the relocation of any utilities which is requ.re-'d i.,It a P-,,) e ct. The relocation should be done prior to construction. fy trie location of all known gran-sil.es. G� 1:1vesites <_Twwn on 11 plw7i i)e pi otc ' .ed with state law. In the event grave5ates are fl:iscoverer,. durir c:. cructio-; the owner ,_„� iri :0 a-3 nvtif"'ed immediately. i': o cr)- � ; w_ �: 't -� verify field conditions prior to and during constructJon and. notify ::�1-- ^n.>a,a,r r;ngr Y.::,-i-•ig" J j fi t '; +' �,t.ely of any discrepancies between actual field conditions are"J tiie x';)pinjed pla;,,i, i ���`;. a:;r>> .rf I, t!d !.,."w. ,1'1FII bc -:nac..ted to 95`y of maximurn density as deterriii.rted by met" o.A ''A." t;e-'r star dard I n> •r p>a+•:-:tax lh,�i.C��. Ca, Ea..�.y •,-" �_�t7<3t1, or VT'M-1 as applicable. Density shall be certified a regi:O.er•eil protessionrd engineer and :results submitted to Frederick County prior to n.structi(.i. If i r2eotF'chniv,eel is pnrt. has been prepared, it should supersede the requirei- : its in. °_ir., -iate. i 3 : ontraci:ors :sly i i jiof.i:f y op�-- •rato.rs who maintain underground. utility lines in the are'G of props . ad ex(,-ivating I) )sting at least two ( ) working rays, but not more than ten (10) working days, Prior to camine-acement of excavat ,,:,.n or demolition. t,:av-ie.s ni,.d telephone numbers of the and operators underground unlit. lines ira r'reder-. ,,. County appear be o E`hese numbers shall also be used to serve in an emeroe,<< y can Titian. y ;,caner shall be re:?ponsible for complianc,-- with all discharge in accordance with County & Stai'.e ra:':-�iticrns. AIRPORT NOTES A11� lighting will be of amber color of the shilded type to minimize possible light pollution o i ^ra't F.,tering t1w, (latter,. - lnway 32. Controlled burning ,._ ^t. be coordinated with Airport staff no less than twenty-four hours prior to tart. J. All cranes will be requ.ireci have an aviation obstruction flag and/or obstruction light visible d'ain•ing operation and must be lowered at night unless lit. F.-.amended hours and dates of operation must be coordinated with Airport staff no "less than :3 twenty. -four hours prior to at ...rt. UTILITY CONTA CTS Gas: Shenandoah ae . Co P.O. Box �e�ra��Fred�:.ric k County Sanitation Authority Winchester. 'u P.O. Box . �: 1877 (540) 869-1111 Winchester, VA. 2260.4 (540) 868-1061 Phone: Verizon. Allegheny Power P.O. Box P.U. Box 1458 Baltimore, VD 21297 Hagerstown, MD 21741 (301) 951"-I''82 1--800-654-3317 MISS UTILITY 1-800- F;,. )011 1 FIRE MARSHAL'S NOTE Fire lane markings and signage: Any "No Prirking" signs and yellow painted curb locations will be installed j by l'i.e`ld inspection at the direction of the Fire Marshall's Office. HYD#-- - I FIRE FLOW DATA: �':i'.;.''.,' •'_"RESSUR17 STATIC PRESSURE _ RE"i.C'_ �., ., PRESSURE _ .._. � RESIDUAL PRESSURE AV'AILR.Bi,.'.,,: FLOW =- -_ --AVAILABLE FLOW SOURCE: SOURCE: DATE: DATE: HANDICAPPED PARKINC NOTE Ile ,':';.:apped parking spaces and aisles shall slope i greater than 2% in all directions. VDOT GENERAL NOTES Vl, All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road. and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations and any other state, federal or local regulations applicable. In. the event of conflict between any of these standards, specifications or plans, the most stringent shall be govern. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety rand Health Administration and VOSH Rules and Regulations. V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and Bridge Specifications, Section 104.04-C. V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is the sole responsibility of the developer to locate and identify utility facilities or items, which rnay be in conflict with the proposed construction activity. VDOT approval of these plans does not relieve the developer of this responsibility. V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision will be the responsibility of the developer. V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT land use permits for any work on VDOT right-of-way. V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged and held by the engineer and/or developer with the attendance of the contractor, various County agencies, utility companies and VDOT prior to initiation of work. V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for any undetermined length of time VDOT well als o require 48 hours no tice for any inspection. V9, The contractor will be responsible for maintaining adequate access to the project from the adjacent public roadway through construction and maintenance of a construction entrance in accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, access to other properties affected by this project shall be maintained through construction. The Developer shall have, within the limits of the project, an employee certified by the Department of Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation control devices and measures for proper installation and deficiencies immediately after each rainfall, at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. V11. All water and sewer lines within existing or proposed VDOT right-of-way are to have mininb.um 36" cover and, when possible, to be installed under roadway drainage facilities. V12. Any unusual subsurface conditions encountered during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved by VDOT. V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDDOT representative prior to placement and fill. Where CBR testing is required, a VDOT representativ::? shall be present to insure the sample obtained is representative of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified and labeled as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shad be compacted in 6" lifts to 915% of theoretical maximum density as determined by AASHTO T-99 Method A, within plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified independent agency shall be conducted as required in the VDOT Road and Bridge Specifications A copy of all tests shall be submitted to VDOT prior to final VDOT approval. V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans ind further where .determined necessary by VDOT Inspector. V1.6. The installation of any entrances and mailboxes within any dedicated street right -of --way 'hall meet VDOT minimum design standards and is the responsibility of the developer. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement markings must be installed by the developer or at VDOT's discretion, by VDOT on an account : e. .able basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The boi.tom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on V-30T's approved list. A copy of this list may be obtained from the District Material Section. Contact the local VDOT Residency Office with any questions regarding sign material and placement. V18. The developer must provide to the local VDOT office a list of all material sources prior to construction. Copies of all invoices for materials within any dedicated street right-of-way rr st be provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices may be obscured. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical spreader. Density will be determined using the density control strip as specified in VDOT's Road and Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. In additions to checking stone depths, a VDOT representative shall be notified and given the opportunity to he present during the construction and testing of the density control strip. V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road and Bridge Specifications -Section 315. Density will be determined using the density control :;trip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. FCSA CONSTRUCTION NOTES 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES &JALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S 'INSPECTOR. 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH 2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. :iT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. 5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES: AN THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITIES E14GINEERING ASSISTANT AN APPLICATION FOR SERVICES MUST BE MADE AND FEES PAID BEFORE WORK WILL BEGIN. B) THE AUTHORITY SHALL FURNISH AND INSTALL ALL 5/8", 3/4" AND 1" WATER SERVICES. C) FOR ALL 1 1/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING THE PIPING TO THE PROPERTY LINE. THE CONTRACTOR IS TO FURNISH AND INSTALL THE METER VAULT ASSEMBLY. THE AUTHORITY WILL INSTALL THE METER. D) THE AUTHORITY WILL INSTALL ALL SEWER LATERALS. 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS REQUIRED. 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ i'IACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE READOUT IS REQUIRED. LECEND EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR PROPOSED CONTOUR 40 EX E/P EXISTING EDGE OF PAVEMENT -- ---- -- -- ---- - - ----_.- PROP E/P PROPOSED EDGE OF PAVEMENT EX (A C6 EXISTING CURB AND GUTTER PROP C&G PROPOSED CURB AND GUTTER TRANSITION FROM CG-6 TO CG-6R EXISTING TELEPHONE LINE - ---- --- T --- _.-- _- PROPOSED TELEPHONE LINE EX. 15" KGP EXISTING STORM SEWER PROP. 151, RGP PROPOSED STORM SEWER EXISTING SANITARY SEWER PROPOSED SANITARY SEWER e19 EXISTING ELECTRIC SERVICE PROPOSED ELECTRIC SERVICE EXISTING GAS LINE PROPOSED GAS LINE --0 0 PROPERTY LINE FLOW LINE ... - ... ... _ .. , ... - ... ► FENCELINE ----�r--�� ----- u ----- EXISTING POWER POLE ( l EXISTING TELEPHONE POLE EXISTING WATERLINE W/ TEE - -- PROPOSED WATERLINE W/ TEE R T • EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATER METER M EXISTING REDUCER PROPOSED REDUCER STOP SIGN _77- HANDICAP RAMP (CG-12) LOCATION ON - CDENOTESS IO�FF CSTD��ppVDOT STANDARD RAMP CONSUCTI PARKING INDICATOR 12 INDICATES THE NUMBER OF TYPICAL ]PARKING SPACES TEST PIT LOCATION HANDICAP PARKING VEHICLES PER DAY COUNT PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN PROPOSED SANITARY LATERAL CLEANOUT SANITARY MANHOLE IDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER EASEMENT LINE CENTERLINE EXISTING SPOT ELEVATION PROPOSED SPOT ELEVATION EXISTING TREE LINE EXISTING TREE PROPOSED TREE FLOW ARROW TEST PIT 1151 r .� CO) t `O1 15" OAK 15" PINE 15' OAK 15' PIW DATE REVISION 3/30/04 REVISED PER COMMENTS FROM FR. CO. PLANNINGJNSPECTIONS,FIRE MARSHALL FCSA, VDOT,PUBLIC WORKS AND ENGINEERING. SHEET INDEX I. COVER SHEET 2. EROSION AND SEDIMENT CONTROL DETAILS AND NARRATIVE 3. EROSION AND SEDIMENT CONTROL PLAN 4. SITE PLAN 5. WATER, SANITARY SEWER AND STORM SEWER PROFILES (o. SITE DETAILS 7. SIGHT DISTANCE PROFILE, ROOF DRAINAGE LATERALS 8. RISER DETAILS, STORM WATER MANAGEMENT AND DRAINAGE COMPUTATIONS 9. STOW WATER MANAGEMENT COMPUTATIONS 10. LANDSCAPE PLAN 11. SEDIMENT BASIN, LIGPTING SPECIFICATIONS, DESIGN COMPUTATIONS AND DETAILS VICINITY MAP SCALE l "-- 2000' 01 ,� •'�r�9p i _ tf� iv r4. SITE E 41 A Vie Y 9 PROJECT INFORMA TION PARCEL IDENTIFICAT ` )d N0. 64-A-159T SITE I,DCATION WEST VIEW BUSINESS CENTRE EX STREET _f .JT)RESS (PRELIMINARY) 140 INDEPENDENCE DR, WINCHESTER, VA. 22602 PROJF't.`T AREA 6.2858 ACRES DISTURII D AREA 5.0843 ACRES CURREN" ' "INING B-2 CURIE USE VACANT PR0PO,: , USE COMMERCIAL (MOTORCYCLE SALES AND SERVICE) BUILDING: -:EIGHT: 35' SIGNS: ALL SIGNAGE MUST CONFORM WITH THE STANDARDS OF SECTIOd! 165-30 OF THE FREDERICK COUNTY ZONING ORDINANCE. SEE LOCATION AND SCHEDULE ON SHEET 4. REQUIRED BUILDING ','JBACKS: FRONT PRIMARY: 50' PROPOSED: FRONT PRIMARY: 75' FRONT MINOR STREET: 35' FRONT MINOR STREET: 75' SIDE: - SIDE: - REAR: - REAR: - MAXIMUM BUILDIN( - .-j_iaiGHT; ALL BUILDING SHALL BE 35' OR LESS FNVTROMFNTAT. ' ' "t'; TIRES: NONE LOCATED ON PROPERTY LANDSCAPE CALCULATIONS PERIMETER PARKING 2 UJ n ::. z i r e eIQ cc :11 ) . c. , if n; + j i f a UJ c c' . I, a, rr F- i V �A • l MIN. 1 SHADE TREE FOR EVER' FEET OF REQUIRED PROVIDED IMPERVIOUS AREA i3 13 INTERIOR PARKING MIN. 1 SHADE TREE PER 10 SFA ':' ;`3: 10 1 -- - PARKING CALCULATIONS - USE 1 REQUIRED I PROVIDEr 95 ---1 - 9 5 SEE SHEE 4 FOR CALCULATIONS r ' 'p'ED �.�zKING 4 SPAC'ES/76-1.00 TOTAL 4 IIAN]��C ,:1?Pl;ti TOTAL 9c SPACES ADING = 1/10,000 SF 12' X 45' t1 %'NERS CERTIFICATE C"7oing Site Plan of the land of EFG, LC is with '. :;. nt and in accordance with the des-i es ' of the -ic : 0 owner properties and trustees any. - P_ DATE .......... - ' F.A.R. CALCULATIONS p ! LOT Al"'.FA. FLOOR AREA (F.A.R.) y 6.2858 AC]'&".? t .1,_ �) 33,000 S.F. 0.1 . (LESS THAa" - -I. _0) -_J LANDSCAPED SPACE CALCULATION SITE AREA. I ° -�IOiJS PERVIOUS REQUIRED PROVIDED i ;'A AREA = ZONE i32 15% 6.2858 ACRES r S 3.6 ACRES 2.8749 AC. = 45% SOURCE: ITE. 6th ED. VO';. lc CLASS USE - .._ ... . TRIP GENERA TION DA TA TRIP RATE BASED ON AVG. RATE TRIP RATE CALCULATIONS _ VPD 150 CUSTOMERS @ 0.75 VEHICLE PER CUSTOMER- 225 112.5 VEHICLES @ 2 PER CUSTOMER COMMERCIA:' CURRENT DAILY (MOTORCYCLE SAI f., cc USTOMER TRIPS AT SERVICE) EXISTING SITE, RT#50 I & MILLWOOD PIKE SEAL 20 EMPLOYEES ® 3.89 PFR EMPLOYEE +o` Y 78 nPR0�f < 1. dEe..7 E E,J 6 . - � � ,1.2►�o!� D-+ -'u 540-247-1299 --- .___._. _ .. _. -- . , ._. ­.... Address, Including Zip Code & Telep,'ci; `.Nr, 1820 PLAZA DRIVE , WINCHESTER, VA. 226C2_ 540-722-9799 ; Address, Including Zip Code: & Telephone + , 151 WINDY HIi.L LANE WINCHESTER, VA 22602 PROFESSIONAL SEAL & SIGNATI ,T' i APPROVAL'IATE: Jr',`I.;10 THESE PLANS ARE IN CONFORMAN't i-.-.... _ COUNTY OF FREDERICK STANDARD, 04C s`% r ORDINANCES. ANY DEVIATION OR < i' ' IN THESE PLANS SHALL BE APPRt '; 1�' �� ""I THE ZONING ADMINISTRATOR PRIO1 CO ML CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE - - JOB NO. ' SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL ___.._...-._.. _ . • SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET I _ CO VER SHEET i✓raject Name: :.�..,.,,..... ,.�.ra.......,,.,.,,. ,,., .. WINCHESTE]F) HARLEY , ,I'TH 0 Owner: Address, Including Zip Code ': ~P 1038 HETH PLACE BARBARA GROVE WINCHESTER VA 29601 TUNG MKI ADHIKUSII.'4A j 't No. 026715 0�� ��/S f� ti • I �veloper: / a s`SIONAL ERVIN DEVELOPMENT CORPORATION Engineer Certifying Plan: GREENWAY ENGINEERING r VF-D ?004 N "G cE VE t' PMENI 0 c 3 LU 0 U� W a� In 0 1 (I 0 / I- w U-) z J 2 U G ry w Li z 0 71 w 0 C] L 0 a) a� C) c 's co 0 W 0 / v STONE CONSTRUCTION ENTRANCE r•r•nr•nr•r•r•r• .r•r•r•r•r•r•nnt�r.r.rK•. 1-11=11 II IhII11•r�c�r.�r�r�r�r�nr�NMI r�r�r�t>r�r�r�r�r���r�r 9:>\MOUWABIE FILTER CLOTH-"' ` BM ELEVATIONSIDE 70' UK roWAPM .:: IP..•.: .;r..•.:..... to mw. m a M7 EXTEND FULL W7DTH OF WGRESS AND EGRESS • ZAT FILTER CLOTH SECTION A -A •u SECTION • SOURCE,•• i fmm 198J k , ,Standards for Soil emstan„ Sedimentand Va 9SW Plate TEMPORARY DIVERSION DIKE SOURCE: VA. DSWC PLATE 3.09-1 GRA VEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. GRAVEL*(12"MIN. DEPTH) RUNOFF WATER WITH SEDIMENT J ' ,.. 0 . Li Al ilim- SEDIMENT WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE. 3.07-2 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4 X4- 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. C�1�Q1 y�, II 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. s FLON 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC II` '^•` WIRE SOURCE: Ada ted from Installation of Way and Fabric Filter Barriers for Sediment Control, PIATL 3.05-1 Sbritaod ! PIPE OUTLET CONDITIONS A A 'IPE OUTLET TO FLAT LREA WITH NO DEFINED :HANNEL rll�l 0 x L , I L 3d. (MIN.) PEPE OUTLET TO WELL ib DEFINED CHANNEL PLAN VIEW :`•:,, ' YILTm CLOTH KEY IN RECOMMENDED FOR ENTME PERMIUM NOTES: 1. APRON LINING MAY BE RIPRAP. GROUTED RIPRAP. CABION BASKET. OR 2. Le IS THE LENGTH ,.... APRON AS E. USING PLATES . �..�� M , BUT NOT LESS THAN 6 INCHES. Source: Va. DSWC Plate 3.18-1 SILT FENCE CULVERT INLET PROTECTION DISTANCE IS 6' MINIMUM IF FLOW 6 TOWARD EMBANKMENT FLOW OPTIONAL STONE" COMBINATION FLOW 2.5' �VDOT /3, #357, #5. #58 OR57 COARSE AGGREGATE CLASSIRIPRAP TO REPLACE SILT FENCE IN HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Standard Shoots and Va. DSWC PLATE. 3.08-1 ER05ION AND 5EDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT FOR SITE IMPROVEMENTS ASSOCIATED WITH A 1.0317-ACRE COMMERCIAL SITE WITH SUPPORTING PARKING AND SERVICE DRIVES. N AREA OF .0843 ACRES WILL DISTURBED. UNDERGROUND INFRASTRUCTURE WILL INCLUDE STORM SEWER, WATER MAIN, AND SANITARY SEWER. THE ESTIMATED START DATE FOR CONSTRUCTION IS MAY, 2004 AND COMPLETION 15 ESTIMATED TO BE JANUARY 2005. EXISTING SITE CONDITIONS THIS LOT 15 IN THE WEST VIEW BUSINESS CENTRE. THE SITE 15 OPEN GRASSLAND WITH A FAIR AMOUNT AND MODERATE GROWTH OF GRASS. THE TOPOGRAPHY 15 FLAT WITH TERRAIN SLOPING IN A NORTHEAST TO SOUTHWEST . AN APPROXIMATE AREA 01-' 52 ACRES OF RUNOFF FROM OFF51TE PROPERTIES TO THE WEST FLOWS THROUGH THE SITE THROUGH A FLAT DRAINAGE SWALE WHICH CONTINUES DOWNSTREAM TO AN EXISTING WET POND LOCATED ON SITE WHICH OUTFALLS INTO A 15" STORM SEWER THAT CONTINUES UNDER RT. 50 114 AN EASTERLY DIRECTION. FROM OUR OBSERVATIONS DURING A RECENT FIELD INVESTIGATION OF THE SITE, THERE ARE NO ENVIRONMENTAL ISSUES ON SITE. ADJACENT PROPERTY INDEPENDANCE DRIVE, A PAVED CURB AND GUTTER ROAD PROVIDES ACCE55 TO THE SITE AND FRONTS THE SOUTH BOUNDARY. THE SITE 15 BOUNDED BY VACANT LOTS WHICH ARE PART OF THE WEST VIEW BUSINESS CENTRE. THESE ADJACENT LOTS HAVE SIMILAR TOPOGRAPHY AND OPEN GRASSLANDS. A PRECONSTRUCTION MEETING WITH THE CONTRACTOR, REPRESENTATIVES FROM THE COUNTY E46 INSPECTOR AND THE DEVELOPER WILL BE HELD TO DISCUSS THE LOATIONS OF THE CONTRACTOR'S STAGING AREA, STOCK PILES AREAS AND BORROW AREAS AND THE APPROPORATE EROSION AND SEDIMENT CONTROL MEASURES. THE SITE SUPERINTENDENT OR WIS REPRESENTATIVE SHALL BE RESPONSIBLE FOR INSUREING ADEQUATE EROSION AND SEDIMENT CONTROL MEASURES ARE PROVIDED FOR ALL OFFSITE AREAS INVOLVED IN CONSTRUCTION SUCH AS OFFSITE BORROW AND DISPOSAL AREAS. MONITORING REPORTS WILL BE PREPARED AND SUBMITTED BY THE RLD t0 714E COUNTY E45 INSPECTOR, PER THEIR REQUIREMENTS. EROSION_ AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDIICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK GRADING WILL COMMENCE ONLY AFTER ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN PLACE. STRUCTURAL MEASURES E45 PHASE I: A CONSTRUCTION ENTRANCE (3.02) SHALL BE PROVIDED AT THE LOCATION OF THE COMMERICAL ENTRANCE TO THE SITE ON INDEPENDANCE DRIVE AS SHOWN ON THE E45 PLANS CONSTRUCT THE TEMPORARY SEDIMENT BASIN AND RISER STRUCTURE TEMPORARY DIVERSION DIKES (3-M) SHALL BE INSTALLED TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPED TO A $TABLIZED OUTLET. SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO FILTER RUNOFF FROM DISTURBED AREAS BEFORE IT LEAVES THE SITE. CHECK DAMS (320) SWIALL BE INSTALLED TO REDUCE VELOCITIES OF CONCENTRATED FLOW TEMPORARY SEEDING 1(331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL SLOPES.(3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. E45 PHASE I I ALL CONTROLS INSTALLED IN PHASE I TO REMAIN FOR THE DURATION OF TWE PROJECT. CULVERT INLET PROTECTION DEVICES (3.05) $WALL BE PLACED ON INLET$ TO STORM SEWER CULVERTS TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT. TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. FINAL GRADING TO REDUCE TWE VELOCITIES OF CONCENTRATED FLOWS AND TO FILTER RUNOFF. VEGETATIVE MEASURES PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (1) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER TWAN FOURTEEN (14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. TOPSOIL THAT WAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. CHECKDAMS (320) AND SILT FENCE WILL BE DITCHES TO REDUCE VELOCITIES OF CONTRRTED RUNOFF ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO BE MACHINE -COMPACTED, SEEDED AND MULCHED (WAY MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVED: WITHIN FIVE (5) DAYS AFTER GRADING. MANAGEMENT STRATEGIES CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES T14ROLIGWOUT THE PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED. ELECTRIC POWER TELEPHONE, STORM, SANITARY, WATER I GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIVE (5) DAYS AFTER BACKFILLING. NO MORE THAN W00 FEET ARE TO BE OPEN AT ANY ONE TIME. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF GRADING. DRAINAGE $WALES SHALL BE STABILIZED WITH CHECK DAMS UNTIL VEGETATION HAS BEEN WELL ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO CONTRACTOR PHASING OR OTHER UNFORESEEN CONDITIONS. IT IS TWE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARDS AND SPECIFICATIONS IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK MAINTENANCE ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. ALL AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS IS ESTABLISHED. SILT FENCES AND FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IMMEDIATELY. SHOULD THE FABRIC ON A SILT FENCE OR FILTER FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE, AND THE BARRIER IS STILL NECESSARY, THE FABRIC SHALL BE REPLACED IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH ONE-HALF THE HEIGHT OF THE SILT FENCE OR MAKE THE SILT FENCE INEFFECTIVE. TRAPPED SEDIMENT 15 TO BE REMOVED AS REQUIRED TO MAINTAIN 50 % TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILD-UP. IF THE GRAVEL OUTLET IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED IMMEDIATELY. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROAD$ IN A CLEAN, DUST AND MUD FREE, CONDITION AT TEMPORARY SEDIMENT BASIN THE BASIN EMBANKMENT SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND WAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. TWE BA51N SHOULD BE CHECKED AFTER EACH RUNOFF -PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACWES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. PHASES OF LAND DISTURBANCE ACTIVITIES 1. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. 2. PLACEMENT OF SEDIMENT CONTROL DEVICES, 3. OBTAIN INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPERATIONS. 4. CLEAR AND GRUB REMAINDER OF SITE. 5. ROUGH GRADE SITE. 6. INSTALL DRAINAGE DEVICES WITH SEDIMENT CONTROL. 7. FINAL GRADING. 8. RESTORATION AND STABILIZATION OF DISTURBED AREAS. 9. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH TWE APPROVAL OF TWE INSPECTOR STORM WATER POLLUTION PREVENTION NOTES I. THIS SITE PLAN SET IS TO BE INCORPORATED AS PART OF THE STORM WATER POLLUTION PREVENTION PLANS AND PERMIT. 2. LITTER, CONSTRUCTION DEBRIS AND CONSTRUCTION CHEMICALS EXPOSED TO STORM WATER SHALL BE PREVENTED FROM BECOMING A POLLUTANT SOURCE FOR STORM WATER DISCHARGES. 3. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE RESPONSIBLE LAND DISTURBER TO ENSURE THEY ARE OPERATING CORRECTLY. DISCHARGE AND DOWNSTREAM LOCATIONS SHALL ALSO BE INSPECTED TO DETERMINE W14ETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING SIGNIFICANT IMPACTS TO RECEIVING WATERS. IF EXISTING CONTROL MEASURES NEED MODIFICATION OR ADDITIONAL MEASURES ARE NEEDED, IMPLEMENTATION SHALL BE COMPLETED BEFORE THE NEXT ANTICIPATED STORM EVENT. 4. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR PREPARING INSPECTION REPORTS PER PART II, D., 4., C. (INSPECTIONS) AS REQUIRED BY THE PERMIT. 5. THERE ARE NO KNOWN, NONSTORM WATER DISCHARGES ASSOCIATED WITH TWIS PLAN. STORM WATER MANAGEMENT UPON COMPLETION OF CONSTRUCTION AND SITE STABILIZATION, THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A PERMANENT STORMWATER MANAGEMENT POND. THIS POND WAS BEEN DESIGNED TO DETAIN THE POST DEVELOPED FLOWS FOR A 2 AND 10-YEAR DESIGN STORMS TO PRE -DEVELOPED RATES. THE POND OUTFALLS INTO AN EXISTING 18" STORM SEWER THAT CROSSES UNDER U.S. RT. 50. THE STORM WATER MANAGEMENT POND WAS ALSO BEEN SIZED FOR THE DRAINAGE OUTFALL NOT TO EXCEED THE HYDRAULIC GRADIANT OF THE EXISTING DOWNSTREAM IS" STORM SEWER Is, 04 W W z W o Lf, 0 Cv Cv 00 1�t U w cCD C\2 ROO IL4 x LO � WID W 0 °'*ti 04 in 4D U LID �r F .'�-� Lzq o� 111 0 � Q) O w ca EL z 0 W W Q O TH OF pj� TUNG ADHIKUSUMA No.026715 `SIGNAL O 0 W DATE: JAN. 30, 2004 SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 2 OF 11 I ECEIVEDD JUL 19 2004 FREDERICK COUNTY PLANNING & DEVELOPMENT I 0 3 70 Z Q J n w I 00 u�t 0 I 0 / W Z J CD z cy W W z 0 z W 0 a 0 0 T v, a� U C ►9 L r, 0 0 'r l rf I �EETz TO O 5S S T GO TKO- - A 13 ACRE j W W 75 R= 1330.0000' N 20°19'1011 UJ 1 z W ER0510N/5EDIMENT CONTROL LEGEND A=ID1°45'25" _ ' G LEN-4ID.i624 -_ G _ UV `, �� , �/' \, __ o d � 0 NO. KEY SYMBOL DESGRIPTION TEMPORARY GRAVEL CONSTRUCTION Cx=N 72 46 45 E FN� ry a� c� 00 U 3.02 GE 5F ENTRANCE X X - X SILT FENCE ,� = 61 3 IN �- ---.- 686 -�>> ,car—'"_ z x I rn a) ►A L 3 C3.05 - 6 W 3.01 ®j nL CULVERT INLET PROTECTION ,. (� \ W O 3.001 DD T TEMPORARY DIVER51ON DIKE R=133ID.IDIDID� 68(l Ea) fs 3.12 5 6 3.18 OP �►�►•� TEMPORARY SLOPE DRAIN OUTLET PROTECTION C 320 GD --, - -, — CHEGK DAMS j� �L1 G ` ✓ \ 5 Q• 0 a) o 5B G6 5EDIMENT BA51N LIMITS OF CLEARING d GRADING ��' ` j h X� ` . Ijetc 1 t . DRAINAGE DIVIDE _r 2 2 t . . \ I • • 5 A-Cs,! { Lo a` . .. ... ... ... ......... <\\ low .70 EX. 12 W/L .... ... ... ...... ........ ........ ... ....... �J' CL.. .... .... EX, TEE,3 Cz.V. EX. _ �� �� C. \�`` i . . . . . . . . . INV = 6 8 (EX. �. oo� 9s� °� p�� r� %`� 1 E Y.. 2 ---....�_. "' ,u y�p + . . . . . L tea, � �c�h ' �,� y �,F�, p,S'<c.O,Q a� � ate• L';� '. bo )r tid �," `/ , `.•fit \ % ' (� i\may ""'^wn •� �' '` f `•,. i .r' F F, per- w f ° / ?2�,pA f S6 � ✓ w EX. IDS <;3 t. i t�' , �� �,110 • sc f � T OP= oI(o.(0 INV=6(o9.11 IN INV = 669.ID8 IN x \� e' �. , ? \ I �/ ,� �, - AG `� 'f �' � R�.. �� 7_od INV=669.ID-I OU " TOP=676.(o X 1 �j p/�� n ''F' -� \ s o ` oo� �3��y� l i' /. o H Up j R-C,-;l,..•i _+o1lASSti'RF V-669.9(d L1" - IN_ F •a, Py _ ,,,,-•'•' s "'r'�' 0 ` 5 �:__ °' r . i1! ''' O� � � ` TUNG NI}iIKUSUMA9 '`' Q .. 4 .•�'' ,w _,. _ � ----- w, , �F,y /,_ - �- � r _ d No. 026715 [� {I i ` • ,F U7 JimICU J a• Q i / A d �4 .. Y�Al cl) ............................. r I top i ? y. ..'... .'. .. �' ' � Q 9 • • - ....:::.... r(::::::�� :.:.:.'..:...`:::' -0.2 � - - Q ;� .......;' , lu F G , f .85 o 1 r �' rx _... OFF5ITE TO POND T a Q ✓ G=0.10 (FUTURE DEVELOPMENT] UellI \ o Q A S X�� s; ;' / ��` r^ 7k> _•. _ _ �i w ON51TE UNGONTROLL p r '. ,ti j ' r �Q cit fb s 0 -M I aray BRL 7� 1`�— _�.. �� �' i'r r� -1•3 w ►)-1 '`►� O.6 AG. G=0.35 k 1 -z �., .�\ ' . P i ... .;•:--r,Pj-4..1r iNG0NTROLLED � �l tp #- RUNOFF17 A � RES • ``� , ! <a,70 ^ ... - - - .30;•,. � • ulq<C TEM ORARY SEDIM _1- -B 8 - DE51GN H,IGH.•_,-..__ J W w Q % T TO PERMA EN UPON COMPLETION OF SItE STABILIZAT , MEN BASIN WATE r=? 672.35 - w W ,.. Z_ • 1 R St TURF / Lu Z Q'+ OFFSITE TO POND 0.3 AG. 'XIO' GL. I IF AP 4 Z - 6=0.85 / v O GRAPHIC SCALE Exii ¢S6-12 N 3m`" O 10, ./ X ' _w. --.. / r / (IN FEET) X. ) - i e. gr,�' .01 31 �� i F, / rr E I / . 3; V=664.55 IN w WIDE Emv;zGENCY rf F II,Y=&&4.49 OUT SEDIMENT BASIN SPJLLjWAY __ ___ OP=6�35 ,i' �--'" �- -'"� Ii V=(o(v5.4ID -' � ' PROPOSED E � STAKE Z T ,O�PELE�r/= NET �iTORAGE -'I - ` C�4 SEDIMENT BASIN CONVERSION o> U.S. ROUTE 50 - MILLWOOD PIKE � TEMPORARY SEDIMENT BASIN TO BE CONVERTED E ED TO PERMANENT STORM WATER MANAGEMENT POND UPON COMPLETION OF SITE STABILIZATI❑N AND APPROVAL DATE: JAN. 30, 2004 BY THE EROSION AND SEDIMENT CONTROL INSPECTOR SCALE. AS NOTED ADDITIONAL 1.5' OF EMBANKMENT NEED FOR STORAGE 30 0 30 EXCAVATE SOUTH & WEST END OF POND EMBANKMENT TO GRADES VOLUMN OF SEDIMENT BASIN, TO BE CONVERSION TO SWM POND. REGRADED DURING] 6m 1 1 GRAPHIC SCALE EX. Yl AND ELEVATIONS SHOWN ON GRADING PLANS REMOVE ALL ACCUMULATED SEDIMENT AND REGRADE DESIGNED BY: ML x13 EX. YI T0P=666.83 (IN FEET) TOP=671.5 INV=664,91 POND BOTTOM, REMOVE SEDIMENT BASIN RISER STRUCTURE, CONSTRUCT SWM RISER STRUCTURE, FILE NO. 0518W INV=663.34 SEED AND MULCH POND BOTTOM AND SIDE SLOPES SHEET 3 OF 11 �L_2�a! III lc� It w I O'SULLIVAN CORP. LD . .. ... .. STOP SIGN ANC) TAX ID3 00 IN STOP BAR STRIP ZONED - MI N", USE, BUSINESS to I t 82 680 x fR = 1330.0000' + !2 to ­\60 ...... 6-0 - 14CO jq� A = 02 -56'40 . . . . . . Al 10+43.18 460 LF CiPASS L D DITCH 15FRIG=511*107111�'Ijl G-11 ENTR NICE 3+'1 I ------ A%. 'll, EF X, 4\x-. . _- -_-- , x. . . X. _ STATION 1 +02 -15END 101 .201W L ES-'T. 10" 5C)i� 21 WA�`l BE N C N5T UCTI 5f . <,,, CONNECT 11 wis . '0. 07 la 4 EX. W/L . . . . .. . -RPF�. FENCE x 6,1i TEE/ Y_ 4!�* BEND 1_61! G.-V. AND GATE . ... . . . . . . . . . . 2 2 'n' BEN SI14+22.�9' 4a 5w 18 AILA 25 5TOF GN 4c vo FIREA / YDRANT Co Sly AS, . . . . . . . /cs, LIGHT POLE IN1V0.35 (111 'Ap 01 IN 21 4qS 40 lf-R Y' 33.95 LF 18 RCP 50, CL III0.�,O% C&I 0 X6 MOTORCYCLE...m • CORE DRILL FOR C NNECTION II PARKING C PROP. roll INTO EX, MO Its )F f j, 24.o, PLOYEE FIELD VERIFY f=x. INV. 0 /, " PARKING t10 _IIEIIil ONLY ti Ts- w � e . . . �Iy 2 Xq/ I Ni V vv 12.4 Z �O a 51A 12 GEORGE GLAIZE JR. ZONED : 52 TAX ID * - 64-A-159E USE: VACANT PROF, 30, C) INAGE ESM'T. 7 ,, v O'XIO'CL. I x1v C. RIPRAF EW-1 In JU BEND <1 RIPRAF > 4+10.22 z Q CA 111 - uj x � z IiI LP 36ll RCP CL 1111"Am O.50% LO 15+21.69 Lv BEND-- m x FI�t SERVICE All -10.2 2 LF 15 RCP DOMESTIC LUATER F,7 CL 111 6 5.90% IJATEF;�HETER a. ssosti I) �, * r tic FVLYF-tH PIPE CO it 3 ZONED . 52 , (i� TAX ID 64-A-I59T 111GOT FOLE_ FF ELEv-roaaoo to% BLDG. HEIGHT - 35' Vp FLOOR AREA 33,000 Sr �6'. 4 LF 24---" RCf=" )I 1 0.50% Cli HANDICAP PARKING SIGNS LIGHT POLE -�A M 90, 5 4 VAN ACCESSABLE tn CG - 12 16430.23 > <-/ ie U) CID iiv x rall TEE 1� Z Ex r:)RAINA El b. Lu W q) M'T. TO IS E & V Iro 40 1.01 ABANDONS 1�1<Al m 610"X(o REDUCER- 14011 G.V. X 51DIR 21 W/M w PROF. 30' \'s FIRE HYD_ w 0, 1) OLISP EX. ',s, 12� > DRAINAGE ESM'T. X 53-13 Lf-: 311 IRCF e O.50% I NG IJJALL\ 11) bUTDsDOR AN I Q 11) PIPE DI -;E E5MT. ' AREto n/n/n I 1= )A "RCP ­3 PROP-DRAINAIG NOTE., &EE 5NEET I FOR ROOF DRAIN FIFE LAYOUT HEAVY DUTY PAVEMENT ................ ................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 .......... ............ ............ STORM INLET TABLE SI ES-1 INV=rolI (OUT) DI-315 INV=6'10.16 (IN) INV= 669-96 (OUT) DI-35 INV=II, (IN) INV= 611.05 (OUT) ES -I INV=612.09 (OUT) DI_3C INV=613.50 (OUT) DI_3C INV=6'1333 (IN) INV= 613.13(OUT) INV=665,139 (IN) INV= 668.49 (OUT) DI -I 0-11a DI-35 INV=668.31 (IN) INV= (OUT) DI-315 INV=roiI (IN) INV= 667.33 (OUT) ES-1 INV=667.23 (OUT) cs CL III -SO-50% P, zl 7. NOTE: LIGHTING FOR THIS PROJECT WILL PROVIDE NO GLARE ONTO fRCAI--)5 OR ADJOINING PROPERTIES. 4 • Q ij w 0) E_ u - 16 75' BRL z PR. POLE x - r_ (0 U] IU- MOUNTED 674 ':'1 _10 vo 10XIO' CL. 124.ro' FRANCHISE RIFRAF 70 "72 SIGN (5o 5.00 LF 3ro " RCP 351, HIGH CL III s 0.5o% 6ca LIGHT POLE LIGHT POLE z _NQ i k 0 YR. W16 ELEv.::669.50 PROF ED (RETAININGLL 6 E_ ROP. SWIM POND E51-I'T. I " ARITECT,/LAN5 FO ETAIL 11 20' WIDE SWM pol qb, YRYR11r_ = 1 PROPOSED SIGN SCHEDULE SIGN AREA 5F. TYPE LOCATION SIGN 01 100 S.F. BUILDING MOUNTED FRANCHISE CENTER FRONT OF BLDG. SIGN #2A EO S.F. BUILDING MOUNTED FRANCHISE RIGHT FRONT OF BLDG_ SIGN #25 50 S. F. BUILDING MOUNTED FRANCHISE LEFT FRONT OF BLDG, SIGN '03 1�10 S.F. POLE MOUNTED FRANCHISE SEE PLAN 1'��N,v I Tz .=II-10 rm J" OVERFLOW WEIR', y- E5_1 10 YR. W15 ELEv.=ro6a,,33 (29.1 UT11- FED� T, ------- EX-I 02' U-1 F-5M' 10'X2 'T-, 3, 1: -J -4� FRIFRAF 20'XIO' CIL. I 3" RIP % 5 2001131011 EfJ I M V r--) 4 IN DEMOLISH AND FE�OvE EX. I N v 6 4. 5 1 N E I INV=664./I.9 C)UT 0 r- e-, J-�� "x POSSIBLE FUTURE-efi�;ZANCE U MASTER _TURE, 4a4_01'­ "I 117� - " FOND OVERFLdW 5TRUC �,FOS FfI 6 4 0 11v TRUCr`NEW 51�,M FOND PROPOSED ENTRANCE �1d7".Rf9tp, 6Tf:�Ut�dRE, DEVELOPMENT PLAN By f( _'GREENWAY ENGINEERING 100 YR. W15 ELEv.=&&,3_5�o STAKE DATED 2/12�zftl. r Y ---------- -- ROUTE 50 MILLWOOD FIKE POSTED SPEED 55 MPH PAU VARIES ZONING USE SPACES ARCHITECT'S USE GROUP PARKING SPACES PROVIDED GROUP CLASSIFICATION QUANTITY UNITS REQUIREMENTS NEEDED CLASSIFICATION I X. I' SF MOTOR VEHICLE SALES 14,281 1 spa/400SF 36 SHOWROOM C) PUBLIC 9'X 21 61 SPACES T C I` RETAIL 4115 SF I SPA/200SF 21 PARTS EMPLOYEE 9'X 20' 1 NV!7 AUTOMOBILE SERVICING 5 BAYS 3 SPA/BAY 15 SERVICE(5,680 SF) MOTORCYCLE 5'X = 14 SPACES 20'= 14 SPACES RESTAURANT 860 SF I SPA/1 OOSF 9 TENANT AREA MOTORCYCLE 5'X 15'= 6 SPACES GENERAL OFFICE 2910 SF I SPA/250SF 12 OFFICE AREA TOTAL= 95 SPACES NONE 1592 SF NONE CUSTOMER LOUNGE PERRY PROPERTIES J0 0 J0 NONE 467 SF NONE TOILETS ZONED : M1 NONE 690 SF NONE BREAK ROOM TAX ID * - 64-A-158 NONE 2261 SF NONE STORAGE USE: BUSINESS GRAPHIC SCALE (IN FEET) OUTDOOR DISPLAY 4,073 SF I SPA/3000SF 2 OUTDOOR DISPLAY TOTAL 95 LLI la z UA c\? 0 lZu to 00 cQ cQ --I 't 1 0 cq 00 C) 0 c\j - R LO W om z CD "t C\2 Ln cv Lu Q) r- Q) I rl ,a Q) 0 an Q LO sW4 �4 V) Q) 0 Q) 04 U) 016 T/ RING N11a ADMKUSUMA No 026715 SIGNAL z V E- U E- w 0 C0 Q W LLJ mr 3: DATE: JAN. 30, 2004 SCALE: 1" = 30' DESIGNED BY: ML FILE NO. 0518W SHEET 4 OF 11 EK 7C 6q5 655 670 665 _.__.. _.._ ..__ __... _.__-.... .__.... _.. ............... .._ .__.._ --.._._..... w G. .MOH.... _. .. _ _. .. ..:. 1 _ O! - it II f o_ 1 - - ►— F— _ . , :. EXITING ;GRAD _ _ ... .... .... _ M._.. _._..-_ _ ...: __:: ::.... Cr Z . _ w _. O z _. _ . - _ . _f:II _ . _... 675 670 665 660 j _ ___._ �_ -.___ _� __ _ ._ _ _ _ _ _ _ _ _ (060 q +50 10+00 10+50 11 +00 11 +50 12+00 12 +50 13+00 13+50 SANITARY SEWER EXTENSION 5GALE : HORIZ. 1"=50' VERT. 1"=5' <ll T Z n O O N �t O O N tf' d C a w J LL- O 0' n i 00 Ln O I LO O 1— Lw 0 z Q J / c� z w w z 0 z w c 0 0 T L c s Ln O 0 675 670 665 655 650 q+50 10+00 10+50 11 +00 11 +50 12+00 12 +50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 ATERAIN EXTENSION 5GALE : HORIZ. I "=50' VERT. 1 "=5' 700 •iI 675 670 10' > RI 665 20.00'- RGP-C 660 655 650 q+50 7oD 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 STORM 5 THRU 10 5GALE HORIZ. I "=50' VERT. I "=5' IA m, 675 670 665 ..• 655 650 17+50 15+00 ® � i W W la 0 o � CD CV cQ CO �.5 NCO U bb to W a� C CD r W �v aLOan w w N QCi A✓1 r.j z 0 TH OFWA �j V TUNG NIKI ADHIKUSUMA No. 026715 O �, e 1 � f �Cti _OVAL} z �® W H� �0 nW w W T � >= I --I Q �y w 0�/� VL (Z) f.i■ � U � � W U) CC w W Q 1J2 iJ2 W Z DATE: JAN. 30, 2004 SCALE: H: 1„ = 50' V. 1 = 5 DESIGNED BY: ML FILE NO. 0518W SHEET 5 OF 11 s Q 00 N 0 0 �1 LC d C F-- W 0 W f- I 00 0 1 Q0 O / LtJ (/1 z Q J n / 0 z_ Iy W LLl z CD z W 1-11 0 (n T O a� �n aj C) C I S Go 0 / (n 0 END -SECTION 12"-60" PIPE Hub and on street snd-sections Spigot end an Nd wed-sse X Controls to be 4000 PSI Min. PLAN PIP e C-- B- Bar « eted J20pt Of Tale c -D 1=ET-� PAr LINE END VIEW SECTION X-X END -SECTION DIMENSIONS DNA. A B C I D E 12' 4- 2'-0" 2'-0' 4'-0" 2'-0 15' 6" 2'-3- 1'-9' 4 -0 2--6 18 9 2 -3 1 -9 4 -0 3 -0 24" 9 1/2- S-7- 2'-6" 6'-1" 4'-0' '30. 1'-0' 4'-6' t'-7 3/4 W-1 3/4;" 4 -0 36" 1'-3- 5-3 Y-to 3/4' W-1 3/4 6'-0' 42' 1'-g' 5 -3 2 -11 8 -2 6 -6 48 2 -0 6 -0 2 -2 -C- 2 7 -0 54' 2 -3 '_ ' 2•- 1 4' 8 / - 1 4' tY 2 / ' 7 -8 60 2'-11- 5'-0- Y-3- 8-3 8'-0- ALTERNATE END -SECTION 12" - 60" PIPE F Hub end an OuVd end-soctbro Spigot end on Intel erld-eed;ore ---T X Concrete to be PLAN G B j'V'Tt 'R� x I I' �igpLtgbl-Madzgment_ I PA1PuHE I E SECTION X-X END VIEW END-SECTION DIMENSIONS IAM. A 12' a 2'-0' 4'-l' 6'-l' 2'-0' 15' 6' 2'-3- 3'-10' 6 -1 2 -8 ' 9' -' -10' 21' 9 2 -11' 3 4' 10 3 -7 2 -8 6 -3 4 -0 27' 10 1 2 4 -0 2' 1 f Y 8'-1 1/2' - 1 -0" 4 -6 V-7 3/4' -D 3 3 r- t 1 2 r-1 01 r-3 1 r / - t 4 C 3/ 5 -6 36' 1'-3 5-3 2'-l0 3/4 8 -1 3/4 42-9.5 -3 2 -11 B-2 48' 2 -08'-0' 2 -T 8 -2 JD' 4' 2'-3' _ 2'-it' 8-4 80'2 -6 '-0- 3'-3- 8'-3- PAY UNE C- B NOTE: Pipe lengths shown on plans on based on End -Section design shown on the eft If the contractor sects to the the alternate design shown on I 1 SLOPE DETAIL the right lengths will be reduced by the difference I. dimension 'D'. 5REFERENCE FLARED END -SECTIONS FOR 12"- 60"CONCRETE VIRGINIA DEPARTMENT of TRANSPORTATION PIPE CULVERTS 102.01 302 ON51 TE TYPICAL PAYEt" f ENT 5ECT I ON NOT TO SCALE HEAVY PAVEMENT SECTION 2"-SM-`B.5A SURFACE COURSE 4"-5M-250 BASE COURSE fill -SUBBASE VDOT STD. GR-21A TTI�TI�_�TCOMPACTED SUBGRADE Fff=(COMPACTED TO 135% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A 5UBGRADE CBR DESIGN VALUE OF to. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. FNIMT5ECT ON51TE TYPICAL PAVEMENT 5ECTiON NOT TO SCALE M-211-SM-9,5A SURFACE COURSE - 8"-E3M-25-5UBBA5E VDOT STD. GR-21A M='III cM1 oPACTED SUBGRADE (COMPACTED TO `35% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-I METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6, 501L TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PVM5ECT R t1QG VALCO, I- Q��p Fig. No. 7190B vOv with lid marked sEwEIT balsas I Ion _ of box SDR 35 gesketed bell wye sanitary (.7ta) cast Iron cleanout cap with brass / plug must be a• lrom the tap of the screw type adjustable box -,-square concrete skid pad 20s, 20N 9• deep cast ka' cleanest oap with brass plug having a couermunk square head Penalla Model PA4SV�CSK(41 SDR 21 - cleanout pipe bdck base SDR 35 spigot by D 21 gesketed be11 adapter SDR 35 gasketed tl bell 45- bend ',- W slope bedding NOTE: It top of sawer main is greater than 15 deep. then wy. and bend to be heavy wall SDFW SEWER CLEANOUT Revised Figure 17 Oct 03 NOTES: 1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4DOO PSI IF PRECAST. 3. COMBINATION CURB sir GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL. COMBINATION CURB k GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER THE BOTTOM OF THE CURB AND GUTTER iykj BE CONSTRUCTED PARELLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. (. 4-] 2'R 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN AND SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE " • s EXCEEDED STANDARD CG-7 IS REQUIRED. The bottorn of the curb and garter °* may hetconstructed doof pond to, the tape of 1 1 - subbase Courses PrvAded a minimum dap [ath of 7" maintained. The ores may concrete be SPECIFICATION REFERENCE COMBINATION 6" CURB & GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 SIGN SHALL BE LOCATED SUCH THAT IT WILL COLORED REFLECTIVE WILL NOT BE BACKGROUND MAT'L 12_ _I OBSCURED BY VEHICLE PARKED IN SPACE. II F.C. ORSIGN (SEE DETAIL) DARK COLORED 2" LETTERS E.P. do 3/8- BORDER RESERVED 2 INTERNATIONAL PARKING ERNATIONAL SYMBOL WHEEL STOP I OF ACCESSIBILITY 24" B [6J 9 13' MINIMUM 0 0 4.W MIN. 7.0" MAX. DISPLAY CONDITIONS UNLAWFUL 4' STEEL PIPE FILLED WiTH CONCRETE 5 * ( SPACE rIS SUBJECT TO A $ FINE OF DARK COLORED REFLECTIVE 50.00 TO $100.00 BACKGROUND MATERIAL * WHEN THE SPACE PROVIDED IS VAN ACCESSIBLE, DIMENSION SHALL BE 8' IN ACCORDANCE WiTH LIGHT COLORED 1" LETTERS RAM • FOR HANDICAPPED MUST BE LOCATED VUSBC MINIMUM REQUIREMENTS. AT SAME POINT ADJACENT TO THE B' AISLE. HANDICAPPED PARKING SPACE STANDARD concrete pad 1'-W eq. x 6' deep screvrtype adjustable verve box 48' ash. location marker don toNe mveegeiugged s ma n �.t.' megalup UYvat bkxdc 18' In 24' ek 8k 18',ad block (for valves 12- and larger) Note: the detail is also used for butt«fly vahee GATE VALVE ReWaed Figure 8 Oct 03 CG-12A --� - WHERE IS USED 8-0. 4' 0' PERMISSIBLE CONSTRUCTION -'1 STD. CG-2 �8' 12.1X MAX. ae:t MAX. - 3'-0' OR CG-8 4rS MIN• 20:1 6 S QOWELS. 5" LONG x PERMISSIBLE B B' D•1 �I �p;1 B SECTION A -A SLOPE 10:1 CONSTRUCTION _-, MAX. A MAXIMUM JOINT 2 TRUNCATED DOMES SECTION B-B A A .' souARe LANDING AREA OUTSIDE OF TRAVELWAY SHAD. BE PROVIDED. CRo55vMtK CRosswALK TANGENT PLAN Dg n nCROSSWALK T " 4 TYPICAL PLACEMENT DIAGONALII VARIATION TYPICAL PLACEMENT 'L AT INTERSECTION AT INTERSECTION B+ 3. MIN. WITHIN CROSSWALK WITHIN CROSSWALK 10:1 WAX. 10.1 vex TYPE A (PERPENDICULAR) APPLICATION (WITH BUFFER STRIP) + ALTERATIONS THIS DESIGN TO BE USED WITH CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING NOTES: (48- WIDE) REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH 8 FEET FOR NEW CONSTRUCTION,R 6 FEET FO ALTERATIONS. �F 1. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SUP RESISTANT INTEGRAL DIA SURFACE COVERING THE FULL WIDTH OF THE RAMP FLOOR BY 2 FOOT IN LENGTH IN THE DIRECTION OF TRAVEL OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOME DETECTABLE WARNING MAY BE USED WITH THE APPROVAL T- �7 • OF THE ENGINEER. ( -I 2 IF CAST-M-PLACE ORLE NING SHALL BE PRECAST IN TOP SURFACDED EYTRUNCATED DOMES. TRUNCATED THE COLOR OF THE DETECTABLE DOMES 'to SECTIONBE A SHED ALL BE A TRUNCATED M N E DOME CONTRASTING COLOR WITH THE ADJACENTR SURFACES ADJACENT SURFACES INCLUDING I U CLUD G FLARED SIDES). . DETAIL 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSABLE CONSTRUCTION JOUNT WITH REQUIRED EQU ED BARS. 4. IF RAMP FLOOR IS PRCAST, HOLES MUST BE PRRVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES -•-296" C-C CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. 5. REQUIRED BARS ARE TO BE NO. 5 X 6' PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP O O O FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER %-. 0000000000000 6. CURB/CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT 000000000000000 FOR CURB/CURB AND GUTTER. O O O O 0 0 0 0 0 O O O 0 0 O 7, WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CC-7, THE CURB FACE ON THIS STANDARD IS 2%' C-C 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION. 000000000000000 - 8. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRESTED BY THE ENGINEER. THEY ARE TO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BE PROVIDED AT INTERSECTIONS WHENEVER AN ACCESSIBLE ROUTE WITHIN THE RIGHT-OF-WAY OF A HIGHWAY 00000000000 0 0 0 0 FACILITY CROSSES A CURB REGUARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OF NONEXISTENT. THEY M1157 BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, 00000000000 0000 AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP 000000000000000 INLETS, ECT. WILL AFFECT PLACEMENT. ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS, UNOBSTRUCTED, y STABLE, FIRM, AND SUP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE ---PAP(-----I APROACHED, ENTERED. AND USED BY PEOSONS WITH MOBILITY IMPAIRMENTS. 9. RAMPS MEY BE PLACED ON RADIAL OR TANGENTAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED DETECTABLE WARNING WITHIN THE UM"S OF A CROSSWALK. 10. TYPICAL CONCRETE SIDEWALK IS 4' THICK. WHEN THE ENTRANCE RADII CANNOT ACC0110DATE THE TURNING DETAIL REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC THE CONCRETE SIDEWALK DEPTH SHOULD BE INCREASED SHEET 1 OF 3 TO 7". CG-12 DECTABLE WARNING SURFACE SPECIFICATION REFERENCE K"'3/03 TYPE A (PERPENDICULAR) APPLICATION �2 203.05 VIRGINIA DEPARTMENT OF TRANSPORTATION -Pon d W% of Net I- sit Caw ... SO. IO-2. r II I L Ben F LB -A Ipp. aose 2•_ 11 ePe p Crock Comm NOM I1W1' II Crock roe JoM OIAIr PLAN -0"1 t-rd-1 B,L-2, I. vVxi*&.-Moe. 20' rM Y �� :Irkrl eon D Peexr r wwp.d 1New erase.. I. YNsVeniMwNoe N \Ww.o. Hwdwen Cloth rw so euslr .w �_ rd SECTION A -A Awt over Bare F ern [ B Gowetred evi a owe i..:t 1 Wa. A r, „ I r 4^..p Ibe 611/r eel IY' . FRO�ELrn ON 4 r 1 A IC • t--Y-a' r TYPE A NOSE DETAIL SHAUL BE USED WITH CG-3 k 01 STANDARDS. Type A Type B SECTION B-B 1LIr4• TYPE D NOSE DETNL SHALL BE USED WITH CG-2 STANDARDS. eve w..,.ar "weal b anys ken m Y c-e. GALVINIZED PLATE FOR TYPE A TO BE BEM ON AN ANGLE OF BB' 30' NOSE DETAILS CONNECTORS AND IS TO BE ANCHORED WITH 1/2' X 4• STUD SHEAR WELDED TO BENT PLATE 2' C-C. 1r"1 A,.r. reeve. DI-3A DI-38 Df-3C ^•+• y.. L --tI L L H -� DETAIL WHEN USED ADAACENT TO 1' J ) CURB WITHOUT GUTTER i« nos on For usi F sag grades Both .Ida W a eymmebicol srw.t t a t STANDARD CURB DROP INLET SPECIFICATION 12'."-30" PIPE MAXIMUM DEPTH (H)=B' VIRGINIA DEPARTMENT ta.De o1 302 TRANSPORTATION as required pipe UDdl wb concrete -- 1 _- /II'� - -- concrete ericcomirmMent concrete thrust block \ �\ �\ .w BOUARD DETAIL direction of setting to be approved prior to instollortan type .�� a� *t'locatior marker FIRE HYDRANT ASSEMBLY Figure 9 machonkol joint snivel is..ith 6' branch top of manhole at grade In pavement areas unless mherwlae directed rasp shall he set 24' mft above grade In easement areas) square akld pad 6' thick- 3/4. x r butyl+ joint sealant 3/4' concrete anchor botta (4 each) 35' max. adjustment rings (11- max.) COncreta ASIMC-180 4ODO pat waterproof costkrg 12- or te' gyp.) 2zftCS-65 by Corneal : 1' nominal size RV 30 butyl joint sealant applied between joint, and an exterior aide of pine joints are to be sealed wi h'O' ding gasket--g- I.D. pipe to manhole connection to be by Flexible at- bivert channel to provide a 4 3,-0, n*. smooth transition In to out. rrlex for an connections 2-0' max. ,l,hM T.V -\10P of bench -wall Invertprewist linnets bottom toform charzrei '' v'*'' /2 D^`i:{:LSi'" •' same elev. as raia.Jn top of Plpo 4 6' bedding stone NOTES: 1. Manholesedora stall have an external coating of approved polymer film water proofing pdor to Installation. 2. N adjustment elevation exceeds two Inches Ilse concrete adjustment rings with a exterior coating of water proofing. 3. Final slope adjustment of manhole Frame may be by shims and nan -shrink grout 4. Shed pad to be solaced around manhoisa located in shoulders at roads. 6. flat top casting shall be used on shallow manhole (4 it, or less) Installed - STANDARD MANHOLE Revised Figure 12 Oct 2003 DI-1 A SECT ON STEEL 'j-(-� S CAST NON L2ij'x2%.9' i'-s t�" -I 7 Lags to be Tr 101-C long cast a colior --- on jointLLI ,g NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. A A FOR DEPTH GREATER THAN 10' USE STANDARD I L J Optional 01-1A N Weld Brace Ribs 2. THE 'H• DMENSION SHOWN ON THE STANDARDS an t«unct6613 )be. I AND SPECIFIED ON THE PLANS WILL BE tocollar k'tludinq N MEASURED PROM THE INVERT OF TE OUTFALL __ PIPE TO THE TOP OF THE STRUCTURE or CAST PLAN •N' DIMENSIONS ARE APPROXIMATE ONLY RON )4'x1Yi"xa' lu s FOR ESTW.TING PURPOSES AND THE ACTUAL 9 DIMENSIONS SHALL BE DETERMINED BY THE )(,'x4' Stud CONTRACTOR FROM FIELD CONDITIONS. conne9)j' 1Lf-- 2 -7-I 9)s' 3. WHEN SPECIFIED ON THE PLANS THE IrrvERr 6 t-T 4 -2" T� IS 1. STINTED N ACCORDANCE WITH ND STANDARD IS-1. THE COST OF INCIDENTAL TO TH SAND PLIS TO NL SECTION B-B WTERIED THBID TO THE SHAPING IS C BE PLAN INCLUDED IN THE BID PRICE FOR THE SfRIJCTURE (Grate Removed) �ON I-1 4. IN THE EVENT THE INVERT OF THE OUTTALL -II , PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE THE DIVERT OF THE STRUCTURE N SHAM. BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING OR PONDING OF WATER 2�. IN THE STRUCTURE. THE COST OF FURNtSi" AND PLACING ALL MATERIALS INCIDENTAL TO DIMENSIONS FOR THE SHAPING IS TO BE INCLUDED IN THE Be CAST IRON ONLY PRICE FOR THE STRUCTURE. 5, STEPS ARE TO BE PROVIDED WHEN H IS 4'-V 4r-rTn--}--{I OR GREATER. FOR DETAILS SEE STANDARD ST-11. 2r-I I 6. THIS ITEM MAY BE PRECAST OR CAST N PLACE 2rr . '-j * g- P0' e"Phols 7. / JXB• SMOOTH DOWELS AT APPROXWATELY 1/2' _,_.) •�'" Err x 12 C-C TD BE PLACED IN ALL AREAS ADJACENT I }' TO ABUTTING CONCRETE TO PREVENT 2' min. ADIACENT TO ABUTTING CONCRETE TO PREVENT cases t SETTLEMENT. IN LIEU OF DOWELS A 2' X 4' H MMYk A�' -T NOTCH MAY BE PROVIDED. SEE SCD T-DI-3,4 FOR ALTERNATE DESIGN. 12" r e 1rw 2+' c cj & 3" DIAMETER WEEP M HOLE TO WEEP LOCATED TO H DRAM SUBBASE MATERIAL MAIM WEEP HOLE �j �j (� CD L I1UU ••,. r � I 12'X12' PLASTIC HARDWARE GLOM 1/4' MESH OR GALVANIZEDVA MI STEEL RE NNUM WIRE ' • DIAMETER HO NUMBER {MESH HARDWARE N ARE L s • e � '4 � � x CLOTH OF THE .1 FIRMLY TO THE OUTSIDE rD R� fR1 �RfRI R 'Rf 9. CAST IN PLACE ll U U Il El 11 - CONCRETE IS 70 BE GLASS A3(3000 '. SECTION A -A 40M �• PRECAST CONCRETE IS TO BE CONCRETE QUANTITIES FOR MIN. DEPTH t' 10. ANY ALTERNATE METHODS OF ANCHORAGE 12• mrc. ppe-1.440 Cu. Yds. Corm. MEETING UB APPROVAL OF THE ENGINEER MAY BE SUBSTITUTED FOR THE CAST IRON t5' mrc. pip" Cu. Yd.. C«,astepil vets As SHOWN HEREON. or 1W sons. pips-1.e20 Cu. Yde. Cover A. : i){' 24' epos. qw-1b17u. CIts,oncre a Cte Add o.4sa Ca. Yd.. Pr oddIU-I Peet of depth. SECTION C-C SECTION D-D GRATE DETAIL APPROXIMATE WEIGHT Cost Iron Grate 363 t 18 lbs. STANDARD DROP INLET REFERENCE 12"-24" PIPE MAXIMUM DEPTH (H)=10' 104.Ot VIRGINIA DEPARTMENT 302 TRANSPORTATION 0.1 stone �onerw aoa ,Ne note) seed bock note) 7 •r A•'t �. :a ::t. r / v / / r / NOTE: To be compocted to 95X of ASTM D698 maximum density TRENCH & BEDDING Figure 1 elect bockfin 'ate) O.D. select bockfin note) x T� I W LU W 0 0 00 N 0­1 CV CO t>3 .� a CO toRom ti0 z..ti IL4I r7 CD x UJ I lie v7 ao U a N s-R ti E-° w � In N Q) >T ei W U1 CG-11 XX Street approach same (rod" to be as 'v A rWdool� Of moini'ale shown on pens) (Rodiuso o plot*) as t* 'z VBHH77-158FIC-11-77 ---- - shown on phrro) 2' custom seller fT: C r2- 0 (meter by rCSA) S'FD tX,-12 L, J �Radlol omblWlon r \jr `` curb and gutter cast In place access standard teat top X \ (St'd. CG-8) B door, Centered in for 4' diameter top (see note 1) manhole varies r max. 4' SJOEmuK ®11 at property tine I finished 6' X 6- Close A3 (am note 2) I grade _-- I o1OPtional Flew Une Concrete shed padnelon I o Expansion Joint A _J �� SECTION C-C roadwa 2' CTS a E 3' riser section for N Note: Width 'B' 2'-0' or m Mainline roadway Rol Otylene R diameter manhole shown on typical section. tubing (PET) 200 psi With cutouts PLAN VIEW w/ SS Inserts at all connections 3 rtdn.-� saddle witlt 2- min. corpora8an slop -1 F=b.1 ks 10' Parabolic Curve ®.Construct Grode changes with a parabolic curve. W sand su water mein or e t onalFFlowr Line -. ® I I cusom setter � j B1K Max �_ -Q E-•I 8'stone bedding OP' -'-) Slops Cho a --' ® When 1S)t'd. CGtt le usetl for enlroncss bull bail valve Curb atop with PJ C1444 w/ SS Inserts Mai nfin Rooster -- - reiot�lyu" oll"Ing: )an with VDOT pmjecta. Disoss (CTS) both ends 1544-M and MIP piasUc plug 8x MaxF-I w/ SS Inserts]; with 2' gate ° Slope Charge ® D XXMoinahe povenvent shoe be comet-tod 'valve operating nut I D /W (except any b9 to the R Thee exp t eu rotls 40' Mln. for Street Connection stabilization required for mainline NOTES: 20 Desirable for Comrmrcial Emr, the entrl�hich can M omitted in 1. Access door shall be by Halliday Products S MIn' Radial curb or combination taro or our approved squab SECTION A - A and gutter shad not be convected a) In nortA d sc area - model no. Sl B3030 beyond the R/W free umpt for O b) In traffic area - model no. HI R2424 GL;delines for Grade Change D replacement purposes.when used in conjunction with standard vj 2. Water service crossing street: O f Entronte Volume Desirable Maximum CO-3 or CG-7, the just taco on this a) Encased In B diameter SCH40 PVC or SDR21 pipe. Standard is to be adjusted to match the The piping shall run from one foot beyond sidewalk curb configuration. exelk Mplr L- :n a than 1500 VPD) 0 X 3 X across street, to one foot beyond sidewalk. Sae Sandard CG-12 for Curb Romp design CUTOUT DETAIL b) install 12 gauge Insulated copper wire (for line tracing) Medium C700-1500 VPD) i 3 x 6 X to believed with this Standard. U rp111,��+ �71y� From corp. atop to Into the meter box [ wrap wire around 1 V N V 1'rllll -ADD 111 V S UA1!!(1+ (typical) corp. atop; wire to be taped to top of PET at 10 foot Low (less then 500 VPD) t B x 8 x ® Whan the entrance rodil cannot accommodate ..'A No. 026715 F� Intervals; come up Into meter box and tennlnale level the It requirements of anticipated heavy v AS,] with angle ball valve]. truck traffic, consideration should be given to increosinq the depth of adjacent proposed sidewalk to 7 inches. rkg�1 X Optional Hustles may be used for entrances 7 511 7.I� in cut sections. t7 1 1/2' and 2' METER INSTALLATION SI Revised Optional Nowlin. may require warping of o OVAL Figure 6 Oct 03 Portion of gutter to preclude pending of wrier. SREFERNCE" METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS 502 AND COMMERCIAL ENTRANCES VIRGINIA DEPARTMENT OF TRANSPORTATION 203.04 ROADSIDE SIGN WIRE MESH REINFORCING 1116 X W6 s� 6" ' r �•^ GLASS A-3 CONCRETE 6" BASE 21-A COMPACTED 5UBGRADE (COMPACTED TO 55% DENSITY AT OPTIMUM MOISTURE CONTENT, VDOT 5TM-1 METHOD) TRA&H DUi" ii=5TE}R FAD (NOT TO SCALE) 0 4" x 4" END POST 22' ? V V V �l 8" REINFORCED 2" CONCRETE x 4" HORIZONTAL BEAM 12 GATE EACH SIDE 4" x 4" END POST 1" x 6" SLATS TURN DOWN EDGE OF SLAB 1 AS SHOWN 2'-0'r 2' 6" 2" x 4" HORIZONTAL BEAMS „ 11 REINFORCED 1 -0 x 1 -0 CONCRETE SLAB L (8" THICK) SECTION A- A NOTES: 1. ALL LUMBER TO BE PRESSURE TREATED. 2. WOOD FENCE TO BE PAINTED OR STAINED TO MATCH BUILDING. DUMPSTER SCREENING DETAIL N.T.S. 0 2'-Orr 22' z 0 0 J H W Q W V 1 W 0) W X U z L- LEAVE 1" GAP BETWEEN FENCE DATE: JAN. 30, 2004 ENCASE EACH POST IN AND CONCRETE CONCRETE AS SHOWN SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 6 OF 11 X RECE'VED JUL 19 2004 FREIDERIGK COUNTY PLANNING & DEVELOPMENT 6q5 rlTlI 1685 6-i5 670 &cI 685 I 675 1 670 1 _.. --_. 665 _ _ p_ . _ p _ _ . _ _ ...-.., 6+00 6+50 7+00 7+50 8+00 8+50 c1+00 CI+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 SIGHT DISTANCE PROFILE BASED ON 35 MPH DESIGN SPEED SCALE : HORIZ. I"=50' VERT, I"=5' \ P 5 (,VALLEY CYCLES) r r O p N e JAMES f=. MY _U x r- rn O w } - D z � j> 11 ZONLCP ; MI 11 0 �p X 0 U Ki .4zNo =§ i�lD�' - rn 6„ n rn N T• # 10 2 gyp' �/ O rn c� - io pO ...�::_„..P,n�" . �, s rn A m a �,��, `� �8 •`sue 4, � � U, c 51GH D 15TANCE n C4 �n V Y`r�-I�o i�'-'•�.�5 �.1 � `-�,1. „• RfC�` - r "� C C rp" - kn' �h N i n ( �►ur3 ti _r SIGHT 15TAN _ `�`. `. �n cn us C 1 �. ova, ESM'T. =�' a o --i / �r n ' ' c� r ua r + ( IZP &� �, OFF 51TE c '�' '`s zcn kT 51TE �`� r, w�rn� ` _-- -- ���3� DISTANCE 1219 ,ST. Ki O�tttt ow m a r N x 104 a4 ` f 11l rn Q o _ 0 ^ o, 3 - O , rr�j Cf'' �, p \ �a 0 71 (31 ntnp kll �-P r 1 t t i C / / ° ~�- - 0 N y A- C. 41 /r f 'A\ XA SF r .r i •r ° °. V 4 15/504 4 co.� (D ° A' „ O '. fit A=1031 F • r� ' 4� ' S� i !L � '' 30 30 Cy G6 ,�qJ ,' '�-- _ a.ss`` GRAPHIC SCALE A c . 4 ' NV = 6'7(IN FEET) LEGEND w.N y/?5 BRL • = 4" GLEANOUT R00E-DRAf17 350' 51GHT D 15TANCE 40 0 40 GRAPHIC SCALE (IN FEET) INV=6Y4.i0 8' f i C0/ A =1-142 S� PROJECT: Winchester Harley Davision COUNTY: Frederick DESCRIPTION: Site Plan DIST: INCREM. I ACCUM. ROOF DRAIN DESIGN COMPUTATIONS IMPERIAL UNITS HYDROLOGY FROM POINT TO POINT DRAIN. AREA SF DRAIN. AREA SF LENGTH FT SLOPE FT/FT DIA. IN. CAPACITY SF INVERT C1 C2 13504.00 13504.00 71.30 0.0100 8 16429.00 674.70 C2 C3 1742.00 15246.00 11.40 0.0100 8 16429.00 673.99 C3 C4 13504.00 28750.00 83.50 0.0100 10 29571.00 673.87 C4 C5 0.00 28750.00 21.21 0.0100 10 29571.00 673.04 C5 C6 0.00 28750.00 125.80 0.0100 12 47571.00 672.83 C6 DI-313 1037.00 29787.00 70.78 0.0100 12 47571.00 671,57 670.86 z W W Z z W 0 o C.0 � co It G 9•Aco 4f �co 2 l2 J U tip z ~' � WLD >i Q) 10�Q) oo Lu 0� U a rn aA -4 F41 w 1-4 EU-i [z4 �� w rn H OF t v TONG N 1IIKUSUM No.026715 `%IVAL z V L O 1r4 W 0 E. � � U Q4 ~ U) I� O J Z O w Q U) � w = 04 W a w w w W z � O � � E :!� cf) U� � W I� _ z U1 DATE: JAN. 30, 2004 SCALE: AS NOTED DESIGNED BY: ML FILE NO. 0518W SHEET 7 OF 11 PLA5TIG 5OLUTION5 ING. PLAT ROOF RECT. TRASH RACK .OVIDE GALVANIZED >LTS TO HOLD THE A5P RACK INTO THE iER PER MANUFACTURE COMENDATION 100 YR N5 ELEV. = 66cl.50 YR N5 ELEV, = 668.g3 Z N5 ELEV. = (968.46 /E MODIFIED J13-1 R15ER 6ALV. GAST IRON PIPE 5GREEN R-1518B (18" NIDTH) NEENAH FCUNDARY COMPANY. ANCHORED TO R15ER 5TRUGTURE :' DETHATERIN6 PIPE 614.15 YAW c�- T� P 1c;A-L ALL CONCRETE TO BE GLA55 A3 IF GAST IN PLAGE, 4000 P51 IF PREGA5T, FOR GOMPLETE INFORMATION 5EE VOOT ROAD AND BRID6E 5TANDARD5 VOLUME ONE, Igg6 A 5ECTION - POND R15ER NTS ICI STORM WATER MANAGEMENT PONE) RISER DETAIL PROJECT: Winchester Harley Davision COUNTY: Frederick DESCRIPTION: Site Plan ntgT- STORM SEWER DESIGN COMPUTATIONS IMPERIALUNITS HYDROLOGY 6ALV. GA5T IRON PIPE 5GREEN R-1518B (18" WIDTH) NEENAH FOUNDARY COMPANY. ANCHORED TO R15ER 4'-0" 5TRUGTURE 6" DIP DENATERIN6 PIPE 6" VALVE ■ �■ 3/24/2004 SHEET I of I FROM POINT TO POINT DRAIN. AREA ACRES RUNOFF COEFF. C CA INLET TIME MIN. RAINFALL INTENSITY IN./HR. RUNOFF Q C.F.S. INVERT ELEVATIONS ft LENGTH FT SLOPE FT/FT DIA. IN. n CAPACITY C.F.S. VEL. FPS FLOW TIME SEC. REMARKS INCREM. ACCUM. UPPER LOWER 6.70 36.21 37.81 672.09 671.18 671.28 670.26 161.70 183.90 0.0050 0.0050 36 36 0.013 0.013 47.16 47.16 7.3 7.4 22.1 25.0 EW-I DI-313 S3 7.72 0.70 5,40 5.40 5 S4 S3 S2 0.30 0.80 0.24 5.64 5 6.70 Roof Drain S2 0.68 0.90 0.61 0.61 40.04 670.16 669.83 65.00 0.0050 36 0.013 47.16 7.5 8.7 DI-313 S2 S1 0.39 0.85 0.33 5.98 5 6.70 c 1.08 673.5.0 673.33 67313 668.99 33.95 0.0050 18 0.013 7.43 2.9 11.8 DI-3C S5 S6 0.23 0.70 0.16 0.16 5 6.70 70.22 0.0590 18 0.013 25.51 8.3 8.4 DI-3C S6 S7 0.21 0.55 0.12 0.28 5 6.70 1.85 8.47 9.38 10.52 668.49 668.17 667.33 ` 668.37 667.53 667.23 23.55 128.79 20.00 0.0050 0.0050 0.0050 24 24 24 0.013 0.013 0.013 116.00 16.00 16.00 5.1 5.3 5.4 4.6 24.5 3.7 DI-1 DI-313 DI-313 EX 57 0 1.3 0.75 0.9$ 0.9 8 1. 5 6.70 57 S8 . 0. 0.01 S8 S9 0.16 0.85 0.14 1.40 5 6.70 S9 S10 0.20 0.85 0.17 1.57 5 6.70 EX 11 SWM EX 12 EX 12 0.93 0.70 0.65 3.41 0.65 4.06 14 14 4.60 4.60 2.99 18.68 664.49 663.30 84.00 0.0142 18 0.022 7.40 4.2 20.1 SEE NOTE I NOTE 1-EXISTING 18" FROM SWM TO EX 12 ISADEQUATE PER HYDRAULIC GRADIENT COMPUTATIONS UNDER PRESURIZED FLOW CONDITIONS PROJECT: WINCHESTER HARLEY DAVIDSON Inlet Str. (1) Outlet Water Surf Elev (ft) (2) Do (in) (3) Qo (cfs) (4) Lo (FT) (5) Sfo N (6) Hf (ft) (7) Vo (fps) (8) Ho (ft) (9) 0.(}7 Qi (Cfs) (10) 15.70 Y-1 664;50 18 18,70 84.00 3.17 2.66 4.20 HYDRAULIC GRADE LINE COMPUTATIONS JUNCTION LOSS Vi QiVi Vi^2 (fps) 2g (11) (12) 4.20 65.94 0.27 Inlet Water Final Hi Angle Ha Ht 1.3Ht 0.5Ht H Surf Elev (ft) (deg) (ft) (ft) (ft) (ft) (ft) (ft) (13) 1 (14) (15) (16) (17) (18) (19) (20) 0.1.0 0 0.00 0.16 0.1.6 0.08 2.74 667,2 IC VrA 4C516N 3/17/2004 Rim Elev. (ft) (21) INLETH.TXT PROJECT Winchester Harley HEC12 version: V2.91 Run Date: 01-26-2004 ------------------------------------------------------ INLET NUMBER S2 LENGTH 8.0 STATION DI-3B DRAINAGE AREA = 0.380 ACRES C VALUE = .850 CA = 0.323 SUM CA= 0.323 INT= 4.00 CFS= 1.292 CO= 0.000 GUTTER FLOW= 1.292 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0230 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 5.24 2,0 0.38 0.0830 3.6 0.84 3.4 0.143 0.143 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 7.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.29 CFS CARRYOVER= 0.00 - ----------- INLET NUMBER S3 LENGTH 12.0 STATION DI-3B DRAINAGE AREA = 0.490 ACRES C VALUE = .800 CA = 0.392 Sum CA= 0.392 INT= 4.00 CFS= 1.568 CO= 0.000 GUTTER FLOW= 1.568 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0.0670 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.62 2.0 0.76 0.0830 1.2 0.98 2.4 0.099 0.164 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 11.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.57 CFS CARRYOVER= 0.00 0 INLET NUMBER S5 LENGTH 6.0 STATION DI-3C DRAINAGE AREA = 0.190 ACRES C VALUE = .700 CA = 0.133 DRAINAGE AREA = 0.190 ACRES C VALUE = .700 CA = 0.133 FOR THE FIRST SIDE SUM CA= 0.133 INT= 4.00 CFS= 0.532 CO= 0.000 GUTTER FLOW= 0.532 FOR THE OTHER SIDE Sum CA= 0.133 INT= 4.00 CFS= 0.532 CO-- 0.000 GUTTER FLOW= 0„532 AT THE INLET SUM CA= 0.266 INT= 4.00 CFS= 1.064 CO-- 0.000 GUTTER FLOW= 1.064 GUTTER SLOPE = 0.1250 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT SPREAD AT A SLOPE OF .125 (ft./ft.) AND 0.53 (cfs) IS 1.35 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.60 H (ft) = 0.458 DEPTH OF WATER (ft) = 0.13 SPREAD (ft) = 6.36 Page 1 INLETH.TXT INLET NUMBER S6 LENGTH 4.0 STATION DI-3C DRAINAGE AREA = 0.110 ACRES C VALUE = .550 CA = 0.060 DRAINAGE AREA = 0.110 ACRES C VALUE = .550 CA = 0.060 FOR THE FIRST SIDE SUM CA= 0.060 INT= 4.00 CFS= 0.242 CO= 0.000 GUTTER FLOW= 0.242 FOR THE OTHER SIDE SUM CA= 0.060 INT= 4.00 CFS= 0.242 CO= 0.000 GUTTER FLOW= 0.242 AT THE INLET SUM CA= 0.121 INT= 4.00 CFS= 0.484 CO= 0.000 GUTTER FLOW= 0.484 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT SPREAD AT A SLOPE OF .010 (ft./ft.) AND 0.24 (cfs) IS 1.61 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 7.60 H (ft) = 0.458 DEPTH OF WATER (ft) = 0.09 SPREAD (ft) = 4.39 ----------------------------------------- INLET NUMBER 57 LENGTH 4.0 STATION DI-1 DRAINAGE AREA = 0.015 ACRES C VALUE = .400 CA = 0.006 DRAINAGE AREA = 0.015 ACRES C VALUE = .400 CA = 0.006 FOR THE FIRST SIDE SUM CA= 0.006 INT= 4.00 CFS= 0.024 CO= 0.000 GUTTER FLOW= 0.024 FOR THE OTHER SIDE SUM CA= 0.006 INT= 4.00 CFS= 0.024 CO= 0.000 GUTTER FLOW= 0.024 AT THE INLET SUM CA= 0.012 INT= 4.00 CFS= 0.048 CO= 0.000 GUTTER FLOW= 0.048 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) AND 0.02 (cfs) IS 1.99 (ft.) XXXXXXXXXX GRATE INLET IN A SUMP XXXXXXXXXX DEPTH OF WATER (ft) = 0.01 SPREAD (ft) = 0.73 Grate operates as A WEIR 0 INLET NUMBER S8 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.160 ACRES C VALUE = .850 CA = 0.136 SUM CA= 0.136 INT= 4.00 CFS= 0.544 CO= 0.000 GUTTER FLOW= 0.544 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0240 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.62 2.0 0.76 0.0830 3.5 0.99 3.4 0.142 0.166 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX Page 2 Reservoir Report Page 1 Reservoir NO. 1 - Pond-1-- Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 664.75 00 0 0 0.25 665.00 3,458 432 432 1.25 666.00 4,852 4,155 4,587 3.25 668.00 7,654 12,506 17,093 5.25 67G.00 10,948 18,602 35,695 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 18.G 0.0 0.0 0.0 Crest Len ft = 16.00 30.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El. ft = 667.50 669.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. ft = 664.75 0.00 0.00 0.00 Weir Type = Riser Rect --- --- Length ft = 55.0 0.0 0.0 0.0 Multi -Stage = Yes No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft tuft ft cfs 0.00 0 664.75 0.00 0.25 432 665.00 0.00 1.25 4,587 666.00 0.00 3.25 17,093 668.00 13.07 5.25 35,695 670.00 18.04 I i Rational 15.19 1 5.00 8,363 I Predeveloped Site Runoff Rational 11.84 1 5.00 6,520 Predeveloped Site Runoff ; _ __._. _ Predeveloped Offsite Runoff _ 19 .- Rational 14.17 1 5.00 7,803 p Rational 11.05 1 5.00 6,083 Predeveloped Offsite Runoff _ i Combine 22.89 1 5.00 12,362 1,2 Predeveloped-Combined Runoff - Combine 29.37 1 500 15,857 1,2 t Predeveloped Combined Runoff Rational 17.39 1 5.00 9,576 I Post developed Onsite To Pond _Rational 22.31 _ 1 5.00 12,283 I Post developed Onsite To Pond -- . ---- - - -r - - - - --- - - --- - Rational 26.48 1 5.00 14 579 l Post Developed Offsite Runoff To Pond Rational 20.65 1 5.00 11,366 1 Post Developed Offsite Runoff To Pond _ - _. t...... ...... Combine 38.04 1 5.00 20,542 1 4, 5 __..._____ Combine 48.79 1 5.00 26,349 4,5 Rational 3.46 _1 5.00 1,904 Predeveloped Onsite Uncontrolled Rational 2.70 1 5.00 1,484 T i Predeveloped Onsite Uncontrolled Rattonal 1 § 5.00 1,583 Post Developed-Onsite-UncontrolledRational 369 1 5.00 2,031 $ Post Developed Onsite-Uncontrolled R_._edtrot Reservoir 15.70 1 14.00 22 597 6 668.93 25,754 ((Pond-1 Ouffall Reservoir12.88 14.56 1 13.00 1 16,789 6 668.46 21,391 Pond-1 Ouffall jj............... -....._. .._ Note: All outflows have been analyzed under inlet and outlet control. Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil . Total cfs cfs cfs cfs cfs cfs cfs cfs cfs --- --- --- 0.00 0.00 --- --- --- 0.00 --- --- 0.00 0.00 --- --- --- 0.00 --- --- --- 0.00 0.00 --- --- --- 0.00 --- --- --- 13.07 0.00 --- --- 13.07 --- --- --- 17.82 99.90 --- --- --- 117.72 � II1yt t• p%'� T vF 5�: k,� OF T � 'AWL �: Rational 26.03 1 5.00 14,329 Predeveloped Site Runoff Rational Combine 24.29 50.331 1 1 5.00 5.00 13,369 27,170 1, 2 Predeveloped Offsite Runoff m38.23 1, Predeveloped-Combined Runoff -_ x' Rational _ � Rational Combine i 45.38 _ 83.61 1 1 _. _ 1 5.00 5.00 - 5.00 I 21,046 ".--' 4 2 980 45,147 ; .__I 45 �M Post developed Onsite To Pond Postde lope e T 1 Post Developed Offsite Runoff T o Pon -� 5.93 - 1 5.00 3,262 �� -� �� Predeveloped Onsite Uncontrolled Rational _ Reservoir 6.32 53.28 1 _ 5.00 3 480 _ Post Developed-Onsite-Uncontrolled 1 10.00 41 395 i 6 669.50 31,088T� Pond-1Ouffall INLETH.TXT REQUIRED LENGTH (ft) = 4.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.54 CFS CARRYOVER= 0.00 INLET NUMBER S9 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.200 ACRES C VALUE = .850 CA = 0.170 SUM CA= 0.170 INT= 4.00 CFS= 0.680 CO= 0.000 GUTTER FLOW= 0.680 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0260 FT/FT SPREAD W W/T SW SW/SX EO a S'W SE 3.15 2.0 0.63 0.0830 3.2 0.98 3.4 0.140 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 5.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.68 CFS CARRYOVER= 0.00 INLET NUMBER S9 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.200 ACRES C VALUE = .850 CA = 0.170 SUM CA= 0.170 INT= 4.00 CFS= 0.680 Co= 0.000 GUTTER FLOW= 0.680 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0260 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.15 2.0 0.63 0.0830 ii W W Z � M Z � O W � O L) >111111 CO C\? pp -4 G 44 0•1:0 a NCO CO C\2 c1 `) U an W ` �Q) C\2 Q, W �� U 0 auO an .-a Lo m � � N O - 5! (D > c W a] � I ,TH OF O�4NA.D1fflKUSM v TU9 No. 026715 oLIS, 31<41 / AL� /ONAL r7 O ~O E--+ CD D4 Q O ■� U >= W Q Q W Z tJ W W Cc C7 ur z U M H -,!:V, Z D O EE-4 U H � W W Q DATE: JAN. 30, 2004 SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 8 OF 11 Hyd. No. 6 - Combine - 2 Yr - Op = 38.04 cfs - Hyd. No. 1 - Rational - 10 Yr - Op 15.19 cfs - Precleveloped Site Runoff Hyd. No. 6 - Combine - 10 Yr - Qp = 48.79 cfs - Hyd. No. 1 - Rational - 100 Yr - Op = 26.03 cfs - Precleveloped Site Hyd. No. 6 - Combine - 100 Yr - Op = 83.61 cfs - 45 4 . ..... 50-- Runoff Hyd. No. 1 - Rational - 2 Yr - Qp 11.84 cfs - Precleveloped Site Runoff 100- 15 - - ------ - 3 . ... ........ . 80 LU 20-- LU 60- 1O__ 20 0 2- 40Ah a IO__ 1 Oy- 5-- CV 0 cQ 04 0.5 0.6 0.7 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0, 0.6 0.7 0.8 0.9 1.0 LO t 0.8 0.9 1.0 w (M 5- 20- CO cQ -it 1 0 CQ CO C) 0 0 0 0 0 0.0 0.1 0.2 0.3 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 08 09 1.0 0 0 - - ---------- - -- I 1 31 __, -�! 0 1 I Time (hrs) Time (hrs) Time (hrs) Time (hrs) Time (hrs) > "tt C\? 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 co Hyd. 4 Hyd. 5 Hyd. 6 Hyd. 1 Hyd. 4 Hyd. 5 Hyd. 6 Hyd. 1 Hyd. 4 Hyd. 5 Hyd. 6 z - LO cv Time (hrs) 5-4 Q) A w1fil I r. Hyd. No. 2 - Rational - 10 Yr - Op 14.17 cfs - Precleveloped Offsite 0 4 .4 LO to Hyd. No. 9 - Reservoir - 2 Yr - Op 14.56 cfs -Pond-1 Outfall Runoff Hyd. No. 9 - Reservoir - 10 Yr - Op 15.70 cfs -Pond-1 Outfall Hyd. No. 2 - Rational - 100 Yr - Op = 24.29 cfs - Precleveloped Offsite Hyd. No. 9 - Reservoir - 100 Yr - Qp 53.28 cfs - Pond-1 Outfall 4 0, Hyd. No. 2 -Rational - 2 Yr - Qp = 11 .05 cfs - Precleveloped Offsite 40- Q Q Runoff 15- 50- Runoff 100- LO 25- - - 30 20- (D 30- 20___ --- - --- 15 20-- 40- 10- 5-- 10- 2 ------- 0.0 0.1 0.2 0.3 0.4 0.5 0 0 0.6 0.7 0.8 0.9 1. - 1, 0 1 .2 0.0 0.1 0.2 0.3 0.'4 0'6 0'7 0'8 O'g 10 1' 0.0 0.1 0.2 0.4 0.5 0.6 0.7 0'8 0'9 i'l .2 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 1 .1 0 '1 0.0 0.1 0 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) Time (hrs) Time (hrs) Time (hrs) 0 ®Hyd._ 2 Time (hrs) Time (hrs) Hyd. 6 Hyd. 9 . ---1- ­­ __ - I - ­­ ­1_1__._7_II­,.,­­_.,­,_ / Hyd. 6 Hyd. 9 Hyd. 2 Hyd. 6 Hyd. 9 / Hyd. 2 Hyd. No. 3 - Combine - 10 Yr - Op = 29.37 cfs - Predeveloped-Combined Hyd. No. 3 - Combine - 2 Yr - Op = 22.89 cfs - Predeveloped-Combined Runoff Hyd. No. 3 - Combine - 100 Yr - Op = 50.31 cfs - Hyd. No. 4 - Rational - 100 Yr - Qp, = 38.23 cfs - Post developed Onsite Runoff Predeveloped-Combined Runoff To Pond 25 - - ----- 60-- 30- 15- 20- 30- 1O__ 20- N 10- 5- OP 0 0 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 9.o Time (hrs) Time (hrs) Tie (hrs) TONG Hyd. 1 Hyd. 2 Hyd. 3 1 Hurl I - A Hyd 9 f "wi q-'' Time (hrs) mHyd. 4 AD M S Hyd. 1 Hyd. 2 Hyd. 3 No. 026715 Hyd. No. 4 - Rational - 10 Yr - Qp = 22.31 cfs - Post developed Onsite To 0 . ............ LI Pond A KI A 17 39 cfs -Post developed Onsite To y. %,F. - r, Pond - --- - 5 - Rational - 100 Yr - Op = 45.38 cfs --- ---- - -- 50- 20- 15-- 30- 20- 10- P-9 0 5 10 0 0 5- - 0 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 0 . Time (min) 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 e (hrs) TimHyd. Hyd. 5 4 Time (hrs) Hyd. 4 5 Rational - 10 Yr - Qp - 26.48 cfs cU 0 5 - Rational - 2 Yr - Qp = 20.65 cfs U----- - 0 NS 20- Ln 0 10- � ------ 10- 5- V) 5- 0 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 0 Time (min) 0- 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 Hyd. 5 Time (min) Fr Hyd. 5 O co 0 3: 0 r �t,' � �i` ,.� I� � / �, � r � y�� _)���� �: 1 • f' ✓ 1 ✓' I i _ X \X X X I � � >4N 5CA INCH NOT 5 z x 1. TOPSOIL SHALL BE FERTILE, FRIABLE, NATURAL TOPSOIL OF A LOAMY CHARACTER WITHOUT ADMIXTURE OF CLAY, HARDPAN, MULCH, MARL, SHELL, OR FINE SAND AND CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT SHALL BE FREE OF STONES, LUMPS, PLANTS OR THEIR ROOTS OR SEEDS, STICKS, AND OTHER EXTRANEOUS MATTER AND W AND SHALL CONTAIN NO SUBSTANCE OR MATERIAL INHIBITORY TO PLANT GROWTH. W GEORGE GLAIZE JR. 2. ALL DISTURBED AREAS NOT CONTAINING BUILDINGS, PAVEMENT, SIDEWALK, OR LANDSCAPING SHALL BE TOPSOILED ZONED : 52 TO A DEPTH OF 4", FERTILIZED, AND SEEDED OR SODDED IN ACCORDANCE WITH THE SPECIFICATIONS FOR TAX ID • - 64-A-159E PERMANENT VEGETATIVE COVER IN THE VIRGINIA EROSION AND SEDIMENT CONTROL MANUAL. USE: VACANT 3. NURSERY GROWN SOD IS ACCEPTABLE AS AN OPTION TO SEEDED LAWN. SOD SHALL BE MACHINE CUT At A W o -,� UNIFORM SOIL THICKNESS OF ONE-HALF INCH (1/2"), PLUS OR MINUS ONE QUARTER INCH (1/4"), AT THE TIME OF � CO CUTTING. MEASUREMENT FOR TPICKNE55 SHALL EXCLUDE TOP GROWTH AND THATCH. SOD SHALL BE IN ROLLS NO > I It LESS THAN TWELVE INCHES (12") WIDE AND FOUR FEET (4') LONG AND NOT MORE THAN SIX FEET (6') LONG. 0 .4 IN CC) GRASS BLADES WILL BE CUT TO A UNIFORM LENGTH. THE GRASS SHALL BE WELL ESTABLISHED (AT LEAST ONE cn LO YEAR OLD), VIGOROUS, HEALTHY, AND GROWING. IT SHALL BE FREE OF DISEASE AND NOXIOUS PERENNIAL WEEDS. � � of I � SOD SHALL BE OF GOOD AND HEALTHY COLOR WHEN DELIVERED. ROLLS AND STRIPS WILL BE FIRM AND SOLID Z cv ; WITHOUT CRUMBLING OR TEARING. SOD SHALL BE HARVESTED AND DELIVERED WITHIN A 36 HOUR PERIOD, AND ALL ■ ■ ■ tj PRECAUTIONS MUST BE TAKEN t0 PREVENT THE 50D FROM DRYING WHILE IN TRANSIT TO THE SITE. i■�■ p Wp Q) y+ 4. GRASS SEED SHALL MEET THE REQUIREMENTS OF THE UNITED STATES DEPARTMENT OF AGRICULTURE, AND NO �■ � _r "BELOW STANDARD" SEED WILL BE ACCEPTED. SEED SHALL BEAR THE GROWER'S GUARANTEE OF ANALYSIS. WET, ) MOLDY, OR OTPERW15E CONTAMINATED SEED SHALL BE REJECTED. 5. THE CONTRACTOR SHALL FLAG ALL UNDERGROUND UTILITIES AND STRUCTURES PRIOR TO DIGGING AND STAKING. °' Rn � Q) o (o. ALL PLANTINGS SHALL CONFORM TO THE STANDARDS OF THE "AMERICAN ASSOCIATION OF NURSERYMEN" a) >' I r1 I j w s i W 7. ALL PLANTINGS MUST BE GUARANTEED FOR A PERIOD of ONE FULL GROWING SEASON FROM THE TIME OF FINAL 4o Uj ACCEPTANCE. ALL TREES NOT SURVIVING ONE lU YEAR SHALL BE REPLACED IN SIZE d TYPE. THE CONTRACTOR SHALL REMOVE GUYING, G , AND WRAP AT THE END OF THE GUARANTEE PERIOD. 1 • , 1 r �TM 1 1 LIGHT POLE Or ` co A�i Q [Ll I z 8. ALL TREES AND PLANTS SHALL BE NURSERY GROWN AND SHALL BE TAGGED WITH NURSERY LABELS INDICATING THE Af 'l� V SPECIES AND VARIETY. `F" �. \,� ����� W ,� > 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT THE CORRECT GRADE AND ALIGNMENT. LIGHT POLE \ °T TT �6) O�'? � 10 10. PERFORM PLANTING ONLY DURING PERIODS WITHIN THE PLANTING SEASON WHEN WEATHER AND SOIL CONDITIONS ARE v) �,� j + i X � SUITABLE AND IN ACCORDANCE WITH LOCAL ACCEPTED PRACTICES_ V°F�� �o r ',\� oF'P �' LIGHT POLE �,' 11. AREAS AROUND ALL PLANTINGS SHALL RECEIVE A MINIMUM LAYER OF 4"' OF SHREDDED BARK MULCH OVER W o11�h�r(0 sFT0,s, �i�� i f� "MIRASCAPE" WEED MAT BY MIRAFI OR APPROVED EQUAL. (y� \ `'�- f'`,� �c�' \ . • ' �' 12. CONTRACTOR SHALL PARTIALLY FILL WITH WATER A REPRESENTATIVE NUMBER OF PITS IN EACH AREA OF THE �s9�osoox" ��''`� � � • � ,, � ,� PROJECT PRIOR TO PLANTING TO DETERMINE IF THERE IS ADEQUATE PERCOLATION. IF PERCOLATION DOES NOT OCCUR, MEASURES SHALL BE TAKEN TO ASSURE PROPER DRAINAGE BEFORE PLANTING. f& ,% 13. FOR THE CONSTRUCTION OF THIS LANDSCAPING PLAN, THE CONTRACTOR SHALL COMPLY WITH ALL REGULATIONS, r STANDARDS AND SPECIFICATIONS REQUIRED BY ORDINANCES. >\ �� ' / 14. ALL PLANTINGS WILL CONI:ORM WITH SECTION 165-365 OF THE FREDERICK COUNTY ZONING ORDINANCE,PLANTING F' �,,v /, SECTION, PLANTING PROCEDUREAND MAINTENANCE. Q LANDSCAPE CALCULAT O 1 , A �O 6 O,Q PERIMETER PARKING LOT LANDSCAPING REQUIREI"I; ENTS,Z' H OF j PERIMETER PARKING REQUIRED. I TREE PER 26;+00 SQUARE FEET OF O a / f ryry600 f'' ✓%' IMPERVIOUS AREA f' -. _-._ �\ �� PARKING LOT IMPERVIOUS AREA%25,068 SF 4• * so�ti ' j �. j 25068/2000=13 TREES REQUIRED NDICMp 1 5.t:llll� U TUNG NIKI ADHIKUSUMA� i1 •,� 1 �,,, , � \. � Y ,+•• �T�Fq a -> ,: f' � � PERIMETER PROVIDED: 14 TREES No 02671R ' ZONED : 52 ?� ✓' �_.. INTERIOR PARKING LOT LANDSCAPING o Asy TAX ID " - 64-A--159T I , . PAVED PARKING AREA = 25,068 SF °rye FF ELEV-roao.210 MIN. LANDSCAPE AREA REQUIRED =5qo v , IGHT POLE REQUIRED- 5% (25,068)a1254 SF.a 0, BLDCx. HEIGHT - PROVIDED= 1,450 SFQr FLOOR AREA = 33,000 SE 4 c I J / SPACES ®. • . � f .._..•-_, 94 PARKINGISPACE�SING 5 E5 O r` f MIN TREES REQUIRES=93/10=10 TREES 4 ,� PROVIDED=IO TREES Xl ` ` .f i f - `✓ TOTAL PLANTINGS ,6 PROVIDED PLANTINGS: 24 TREES OA �S, f l0 v SIONAL z 0 cf) Ar ! FAMMER NOSE SET TREE LEVEL AND PLU15--STRAIC44TEN GUY WIRE '12 GAUGE 1/6 OF ROOT BALL ABOVE FINISHED GRADE AFTER SETTLEt'�NT IF REQUIRED. SET TREE WITH TOP / 1 /� "",. _ ...; r TU19d NrXLE ENCASE WIRE AROUND TR .NCK IN BLACK ./ • b I ,%r !'` �^ .. RUBBER HOSE. SECURE AT HEIGHT ABOVE H ,fir • �•.. ... ...-.: � � •"- FNISHED GRADE EQUAL TO V3-1/1 OF TREE Q N TIME WRAP WITH 501t OVERLAP F-+^i \ .....� � FLAGGMG TAPE ON EACH WIRE �1 ` REMOVE TOP V3 OF BURLAP AND CUT ROPE E- 2' DOUBLE SHREDDED HARMOOD AND/OR REMOVE WIRE BASKET FROM BALL "I MULCN/3" SAUCER PLACE TOP VS OF V 1 ROOTBALL ABOVE FNIS4 GRADE F� GUY WIRE 'R GAUGE •� 3 STAKES /Y _ BACIffILL 2" DOUBLE SHREDDED HARDWOOD Nw LIGHT POLE Aab 130TANICAL NAME COMMON NAME SIZE QUANTITY CANOPY COVERAGE USE ACER rubrum Red Maple 2-2.5" c.c 10 250 s.F. 250 2,93, Parking Lot Tree As Acer Sugar maple 2-2.5" c.c 3 250 s.f. -150 s.f, 5treet saccharum Trees I-p FRAZINUS f" 1�.��) Green Ash 2-2.5'" c.c 5 250 s.f. 1,250 s.f, 5treet nn pesylvanlca Trees Or awcus & Red Oak 2-2 5" c c 6 215 s.f. 12clO s.f. Parking Lot rubur I Tree BGH Illex x meserveae "Blue BLUE GIRL 3' HT. 6q Parking Lot Girl" O HOLLY Shrub ROOTBALL-REMOVE TOP 1/3 OF ' �: � • • • • � � BURLAP AND GUT ROPE AND/OR 3 SOIL SAUCER `4 I ,� .............. ... -�� �T-I - ��� SK WIRE DAET PROMDALL BRL LIGHTLY COMPACTED SETTLMG MU1,0 3 STAKES cr 075 /// / 4" VARIES 4' BAC FILL ,� =1 I ICI ICI I ICI I I- LIGI-PTLY COMPACTED BETILING MIND SUBGRADE r� � r� / TYPICAL PLANTING DETAIL - TREES OVER 2-1/2" CALIPER TYPICAL PLANTING DETAIL-- EVERGREEN TREE5 Q" d, (NOT To SCALE) LIGHT POLE _ —__.. _ _ j rnloT To WALE) THIS SHEET FOR LANDSCAPING ONLYII Q W �ccww W F_ _ - - - - - - ----- -- _----- _--_ -- _ - _ ----- ---------_---___v--__-_-_---- . _ _ ______ rl>� 7 �.10' LIT I1..1k ,µ JM' L . ter. ROUTE- I . f �J� M�LLUJOOD PIKE30 0 J0 POSTED SPEED 55 MPH r DATE: JAN. 30, 2004 R/lU VARIES /� GRAPHIC SCALE - - "' (IN FEET) SCALE: 1" = 30' 1 _.! DESIGNED BY: ML FILE NO. 0518W [SHEET 10 OF 11 M \, �& (71a> _ ## / ? a0 n ■ MINIMUM STORAGE VOLUME AND SEDIMENT STORAGE 67 C.Y./ AC" DRY STORAGE 67 C.Y./ AC. " WET "STORAGE SEDIMENT CLEANOUT POINT WET - STORAGE R (" 4 C.Y./ ACRE)DUCED 3 SOURCE; VA. DSWC PLATE, 3.14-1 RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP r r __- DEPTH TACK WELD VARIES AS PERFORATED POLYETHYLENE' REQUIRED -- DRAINAGE TUBING, DIAMETER FOR" DRY " �� - STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) III WET " FERNCO-STYLE " COUPLING _ STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 SOURCE: VA. DSWC PLATE. 3.14-15 NT BASIN SCHEMA LEVA TIONS CREST OF EMERGENCY i SPILLWAY DESIGN HIGH WA 1, (25-YR. STORM ELI MIN. 1.0" ISER CREST 67 C.Y./ AC. RING DRY 'STORAGE 67 C.Y./ A . WET ::: ENT CLEANOUT POINT I i WET ' STORAGE REDUCED TO 34 C.Y./ ACRE) DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY MIN. 2.W DESIGN HIGH WATER (25-YR. STORM ELEV.) - I YIN. 3.0' MIN. 0.5' MIN. 1.0' -d 67 C.Y./ AC. C� DRY " STORAGE ••• RISER CREST 67 C.Y./ AC. WET " STORAGE DEWATERING DEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) SOURCE: VA. DSWC PLATE. 3.14-2 EMERGENCY SPILLWAY DESIGN HIGH WATER F CREST h 21_� ANTI -VORTEX ANiI-SEEP DEVICE COLLARS H RISER BARREL DP CONCRETE BASE L H = HEAD ON PIPE THROUGH EMBANKMENT h = HEAD OVER RISER CREST L = LENGTH OF PIPE THROUGH EMBANKMENT DIP = DIAMETER OF PIPE THROUGH EMBANKMENT Dr = DIAMETER OF RISER SOURCE: VA. DSWC PLATE. 3.14-7 ANTI- VORTEX DEVICE DESIGN L PLANVIEW I' D� TACKWELD ALLAROUND__,....,.,,,,..,..........,...................................................... /6 X 12"- v SPACER BAR S (TYPICAL) -a m w A I 0 RISER DIAMETER SECTION A -A PRESSURE RELIEF HOLES 1/2' OUL A H 8' MIN, T SUPPORT BAR SRE (#6 REBAR MIN.) ISOMETRIC Emergency Spillway Design 21. Required spillway capacity Q, = Q25 - QP = 9.6 cfs. 22. Bottom width (b) = 10 ft.; the slope of the exit channel (s) = 3.7 ft./foot; and the minimum length of the exit channel (x) = 36 ft. (From Table 3.14-C). Anti -Seep Collar Design (Not required) 23. Depth of water at principal spillway crest (Y) = f. Slope of upstream face of embankment (Z) Slope of principal spillway barrel (Sb) = % Length of barrel in saturated zone (LS) = ft. 24. Number of collars required = dimensions = (From Plate 3.14-12). Final Design Elevations Top of Dam = 673.5 Design High Water = 672.35 Emergency spillway Crest = 671.75 Principal spillway Crest = 670.75 Dewatering Orifice Invert = 668.6 Cleanout Elevation = 667.0 Elevation of Upstream Toe of Dam Or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 614.50 TOP STIFFENER (IF RIEOUIRED) IS-X-X- ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS. TOP IS -GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS -GAGE _G GE CORRUGATE D METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. LA16 no. uescnpiaon 1 i.uminaire SMST Somerset - UL listed 1572 Wet location, 400C, CSA certified � 384mrn 546mm 0as.125") 2 Wattage and Source gg 100HP 100W HPS _ 15AHP ' 150W, 55V HPS _ 250HP 25OW HPS 203mm _ 400HP 40OW HPS ) 175MH 175W MH _ 2 404MH 40OW MH 3 Voltage 12 120V Weight: 13kg (28 Ibs) -16kg (36 lbs) 20 208V 24 240V _ 27 277V - 34 347V 48 480V _ MT Multi -Voltage 120208277V USA i _ VT Vad-tap 120(277/347V Canada d 4 Color - BZ Bronze 8K Black WH White , _ GR Gray 5 Optical _ PM Prismatic borosilicate glass t - CL Clear tempered glass - PF Forward throw with prismatic glasstt _ CF Forward throw with dear tempered glasstt t These units are shipped with the adjustable socket set to produce the widest spacing. The socket can be field adjusted to provide other distributions (does not apply to 400MH). t; Lamp for forward throw Somersets Wit be provided by Holophane. 6 Options & Accessories (field installed) PS Protected starter (HPS only) F1 120, 240, 277, 347V fusing - F2 208, 240, 480V fusing _ SMSTWB-* Wall bracket, dose mount 2A SMST WS-* Wall bracket with 146mm (5.75") arm a �� _ SMST-PB-* 51mm (2.0") pipe adaptor a,., - SMSTARM-* 146mm (5.75") arm edema 5 Ivwa.� IL pole fitters � jq,•1 , SMSTLI=' Single unit, dose mount u SMSTLIA-* Single unit, 146-nm (5.75") arm mount _ SMSTL2-* Two units (opposite arrangement), dose mount's.** - SMSTL2A-* Two units (opposite arrangement), arm mount MSTL2L4-* Two units ("L" arrangement), arm mount _ SMSTL3A-* Three units ("T" arrangement), arm mount SMSTL4A-* Four units ("X" arrangement), arm mount 'Specify color - BZ, BK, WH or GR 1�•aa+z R Photocontrol receptade only, insert "R" before color on round pole fitters. (Not available with WB, WS, or PS mounting accessories) trder number Job name T T TEMPORARY SEDIMENT BASIL DESIGN DATA SHEET (with or without an emergency spillway) Project Winchester Harley Davidson Basin # I Location Total area draining to basin: 11.9 acres. Basin Volume Design Wet Storage: I . Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 11.9 acres =797 cu. yds. 2. Available basin volume = 823 cu. yds. at elevation 668.6 (From Storage - elevation curve) 3. Excavate cu. yds. to obtain required volume*. *Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x 11.9 acres = 392.7 cu. yds. 5. Elevation corresponding to cleanout level = 667.0 (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 2.25 ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 11.9 acres = 797 cu. yds. Widespread distribution with excellent uniformity Illumination data is shown in initial footcandles. 6ofootcandle data on other units available upon request. Mounting height conversion chart To convert isofootcandle chart values for mounting heights other than test height, use the follow- ing multiplying factors. Test Mounting height height m(feet) m(feet) Factor Ern 3m (101 4.00 (201 4.5m (151 1.78 6m (20) 1.00 7.6m (25') .64 9m (301 .44 9m 3m (10) 9.00 (301 6m (201 2.25 7.6m (25) 1.44 9m (30) 1.00 10.7m 3m (101 3.06 (351 9m (30) 1.36 10.7m (351 1.00 12mm (40') .77 8. Total available basin volume at crest of riser* = 1630 cu. yds. at elevation 670.75. (From Storage - Elevation Curve) *Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 2.5 in. 10. Diameter of flexible tubing = 4.5 in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser = 671 12. Top of Dam = 673.5 13. Design High Water = 672.5 14. Upstream Toe of Dam = 664.75 Basin Shape 12. Length of Flow L = Effective Width WE 3.6 If > 2, baffles are not required ❑ If < 2, baffles are required ❑ Runoff 13. Q2 = 22.5 cfs (From Chapter 5) 14. Q25 = 32.1 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity QP = Q2 = 22.5 cfs. (riser and barrel) Without emergency spillway, required spillway capacity QP = Q25 = _ 40OW HPS Mounting height: 35 feet Test No. 36007 e z 7 g 6 E� s �j 4 3 a2 1 0 .00 JD .60 .50 n0 ao .20 .10 0 2 1 0 , 2 3 4 fttb. 25OW HPS Mounting height: 30 feet Test No. 36000 a 7 8 5 3 �a 1 0 .60 .70 .50 a AO .30 20 .10 0 2 1 0 1 2 3 4 Rsoo• u+tar�.ov�a.mng+.gte (riser and barrel) 16. With emergency spillway: Assumed available head (h) = 1.0 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without Emergency Spillway: Assumed available head (h) = ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 30 in. Actual head (h) = 1.0 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 52 ft. Head (H) on barrel through embankment = 7.5 ft. (From Plate 3.14-7). 19. Barrel diameter = 18 in. (Existing 18" under road, Q=22.7 (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti -vortex device Diameter = 54 inches. Height = 17 inches. (From Table 3.14-D). 40OW MH Mounting height: 30 feet Test No. 35992 250W MH Mounting height: 25 feet Test No. 36027 1 0 1 2 3 4 Ratio. DwMw do�osortmvo�9 �m .50 .70 .eo .40 .4D .30 20 .10 x UA W Z M a W � � co Do �.� �.�CDL a 1 61 cc) U x 1 rn 't 0c\? W�kU r� W Qa� U �LO tto LID HI:.. O� w � 9.4 a) 0 a>i 0 :J w rn w O 0 V) Qi A OP t, f RUNG NIIQ ADMOSUMA� No. 026715 O �j 31 ONAL V1 a E-+ Z A® Z CO co::� Z O 0 E-+ E-+ ® lam' O U E..-1 Z >n Q � w/ W �4 � Y W w O U) U T I--4 F-1 i -< 1 a � W (2) In U X Z di 1-I � V ♦ U� LU Z Z E-+ Z 1� W DATE: JAN. 30, 2004 SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 11 OF 11 4 a .'tit 3. 4+9 2 9 2004 ©swr VDOT GENERAL NOTES GENERAL NOTES 1. Methods wad materials used in the construction of the improvements herein shall ec,L�forn„ tl Vl. All work on this project shall conform to the latest editions of the Virginia Department of t c? rant County construction standards and specifications and/or current VDOT standards and Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and sp,, ,�kti 1n,. Sediment Control Regulations and any other state, federal or local regulations applicable. In the �• h .... Measures, to control erosion and siltation, including detention ponds serving as silt bas;,x:, ? :xin� c;onst).°action, event of conflict between any of these standards, specifications or plans, the most stringent shall be must be provided prior to issuance of the site development permit. The approval of tl. <. pla is rao way govern. relieves the developer or his agent of the responsibilities contained in the Virginia Erosirc' lnd ; ;cia.,7ra.. a.t V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and C`Nshti•'ol Handbook. Health Administration and VOSH Rules and Regulations. 3. A permit s p t must be obtained from the Office of the Resident Engineer, Virginia Department t:> Trr pnNation V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall (VDOT) and .Frederick County prior to construction in existing State right-of-way. be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when m s. traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and .:.,.. „r p- .: required under State lase. Bridge Specifications, Section 104.04-C. 5. T The exact location of all guard rails will be determined by VDOT personnel. "A joint insp� , °:or >ill �:: held V4. The d tin at his expense, an and all utilities including e developer shall be responsible for relocating, i n P P g P Y g with the Developer, Cou.nty Representatives, and Representatives of the Virginia Department .f m:,-;a:rtation traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is .. . v DQ determine T to det .rm�n �f and w �'+ ,< ( here ward rail and of ill be needed: The tt d ditches w' g / be e developer e sole responsibility of the d elo r to locate and identify which the p y p fy utility facilities or items, hick may . pave..crt. al p be in conflict with the proposed construction activity. VDOT approval of these plans does not responsible for providing guardrail and paved ditches as determined by this joint inspection." de.: to relieve the developer of this responsibility. Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. 6. An approved set of laps and all applicable permits must be available at the construction. PP P PP P Alse,, a V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of representative of the developer must be available at all times. any field revision will be the responsibility of the developer. (Ij 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on "..Tnifoim i'i.affic V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT j Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. i 8. All unsuitable material shall be removed from the construction limits of the roadway before planing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged embankment. and held by the engineer and/or developer with the attendance of the contractor, various County 9. All pavement sections on the approved plans are minimum sections to be utilized when the r)ctuE,l California ornia agencies, utility companies and VDOT prior to initiation of work. Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade sbrhll. bt: performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for for actual. determination of required pavement thickness prior to placement. All final paven-s-nt r.nd base any undetermined length of time. VDOT will also require 48 hours notice for any inspection. C course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subd-'Wision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the support values of the soils in the subgrade. Final pavement design shall be submitted during construction adjacent public roadway through construction and maintenance of a construction entrance in and to accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, prior placement, access to other properties affected by this project shall be maintained through construction. The 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limit. indicated Developer shall have, within the limits of the project, an employee certified by the Department of "1 on the plans and as required at the field inspection. Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation - control devices and measures for proper installation and deficiencies immediately after each rainfall, 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The p'pe c+':°,all at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. -be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and 1.2 . 1,'c>nstruction debris shall be containerized in accordance with the Virginia Litter Control Act, no loss t, ia,n at the end of construction. one litter receptacle shall be provided at the construction site. Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum 3. The contractor shall provide adequate means of cleaning mud from trucks and/or other egu;:pment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. entering public streets, and it is the contractors responsibility to clean streets, allay dust, ;end to talcs whatever :measures are necessary to :insure that the streets are maintained in a clean, mu:" and dustdustfree V12. Any unusual subsurface conditions encountered during the course of construction shall be ^f.�rxdit.itji+rA: a.% times. immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity all until an adequate design can be determined by the engineer and approved by VDOT. 14, y' Nct-1'41 be given. to the appropriate utility company prior to construction of watt::,- and/or sanitary V13. All fill areas, borrow material and undercut areas shall be inspected and approved b a VDOT P PP Y � �Aes- information should also be obtained from the appropriate authority concerning permits, cut representative prior to placement and fill. Where CBR testing is required, a VDOT representative trr=t and connectic4:r.3s to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples .I.' . anit..arvr sewers and water mains and appurtenances shall be constructed in accordance with tT•ye current are submitted to private laboratories for testing, the samples shall be clearly identified and labeled ka.ndaa do andspec. iftt.a~;t,. �r ^f Frederick County and/or the Frederick County Sanitation A?a.thority. as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. The loc:abon, of ex. sL,,ng utilities shown in these plans are taken from existing records. It shall be the crsntre(,A. ! w; to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be prior to a oatstruo ic�n. The contractor shall inform the engineer of any conflicts arising from his existing compacted in 6' lifts to 95%; of theoretical maximum density as determined by AASHTO T-99 Method utility verification and the proposed construction. A, within plus or minus 2% iof optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified T"ne developer will be responsible for any damage to the existing streets and utilities which occurs as r,, independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A result of his construction project within or contiguous to the existing right-of-way. copy of all tests shall be submitted to VDOT prior to final VDOT approval. IS. When grading is proposed within easements of utilities, letters of permission from all involved -mpa: :.; V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these lams and P j must be provided to Frederick Count Sanitation Authority prior to issuance of P Y y p grading and/�� � �.� further where determined necessary by VDOT Inspector. development permits. V16. The installation of any entrances and mailboxes within any dedicated street right -of -wary shall 19. The developer will be responsible for the relocation of any utilities which is required &s a resu,'^f meet VDOT minimum design standards and is the responsibility of the developer. project. The relocation should be done prior to construction. V.17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement 20. These plan-, identify the location of all known gravesites. Gravesites shown on this plan will be prc-1- ct.ed markings must be installed by the developer or at VDOT's discretion, by VDOT on an account in accordrinc-e with state law. In the event gravesites are discovered during construction, the owi.-,. �d receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The ;a h r`> c r r . ,st be: notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on 21_ 'he c-ont. a for is tc, verify field conditions prior to and during construction an,,! -1 ,'.'N' , Greenwa.y En r; -ring VDOT's approved list. A copy of this list may be obtained from the District Material Section. at (540) 662 IN35 .;roned.irxtely of any discrepancies between. actual field conditions ln,,' •t.he approvi-_i plan. Contact the local VDOT Residency Office with any questions regarding sign material and placement. I c"1 ai � _<,. v •v ,r E ,v r x 7 n P � � Controlled f .. d _l.. � a�.d 1 .. t�a r..pract,ed to 95% of maximum denszt.y as determined by .me�hod. �- per standard V18. e v The developer er must provide to P p the local VDOT office a list of all material sources prior to • S proctor AA._1-1T0- TJ:,�, AJfM--176;38, or VTM-1 as applicable. Density shall be certified by c. r�s�cred constructio oinvoices n C ies of all o - f r materials within a e -w n dedicated street right-of-way of a must pY g y t be t professional engineer and results submitted to Frederick County prior to pavement crirastruc,t.',­n. If a provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices geotechnicrc' .report, has been prepared, it should supersede the requirements in this note. may be obscured. , 23. Contractors shall notify operators who maintain underground utility lines in the area of pro; posed excavating V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical i or blasting at least two () working days, but not more than ten (10) working days, prior c:,a commencement spreader. Density will be determined using the density control strip as specified in VDOT's Road and Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these of excavation or demolition. Names -and telephone numbers of the and operators undergi:'o-.and utility lines tests. A certified copy of the test results shall be provided to the Residency Office. In additions to s ai in Frederick County appearbelow. These numbers shall also be used to serve in an emer nmcy condition. checking stone depths, a VDOT representative shall be notified and given the opportunity to be A present during the construction and testing of the density control strip. 24. Owner shall be responsible for cornpliiance with all discharge in accordance with County & State regi.dations. AIRP AIRPORT NOTES V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road 1. All outdoor lighting will be of amber color of the shiIRPd type to minimize possible light pollution on aircraft > nt ring ig and Bridge Specifications -Section 315. Density will be determined using; the density control strip as the pattern runway 32. specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. I 2. Controlled burningmust be coordinated with Airport staff no less than twenty-four hours p y- prior st.: A certified copy of the test results shall be provided to the Residency Office. A VDOT representative s A11 cranes will be required to have an aviation. obstruction flag and/or obstruction light visible durgr o u opera and must shall be notified and given the opportunity to be present during the construction and testing of the i ,; ..ions control strip. b- .lowered at night unless lit. Intended hours and dates of operation must be coordinated with Airg r°. staff no less than s twenty-four hours y- prior to start. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. UTILITY' CONTA CTS .+w�ara �m�.ia+ V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. ��r,sRrass t Gas: Shenandoah G Co. FCSA CONSTRUCTION NOTES P.O. Box 24t+t7 Water/Sewer: Frederick Cmint, Sanitation Authority Winchester, VA 2:3604 ! P.O. Box 1877 (540) 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL Winchester, VA. 22604 ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. 1 (540) 868-1061 Phone: Verizon 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. Power: Allegheny Power P.O. Box 17 59, :t 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. P.O. Box 1458 Baltimore, MD 2::297 ! Hagerstown, MD 21.741 (301) 95`^ -628' 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER 1-800-654-3317 MISS UTILITY 1-800 -- 552�`001 METERS THROUGH 2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: l THE FRAME AND COVER TO ..r�. �. BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL FIRE MARSHAL'S NOTE GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. Fire lane markings and _signage: 5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES: Any "No Parking" signs and yellow painted curb locations will be installed A) THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITIES ENGINEERING by field ins pecr.ic)n at `.he direction of the Fire Marshall's Office. ASSISTANT AN APPLICATION FOR SERVICES MUST BE MADE AND FEES PAID BEFORE WORK WILL BEGIN. _ . _- B) THE AUTHORITY SHALL FURNISH AND INSTALL ALL 5/8", 3/4" AND 1" WATER SERVICES. 1 TIRE FLOW DATA: �- HY`D## i FIRE FLOW DATA: H y )## _ C) FOR ALL 1 1/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING THE TATIC PRESSURE =_- STATIC PRESSURE = PIPING TO THE PROPERTY LINE. THE CONTRACTOR IS TO FURNISH AND INSTALL THE METER VAULT ___.._.._.._ _ ASSEMBLY. THE AUTHORITY WILL INSTALL THE METER. I RESIDUAL PRESSURE _ _.- RESIDUAL PRESSURE _ _ ..._ ..... _ ... _.... _._._.._. D) THE AUTHORITY WILL INSTALL ALL SEWER LATERALS. I AVAIL A.i tLE FLOW AVAILABLE FLOW =_ 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: i A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. I a SOTiRCE: SOURCE: B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK r: ^___..._._.._ --- - .------ BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. DATE: "`' ----- ---- - i -------- -- „-_- 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. -- 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS r7" ,d i ' t �D PAR NI N/,TE REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 101.5 OR 1013. A REMOTE READOUT IS REQUIRED �a...r..�., .C/ 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ -'. .di appeo. p+ , king spaces and aisle,,,, shrill slope BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE ...ar. 2,y:.:c ill directions, READOUT IS REQUIRED. LEGEND EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR 10 PROPOSED CONTOUR 40 EXISTING EDGE OF PAVEMENT -_-_ FX E/F --- �- -- - - PROP E/P PROPOSED EDGE OF PAVEMENT EXISTING CURB AND GUTTER =-=_ PROPOSED CURB AND GUTTER EX G4G_ - PROP C&G TRANSITION FROM CG-6 TO CG-6R EXISTING TELEPHONE LINE ------------f' -- - - - - PROPOSED TELEPHONE LINE EX. 15" PCP EXISTING STORM SEWER PROP. 15" RGP PROPOSED STORM SEWER EXISTING SANITARY SEWER PROPOSED SANITARY SEWER EXISTING ELECTRIC SERVICE ------------- PROPOSED ELECTRIC SERVICE EXISTING GAS LINE PROPOSED GAS LINE PROPERTY LINE FLOW LINE ... - ... ... _ ... FENCELINE- EXISTING POWER POLE EXISTING TELEPHONE POLE> EXISTING WATERLINE W/ TEE -------- I�-9- - --- - PROPOSED WATERLINE W/ TEE T 2 IF1 EXISTING FIRE HYDRANT EXISTING WATER VALVE - - - -----�---- ----� - - PROPOSED WATER METER EXISTING REDUCER - - - ------ - -- ---- -- -__ ___ PROPOSED REDUCER STOP SIGN HANDICAP RAMP (CG-12)- CCDGGEN1O1TES LOCH JUR��O�gFFD S��T[[DppNNVDOT -- STANDA RAMP CONSTRUCTI PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION HANDICAP PARKING VEHICLES PER DAY COUNT PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN PROPOSED SANITARY LATERAL CLEANOUT SANITARY MANHOLE IDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER EASEMENT LINE CENTERLINE EXISTING SPOT ELEVATION PROPOSED SPOT ELEVATION EXISTING TREE LINE EXISTING TREE PROPOSED TREE FLAW ARROW TESL' PIT 1?.O 1153 r.. 15" ()AK 151 PINE 151 OAK 151 PIW DATE REVISION 3/30/04 REVISED PER COMMENTS FROM FR. CO. PLANNING,INSPECTIONS,FIRE MARSHALL, FCSA, VDOT,PUBLIC WORKS AND ENGINEERING. SHEET INDEX 1. COVER SHEET 2. EROSION AND SEDIMENT CONTROL DETAILS AND NARRATIVE 3. EROSION AND SEDIMENT CONTROL PLAN 4. SITE PLAN 5. WATER, SANITARY SEWER AND STORM SEWER PROFILES 6. SITE DETAILS 7. SIGHT DISTANCE PROFILE, ROOF DRAINAGE LATERALS 8. RISER DETAILS, STORM WATER MANAGEMENT AND DRAINAGE COMPUTATIONS 9. STORM WATER MANAGEMENT COMPUTATIONS 10. LANDSCAPE PLAN 11. SEDIMENT BASIN, LIGHTING SPECIFICATIONS, DESIGN COMPUTATIONS AND DETAILS VICINIT17 MAP SCALE 2000' f. Ile- a . rsy ` h I, SITE , f- _R i ? s i �r "*, ' �� , ✓ ,, :\ tea, l . t PROJECT INFORMATION PARCEL IDENTIFICATION NO. 64-A-159T SITE LOCATION WEST VIEW BUSINESS CENTRE EX STREET ADDRESS (PRELIMINARY) 140 INDEPENDENCE DR. WINCHESTER, VA. 22602 PROJECT AREA 6.2858 ACRES DISTURBED AREA 5.0843 ACRES CURRJ' TT ZONING B-2 Clic_'ENT USE VACANT PROE't ;ED USE COMMERCIAL (MOTORCYCLE SALES AND SERVICE) BUILlr1N;G HEIGHT: 35' SIGNS: ALL SIGNAGE MUST CONFORM WITH THE STANDARDS OF SECTION 165-30 OF THE FREDERICK COUNTY ZONING ORDINANCE. SEE LOCATION AND SCHEDULE ON SHEET 4. REQUIRED BUILDING SETBACKS: FRONT PRIMARY: 50' PROPOSED: FRONT PRIMARY: 75' FRONT MINOR STREET: 35' FRONT MINOR STREET: 75' SIDE: - SIDE: - REAR: - REAR: - MAXIMUM BULLRING HEIGHT: ALL BUILDING SHALL BE 35' OR LESS ENVIROMENTAL_FEATURES: NONE LOCATED ON PROPERTY LANDSCAPE CALCULATIONS PERIMETER PARKING MIN. 1 SHADE TREE FOR EVERY 2000 FEET OF REQUIRED PROVIDED IMPERVIOUS AREA INTERIOR PARKING 13 13 MIN. 1 SHADE TREE PER 10 SPACES 10 _ i_ 10 USE PARKING CALCULATIONS REQUIRED 95 SEE SHEE 4 FOR CALCULATIONS HANDICAPPED PARKING 4 SPACES/76-1.00 TOT. I d LOADING = 1/10,000 SF , 12' X 45' r PROVIDED 4 : , : ,.' r r�. t CC a (M 7 tj C\2 LuI a,aa ca'� ar �° r� c :. �� d u 3f1. ,_, Qi .' ,` '*I �C, c; J 95 I AL 4 HA?NDICNP.PED _.. TOTAL, 95 SPACES 2 _ OWNERS CERTIFICATE 1'h foregoing Site Plan of the lam-! EFG, LC is with t.cie free consent and in accordance with the desires 0 Of the un+aersigned owner , properties and trustees if any. � 7// 9/a s DATE b F.A.R. CALCULATIONS LOT C.RE,-,', FLOOR AREA ( F.A.R- 6.2858 ACRES (273:811. SF) 33,000 S.F. 0.1 (LESS THAN 1.0) LANDSCAPED S SITE AREA yNAPERVIOUS PERVIOUS REQUIRED AREA AREA ZONE B2= 15% 6.2858 ACRES _3.4 ACRES 3.6 ACRES SOURCE: ITE. 6th ED. VOL. 1.6.2 TRIP GENERATION DAfr TA CLASS I USE TRIP RATE BASED ON I AVG. RATE I TRIP RATE CALCULATIONS VPD COMMERCIAL (MOTORCYCLE SALES SERVICE) LTH 0k` O i r.n v TUNG NIKI ADHIKUSUMA No. 026715 SIGNAL CURRENT DAILY CUSTOMER TRIPS AT EXISTING SITE, RT##50 & MILLWOOD PIKE PROVIDED 2.8749 AC. = 45% 150 CUSTOMERS @ 0.75 VEHICLE PER CUSTOMER -,� 225 112.5 VEHICLES P 2 PER t"USTC)IAER 20 EMPLOYEES ® 3.89 PER, 78 EMPLOYEE CO VER SHEET a Project Name: WINCHESTER HARLEY AV I Owner: BARBARA GROVE Developer: ERVIN DEVELOPMENT CORPORATION Engineer Certifying Plan: GREENWAY ENGINEERING .._.--...._ Address, Including Zip Code Ac Telephone No. 1038 HETH PLACE WINCHESTER,VA. 22601 540-247-1.299 Address,' Including Zip Code At Telepho-e.,^:? 1820 PLAZA DRIVE WINCHESTER, VA. 22602 540-722-9799 Address, Including Zip Code & Teleph r<-. 151 WINDY HILL LANE WINCHESTER, VA 22602 (540) 662---4185 PROFESSIONAL SEAL & SIGNA'; ,P`" APPROVAL DATE THESE PLANS ARE IN CONFORMANJ, -- - COUNTY OF FREDERICK STANDARIaS A)` SCALLn ORDINANCES. ANY DEVIATION OR (:^ IN THESE PLANS SHALL BE APPF' :. pY ( SIGNEh .' ' THE ZONING ADMINISTRATOR PRI` TO &Z",_._J`1�� A g.a.a CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR )ATE NO051 RIN * I "'.z: N VALID FOR 5 FIVE YEARS FROM DATE O N APPROVAL _.....___.__._ _..._ ._ T () I E F M A E F PLANNING DEPT APPRO �L * SITE P..AN VALID FOR (2") TWO YEARS FROM DATE OF FCSA APPROVAL "s 3 k I' �I, �FFtEEi6ti:IwC:�Jvtv.: F VELCIPW'NG - _. A u 7 i-Ti'�i �- IUF _II EL ILI 1L1,4'1311 111 -H MILL i ! 11 I L >, _0 0) Q rn d- �J d- 0 0 CV d- 0 w w w I 0 I 0 w cn z J z w w z z w c 0 0 0 L 0 al a; c I 00 Ln 0 i n 0 V a r•nr•r•r•nr•r•r.�•nr•nr•r•r•r•r•r�r�r�r�f♦ 1=11-11 II II=11 Jl•r���r•r�r•r�r�r�r•nr�y�r•rVtVe.% �ei,.e. II=11 ,II II-11= II°•�t�i! �t�tK��y II �e�r 't..i� �t� u'IK�I: e��l�t�1♦ Alt \li a • i'K�i,Yi1 1% ., .05.1%i,�i,�i, SOURCE: VA. DSWC RUNOFF WATER WITH SEDIMENT GRA VEL AND WIRE MESH DROP INLET SEDIMENT FILTER SEDIMENT PLATE 3.09-1 GRAVEL (12"MIN. DEPTH) SPECIFIC APPLICATION I'••el `-WIRE MESH FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE. 3.07-2 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4X4' 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. FLOW III 4 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. FLOW 4. BACKFILL AND COMPACT THE EXCAVATED SOIL EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC WIRE SOURCE fdVd from InctaUaUon of Stray and Fabric Filter Barriers for Sediment Control, PUM 3,05-1 ROCK CHECK DAM VDOT #1 COARSE AGGREGATE FLOW CLASS 1 RIPRAP PLATE 3.20-1 PIPE 0 UTLE T CONDITIONS A n 3do (MIN.) a_- �IVr�� 7r� s��%�.••.�•�I-mil_ e Fain i'• U. •• 1 � / .1' il• 1 SILT FENCE CULVERT INLET PROTECTION DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE CO RINA TION 1.0' 1.5' h FLOW 2.V ®VDOT #3, #357, 05, 056 OR 057 COARSAGGREGATE CLASS I RIPRAP TO REPLACE SILT FENCE IN ' HORSESHOE ' WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Sfarldard Sheets and Va. DSWC PLATE. 3.08-1 ER05ION AND 5EC)IMENT CONTROL NARRATIVE: PROJECT DE5CRIPTIOP4 THIS PROJECT FOR SITE IMPROVEMENTS ASSOCIATED WITH A 1.0311-ACRE COMMERCIAL SITE WITH SUPPORTING PARKING AND SERVICE DRIVES. AN AREA OF 5.0843 ACRES WILL BE DISTURBED. UNDERGROUND INFRASTRUCTURE WILL INCLUDE STORM SEWER, WATER MAIN, AND SANITARY SEWER THE ESTIMATED START DATE FOR CONSTRUCTION IS MAY, 2004 AND COMPLETION IS ESTIMATED TO BE JANUARY 2005. EXISTING SITE CONDITIONS THIS LOT IS IN THE WEST VIEW BUSINESS CENTRE. THE SITE IS OPEN GRASSLAND WITH A FAIR AMOUNT AND MODERATE GROWTH OF GRASS. THE TOPOGRAPHY IS FLAT WITH TERRAIN SLOPING IN A NORTHEAST TO SOUTHWEST . AN APPROXIMATE AREA OF 52 ACRES OF RUNOFF FROM OFFSITE PROPERTIES TO THE WEST FLOWS THROUGH THE SITE THROUGH A FLAT DRAINAGE SWALE WHICH Cc7NTINUES DOWNSTREAM TO AN EXISTING WET POND LOCATED ON SITE WHICH OUTFALLS INTO A 18" STORM SEWER THAT CONTINUE '.S UNDER RT. 50 114 AN EASTERLY DIRECTION. FROM OUR OBSERVATIONS DURING A RECENT FIELD INVESTIGATION OF THE SITE, THERE ARE NO ENVIRONMENTAL ISSUES ON SITE. ADJACENT PROPERTY INDEPENDANCE DRIVE, A PAVED CURB AND GUTTER ROAD PROVIDES ACCESS TO THE SITE AND FRONTS THE SOUTH BOUNDARY. THE SITE IS BOUNDED BY VACANT LOTS WHICH ARE PART OF THE WEST VIEW BUSINESS CENTRE. THESE ADJACENT LOTS HAVE SIMILAR TOPOGRAPHY AND OPEN GRASSLANDS. A PRECONSTRUCTION MEETING WITH THE CONTRACTOR, REPRESENTATIVES FROM THE COUNTY E46 INSPECTOR AND THE DEVELOPER WILL BE HELD TO DISCUSS THE LOATIONS OF THE CONTRACTOR'S STAGING AREA, STOCK PILES AREAS AND BORROW AREAS AND THE APPROPORATE EROSION AND SEDIMENT CONTROL MEASURES. THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE SHALL BE FESPONS15LE FOR INSUREING ADEQUATE EROSION AND SEDIMENT CONTROL MEASURES ARE PROVIDED FOR ALL OFFSITE AREAS INVOLVED IN CONSTRUCTION SUCH AS OFFSITE BORROW AND DISPOSAL AREAS. MONITORING REPORTS WILL BE PREPARED AND SUBMITTED BY THE RLD TO TI4E COUNTY E46 INSPECTOR PER THEIR REQUIREMENTS. EROSION AND SEDIMENTCONTROLMEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK GRADING WILL COMMENCE ONLY AFTER ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN PLACE. STRUCTURAL MEASURES E 45 PHASE I: A CONSTRUCTION ENTRANCE (3.02) SHALL BE PROVIDED AT THE LOCATION OF THE COMMERICAL ENTRANCE TO THE SITE ON INDEPENDANCE DRIVE AS SHOWN ON THE E46 PLANS CONSTRUCT THE TEMPORARY SEDIMENT BASIN AND RISER STRUCTURE TEMPORARY DIVERSION DIKES (3M) SHALL BE INSTALLED TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPED TO A STABLIZED OUTLET. SILT FENCE (3D5) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO FILTER RUNOFF FROM DISTURBED AREAS BEFORE IT LEAVES THE SITE. CHECK DAMS (320) SHALL BE INSTALLED TO REDUCE VELOCITIES OF CONCENTRATED FLOW TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. E s5 PHASE 1 I: ALL CONTROLS INSTALLED IN PHASE I TO REMAIN FOR THE DURATION OF THE PROJECT. CULVERT INLET PROTECTION DEVICES (3.08) SHALL BE PLACED ON INLETS TO STORM SEWER CULVERTS TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT. TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. FINAL GRADING TO REDUCE THE VELOCITIES OF CONCENTRATED FLOWS AND TO FILTER RUNOFF. VEGETATIVE MEA5LIRE5 PERMANENT FOR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) DAYS AFTER FINAL GRADE 15 REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (1) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. TOPSOIL THAT HAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. CNECKDAMS (320) AND SILT FENCE WILL BE DITCHES TO REDUCE VELOCITIES OF CONTRATED RUNOFF ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/CR PERMANENT VEGETATIVE COVER WITHIN FIVE (5) DAYS AFTER GRADING. MANAGEMENT STRATEGIES CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES THROUGHOUT THE PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED. ELECTRIC POWER, TELEPHONE, STORM, SANITARY, WATER 4 GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIVE (5) DAYS AFTER BACKFILLING. NO MORE THAN 500 FEET ARE TO BE OPEN AT ANY ONE TIME. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF GRADING. DRAINAGE SWALE$ SHALL BE STABILIZED WITH CHECK DAMS UNTIL VEGETATION HAS BEEN WELL ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO CONTRACTOR PHASING OR OTHER UNFORESEEN CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARDS AND SPECIFICATIONS IN THE VIRGIMA EROSION AND SEDIMENT CONTROL HANDBOOK MAINTENANCE ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS 15 MAINTAINED. ALL AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS IS ESTABLISHED. SILT FENCES AND FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IMMEDIATELY. SHOULD THE FABRIC ON A SILT FENCE OR FILTER FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE, AND THE BARRIER IS STILL NECESSARY, THE FABRIC SHALL BE REPLACED IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH ONE-HALF THE HEIGHT OF THE SILT FENCE OR MAKE THE SILT FENCE INEFFECTIVE. TRAPPED SEDIMENT IS TO BE REMOVED AS REQUIRED TO MAINTAIN 50 % TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILD-UP. IF THE GRAVEL OUTLET IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED IMMEDIATELY. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROADS IN A CLEAN, DUST AND MUD FREE, CONDITION AT TEMPORARY SEDIMENT BASIN THE BASIN EMBANKMENT SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT I$ STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE BASIN SHOULD BE CHECKED AFTER EACH RUNOFF -PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED OF, PHASES OF LAND DISTURBANCE ACTIVITIES I. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. 2. PLACEMENT OF SEDIMENT CONTROL DEVICES. 3. OBTAIN INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPERATIONS, 4. CLEAR AND GRUB REMAINDER OF SITE. 5. ROUGH GRADE SITE. 6. INSTALL DRAINAGE DEVICES WITH SEDIMENT CONTROL. 1. FINAL GRADING. 8. RESTORATION AND STABILIZATION OF DISTURBED AREAS. S. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH THE APPROVAL OF THE INSPECTOR STORM WATER POLLUTION PREVENTION NOTES 1. THIS SITE PLAN SET IS TO BE INCORPORATED AS PART OF THE 5TOI;a'1 WATER POLLUTION PREVENTION PLANS AND PERMIT. 2. LITTER, CONSTRUCTION DEBRIS AND CONSTRUCTION CHEMICALS EXPOSED TO STORM WATER SHALL BE PREVENTED FROM BECOMING A POLLUTANT SOURCE FOR STORM WATER DISCHARGES. 3. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE RESPONSIBLE LAND DISTURBER TO ENSURE THEY ARE OPERATING CORRECTLY. DISCHARGE AND DOWNSTREAM LOCATIONS SHALL ALSO BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING SIGNIFICANT IMPACTS TO RECEIVING WATERS. IF EXISTING CONTROL MEASURES NEED MODIFICATION OR ADDITIONAL MEASURES ARE NEEDED, IMPLEMENTATION SHALL BE COMPLETED BEFORE THE NEXT ANTICIPATED STORM EVENT. 4. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR PREPARING INSPECTION REPORTS PER PART II, D., 4., C. (INSPECTIONS) AS REQUIRED BY THE PERMIT. 5. THERE ARE NO KNOWN, NONSTOR'1 WATER DISCHARGES ASSOCIATED WITH THIS PLAN. STORM WATER MANAGEMENT UPON COMPLETION OF CONSTRUCTION AND SITE STABILIZATION, THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A PERMANENT STORMWATER MANAGEMENT POND. THIS POND HAS BEEN DESIGNED TO DETAIN THE POST DEVELOPED FLOWS FOR A 2 AND 10-YEAR DESIGN STORMS TO PRE -DEVELOPED RATES. THE POND OUTFALLS INTO AN EXISTING 18" STORM SEWER THAT GROSSES UNDER U.S. RT. 50. THE STORM WATER MANAGEMENT POND HAS ALSO BEEN SIZED FOR THE DRAINAGE OUTFALL NOT TO EXCEED THE HYDRAULIC GRADIANT OF THE EXISTING DOWNSTREAM I$" STORM SEWER z Lu lu Co z qz�l W C\2 o LO CD >M C'2 CO It E U a 1 CCQ CO U �9 x I >1 LOc �� a) 0 d' U 1,,, 04 an LO t; o> w ;.4 a � .4 y O G � W z O U) E4 A TH OF �r U TUNG r ~ ADHIKUSUMA� No.026715 ZONAL 0 x > x in U) 1.4 U) > %� Q E-I W W F4 F) O 010 Ew4 O V) O ; W WW E-I W W G Q c Lu Z V U O W DATE: JAN. 30, 2004 SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 2 OF 11 11 1� I T_ __TTTIll 1' it II 1111I' 1 4� I "I' I. lil;!! ! q a';, + �.;; I ♦.. E �. l ''I �;I 4 V ".;I i., , � �1 � � ��� �! ,. �� �� �. _� , � � ,_ �F�� - AL�.�.._ I �c r I a u THIS SHEET EROSION SEDIMENT GONTROL ONLi Aml13 ACRE q W Lu C-.75 _ M L=40.-1ro40 ; N 28°19W Z R=1330.0000' cat ER0510N/SEDIMENT GONTROL LEGEND 0=01°45'25" \ ,r I "��•. W oLO C LEN = 40.1624 __-_ (� ���,/� `�`' cat .-1 NO. KEY SYMBOL DESCRIPTION FN� w Ca =N 72 °4�'45" E 1JV � `r 3.02 GE TEMPORARY GRAVEL GON5TRUGTI ON EX. D ( o ENTRANCE a d0 INV=61o.5 P°ro 3.05 SF—, —�E— SILT FENGELv _�� a Its �• . a3? �.. loBF> - d C�2 3.01 GULVERT INLET PROTEGTION q - y 0 3.0,51 DD TEMPORARY DIVERSION DIKE '� R=1330.000 LO 3.12 TEMPORARY SLOPE DRAIN = 021 11'______._ _ _---�-- (o 8 fO \ ` -% ''' i E- Lam. 3.15 OP ® OUTLET PROTEGTION 0°40'05 E 3.20 GHEGK DAMS G K S 2 v4 5B SEDIMENT BASIN t/�.., ew ai o GG LIMITS OF GLEARING d GRADING v:�G �. E; �„ 00 ti ...... k A .52 A-C-!ca DRAINAGE DIVIDE sib" s, EX� 12 W/L 70 ..... . --' t ........ r~ ,^+w.,.. � a"''"' � '� �. fLy. ...... ( -a1 .......... EX. EX,3 EE�► �`' . . . . . . . O T Cx.V. •'� INV= E C (EX S EX.2EU). r� + �, ICY- low,°PF� \ f J'r✓r e `4�\ �` ' 'Z i W •"''�".,.,. / �7h YO LG d 6,,.9�ap",49O Ex. iD ;d, ;��.: Ui,,v; w �oFs c f F fy\•SQyo� ! , TOP= "l(a.& _ \. 11 T --=' / �r '^ ,� �? f o , , Q; INV=&69.11 IN y Q INV=(O(L IN X \ �0 » �� ' AC / EX. DI INV=�o69.0`I OU "�� �` - '' j yo i _ �` 7 TOP=ro70.� rn`U P� -� soFs �� �.y, H0 INV=(Iro9.90 'da t1� %'mil /�' Gl .,-' I Z ,, a ,, so�cF_...-.• ..y � so's �. , ;' �,P�� tea• i � � � � V .� ✓' 7�5 a ,ay •� p . y` CL) Q 1.. jae y.i:s . t yc'V O yis>, ..... ✓� TUNG NII$RiIDIKtJSUMA� e\..... - - -W-- / �oti� • �� _ No. 026715 b N4 �, v /v f t `4IONAL dop .. ... ... OFF5ITE TO POND 5.2 AG. =0.-10 (FUTURE DEVELOPMENT) ON51TE UNGONTROLL '••',,, �� 6=0,35 Q /. —.Q. 13E=I NGONTROLLED _y wig w — `Ma- OFF5ITE TO POND 0.3 AG- G=0.55 200 0 200 GRAPHIC SCALE (IN FEET) Ul V e eon R 4 VE PI o _ .�39 A .� W l :r Cs 185 Q U 885 a)4 v ` oik ` _ • Il �7 1. _ V/ ,�4' .r�. W E rr I A- ye CRES �65 6�6 �--� —� y — _ _ Q = . TO BE CONVERT TO PERMA1 DIM �f 'N DE51 GN H �H•..----..�._ IMEN BASIN UPON COMPLETION OF SITE Su 51LIZAT ...1'= c � � I R ST TUBE .�~�~� .r W;4TEf� - 6-12.35 'XIO' GL. I g r' IP AP ' ,9 •,� .?V) cl) U) X. DI ----- — �. T fJ Sta t V=(o 4.55 IN I(d� I O =� 35 UJ DE EMEFRGENCY "° lrr'dam 0 d Ex12 / ir.Y=6C�4.49 OUT ` rP �' ,� _.y-� . 5ED SEDIMENT BASIN SPILLWAY - __ I1Yr'o�o5 40 f, ,''ROPO E IN11) ` OPT Ll=�/II6'10.'ira� ET 5TORA - .r- N. � �T�KE ' T � W GE 1 .-n- `� ELEV,.=668.60 �; m -- .. (T i '.•^•^ O'2`'w�y °` �.,-. �, rx;""� --» '1 .•..-'r" ,.;`i;�.. .,d F ».. �v ro SEDIMENT BASIN CONVERSION (J u•CJ. ROUTE 50 _ MILLWOOD PIKE „��, TEMPORARY SEDIMENT BASIN TO BE CONVERTED TO DATE: JAN. 30, 2004 PERMANENT STORM WATER MANAGEMENT POND UPON COMPLETION OF SITE STABILIZATION AND APPROVAL �ES BY THE EROSION AND SEDIMENT CONTROL INSPECTOR ADDITIONAL 1,5' OF EMBANKMENT NEED FOR STORAGE JO 0 JO EXCAVATE SOUTH & WEST END OF POND EMBANKMENT TO GRADES SCALE: AS NOTED VOLUMN OF SEDIMENT BASIN, TO 'BE REGRADED DURING] MINIAND ELEVATIONS SHOWN ON GRADING PLANS CONVERSION TO SWM POND, GRAPHIC SCALE EX. YI REMOVE ALL ACCUMULATED SEDIMENT AND REGRADE DESIGNED BY: ML X13 EX. YI (lN FEET) TOP=611.5 POND BOTTOM, REMOVE SEDIMENT BASIN RISER STRUCTURE, TOP=�o(oro.53 INV=664.91 CONSTRUCT SWIM RISER STRUCTURE. FILE NO. 0518W INV=�to3.30 SEED AND MULCH POND BOTTOM AND SIDE SLOPES SHEET 3 OF 11 r t � < < , , � , e , � , e GEORGE GLAIZE JR, ZONED : E32 TAX ID 64-A-151I II w USE: VACANT LIA r:!. r f J. -I Cidli .... ... O'SULLIVAN CORP.Di STOP TAX ID ZONED SIGN AND STOP E3ARSTRII- 00 : MI USE: BUSINESS �02 C\2 f;R=1330.0000, (000 x + NOTE- um 0 lZu C\2 10 ►co 00 Ir 00 00. 1.4 >m C\2 1 0 10+43 118 . . . . . . 46g) LF weAss L WeD rATcw •*1 . . . . 0 PROP. 30' L; INAGE ESM7. 5EE 5PEET I FOR ROOF DR,41N FIFE LAY0UT cv co u w an in 11+12.64 . . . kr �, AN M BRG=5 11'10'21" CG-11 ENTR NCE j,:;- 3+1120 \\X—X 01XIO, CIL. I HEAVYDUTY PAVEMENT > Q) STATION lv+v Lcj2 �i i E I --4-45' 155ND i0l -X + x- I. +7 .2 0' W/L E 5t-11. 0 t-, I RIFRAF EW-1 . . . . . . . . . . . . . . . . . .. I . . . . . . . . . . . . Lu Lu Q) Ln C\? Q) 00Q) BE N CONSTRUCTION)) 10" 5DfR 21 IIJ/M I . . . . . . . . . . . . . . . . 04 CONNECT IN T . . . . . . . . . . . . - -\ - I, .0v . . . . . . . . . . . . au jjj',� Ex. W/L J olli TEE . . . . . . FA�%%FEN�:E . '4E,* BEND -&'! G.V A . . . . . D GATE,., . . E . . . . . . 1/2 y 22 000 Jcb BEND ca CC, - (0 2�, STOr SIGN 14, E�'XE,' CL. I R PR Ll W V2 Q) 0 1 7, FIRE F. 111 . - 4+10.22 Ul > Olt 6c, STORM INLET TABLE YDRANT j- tv �l . /0, x?? . N E� " X, . . . . uj t-4 — (j) 0 A"'y c 1), ... -10.3r PROP. LIGHT POLE vc, . . . . 0 co z �Z X -4 r ev�p- Iroll LF LO ES -I (i� 13 -T/cl 133,'B5 4o, 2b 3ro" RCP C L III, I,-a 0.5o% ri) -N INV=Cb6,cJ-5'3 (OUT) LF la Rcf= 8 j CL I I I 0.r7o% R \ `°o °,�� < , i 15+21.69 Lv CORE 90 0, i O DI-315 DRILL FOR C NNECTION OF PROF. ro" INTO EX. MN 24 e), 0 PARKING flu, --'LOYEE t 0� - e, BEND m INV=rb-10.1ro (IN) INV= 0 FIELD VERIFY EX, INV. 00 la !I �,•I PARKING 60, ONLY "T(9eu14 a :1 roro3.'B& (CUT) V) rJ'_, �,;c, t, iii�• �_ e� 77 `• soc\ �-'/___ ...-.-•- ,'S' �'isQ°F s � 76.. Di-3B W 1) 1 1 IN 1 NV c'7- INV=611.28 (IN) INV= 6-11.0a (OUT) F-v ----- -- 150 so2A 2 ND O INV=ro'12.0(B ro" r4t, SERVICE (OUT) F, 10.22 LF la RCF 6/ DI-3c CL Ill 0 �1-90% DOMESTIC WATER -SE Riv-�CE METER' stir INV=& -13,EO (OUT) CQ.AND TEf�5, F-OLYEtH F`IF`E V 3 5 ZONED 52 40.2 INV=ro-133-3 (IN) INv= 6-13.13(CUT) tu TAX ID 64-A-15'BT L FF ELEv-roao.00 111GI-IT POLE 0 0 O�, BLDG. HEIGHT - 35- W 0 LU ,F 2411if Rrf= FLOOR AREA = 33,000 SF INV= roroO.49 (OUT) IL ILI,7 J 1A 0-50% cyl N11 43 HANDICAP PARKING SIGN 130' 13 VAN ACCESSABLE L BE LIGHT POLE TUNG NIla ADfHKUSUMA No 026715 P4 CG - 12 Iro +30.23 INV=ro&a.3-T (IN) INV= > 4u) - -T W 0,41z 10" X ro" TEE I I-V (O(oa.11 (OUT) IL \�� z Vcn Ul :3 EX. DRAINA c� Is TO Fj 2 0 A INV=(o(ol,F,3 (IN) C3 ry 0 E5M'T. U Y �r ABANDONS 4 c, In #- ro 1-10"Xro" REDUCER---, INV= roro-1.33 (OUT) w X0 Lu , 1) 11 PRO 30� V -X. 5DR 21 WIM 14011 G.V. FIRE HYD- E6-1 f�o w > lu DRAINAGE E5M T. 11 OLISP E ING WALL I PIPE M I E DISPLAY -47 AREto LF 3&,, RCf- 00.50% C f-pzop:--36` DRAINAGE E5M'T. INV=roro-1.23 (OUT) U, C4 20,0 LF 24 RCF 10> cn ix wwm.q CL III I 's 050% r r-T NOTE: LIGHTING FOR TP15 PROJECT WILL PROVIDE NO GLARE ONTO ROADS OR ADJOINING PROPERTIES. cl 'r, 7"V '� --"I ob 52 E, Z PR. POLE' 75' 67 BRL F`R0f='O5ED SIGN SCHEDULE Qr1l 0- w MOUNTED FRANCHISE V:- SIGN (150 10'XIO' CL. 124,6' f;-:>If=R,4f=' '7 6-72 6 5.00 LF 36 " RCI- SIGN SIGN 1*1 AREA S.F, TYPE LOCATION 100 S.F. BUILDING MOUNTED FRANCHISE CENTER FRONT OF BLDG. > Z 35' HIGH 66,5 LIGHT POLE CL Ill s o.�,O% LIGHT POLE 0 YR. W/5 ELEV.=6,rcl3.F;,0 SIGN #2A #25 50 5F. BUILDING MOUNTED FRANCHISE RIGHT FRONT OF BLDG� w �21 E- FROF> ED 674, SIGN �,O S.F. BUILDING MOUNTED FRANCHISE LEFT FRONT OF BLDG. �4 f:�,f:Raf-.5WM POND E&Ml. ,RETAINING A ITECT/1PLAN5 FO ETAIL SIGN #3 IE�o S.F. POLE MOUNTED FRANCHISE SEE PLAN e:??. 20'WIDE 5WM FON5 -2 YR. W/5 ELEV.=66,5,46 cc D I OVERFLOW WEIR, ES-1 -�,10 YR. W/S ELEV.=roro,5.cj3 cn UTIL- 4rl RIf-RAf 2oXI0' CL. I -J J�l 5 20ol': E INRIPRAP DEMOLISH AND REf�OVE EX. INV=6-6��4-v�,5 IN D OVERFLd'i 4,54.CT POND W STRUCTURE, ""&D'12 II`,I\/=(-��(--,4./f-9 OUT f -ONr 4PTRUCT'NEW S�M f F'OSSIBLE FUTUR E-EW�RANCE 4.0 FROM---RE'Vf5-ED MASTER PROPOSED ENTRANCE DEV�LOF`ME 6 ENT f-LAN BY A fo z 0.7 100 YR. WIS ELEV.=661:6.5�0 STAKE -ENWAY ENGINEERING DATED - - -------- r✓ 2/1? -\911 a ROUTE 50 MILLWOOD FIKE POSTED SPEED ss Mfmw R/W VARIES ZONING USE SPACES ARCHITECT'S USE GROUP PARKING SPACES PROVIDED GROUP CLASSIFICATION QUANTITY UNITS REQUIREMENTS NEEDED CLASSIFICATION I= 1 spa/400SF MOTOR VEHICLE SALES 14,281 SF 36 SHOWROOM x PUBLIC 9'X 20'= 61 SPACES TCfi P, 3 RETAIL AUTOMOBILE SERVICING 4115 SF I SPA/200SF 21 PARTS 5 BAYS 3 SPA/BAY 15 SERVICE(5,680 SF) EMPLOYEE 9'X 20'= 14 SPACES RESTAURANT 860 SF 1SPA/100SF 9 TENANT AREA MOTORCYCLE 5'X 20'= 14 SPACES GENERAL OFFICE 2910 SF 1 SPA/250SF 12 OFFICE AREA MOTORCYCLE 5'X 15'= 6 SPACES TOTAL= 95 SPACES DATE: JAN. 30, 2004 FERRY PROPERTIES io 0 io NONE NONE 1592 SF NONE CUSTOMER LOUNGE 467 SF NONE TOILETS ZONED : MI TAX ID * - 64-A-IF,5 6mm7-m-7!m NONE 690 SF NONE BREAK ROOM SCALE: 1" 30' USE: BUSINESS GRAPHIC SCALE (IN FEET) NONE OUTDOOR DISPLAY 2261 SF NONE STORAGE 4,073 SF I SPA/3000SF 2 OUTDOOR DISPLAY DESIGNED BY: ML TOTAL 95 FILE NO. 0518W SHEET 4 OF 11 All 0 0 O O CV d' O w J LL i 0 I Ln 0 / w z a J / c� z ry w w z cD z w / c 0 > 0 0 a� U) U c i 3 Ln 0 / v 0 D 700 6q5 655 675 670 665 0 675 ii• 670 675 665 670 665 ci+50 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 13+50 SANITARY SEWER EXTENSION 5C,ALE : HORIZ. I "=50' VERT. I "=5' 700 6q5 655 I I • 675 670 665 20' RI 660 675 670 665 ♦sI 655 q+50 10+00 10+50 11+00 11 t50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 15+00 WATERMAIN EXTENSION SGALE HORIZ. I "=50' VERT. I "=5' . MIT, i ._ .655 655 q +50 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 13+50 14+00 14+50 STORM 1 THRU 4 5GALE : HORIZ. I "=50' VERT. I "=5' :L.I 700 675 670 10' > RI 665 20.00'- RGP-C 660 655 700 7 7 650 �.. w.__._.— J�,�.....�1 = I _._ -1L _� .,_ _.`ul__:mT:".����:-�:�I_F.� 650 q+50 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 STORM 5 THRU 10 5GALE : HORIZ. I "=50' VERT. I "=5' 0.50% 1� LU W z ui o � COCV �p tCO t� U LO CD Ku b D 0� Q) ku G 0 U O"t �� HCza m W rA f~ c� Q)) ✓, -4 to w cn F� 0 E-+ Q H OF Pj U TUNG NIME ADIIIKUSUMA� No. 026715 O ANAL Z v�0 w o W E-+ T � E- <4 >= Q O W ,- E-i J � O E- U � U W � � UJ Z r� z � U W Z -4 DATE: JAN. 30, 2004 SCALE: H: 1" V: 1 to= = 50' 5 DESIGNED BY: ML FILE NO. 0518W SHEET 5 OF 11 REGEEIVED jtj[_ 19 2004 ilict(clouff FY pLANNNG & DEVELOPMENT ZT Q 00 n CV 0 0 CAI if) 0 LS a f- W 0 W 1- ( 00 Lf 1 o I 0 / W z Q J n / CD z W W Z z W c 0 to (D 0 I Cn 0 c I 00 0 / U) Q) w 0 END -SECTION 12"-60" PIPE ALTERNATE END -SECTION 12" - 60" PIPE R-1 end on outlet had-rectbm Hub end on oulM end-eectbm lot and on Peel Spigot end on irM end -section L--- '� X x r_ -- - x Concrete to be __^ Concrete to be 4000 PSI Min. _ _ 4000 PSI Min. PLAN PLAN C 3 "I"nox I E - jof �- _Steel fabric rViV12M... Dt_ _ / E IPA�UNE I END VIEW END VIEW SECTION X-X SECTION X-X END -SECTION DIMENSIONS DIAM. A B C D E 12" 4' 2'-0" 2'-0' 4'-0' 2'-0' 15' 6' 2'-3' 1'-9" 4 -0 2 -6 1 -9 4 -0 3 -0 24' 9 1/2- 3'-7- 2'-6- 6'-1" 4'-0- 1'-0' 4'-6' 1'-7 3/4' W-1 3/4' T-D" 38' 1'-3' 5'-3' 12'- 1, 3 4 IT-:1 3H 6'-0" 42" V-9' 5' -3 2 -11 2 6 -6 48' 2 -0 6'-0' 2'-2' 8 -2 7 -0 54' 2'-3 - ' 2•-9 1/4' !'-2 1/4• 7'-0" 60 2'-11' 5'-0' 8-3 8'-0- END-SECTION DIMENSIONS AM. A 12' l 2'-0' 4'-1' 6'-1' -0' 15' 6" 2'-3" 3'-10' 6 -1 2 -6 ' 9" - ' '-1 6 -1 3 -0 21' 9 2 -11 3 -2 6'-1 -6" 3 4- 10 3 -7 2 -8 6 -3 4 -D 27' 10 1 2 4 -0 2• , 1/r W-I 1/r - - 1 -0- 4'-6- 1'-7 3 4' W-1 3/4' S -0 33' 1•-1 1 2 r-iD 1 Y-3 1/r I b'- I J/r T-6' 36' 1'-3 5 -3 Y-10 3/4 Be-1 3/4 6'-D' 42" 1'-9'-11 -2 6 -6 48 2 -0 8'-0' 2'-2- 8 -2 7 -0 T-11' 1 8 -4 7'_6• 80' 2-6 '-0' S-3' 1 8'-3' 1 8'-0' PAY LINE C B OF PIPE NOTE: Pipe lengthe Mown on plane on based on End-Se4•tlon design Mom on the left. IF the contractor elects ��-•- ._�_ to use the alternate design Mown on I I the right, lwgthe will be reduced by the difference in dimension 'D'. SLOPE DETAIL SPECIFICATIONFLARED END -SECTIONS FOR 12"- 60"CONCRETE PIPE CULVERTS VIRGINIA DEPARTMENT 302 of TRANSPORTATION 102.01 ON51 TE TYPICAL PAVEMENT 5ECT I ON NOT TO SCALE HEAVY PAVEMENT SECTION 211-SM-95A SURFACE COURSE "-BM-25.0 BASE COURSE 8"-SU55ASE VDOT STD. GR-21A COMPACTED SUBGRADE j 1 (COMPACTED TO S59w. DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-I METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PVMTSECT ONSITE TY}='IC,4L FAVEMENT 5ECTION NOT TO SCALE 2"-SM-9.5A SURFACE COURSE 8"-5M-25-SU55ASE VDOT STD. GR-21A 110- TTiWT%%�F �TF TI�-- COMPACTED SUBGRADE (COMPACTED TO C359. DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PVMTSECT - VALCAIInc Fig. No. 71809 2JQWL�W wth lid marked 'SEVVEFr iom sedim - of i box SOR 3S gaskeled bell Wye sanit.m (sea note) j-sev ein coo .,� �1:t cast Iron cleaneut cap with brass / pl `g must be e- Iron the top d the scewtypeadiuslablebox squere� pad �20N east a' deep test bon cleenout cap with bre68 plug having a courxemunk square head Panels Model PA4SV{SK(41 S on 21 - Ilea -A pipe brick base SDR 35 spigot b/ bell ada21 pter keted .. SDR 35 gasketeel bell 45' bend �- W stone bedding NOTE df top of sower main is greater than 15'd-p, then wye and bend to be heavy wail SDR35. SEWER CLEANOUT Revised Figure 17 Oct 03 I � u 5 �k # WHEN THE SPACE PROVIDED IS VAN ACCESSIBLE, DIMENSION SHALL BE 8' IN ACCORDANCE WITH VUSBC MINIMUM REQUIREMENTS. concrete pad 1'-8' eq. x m deep 4'sbne ecnw type I adjustable Valve box 48' min. bcabon marker atone valve megaugged ton Wn c!#., megabg i� thrust block 18'to 24• S1d 8k 16'solld block Oar vavee 12' and larger) NOW: this derail I. also used for butterfly valves GATE VALVE Revised Figure 8 Oct 03 NOTES: 1. THIS ITEM NAY BE PRECAST OR CAST IN (PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB A GLITTER HAVING A (RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CUIRS do GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER THE BOTTOM OF THE CURB AND GLITTER Stitkj BE CONSTRUCTED PARELLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. ! 4• 1 2'R S. THIS CURB IS TO BE USED WHEN DESIGN SPEED IS 4D MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN AND SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG-7 5 REQUIRED. s.. m le The bottom of thei curb and I I gutter may be slometrof -Parallel to the slope irtvid sube coutscoursespxaided o mintmum depth of 7- le mofntained. This area may be concrete RED COMBINATION 6" CURB & GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE LIGHT COLORED REFLECTIVE I 12• OBSCURED BY VEHICLE PARKED IN SPACE. BACKGROUND MAT'L 'I F.C. OR SIGN (SEE DETAIL) DARK COLORED 2" LETTERS E.P. & 3/8- BORDER RESERVED 2' PARKING 'j� INTERNATIONAL SYMBOL WHEEL STOP I OF ACCESSIBILITY 6� 24• 6" 9 4.0' MIN. 7.0' MAX. DISPLAY CONDITIONS UNLAWFUL 4' STEEL PIPE FILLED WITH CONCRETE PARKING IN THIS SPACE IS SUBJECT TO A FIN OF DARK COLORED REFLECTIVE /$50.00 TO $100.00 BACKGROUND MATERIAL LIGHT COLORED 1' LETTERS RAMP FOR HANDICAPPED MUST BE LOCATED AT SAME POINT ADJACENT TO THE 8' AISLE. HANDICAPPED PARKING SPACE STANDARD concrete thrust black CG-12a CG-7 IS USE7- WHERE D 6''D' 4'-0' PERMISSIBLEis L JOI CONSTRUCTION CIO ORD'CG-82 ®6+ 12.IX MAX. �-48:1 MAX. 41S MIN. 20:1 ,.. _...., • : " •• 72RDCWEC . 5' LONG i NZ { PERMISSIBLE B B' °:i �I �p;1 B SECTION A -A SLOPE 10:1 CONSTRUCTION _�. MIX. I MAX JOINT 2 -- _1■ TRUNCATED DOMES SECTION B-B A 4• SQUARE IANDtNG A AREA OUTSIDE OF TRAVELWAY SHALL BE PROVIDED. CROSSWALK CROSSWALK TANGENT PLAN jj nCROSSW4lX " + TYPICAL ( PLACEMENT DIAGONAL VARIATION TYPICAL PLACEMENT 5 l AT INTERSECTION ATT INTERSECTION CROSSWALK WI 3' WIN . WITHIN CROSSWALK tat Wax• 1o.t Mo.TYPE A (PERPENDICULAR) APPLICATION (WITH BUFFER STRIP) + ALTERATIONS THIS DESIGN TO BE USED WITH CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING NOTES: (4B- WIDE) REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH 8 FEET FOR NEW CONSTRUCTION , 6 FEET FOR ALTERATIONS. cF 1. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SUP RESISTANT INTEGRAL DIA SURFACE COVERING THE FULL WIDTH OF THE RAMP FLOOR BY 2 FOOT IN LENGTH IN THE DIRECTION OF TRAVEL OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOME DETECTABLE WARNING MAY BE USED WfTH THE APPROVAL 1-- �7 • OF THE ENGINEER. -I .5 DIA 2. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. TRUNCATED DOMES TO BE STAMPED IF CASs -IN -PLACE OR PRECAST IN TOP SURFACE. THE COLOR OF THE DETECTABLE WARNING SECTION SHALL BE A TRUNCATE D DOME CONTRASTING COLOR WIT H H THE ADJACENT SURFACES ADJACENT SURFACES INCLUDINGR I FLARED SIDES). . DETAIL 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING )PERMISSABLE CONSTRUCTION JOUNT WITH REQUIRED BARS. 4. IF RAMP FLOOR IS PRCAST, HOLES MUST BE PRRVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES 2)6" C-C CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. 5. REQUIRED BARS ARE TO BE NO. 5 X 8' PLACED V CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP 000 FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1X1-. 0 0 0 0 0 0 0 0 0 0 0 0 0 6. CURB/CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT 00000000000000 FOR CURB/CURB AND GUTTER. 000000000000000 7. WH USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS 2)e' C-C 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 TO E ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION. 000000000000000 8. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRESTED 13Y THE ENGINEER. THEY ARE TO 000000000000000 BE PROVIDED AT INTERSECTIONS WHENEVER AN ACCESSIBLE ROUTE WITHIN THE RIGHT-OF-WAY OF A HIGHWAY 000000000000000 FACILITY CROSSES A CURB REGIJAROLE55 OF WHETHER SIDEWALK IS p(ISTING, PROPOSED, OF NON EXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, 000000000000000 AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS. DROP 0000000000000001 INLETS, ECT. WILL AFFECT PLACEMENT. ACCESSIBLE ROUTE 5 DEFINED AS A CONTINUOUS, UNOBSTRUCTED, y STABLE. FIRM, AND SUP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APROACHED, ENTERED. AND USED BY PEOSONS WITH MOBILITY IMPAIRMENTS. 9. RAMPS MEY BE PLACED ON RADIAL OR TANGENTAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED WITHIN THE LIMITS OF A CROSSWALK. DETECTABLE WARNING 10. TYPICAL CONCRETE SIDEWALK IS 4' THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMODATE THE TURNING DETAIL REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC THE CONCRETE SIDEWALK DEPTH SHOULD BE INCREASED SHEET 1 OF 3 TO 7". CG-12 DECTABLE WARNING SURFACE SPECIFICATION REFERENCE TYPE A (PERPENDICULAR) APPLICATION �Z 203.05 VIRGINIA DEPARTMENT OF TRANSPORTATION -For detail, a Inlet A. : C- ees sed. Ic-2. r Gpaeslon T,1NYq 11 IL`Ban F Lgcrs s A Tea of Gu 2•_a 11 Bore D Crock Cenral Joint Grock 0u1br PLAN 10' Mk,M� loves. F-Y�s•1 z L-va.,aorr-uur. 2a A B Y sx. b AAIw 1 i ",,,s star r • , 7s' ' Isweaes .vr r �Wetees We'e"plemAeri,ale 1lardwue Cloth r . rr s lneu see erL 1. r- r-Lr[- SECTION A -A _ _ -- - - - - Y .aawa� o~ lT%5R1E1r%' sorrel "s. I Gokonlred suet del A 1Weep IbM e•5AH• emt rX• , FR(ONNT�E��ON l TI r T see c A It- . y' T- - T-W TYPE A NOSE DETAIL SWILL BE USED WITH CG-3 d: CG-7 STANDARDS. Type A TYPO a SECTION B-B TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 STANDARDS. se4ed a .0. lo, a 7 a -a GALVIN= PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF W 3W NOSE DETAILS CONNECTORS AND 15 TO BE ANCHORED WITtt 1/2- X e- STUD SHEAR WELDED TO BENT PLATE 2' C-C. e i tw DI-3A of-3B DI-3C Aesr. ra.. L-y L 1 L- I y '• - - - H- H _ I 1 I I I DETAIL WHEN USED 1�� 11I �EMTGTO CURIS UTTER Fv a. m grades Fewh""ildesb i be gmrt,etri r 'I Sheet 1 of 2 STANDARD CURB DROP INLETrE 12"-30" PIPE MAXIMUM DEPTH (H)=B' VIRGINIA DEPARTMENTof 23,1 ta'0B TRANSPORTATION 3OZ 8- did. sdrd* 40 steel pipe awith m and ed pointed yellow br $' T 2' 18" die. concrete DOL ARD DETAIL direction of Setting to be approved prior to Installation I as required _ I rconcrert. pad 1'-V sq. x V deep FIRE HYDRANT ASSEMBLY Figure 9 mechonicol joint swlva is. idh V branch top of manhole at grade in pavement areas unless otherwise directed Y'$ (top shall be eel 24' hen above grade In easement areas) square shed pad r thk:k- 3/4• x 2' blriyl 3/4' concrete anchor tattle (4 each) adjuebnem Hoge (11• max.) -L •,a concrete ASTMG150- 40M psi ' 4 TI- 1r or-(yP.> weterproor COatkg CS 65 by Conveel A V nominal aim RV 30 butyl joint sealant applied between joints and on extedor side of joins jolme are to be Settled wNh'O' dnp gasket % W-O' verlable I.D. - pipe to manhole connection to be by Flexible weave Invert channel to provide a 3-0' rah smooth transitionIn to out. foran connecdons • .: ' Z-V max. 4'-0' max. precast inert or grout :`Irk, •�,/:•^: �.% `.' : • . j, tap of berch W91l same eay. as bottom aform chemel-'-- „b.. �;� D/2 •<�e?�; a.Ji tap of PIP, .rijin B- bedding at NOTES: 1. Manhole Section Mal have an external coaling of approved polymer film water proofing prior to Installation, 2. H adjustment elevation exceeds two Inches use concrete adjustment rings with a exterior coating of water proofing. 3. Final slope adjustment of manhole Lune may be by shims and rarrMrink grout. 4. Shed pad to be placed around marnholes located In Shoulders of roads. 6. Flat top casting shall be used on shallow manhole (4 ti or less) Installation. STANDARD MANHOLE Revised Figure 12 Oct 2003 DI-1 )J SECTON STE0.-}-)f SE CAST IRON 12ij'x21lI'x)(' 1'-3)¢'r I Lugs to be 10'-e W, coat with collar -- one undid a 1B NOTES 1• DEPTH OF INLET (H) TO BE SHOWN ON PUNS A A FOR DEPTH GREATER THAN To' USE STANDARD '•li I L J optional (V Weld Brace Ribs 2. THE ?1' DIMENSION SHOWN ON THE STANDARDS oonnscton 43.81be. 88t3 tbs. I AND SPECIFIED ON THE BANS WILL BE W valor Including including N MEASURED FROM THE INVERT OF THE OUTFALL _.. corr. Inge PIPE TO THE TOP OF THE STRUCTURE CALV STEEL or I PLAN "N' DIMENSIONS ARE APPRO)OVATE ONLY FOR ESTIMATING PURPOSES W THE ACTUAL j§'x1J¢'x4' toga DIMENSIONS SHALL BE DETERMINED BY THE )j;'x4• Stud Shear CONTACTUR FROM FIELD CONDITIONS. _ connectors _ 4 -2r 9jj' I 3. THE INVERT IS TO N SPECIFIED ON THE BE SHAPED ACCORDANCE WITH STANDARD 11 G-1. THE COST OF FURNISHING AM PLACING ALL SECTION B-B MATERIALS INCIDENTAL TO THE SHWNG IS TO BE PLAN INCLUDED IN THE BID PRICE FOR THE STRUCTURE (Grate Ret-wid) -P%• I t - 1 4. N THE EVENT THE INVERT of THE O THE PIPE 6 HHIGHER THAN TINE BOTTOM OFF THE STRUCTURE, THE INVERT OF THE STRUCTURE N SH111 BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING OR PONDING OF WATER 2x. N THE STRUCTURE. THE COST OF FURNISHING AND PUCItKi ALL MATERIALS INCIDENTAL TO DIMENSIONS FOR THE StHAPIFIG 6 70 BE IHCUIDW N THE BID GIST IRON ONLY PRICE rOR TINE STRUTU CRE 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0' OR GREATER. FOR DETAILS SEE STANDARD ST-1. 4'-2" e. THIS REM MAY BE PRECAST OR GASP IN PLACE. 2'-7" - * 3 01 . weep hale � , � n 7. =X8' SMOOTH DOWELS AT APPROXDNTELY ,V2' 1 6 12 C-C TO BE PLACED IN AL AREAS ADJACENT TO ABUTTING CONCRETE TO PREVENT min. }�f� corer J•• • 2 ADJACENT TO ABUTTING CONCRETE TO PREVENT SETTLEMENT. IN LIEU OF DOWELS A 2' X 4' H ---l. / /� _T NOTCH MAY BE PROVIDED. SEE STD T-DI-3.4 lilt a- .Wih T FOR ALTERNATE DESIGN. §$tlf 12 ,Y-tor'-10•ar 24' C C- S. 3' DIAMETER WEEP MOLE TO BE LOCATED 70 DRAIN SUBBASE MATERIAL WEEP HOLE WITH �j tD L U�� . ••,. I �� I 12X12• PLASTIC HARDWARE CLOTH 1/4- MESH OR GALVANIZED STEEL WIRE. MINMUM WIRE _ DIAMETER 0.03' NUMBER 4 MESH HARDWARE E L- •' a ' .RI IRI'RI �L''��t1jIR L�''�jITII R' xN OF THE STRUCTURE RYLY TO THE OUTSIDE {I IJ IJ U LJ U� U 9. CAST IN PLACE CONCRETE IS TO BE CLASS A3 SECTION A -A (3goo �). PRECAST CONCRETE IS TO DE CONCRETE QUANTITIES FOR MIN. DEPTH t• - 1 i 10. xrc ALTERNATE NETFaos of ANCHORAGE MEETING THE APPROVAL OF THE ENGINEER 12' aonc• pipe-•1.440 C. Ydr. Cpacnte MAY BE SUBSTITUTED FOR THE CAST IRON 15' c- pipe-I.52a Cue Yd.. Concrete LUGS AS SHOWN HEREON. tor• axxxt PIP,-1.620 Cu YA. C-.t. T 24• ¢pq, pipe-1-017 Cu Yd, Conant, Add 408 Cu Vile, pr oddly-1 foot pl depth. SECTION C-C SECTION D-D GRATE DETAIL APPROXIMATE WEIGHT Cost Iron Grate 383 t 18 tbs, STANDARD DROP INLET REFERENCE 12"-24" PIPE MAXIMUM DEPTH (H)=10' VIRGINIA DEPARTMENT 302 t04.01 TRANSPORTATION O.I 17emro1 oxic, ee. not select bock MIS) elect backbit ore) O.D. wool bockfin note) z x W W z O W 0 in IZO CO ,�....r1 1-I a] c6rr C�2 CO U In to ttoI rn Q) z > x ' 'J' �� W �) �I , W� o4� a�bn Ur� s-d r --- Z, w Thy N Q) O Q) >l Lj fit .� 7 w U2 rz cc-11 + U Street approach same (rodlus to be as surfacing as moinl'me Mown on pions) A� roadway (Radius to be as Z VBHH77.158HC-11-77 ---- la shown on plans) O 2'custom seller ] JCRodia omblfatkm 2 0 (meter by F(SA) SrD CG-12-_\ `_ curb and gutter / L4.',J r� cast In place access standard list top 9X \ (SVd. CG-a) �/ I I B V ) door, centered in for 4' diameter top (sea opts l) manhole at property fine fiNMetl varies 4 StoEWwc 6' ®t 6' Cbes7ES(seenote2)gradeOplbnol FTo+s Unetl ' •--�- �„I Skid 13atl teExpansion ---- u I - Expansion Joint nt 1 roadway box -- A _-__I SECTION C-C E 3' deer section for 4' Note: Width W 2'-0" or m Mainline roadway 2' CTS poyethyiene R diameter menhote shorn on i)rplaol aaclbn. tubing (PET) 200 pal met r cutouts PLAN VIEW w/ SS Inserts at all with connection saddle with 2' min. corporation stop r , sold su 10' Parabolic Curve M Construct Grade changes with a F4 water main PPort bloc Edge of shoulder -•r-� g parabolic curve. under custom setter or tonal Flow Line ✓ MOx. B's[me�edding °P' Slope Cho e ® D When )S)tV CG-11 Is used fa entrances built �r bell valve curb atop such PJ C14M wl SS Inserts Mointns Roadway - notetfesdonorinq VDOT projects, plesA /r�4 (CTS) both ands [844-7rY and MIP plastic plug 87c Max I-1 ] gate Slope Cho ® p XXMoinn- pavement shall be constructed w/ SS Inserts); with 2" to the R (ins exce t su od• valve operating nut ) I �_ D /w ( p °nY b , 40' Mln. for Sinst Connection etabiraat on required for moinrine pavement which can be omitted in NOTES: 20 Desirable for Commercial Entr, the entrance.) 1. Access door shall be b Halliday Products S' Mln. Y Y Radial curb or combination curb or our approved equal: SECTION A - A and gutter what not be constructed a) In non -traffic area -model no. S1Fi?030 M1 replacement6yopuR line except for OP �? b)Inl�c area- model no. H1 R2424 3uidelines for Grade Change D 8' CG-3 or CGWhen used I-7. loco on this ion with j. 2. Water SeMCe Crossing street: Errbonce Volume Desirable M-lmum T a1 En ad In f1 diameter SCFH40 PVC a SDR21 pipe. Standard be adjusted match the The piping shah run from ona foot beyond eidewally Mgt (mom than 1500 VPD) 0 X 3 % curb configuration. across street, O am toot beyond sidewalk. 1� b) Install l2 gauge Insulated copper who (for line tracing) Medkrm •500-1500 VPD) ! 3 R 6 X See Standard CG-12 for Curb Romp design U RriT T-V,.I, �T1171V1T /��. CUTOUT DETAIL from core. stop to into the meter box I wrap wire around to be used with this Standard. 1 UNG N1i11 / lUKUSUMA (typical) Corp. stop; wire to be teped to top of PET at 10 foot Low (less than 500 VPO) ! a % a X ® When the entrance aan -at accommodate �+ Intervals; come up Into meter box and terminate level the turning requirements of oriMlpoled henry No. 026715 f with angle ball veNej. tncreas� the consideration a a�k1 ro� to Optional If 7Inches. X Opibna 1lowtna may he used for entrances in cut "clime. 1 1/2' and 2' METER INSTALLATION Revised Optional flowrin• may require warping at a ZONAL portion of gutter to preclude ponding of water. FlgureB Oct 03 SREF RENCEN METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS 502 AND COMMERCIAL ENTRANCES VIRGINIA DEPARTMENT OF TRANSPORTATION 203.04 ROADSIDE SIGN WIRE MESH REINFORCING W(P X W(o 8"i T CLASS A-3 CONCRETE 6 SASE 21-A COMPACTED SU5GRADE (COMPACTED TO'55% DENSITY AT OPTIMUM MOISTURE CONTENT, VDOT 5TM-1 METHOD) TR,45�4 PUM 5TEF FAD (NOT TO SCALE) 22' i! PS ? V \I V �l I 8" REINFORCED CONCRETE 2" x 4" HORIZONTAL BEAM 12 GATE EACH SIDE 4" x 4" END POST 1" x 6" SLATS 4" x 4" END POST 2" x 4" HORIZONTAL BEAMS 1'-0" TURN DOWN EDGE OF SLAB AS SHOWN IS 1'-0" 2'-6" tie REINFORCED 1'-0" x 1'-0" CONCRETE SLAB (8" THICK) SECTION A- A NOTES: 1. ALL LUMBER TO BE PRESSURE TREATED. 2. WOOD FENCE TO BE PAINTED OR STAINED TO MATCH BUILDING. DUMPSTER SCREENING DETAIL N.T.S. 0 2'-0" 2_ 2' 2'-9" 6'- 0" 2'-9" L- LEAVE 1" GAP BETWEEN FENCE DATE: JAN. 30, 2004 ENCASE EACH POST IN AND CONCRETE CONCRETE AS SHOWN SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 6 OF 11 � � ( } 9 � §% { �4 e,-- NT l,- 'VE.E — x— 6q5 �;f:I.ME 675 670 -• 655 1 6-15 1 670 1 - _ _.... -_ _. 665 __v. Z a __.. ...._._..�_.�._.�___-•�.-_ - _ _ . _..__. .... .... ..__.. 665 6+00 6+50 7+00 7+50 8+00 8+50 q+00 q+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 SIGHT DISTANCE PROFILE BASED ON 35 MPH DESIGN SPEED SCALE : HORIZ. I"=50' VERT. I"=5' J MES E. MYE `5 (VALLEY GYGLE5) Zc, !I© : M{ THY. ID ;# - 64-A, 15gp T. # Ioc12 (0'' Q' RIV' fit 0 r - I � it OX �� rn "Oi5i11 l z)- , �roC) ro� y x n O � ►;z��. oj3, O _ X = N X « O x 30 "��° x "4 c50' 51GH DI5TANCE � =- - Cc%ivi U) r O u �'' SIGI-It IStANC��' 3 jt o� r 00 � p c� n Vill rn Q4 r rt o d ' v / x V V ►.ri a+ / O G n -r rnU v - N � c5l d = � Ul .-ju, OFF 51TE D I STANCE _ E5M'T, x w Ar „SO 1 54 O 674.70 cg NV o m \, V9 G3 l r t 8 o .f Assoc - O `T- _ O SF I C CO 1 A=103� ° 5\.` Cl G6 INV=671.5' °4 350' 51GHT D 15TANCE 40 0 40 GRAPHIC SCALE (IN FEET) S3 r� rrt_, GRAPHIC SCALE ^� (IN FEET) �r INV=677b,,86 / 52 �5' SRRL w LEGEND i --Z �� " • = 4" GLEANOUT =ROOF-DR�rtN PROJECT: Winchester Harley Davision COUNTY: Frederick DESCRIPTION: Site Plan DIST: INCREM. ( ACCUM ROOF DRAIN DESIGN COMPUTATIONS IMPERIAL UNITS HYDROLOGY FROM POINT TO POINT DRAIN. AREA SF DRAIN. AREA SF LENGTH FT SLOPE FT/FT DIA. IN. CAPACITY SF INVERT C1 C2 13504.00 13504.00 71.30 0.0100 8 16429.00 674.70 C2 C3 1742.00 15246.00 11.40 0.0100 8 16429.00 673.99 C3 C4 13504.00 28750.00 83.50 0.0100 10 29571.00 673.87 C4 C5 0.00 28750.00 21.21 0.0100 10 29571.00 673.04 C5 C6 0.00 28750.00 125.80 0.0100 12 47571.00 672.83 C6 DI-3B 1037.00 29787.00 70.78 0.0100 12 47571.00 671.57 670.86 x z x � I W W Z z Q� Wain >' CO cc\", 00 �' � a �� z a bio x W 4 �L U 0) N N � o w rn O Y) N Q H Op 1'I v TUNG NIM ADIIIKUSUMA' No. 026715 `SIGNAL H F ) Q O J �D IJ-I E-- � or 0 � w w Q a w w w E c F� Q W X E- V �!1 z 3: DATE: JAN. 30, 2004 SCALE: AS NOTED FILE NO. 0518W SHEET 7 OF 11 1 3 PLA5TIG 5OLUTION5 INC. I I FLAT ROOF RECT. TRASH RACK TOP PRII R15ER = 4'X4' MODIFIED JB-I R15ER 30 LF-18" EXI5TIN6 RGP ALL CONCRETE TO BE GLA55 A3 IF GA5T IN PLACE, 4000 P51 IF PREGA5T. FOR COMPLETE INFORMATION 5EE VDOT ROAD AND BRIDGE 5TANDARD5 VOLUME ONE, H16 A 5EGTION - POND R15ER NTS 664.10 // IBUOYIANGYR PLA5TIG SOLUTIONS ING. FLAT ROOF REGT, TRASH RACK fi ROVIDE GALVANIZED BOLTS TO HOLD THE TRA5H RACK INTO THE RISER PER MANUFACTURE RECOMENDATION 100 YR W5 ELEV. = 66q.50 N 10 YR W5 ELEV. = 668A3 2 YR W5 ELEV. = 668.46 (9" VALVE MODIFIED J6-1 R15ER 6ALV. GA5T IRON PIPE 5GREEN R-15I6B (18" WIDTH) /NEENAH FOUNDARY COMPANY. ANCHORED TO RISER 5TRUGTURE J-6 DIP DETWATERIN6 PIPE 614.15 DowEt-- r�CP1cA-L. ■ ■ STORM WATER MANAGEMENT POND RISER DETAIL PROJECT: Winchester Harley Daviston COUNTY: Frederick DESCRIPTION: Site Plan DIST: STORM SEWER DESIGN COMPUTATIONS IMPERIALUNITS HYDROLOGY 6ALV. CAST IRON PIPE 56REEN R-15111B 118" WIDTH) NEENAH FOUNOARY COMPANY. ANCHORED TO R15ER 4'-0" 5TRUGTURE 'r UNIN mom 6" DIP OEWATERIN6 PIPE VALVE 0 3/24/2004 SHEET I of 1 TO POINT DRAIN. AREA ACRES RUNOFF COEFF. C CA INLET TIME MIN. RAINFALL INTENSITY IN./HR. RUNOFF Q C.F.S. INVERT ELEVATIONS (ft) LENGTH FT SLOPE FT/FT DIA. IN. n CAPACITY C.F.S. VEL. FPS FLOW TIME SEC. REMARKS FROM POINT INCREM. ACCUM. UPPER LOWER 6.70 6.70 36.21 37.81 672.09 671.18 671.28 670.26 161.70 183.90 0.0050 0.0050 36 36 0.013 0.013 47.16 47.16 7.3 7.4 22.1 25.0 Ew-1 DI-3B S4 S3 7.72 0.70 5.40 5.40 5 5 S3 S2 0.30 0.80 0.24 5.64 6.70 40.04 670.16 669.83 65.00 0.0050 36 0.013 47.16 7.5 8.7 DI-3 B Roof Drain S2 S2 S1 0.68 0.39 0.90 0.85 0.61 0.33 0.61 5.98 5 S6 S7 S7 S8 S9 0.23 0.21 1.30 0.03 0.16 0.70 0.55 0.75 0.40 0.85 0.16 0.12 0.98 0.01 0.14 0.16 0.28 0.98 1.26 1.40 5 5 5 5 6.70 6.70 6.70 6.70 1.08 1.85 8.47 9.38 673.50 _ 673.13 668.49 668.1 673.33 668.99 668.37 667.53 33.95 70.22 23.55 128.79 0.0050 0.0590 0.0050 0.0050 18 18 24 24 0.013 0.013 0.013 0.013 7.43 25.51 16.00 16.00 2.9 8.3 5.1 5.3 11.8 8.4 4.6 24.5 DI-3C DI-3C D-3 DI3B S5 S6 EX S7 S8 10.52 667.33 667.23 20.00 0.0050 24 0.013 16.00 5.4 3.7 DI-3B S9 Slo 0.20 0.85 0.17 1.57 5 6.70 EX 12 0.93 0.70 0.65 0.65 14 4.60 4.60 2.99 18.68 664.49 663.30 84.00 0.0142 18 0.022 7.40 4.2 20.1 SEE NOTE I EX 11 SWM EX 12 3.41 4.06 14 PER HYDRAULIC GRADIENT NOTE 1-FISTING 18" FROMSWM TOEX 12 IS ADEQUATE COMPUTATIONS UNDER PRESURIZED FLOW CONDITIONS PROJECT: WINCHESTER HARLEY DAVIDSON HYDRAULIC GRADE LINE COMPUTATIONS 3/17/2004 JUNCTION LOSS Inlet Outlet Final Water Rim Inlet Water Do Qo Lo Sfo Hf Vo Ho Qi Vi QiVi Vi^2 Hi Angle Ha Ht 1.3Ht 0.5Ht H Surf Elev Elev. Str. Surf Elev (ft) (in) (cfs) (FT) (%) (ft) (fps) (ft) (cfs) (fps) 2g (ft) (deg) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) 18 18.70 84.00 3.17 ?.66 4.20 0.()7 15.70 4,20 65.94 0.27 0.10 0 (}.0() O.16 0.1.6 �).08 2,74 s ` 568 Y-1 664.50 YE Iq/\ P CSC C N s7_0,�IV S f s ,,,e. hYie1" r .br t s Sri m , tk r ¢ ;:Fb' • 9^ E. f� } t'4 1" .z i i iPIS 1 Jy � '-s�Q&7m 4' "�v �§.'*Y =°va _. px `S 3 'ti f+:' etry9Ry��R h4� r2 .'8, �3 Arm, Rational _ _ 11.84 1 T _ _ 5.00 6_520 , __ - Predeveloped_ Site Runoff_ Rational 11.05 1 5.00 6,083 Predeveloped Offsite Runoff _ Combine 22.89 1 5.00 12,362 s 1, 2 Predeveloped Combined Runoff Rational Rational 17.39 20.65 1 1 5.00 9,576 i 5 00 11,366 - Post developed Onsite To Pond Post Developed Offsite Runoff To Pond Combine 138.04 _ 1 ----_ 1 5.00 20,542 ' 4, 5 n Rational Rational ~Reservoir 2.70 2.881 1 5.00 1,484 3 5.00 1,583 T- mm Predeveloped Onsite Uncontrolled ' Post Developed-Onsite-Uncontrolled 14 56 1 13.00 16,789 1 6668.46 J� 21,391 Pond-1 Ouffall � a yrh � � � N 5-7-0 j'M INLETH.TXT PROJECT Winchester Harley HEC12 Version: V2.91 Run Date: 01-26-2004 INLET NUMBER S2 LENGTH 8.0 STATION DI-3B DRAINAGE AREA = 0.380 ACRES C VALUE = .850 CA = 0.323 SUM CA= 0.323 INT= 4.00 CFS= 1.292 CO= 0.000 GUTTER FLOW= 1.292 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0230 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 5.24 2.0 0.38 0.0830 3.6 0.84 3.4 0.143 0.143 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 7.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.29 CFS CARRYOVER= 0.00 INLET NUMBER S3 LENGTH 12.0 STATION DI-3B DRAINAGE AREA = 0.490 ACRES C VALUE _ .800 CA = 0.392 SUM CA= 0.392 INT= 4.00 CFS= 1.568 CO= 0.000 GUTTER FLOW= 1.568 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0.0670 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.62 2.0 0.76 0.0830 1.2 0.98 2.4 0.099 0.164 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 11.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.57 CFS CARRYOVER= 0.00 0 INLET NUMBER S5 LENGTH 6.0 STATION DI-3C DRAINAGE AREA = 0.190 ACRES C VALUE = .700 CA = 0.133 DRAINAGE AREA = 0.190 ACRES C VALUE = .700 CA = 0.133 FOR THE FIRST SIDE SUM CA= 0.133 INT= 4.00 CFS= 0.532 CO= 0.000 GUTTER FLOW= 0.532 FOR THE OTHER SIDE sum CA= 0.133 INT= 4.00 CFS= 0.532 CO-- 0.000 GUTTER FLOW= 0.532 AT THE INLET SUM CA= 0.266 INT= 4.00 CFS= 1.064 CO-- 0.000 GUTTER FLOW= 1.064 GUTTER SLOPE = 0.1250 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT SPREAD AT A SLOPE OF .125 (ft./ft.) AND 0.53 (cfs) IS 1.35 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.60 H (ft) = 0.458 DEPTH OF WATER (ft) = 0.13 SPREAD (ft) = 6.36 Page 1 INLETH.TXT INLET NUMBER 56 LENGTH 4.0 STATION DI-3C DRAINAGE AREA = 0.110 ACRES C VALUE = .550 CA = 0.060 DRAINAGE AREA = 0.110 ACRES C VALUE = .550 CA = 0.060 FOR THE FIRST SIDE SUM CA= 0.060 INT= 4.00 CFS= 0.242 Co= 0.000 GUTTER FLOW= 0.242 FOR THE OTHER SIDE SUM CA= 0.060 INT= 4.00 CFS= 0.242 CO= 0.000 GUTTER FLOW= 0.242 AT THE INLET SUM CA= 0.121 INT= 4.00 CFS= 0.484 CO= 0.000 GUTTER FLOW= 0.484 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT SPREAD AT A SLOPE OF .010 (ft./ft.) AND 0.24 (cfs) IS 1.61 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 7.60 H (ft) = 0.458 DEPTH OF WATER (ft) = 0.09 SPREAD (ft) = 4.39 INLET NUMBER 57 LENGTH 4.0 STATION DI-1 DRAINAGE AREA = 0.015 ACRES C VALUE = .400 CA = 0.006 DRAINAGE AREA = 0.015 ACRES C VALUE = .400 CA = 0.006 FOR THE FIRST SIDE SUM CA= 0.006 INT= 4.00 CFS= 0.024 C0= 0.000 GUTTER FLOW= 0.024 FOR THE OTHER SIDE SUM CA= 0.006 INT= 4.00 CFS= 0.024 Co= 0.000 GUTTER FLOW= 0.024 AT THE INLET SUM cA= 0.012 INT= 4.00 CFS= 0.048 CO= 0.000 GUTTER FLOW= 0.048 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) AND 0.02 (cfs) IS 1.99 (ft.) XXXXXXXXXX GRATE INLET IN A SUMP XXXXXXXXXX DEPTH OF WATER (ft) = 0.01 SPREAD (ft) = 0.73 Grate operates as A WEIR 0 INLET NUMBER S8 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.160 ACRES C VALUE = .850 CA = 0.136 SUM CA= 0.136 INT= 4.00 CFS= 0.544 CO= 0.000 GUTTER FLOW= 0.544 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0240 FT/FT SPREAD W W/T SW SW/SX EO a S'W SE 2.62 2.0 0.76 0.0830 3.5 0.99 3.4 0.142 0.166 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX Page 2 Reservoir Report Page 1 Reservoir No. 1 -Pond-1 -- -, Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage 'fable Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuff) 0.00 664.75 00 0 0 0.25 665.00 3,458 432 432 1.25 66F.00 4,852 4,155 4,587 3.25 668.00 7,654 12,506 17,093 5.25 970.00 10,948 18,602 35,695 Culvert / Orifice a?1tructures Weir Structures [A] [B] [C] [D] [A] [Bl [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len ft = 16.00 30.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El. ft = 667.50 669.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. ft = 664.75 0.00 0.00 0.00 Weir Type = Riser Rect --- --- Length ft = 55.0 0.0 0.0 0.0 Multi -Stage = Yes No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Note: All outtlows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil . Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 664.75 0.00 --- --- --_ 0.00 0.00 0.00 0.25 432 665.00 0.00 --- --- -- 0.00 0.00 --- --- --- 0.00 1.25 4,587 666.00 0.00 --- --- 0.00 0.00 --- 0.00 3.25 17,093 668.00 13.07 --- --- --- 13.07 0.00 --- --- 13.07 5.25 35,695 670.00 18.04 --- --- --- 17.82 99.90 --- --- 117.72 OEsI&IV 5`7"oX141 INLETH.TXT REQUIRED LENGTH (ft) = 4.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.54 CFS CARRYOVER= 0.00 INLET NUMBER S9 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.200 ACRES C VALUE = .850 CA = 0.170 SUM CA= 0.170 INT= 4.00 CFS= 0.680 CO= 0.000 GUTTER FLOW= 0.680 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0260 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.15 2.0 0.63 0.0830 3.2 0.98 3.4 0.140 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 5.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.68 CFS CARRYOVER= 0.00 - ---------- INLET NUMBER S9 LENGTH 6.0 STATION DI-3B DRAINAGE AREA = 0.200 ACRES C VALUE _ .850 CA = 0.170 SUM CA= 0.170 INT= 4.00 CFS= 0.680 co= 0.000 GUTTER FLOW= 0.680 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0260 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.15 2.0 0.63 0.0830 Z O U) W a x Z x W W Z � � W C\2 O u7 � C\2 00 -d- C�+ G 'q 0 04 CQ 00 CO U U to 51: x I M I Lo� 0 0 W>N Q) Q) I W 4 a UO to 10 to ­4 E- o� A a) o W (lI 0 ,TH OF or �, J� U TUNG N ADIMSUMA� 1-0 No.026715 0�S3j2�1�� SIGNAL U) Z z 0 O H Cov/ � Q 0 U W C� z_ � Q Q Q W Z tJ W W 4< z ( Rational 15.19 1 5.00 8,363 _redeveloped Site Runoff -------- ------------•-- ------ •------------ -~- --~~~~----- Rational 26.03 1 5.00 14,329 j Predeveloped Site Runoff Rational 14.17 1 5.00- 7,803 i Predeveloped Offsite Runoff - •--- -•-•-• ----._.-.__ P ff_ _n Rational 24.29 1 5.00 13,369 - DATE: JAN. 30, 2004 Combine 29.37 1 5.00 15,857 1, 2 i Predeveloped-Combined Runoff r ------ - --------..-. .___ .__._-______. ,.__.._� Predeveloped Offsite Runoff _1 -t---- - - - - -� Combine 50.31 1 5.00 27,170� 1, 2 m � � Predeveloped-Combined Runoff Rational _ 22.31 1 i- 5.00 12,283 1 Post developed Onsite To Pond -- - -- -- -- f - - _ evel_____.___._._ ..,._ _..._ - Rational { 38.23 1 5.00 21,046 -T s Post developed Onsite To Pond Rational 26.48 1 5.00 14,579 Post Developed Offsite Runoff To Pond --•• -- -- -'-_- --- _ --T�-� _ _ p SCALE: N/A ._._--- --- _.. ___. _,_._..-__ _. _. _. __.__ .„_. __.._,.____ Rational 45.38 _,..___._,___ __. __ 1 5.00 24,980 I F'OSt Develo ed Offsite Runoff To Pon Combine 48.79 _ 1 5.00 _2_6,3_4_9 4,5 _ Rational 1 3.46 1 5.00_ 1,904 - Predeveloped Onsite Uncontrolled Combine 83.61 1 5.00 45,147 4, 5^ ! _ _ _ _ _..__ _ Rational 5.93 1 5.00 3,262 E Predeveloped Onsite Uncontrolled DESIGNED BY: ML Rational 3.69 -1 5.00 2,031 _ Post Developed-Onslte-Uncontrolled. ---- - - - -- -- - - -- - - - __ _ -_� - -t- Rational 6.32 1 5.00 3,480 Post Developed-Onsite-Uncontrolled Reservoir 15.70 1 14.00 22,597 6 668.93 25,754 Pond-1 Ouffall --•--•-------------•-------------_-�- _ _ Reservoir 53.28 1 10.00 41,395 i 6 ( 669.5 Pond-1 31 088 �_..... Outfall FILE NO. 0518W SHEET 8 OF 11 ate.-,.ms �..w.;nv��n „�xcm�.u�:,raa?.nau�.a�:,,sw. masxaaas:""*'"..�:..r�.-�:x�:z.�.u�.a,.-�:avre.�.�.,..,,.veabw.:. . - ,. �.----'_'"--. .....cflxzm... -. ... :.ma's �'s-a?.u...a.�J-.:.,F. .,�a,. fwimc. �-,x.-�z�+�.u�'a,.•z,.-sx.c'N;�,ZAsasas.•a"asa��anw.�.fl..>,. __._-^`-"�"" - _ _...-__._. _.... 19 2004 & yd. No. I - Rational - 10 Yr - Op 15.19 cfs - Precleveloped Site Runoff Hyd. No. 6 - Combine - 10 Yr - Op 48.79 cfs - Hyd. No. 1 - Rational - 100 Yr - Qp = 26.03 cfs - Predeveioped Site Hyd. No. 6 -Combine - 2 Yr - Op H 38.04 cfs - Runoff Hyd. No. 6 -Combine - 100 Yr - Op 83.61 cfs - 40- 50-- Hyd. No. 1 -Rational - 2 Yr - Qp 11 .84 cfs - Precleveloped Site Runoff 20-------. 10 30---- 25- 80-- M% 15 AU 30- - -- --------- --- 160- O__ 20- ...... 10----- 20- - - 40- - - -- - - -- o - 1L ......0-- 1O__ ---------- --- -- ------ - ------ 10- 2 Q LO 0- 5- \4 1 0 0 0 1 0 CO CO 00 CO cv 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 CO tzo 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 0.0 0.1 0.2 0.3 0.4 0.5 0.'6 0'7 0'8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.01 Time (hrs) Time (hrs) Time (hrs) Time (hrs) 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) > c\j Time (hrs) Hyd. 4 Hyd. 5 Hyd. 6 Hyd. 1 Hyd. 4 Hyd. 5 Hyd. 6 Hyd. 1 Hyd. 4 Hyd. 5 Hyd. 6 LO C\2 tt C) Hyd. No. 2 -Rational - 10 Yr - Op 14.17 cfs - Precleveloped Offsite LU Q) r-I W. , 0 4 c c - LO Hyd. No. 2 -Rational - 2 Yr - Qp = 11.05 cfs - Precleveloped Offsite Hyd. No. 9 -Reservoir - 2 Yr - Qp 14.56 cfs -Pond-1 Outfall Runoff Hyd. No. 9 - Reservoir - 10 Yr - Op . 15.70 cfs - Pond-1 Outfall Hyd. No. 2 - Rational - 100 Yr - Op = 24.29 cfs - Precleveloped Offsite Hyd. No. 9- Reservoir- 10OYr-Qp=53.28cfs -Pond-1 Outfall a4 (D Runoff Runoff 100- LO (D E- 20- 1/10- hNN (D 60- 1O_____ ® y 30 20- - 0 5- 20-- 40- 5-- 10- 10- ....... . .. 2 5- 0 0 L i 0.0 0.1 0.2 0.3 0.4 0.5 01 0 --- 0/1 I\ I 1 0.0 0.1 ------ =� I i _-_� 0.6 0.7 0.8 0.9 1.0 0.2 0.3 0'4 0'6 0.7 0.8 0.9 1.0 1.1 0.0 0.1 0.2 0.4 0.5 0.6 0.7 0.8 0.9 1.1 1.2 09 1 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) 0.0 0.1 0.2 0.3 0.4 z Time (hrs) I Time (hrs) Time (hrs) 0 Hyd. 2 Time (hrs) Time (hrs) Hyd. 6 Hyd. 9 . - I - 11.1 - 1-1-1-111- 1-- 1--."'--'-,--�Ir'-�-�.,-- / Hyd. 6 Hyd. 9 Hyd. 2 Hyd. 6 Hyd. 9 Y) / Hyd. 2 Hyd. No. 3 - Combine - 10 Yr - Qp = 29.37 cfs - Predeveloped-Combined Hyd. No. 3 -Combine - 2 Yr - Op = 22.89 cfs - Predeveloped-Combined Runoff Hyd. No. 3 - Combine - 100 Yr - Op = 50.31 cfs - Hyd. No. 4 - Rational - 100 Yr - Op = 38.23 cfs - Post developed Onsite Runoff --- Predeveloped-Combined Runoff To Pond 60-- 25- 20--- 40­----- C3 20- 1O__ - 20-- 10- 10- OP 0 0 1- 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 j 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 ---------- t - - ---------- t ----------- 1 Time (hrs) Time (hrs) 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 I Hvfi 1 A Rwrl 9 A ""'i q Time (hrs) Time (hrs) TOG N ADHXUSMA' Hyd. 1 ®Hyd. 2 Hyd. 3 Hyd. 1 Hyd. 4 No. 026715 Hyd. No. 4 -Rational - 10 Yr - Qp = 22.31 cfs -Post developed Onsite To j? Hyd. 2 Hyd. 3 1_5 0 Pond U .4 No A - Rational -9vr-nn=1739cfs - Post developed Onsite To y Pond 5 - Rational - 100 Yr - OP = 45.38 cfs 20--- ... ....... 0 40- -------- ------ 15 - - ------ 0 0 10- - JO___ 20 0 5 0 0 5_ 0 0 0 T 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 1.8 3.6 5-4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 0 Time (min) 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) Hyd. 5 Hyd. 4 Time (hrs) Hyd. 4 5 - Rational - 10 Yr - Op = 26.48 cfs V) 0 5 - Rational - 2 Yr - Op = 20.65 cfs 25- --- U-) 0 0 10- 5-- V) 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 7- < 0 Time (min) 0.0 1.8 3.6 5.4 7.2 9.0 10.8 12.6 14.4 16.2 18.0 Hyd. 5 CD Time (min) Hyd. 5 LU 0 0 (D 'T 00 0 cn (D 0 x Y J f� �1.pp4.ek lri-!p {V-1,'g �.���-®ry- r �l-iY V[4 tttlV !ff VEL0--rPM�E V C l L,AN 5C,zAPING NOTE5 x p Z x I. TOPSOIL SHALL BE FERTILE, FRIABLE, NATURAL TOPSOIL OF A LOAMY CHARACTER WITPOUT ADMIXTURE OF CLAY, �I j HARDPAN, MULCH, MARL, SPELL, OR FINE SAND AND CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT SHALL BE FREE OF STONES, LUMPS, PLANTS OR TPEIR ROOTS OR SEEDS, STICKS, AND OTHER EXTRANEOUS MATTER AND W AND SHALL CONTAIN NO SUBSTANCE OR MATERIAL INPIBITORY TO PLANT GROWTH. W GEORGE GLAIZE JR. 2. ALL DISTURBED AREAS NOT CONTAINING BUILDINGS, PAVEMENT, SIDEWALK, OR LANDSCAPING SHALL BE TOPSOILED ZONED : E32 TO A DEPTH OF 4", FERTILIZED, AND SEEDED OR SODDED IN ACCORDANCE WITH THE SPECIFICATIONS FOR TAX ID - ro4-A-159E PERMANENT VEGETATIVE COVER IN TPE VIRGINIA EROSION AND SEDIMENT CONTROL MANUAL. USE: VACANT 3. NURSERY GROWN SOD IS ACCEPTABLE AS AN OPTION TO SEEDED LAWN. SOD SHALL BE MACPINE CUT AT A W o UNIFORM SOIL THICKNESS OF ONE-HALF INCH (1/2"), PLUS OR MINUS ONE QUARTER INCH (1/4"), AT THE TIME OF 00 CUTTING. MEASUREMENT FOR THICKNESS SHALL EXCLUDE TOP GROWTH AND THATCH. SOD SHALL BE IN ROLLS NO > C\2 - ---•- LESS THAN TWELVE INCHES (12") WIDE AND FOUR FEET (4') LONG AND NOT MORE THAN SIX FEET (6') LONG. a .� co COp .•, � U --------_ _ cv GRASS BLADES WILL BE CUT TO A UNIFORM LENGTH. THE GRASS SHALL BE WELL ESTABLISHED (AT LEAST ONE ko T YEAR OLD), VIGOROUS, WEALTHY, AND GROWING. IT SHALL BE FREE OF DISEASE AND NOXIOUS PERENNIAL WEEDS. of Q SOD SHALL BE OF GOOD AND HEALTHY COLOR W14EN DELIVERED. ROLLS AND STRIPS WILL BE FIRM AND SOLID Z C �s WITHOUT CRUMBLING OR TEARING. SOD SHALL BE HARVESTED AND DELIVERED WITHIN A 36 HOUR PERIOD, AND ALL ■ ■ ■ v Z`- �i■ t PRECAUTIONS MUST BE TAKEN TO PREVENT THE SOD FROM DRYING WHILE IN TRANSIT TO THE SITE. ____..,,_...--• f, „ \fin \ .. .__ � GRASS SEED SHALL MEET THE REQUIREMENTS OF THE UNITED STATES DEPARTMENT OF AGRICULTURE AN � � • x _.__x x x x i� r j i' ! / n "BELOW STANDARD" SEED WILL BE ACCEPTED. SEED SHALL BEAR TPE GROWER'S GUARANTEE OF ANALYSIS. WET, LO EQ) �• �/` MOLDY, OR OTHERWISE CONTAMINATED SEED SHALL BE REJECTED- 5. TPE CONTRACTOR SHALL FLAG ALL UNDERGROUND UTILITIES AND STRUCTURES PRIOR TO DIGGING AND STAKING. ^`` ^� W O 6. ALL PLANTINGS SHALL CONFORM TO THE STANDARDS OF THE "AMERICAN ASSOCIATION OF NURSERYMEN °) 1. ALL PLANTINGS MUST BE GUARANTEED FOR A PERIOD OF ONE FULL GROWING SEASON FROM THE TIME OF FINAL W r ACCEPTANCE. ALL TREES NOT SURVIVING ONE (1) YEAR SHALL BE REPLACED IN SIZE d TYPE. (P THE CONTRACTOR SHALL REMOVE STAKING, GUYING, AND WRAP AT THE END OF THE GUARANTEE PERIOD. + T , I F-- C 4 _Z 8. ALL TREES AND PLANTS SHALL BE NURSERY GROWN AND SHALL BE TAGGED WITH NURSERY LABELS INDICATING TPE %` r j U SPECIES AND VARIETY. rat � �"J �` � Q4,P � p , 4 -i �. 'ss y0 S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT TPE CORRECT GRADE AND ALIGNMENT. LIGHT POLE or �� psi 0��, ` � w (i U1 10. PERFORM PLANTING ONLY DURING PERIODS WITHIN THE PLANTING SEASON WHEN WEATHER AND SOIL CONDITIONS ARE o°� qs °�'yy ' )(� SUITABLE AND IN ACCORDANCE WITH LOCAL ACCEPTED PRACTICES. U1 LIGHT POLE Z 11. AREAS AROUND ALL PLANTINGS SHALL RECEIVE A MINIMUM LAYER OF 4" OF SHREDDED BARK MULCH OVER w - + o h� P ^4 MIRASCAPE WEED MAT BY MIRAFI OR APPROVED EQUAL. 1 - \ Torn sF '� c 1J 1 \N. 12 CO SHALL - - `�- �.. � •)(, c� ... " .. . • ' •:�. � \ CONTRACTOR HAL PARTIALLY FILL WITH WATER A REPRESENTATIVE NUMBER OF PITS IN EACH AREA OF THE PROJECT PRIOR TO PLANTING TO DETERMINE IF THERE IS ADEQUATE PERCOLATION. IF PERCOLATION DOES NOT OCCUR, MEASURES SHALL BE TAKEN TO ASSURE PROPER DRAINAGE BEFORE PLANTING. I� �, r—� s _• `���" r % +, f f F �sT f rX, 13. FOR THE CONSTRUCTION OF THIS LANDSCAPING PLAN, THE CONTRACTOR SHALL COMPLY WITH ALL REGULATIONS, sod, STANDARDS AND SPECIFICATIONS REQUIRED BY ORDINANCES. 14, ALL PLANTINGS WILL CONFORM WITH SECTION 165-3615 OF THE FREDERICK COUNTY ZONING OIRDINANCE,PLANTING F' SECTION, PLANTING PROGEDUREAND MAINTENANCE.UNDSCAPE 11" Q - - 1 Z Z sys spy PERIMETER PARKING LOT LANDSCAPING F�QUIREMENTS I� __,_- \ s I O f 4,P 6 gam' \ PERIMETER PARKING REQUIRED: I TREE PER 2000 SQUARE FEET OF IMPERVIOUS AREA "r PARKING LOT IMPERVIOUS AREA=25068 SF" r ss�y 25,068/2000=13 TREES REQUIRED I AND8CAIeC I �.. U N S \� IM l�-.• *mow -.__.. ! a`��,9 �' ��` 1 \ P R R P OVID D ..._ ._..._..__, �, E E E R E T : 14 T S "� - o ZONED : 52 INTERIOR PARKING LOT LANDSCAPING \ ; ' TAX ID - (04-A-15I i PAVED PAWING AREA = 25068 SF :10 FF ELEV-�SO.mm UIGHT POLE \ a 'xsy 9T RK f . a MIN. LANDSCAPE AREA REQUIRED =5% s, a / 1 �i \ ;;�.--�/'j •. / � ',. -� tIREQUIRED=S% (25,0 68) � 54 SF.GHt POLEs°1BLDC_ WEIGHT - 35' a PROVIDED-1450 SQrxFLOOR AREA 33,000 SF � 4 a ,. � ;� �„-••--' _ 1 TREE PER 10 PARKING SPACES a . 94 PARKING SPACES V( � o - MIN TREES REQUIRES=93/10=10 TREES PROVIDED=10 TREES \ 1 \ r R r TOTAL PLANTINGS PROVIDED PLANTINGS: 24 TREES ij III � t .,� ,�,,n ,• SjONAL z O V �/ / r A/ Cf �I �I / •� r"'•RUBBER HOSE BET TREE LEVEL AND PLUMB--STRAIC44TEN II I I 1 \ - AFTER SETTLEMENT IF REQUIRED. BET TREE / `�� GUY WE 00 GAUGE � � WITH TOP I),D OF ROOT BALL ABOVE FINISHED ! I _. _.. ..�.. ` ,..r`"� /' � � /. GRADE r�, a 4 __ Or �� rr l I //�� µ � '01 ,./ TURNlSI1GK1_E ENCASE WIRE AROIND TRLNGK N BLACK V L1 f \ FINISHED GRADE EQUAL TO V3 U2 OF TREE J"'—� I t RUBBER HOSE. SECURE AT WEIGHT ABOVE H I TREE WRAP W TH 50x OVERLAP 1 I Q �y FL4GGNG TAPE ON EACH WIRE "s ~ i �-,_Q. ^"' • 2• DOUBLE SHREDDED HARDWOOD REMOVE TOP V3 OF BURLAP AND CUT ROPE ,n MULCH/3" SAUCER PLACE TOP VS OF AND/OR REMOVE WIRE BASKET FROM HALL y� L — 1 I......._...... I t _ �/% ROOTBALL ABOVE FNISH GRADE UA II I I 3 STAKES &r GUY WIRE 2 GAUGE Mil III i' .. .\'�I '� * _ / BACKFILL 2" DOUBLE 15WFMDDED HARDWOOD , F�-1 to � CI P Q0 Q � �r w Q � ,' III � � - ,, .,-•-_ , LIGHT POLE - f-- - -- ---- - - -- -- fi - I ` _ f U.S. ROUTE 50 - MILL W 00r F POSTED SPEED 55 MPH R/W VARIES ITILJ� t 1"1. ___ Abb BOTANICAL NAME COMMON NAME SIZE QUANTITY GATJOPY COVERAGE USE Ar ACER rubrum ® Red Maple 2-2.5 c.c 10 250 s.f. 2,250 s.f. Parking Lot Tree As Acer Sugar maple 2-2.5" c.c 3 250 s.f. 150 s.f. 5treet saccharum Trees Fp FRAZINUS /' Green Ash 2-2.5" c.c 5 250 s.f. 1,250 s.f. 5treet pemsylvanica I��J) Trees Or Quercus Red Oak 2-2,5" c.c 6 215 s.f. 1210 51. Parking Lot rubur Tree B6H Illex x meserveae "glue Girl" BLUE GIRL 3' HT. bq Parking Lot 0 HOLLY _ 5hrub 01 . - BURLAP CUT B TOP _ BURL cur )ola 3 BOIL SAUCER i—I 111--IL i==�l— REMovB WIRE BASKET PROM BALL —III= -: ' 3 STAKES \ - 75' BRL - — — — T=fil—�i T TIf— i ir� Lr.PTLY COMPACTED SETTLNG MOUND Tram T�- , - �T ---BACIffILL rv�j �i E--•i rO V \ \ /� • y,f, \ 4" VARIES �' = I I I I I� .�- LIGHTLY CCrIPACTED SETTLING MOUND SUBGRADE FH-1 rn ` i TYPICAL PLANTING DETAIL - TREES OVER 2-1/2" CALIPER TYPICAL PLANTING DETAIL-- EVERGREEN TREES w �i f LIGHT POLE\ \, —• _.__ / (NOT TO SCALE) (NOT TO SCALE) THIS SHEET FOR LANDSCAPING ONLYII Q 44 U•r1L. F-ELD. Zlz 30 0 30 GRAPHIC SCALE (lN FEET) w U Z DATE: JAN. 30, 2004 SCALE: 1" = 30' DESIGNED BY: ML FILE NO. 0518W SHEET 10 OF 11 LK ?004 ;:c, iFlTPVGK COUN TV rLANNNIG&DEVELOPMENT a 0) O O O �t O O (V O 1- Ld 0 I m U I cc L O Lil cn z Q J n / 0 z Of W w z CD z Ld c 0 W 0 0 a� 0 L a� a� s 0 c I 03 O / co a) 0 MINIMUM STORAGE VOLUME AND SEDIMENT STORAGE 67 C.Y./ AC" DRY STORAGE 67 C.Y./ AC. " WET " STORAGE SEDIMENT CLEANOUT POINT WET - STORAGE ( TO 34 C.Y./ ACRE) REDUCED SOURCE; VA. DSWC PLATE. 3.14-1 RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP -_- DEPTH TACK WELD VARIES AS PERFORATED POLYETHYLENE* REQUIRED FOR" DRY " .--_ - DRAINAGE TUBING, DIAMETER STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) 1 I 4- ' FERNCO-STYLE 'COUPLING TWETSTORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) SOURCE: VA. DSWC NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE `DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 PLATE. 3.14-15 NT BASIN SCHEMA ►,ELE VA TIONS i CREST OF EMERGENCY i SPILLWAY DESIGN HIGH WA L, (25-YR. STORM ELI ENT CLEANOUT POINT L___J WET ' STORAGE REDUCED TO 34 C.Y./ ACRE) DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY MIN. 2.0' DESIGN HIGH WATER (25-YR. STORM ELEV.) MIN. 3.0' MIN. 0.5' MIN. 1.0 1 67 C.Y./ AC. �J� DRY " STORAGE RISER CREST 57 C.Y./ AC. - WET -STORAGE DEWATERING DEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) SOURCE: VA. DSWC PLATE. 3.14-2 PRINCIPAL SPILLWAY DESIGN DESIGN HIGH WATER h ANTI -VORTEX -� DEVICE r RISER CONCRETE BASE H = HEAD ON PIPE THROUGH EMBANKMENT h = HEAD OVER RISER CREST L = LENGTH OF PIPE THROUGH EMBANKMENT DP= DIAMETER OF PIPE THROUGH EMBANKMENT Or = DIAMETER OF RISER SOURCE: VA. DSWC EMERGENCY SPILLWAY CREST ANTI -SEEP COLLARS H BARREL DP L PLATE. 3.14 -7 ANTI- VORTEX DEVICE DESIGN L PLAN VIEW TACK WELD ALL AROUND /6 X 12-- .0 SPACER BAR 5 (TYPICAL) m w A 1 0 RISER DIAMETER SECTI':)N A -A PRESSURE REUEF HOLES 1/2' DIN. }A J 9 8' MIN. SUPPORT BAR SIZE (#6 REBAR MIN.) ISOMETRIC Emergency. Spillway Design 21. Required spillway capacity Q,; = Q25 - QP = 9.6 cfs. 22. Bottom width (b) = 10 ft.; the slope of the exit channel (s) = 3.7 ft./foot; and the minimum length of the exit channel (x) = 36 ft. (From Table 3.14-C). Anti -Seep Collar Design (Not required) 23. Depth of water at principal spillway crest (Y) = ft. Slope of upstream face of embankment (Z) Slope of principal spillway barrel (Sb) = % Length of barrel in saturated cone (LS) = ft. 24. Number of collars required = dimensions = (From Plate 3.14-12). Final Design Elevations Top of Dam = 673.5 Design High Water = 672.35 Emergency spillway Crest = 671.75 Principal spillway Crest = 670.75 Dewatering Orifice Invert = 668.6 Cleanout Elevation = 667.0 Elevation of Upstream Toe of Dam Or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 614.50 TOP STIFFENER (IF REQUIRED) IS-X___)t- ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS. TOP IS -GAGE: CORRUGATED METAL OR 1/81" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS -GAGE -.G GE CORRUGATE D METAL PIPE OR FABRICATED FROM IV STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. Lai. no. wesmpuon 1 Luminaire SMST Somerset - UL listed 1572 Wet location, 40°C, CSA certified 546mm 384mm Z Wattage and Source (21 5" (T85.125-) 100HP 100W HPS _ 15AHP ' 150W, 55V HPS I F _ 250HP 25OW HPS 203mm - 400HP 40OW HPS ) 175MH 175W MH Z - 40OMH 40OW MH 3 Voltage 12 120V Weight: 13kg (28 Ibs) - 16kg (36 Ibs) 20 208V - 24 240V - 27 277V - 34 347V 48 480V - MT Multi -Voltage 120208/277V USA J i ,,.- VT Vari-tap 120277/347V Canada tJ O le 4 Color BZ Bronze BK Black WH White , GR Gray 5 Optical PM Prismatic borosilicate glass t - CL Clear tempered glass - PF Forward throw with prismatic glasstt CF Forward throw with dear tempered glaSstt t These units are shipped with the adjustable socket set to produce the widest spacing. The socket can be field adjusted to provide other distributions (does not apply to 40OMH). tt Lamp for forward throw Somersets will be provided by Holophane. 6 Options & Accessories (field installed) - PS Protected starter (HPS only) - F1 120, 240, 277, 347V fusing - F2 208, 240, 480Vfusing SMSTWB-* Wall bracket, dose mount ZL" SMST WS-+ Wall bracket with 146mm (5.75") arm = r - SMSTPB-* 51mm (2.0") pipe adaptor ,-,- SMSTARM-* 146mm (5.75") arm Round pole fitters - SMSTLI-* Single unit, dose mount SMSTLIA-* Single unit,146-nm (5.75") arm mount - SMSTL2-* Two units (opposite arrangement), dose mount-�n�+� 1 IE►A.4,41.1IIL - SMST L2A-* Two units (opposite arrangement), arm mount _ MST(.2LA-* Two units ("L" arrangement), arm mount _ SMSTL3A-* Three units ("T" arrangement), arm mount _ SMST-L4A-* Four units ("X" arrangement), arm mount Specify color - SZ, BK, WH or GR -•a" _ R Photocontrol receptacle only, insert "R" before color on round pole fitters. (Not available with WB, WS, or PS mounting accessories) ►rder number Job name TSOMERSET T TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Winchester Harley Davidson Bassin # 1 Location Total area draining to basin: 11.9 acres. Basin Volume Design Wet Storage: 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 11.9 acres =797 cu. yds. 2. Available basin volume = 823 cu. yds. at elevation 668.6 (From Storage - elevation curve) 3. Excavate cu. yds. to obtain required volume`. *Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x 11.9 acres = 392.7 cu. yds. 5. Elevation corresponding to cleanout level = 667.0 (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 2.25 ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds, x 11.9 acres = 797 cu. yds. .1 15 3 Ho LOPNANE Widespread distribution with excellent uniformity Illumination data is shown in initial footcandles. Isofootcandle data on other units available upon request. Mounting height conversion chart To convert isofootcandle chart values for mounting heights other than test height, use the follow- ing multiplying factors. Test Mounting height height m(feet) m(feet) Factor 6m 3m (10) 4.00 (201 4.5m (150 1.78 6m (20) 1.00 7.6m (25) 64 9m (301 .44 9m 3m (10) 9.00 (301 6m (201 2.25 7.6m (25') 1.44 9m (301 1.00 10.7m 3m (101 3.06 (351 9m (30) 1.36 10.7m (351 1.00 12mm (40 .77 8. Total available basin volume at crest of riser* = 1630 cu. yds. at elevation 670.75. (From Storage - Elevation Curve) *Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 2.5 in. 10. Diameter of flexible tubing = 4.5 in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser = 671 12. Top of Dam = 673.5 13. Design High Water = 672.5 14. Upstream Toe of Dam = 664.75 Basin Shane 12. Length of Flow L = Effective Width WE 3.6 If > 2, baffles are not required ❑ If < 2, baffles are required ❑ Runoff 13. Q2 = 22.5 efs (From Chapter 5) 14. Q25 = 32.1 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = 22.5 cfs. (riser and barrel) Without emergency spillway, required spillway capacity QP = Q25 = cfs. 40oW HPS Mounting height: 35 feet Test No. 36007 e t7 e s 4 311 p 2 �, 0 i .eo .70 .e0 AD .20 .10 D 2 1 0 1 2 3 4 R.,b. Dwwvo naQW&UW9 tMI rr rt�,. 1104; c� ter ; 250W HPS Mounting height: 30 feet Test No. 36000 e 7 f e 5 3 g 8 2 0 W .70 AD .30 .20 .10 0 2 1 0 1 2 3 4 -W-XI (riser and barrel) 16. With emergency spillway: Assumed available head (h) = 1.0 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without Emergency Spillway: Assumed available head (h) = ft. (Using Q25) 11 = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 30 in. Actual head (h) = 1.0 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 52 ft. Head (H) on barrel through embankment = 7.5 ft. (From Plate 3.14-7). 19. Barrel diameter = 18 in. (Existing 18" under road, Q=22.7 (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti -vortex device Diameter = 54 inches. Height = 17 inches. (From Table 3.14-D). 40OW MH Mounting height: 30 feet Test No. 35992 250W MH Mounting height: 25 feet Test No. 36027 e 7 �e 5 4 3 2 1 0 AD .70 .eo .50 a AD .30 211 .10 0 2 1 0 1 2 3 4 R.tio . Dwrrir.ocr..Alarovq 1M7>< x x r LU UJ Z W O 0 IZO ao Q Q, . a Cat cc) U CO C\2 cD `n tto I Cn Zx 'n C\1 W Q) ��� ate � U �0 �1~ a LID to � E o� Lam" Lam, 15 Iv o cu a>,i G :J O w rn O 0 U) 5 °F y I v TUNG NII(I ADIfIKiJSUMA� No. 026715 O J ss3 lc��ti _°NAL _ Vl 1-� E_ Z Q O Q CO Z in O E- di E- E- �NN O � W U Z >= V) Q > Q W J >_1 Z W O mr 4.4 � w mil Z �- F-� x Co C5 Wa z �V E-+ Z Q rn DATE: JAN. 30, 2004 SCALE: N/A DESIGNED BY: ML FILE NO. 0518W SHEET 11 OF 11 ' dA 2004 w,,WYENr DE LO - .. - 16 1 GEORGE GLAIZE JR. ZONED : 52 TAX ID * - 64-A-159E USE: VACANT on w EX. DI 15 O'SULL I VAN CORP. TOP = 68. -4/ D TAX ID w - 64-A-1591-I INV=67& 53, F=& 3.3 S N IN STOP TOP SIGN AND �m /=6-1 .25 BAR STRI ZONED : MI USE: BUSINESS =6 4.11 OUT 6 , 0 L = 68.35,03' ' ® S2 680 R=1330.000 - 20' 0° NOTE: \V n � � = 02 °56�0° \ �m 6�8 �m � 'l- PROP. 30' D WAGE ESM'T, c, CJi-°i � -� �� ,6 EE EE R ROOF DRAIN FIFE LAYOUT -\ -- - •.. „ ` -- ,�Crt'� - MOVE -1 . �GEtQ=68.3428' OHO 8 10+43.16 1+12.64 A69) LF GRAW LIMO DITC44 • P:' BRG=S 11°1071" �g �5 45° ENDS ' W/L• ES 'T. CCs-11 ENT NCE ,9 x IS >Z 45° ENDS�`(Z 3+�11.2� �ti� o'x1m' HEAVY DUTY PAVEMENT 92 BEND 10' .20: W/.L ESM'T. STATION 10+ si2g EW-1 , BE N CONSTRUCTION x �9 t9 m k,8•EX, 12" WIL _EX. WIL 10 IT . If 611 �TJE-\ 10" SDR 21 W ^ �• i 4' CONNECT INTO x - PROP. EEN . . P' 3m 1rUtU E BLD • 1 A-4 35 0 QL w 45° BEND �9 ° 1-6'° G... K 6a�3 °�° ra�< BEN w �n 100 %yam o�tU ti �® + ' LA B ND -6 'ems, STo 5D� 3' a� 5�R �� (� '` �, } 77 . d 78 SIGN "PSG R 35 �9 �e �: �� I, �,r ,l X5 GL. 1 U LF�„ 51D P4 P as�b.� RIPRAP w p d ...... 0 � . �, LLI X. TEE',3 Cz.V. EX. SMH PR •49•�- � P" �• `��m 4*�0 2 \ -, R �X15 o 60 � STORM INLET TABLE ,� TOP=61S.35 YDRANT s INV;=6�2 r ''°jp�� \ _ I INV=669.to8 (EX.) ASS'Y. ;zi Z1GHT POLE " G/O. s ^ , X EX. 2P 4 w ,' U `'�. ? SAN. SEW, --' 6-(035 (6 PRO a �, 7 s �o ,a m �, ,�^ ^ x .4 E,5M'T. \ o „�, ,� ___?5' +° s ".c ��' • F� •c ip� T �- "'"-ate- ( [�•'' f� is y 9 ♦"' �a�'� , / a. ' • ° : e< +Q J� . ��O , ^0.1 ^ 161.-f LF 36" RCP CL i I I o. �%%LO o aj INV=669.59 (OUT) a A s� �� f _ 33.95 LF 18 " RCP OTOR CL III 0.5®q° LE '• . � �s I +21.69 Lp �^ I - CP EMPLOY}L .p _ S2 DI-3B i 18' i�y`,p Jro, CORE DRILL FOR G NNECTION N � � 6 '' -9� ;�0 ON Y QOti �� S r,. 3 INV=6i0.16 (IN) OF PROP. 6" I TO EX. MH UY 2 / �✓ �< ��0 g �,� 5° BE 171 INV= 669.96 (OUT) FIELD VERIFY E INV. �q j. EX. D �,-\'iJ(� (�F` � �Z � ® , 40 „ m CCa-6 �.s < � � ,:_,, � / .3 � v�L~ �m TOP = 611 ro.6 �f ` y' ig ,9 2 0° INV=669.11 IN l'A \-._'�,c`. , < 4 S3 DI-3B INV=66Z.08 IN - Z S5 aor \ 3 �` 'e9rs INV=6-i1.28 (IN) 13 0 S6 p \ i .3� ors r® �> �w ` !G� 8 INV= 611.05 (OUT) EX. DI INV=669.0i DU �� ° S4 ES -I TOP=6i6.6 l EX. 15" RC'1� r D vtrs ?��°fi g� 12.4 2 ND O INV = 6 6 9.90 k �-�«.;.�.•��S� 61 S\ El/ INV=612.09 (OUT) 70.22 LF 18 " RGP `� .� � � ^45° ND 7 O •4 0 ^ CL III °� 5.9Oi° � /�• 4 `� a DOMESTIC WATER CE t S5 DI-3C to .r..,4ND'-2-"_WZTEI;R METER INV-673.50 (OUT) ckS POLYETH PIPE . �\ ZONED B2 o�' .� (� .33 (IN) DK 40.2 � �.� INV=6�i3 TAX ID " - 64-A-15gT INV= 673.13(OUT) FF ° w IG14T POLE ELEV-680.00 .y BLDG. HEIGHT - 35' tp Si INV=668.99 (IN) C, 23 55 LF 2 GP R "` 4P ,$., FLOOR AREA = 33,000 SF ^� 1(0+ 4. t` INV= 668.49 (OUT) U � �A �,�, � • i I i 0.5 i° � ® E „S �,! ,, .'� ,� , ��� � •e, ��. s �� �� ..---`",._---� W w 6't - w 6Jr ' _4 HANDICAP PARKING SIGNS ° ? ;0 BE LIGHT POLE J 4p -- -.. SS E 4 i '�` VAN AGCES54BL5 raj° ¢ . 8 SS D I -3B - cD 0` <. L ^ INV=toro8.3i (IN) � � � 8�6 CCa-12 16+30.23 } cD X. L '�' �� 0° v ie i0 X 6 T E INV= 668.11 (OUT) a .. Z 'SOS g ^� �Q G-C�� �" I-6°�aaV.DI-35 w W . N E . DRAIN 1N - O c AB NDONE IT TO< /,$< C X L �� `"' A V 66j.53 (IN) m r � � "�,' � OQ 16+61.Oi INV= 66i.33 (OUT) r t ui fi, a �'G 0(0 6.5'-6" 1-10"X6" REDUCER (n W �, {� , �0) , ' 1- 6 G.V. cn Q X PROP. 30' 3` ,SP 9 SDR 21 W/M w �- �� to OLISH EX. g � � FIRE HYD f�� ES -I } w DRAINAGE ESM T. o INV=667.23 (OUT) w k2 ING WALL -I' `� 183.9 LF 36 RCP III Q 0.50i° U X. APLE „ \ 18 Vila UT OR >846 �) -' t z EX. 6"S �U AN PIPE -DISP AY ,, nn 4 04 x „ 4 7s-4 0 . ARE � ^°' ,(p �"--PRC�F�' ' DRAINAGE ESM'T. � L-i _ 12, 20.OLF24"RCP .16 S �„• = EX. 6 "5FF UCE ° x v 0 Ems. ��'51PRU m 50r° ON I wall SAN G/Os �F IS2 j _ APEX. 6"� .E + 6A ?>6 N � �E X. 6 RU�R. POLE 6 74 - 6 0 �m 75 MOUNTED FRANCHISE 10'X10° CL. Tc'70 6 124.6' x,m RI w 14, G SIGN (150 ) PRAP 665 6 ro 72 - 5. 0 LF 36" RCP ^ 0t.. �� � 35, HIGH 668 � LIGHT POLE CL �11 w 0.50% z 444 LIGHT POLE '00 YR. W16 ELEV.= 69 . SWM POND ESM'T. PROPOSED STAINING LL S �_ ROP ARCHITECT PLANS FO ETAIL - tiG 20' WIDE SWIM PO OVERFLOW WEIR 2 YR. W/S ELEY.=668.46 DI �� - 66 d'.1 • f ES-1 10 YR. W16 ELEY.=668.93 2� O6 0-^ v EX.10' UTI ES'M'� , t=, _;;1 C.L. .fix. 1g,° RIPRAP j � Y `"%wig=665.5 20'XIO CL. 1 j 28°1g°�Qi11 669.09tc RCS / INV=664.51 IN R DEMOLISH AND REMOVE EX. 74.1 6 74.7 f UTIL. FED. 6155 NOTE: LIGHTING FOR THIS PROJECT WILL PROVIDE NO %� GLARE ONTO ROADS OR ADJOINING PROPERTIES. PROPOSED SIGN SCHEDULE SIGN * AREA 5.F. TYPE LOCATION SIGN 01 100 SP. BUILDING MOUNTED FRANCHISE CENTER FRONT OF BLDG. SIGN "2A 50 5F. BUILDING MOUNTED FRANCHISE RIGHT FRONT OF BLDG. SIGN "25 50 S.F. BUILDING MOUNTED FRANCHISE LEFT FRONT OF BLDG. SIGN *3 150 S.F. POLE MOUNTED FRANCHISE SEE PLAN INV=664.55 IN tjg �� Ek. YI POSSIBL F ��' INV-664.49 OUT POND OVERFLOW STRUCTURE, �� 03 OP - 6 3 5 E_ UE-EITRANCE �� � �o CO3Np�TRLjCT NEW S> 1 POND `�I �; �, 0 FROG�-REVISED MASTER PROPOSED ENTRANCE `5,4DE-VELOPMENT PLAN BY �5 t (90Z1 � - (0� - ��\�_ �,'\�� 'SER 5ii �tl'�'URE. 0� 100 YR. W/S ELEV.=6ro9.' / / iREENWAY ENGINEERING / STAKE t� DATED 2/1 001. �� �\ cvo U.S. ROUTE 50 - 1" IIL.L WOOD FIKE POStED SPEED 55 m1mw R/W VARIES ZONING USE SPACES ARCHITECT'S USE GROUP PARKING SPACES PROVIDED §w.. GROUP CLASSIFICATION QUANTITY UNITS REQUIREMENTS NEEDED CLASSIFICATION xl3 ' EX. YI EX, Y1 MOTOR VEHICLE SALES 14,153 SF lspa/4005F 36 SHOWROOM TOP=6!o6.S3 TOF'=Ga-11.5 RETAIL 3,161 SF 15PA/2005F 19 PARTS PUBLIC Y X 20' = 61 SPACES INV=663.30 INV=66 4.91 AUTOMOBILE SERVICING 5 BAYS 3 SPA/BAY 15 SERVICE(1,101 SF) EMPLOYEE 9' X 20' = 14 SPACES RESTAURANT 1011 5F 15PA/1005F 11 TENANT AREA MOTORCYCLE 5' X 20' = 14 SPACES GENERAL OFFICE 1,695 SF 1SPA/2505F 1 OFFICE AREA MOTORCYCLE 5' X 15' = 6 SPACES LOUNGE 1582 SF NONE CUSTOMER LOUNGE TOTAL= 95 SPACES PERRY PROPERTIES 30 0 30 TOILETS 882 SF NONE TOILETS ZONED : MI BREAK ROOM 130 SF NONE BREAK ROOM TAX ID " - 64-A-158 STORAGE 2,959 SF NONE STORAGE USE: BUSINESS GRAPHIC SCALE (IN FEET) OUTDOOR DISPLAY 4013 SF I SPA/30005F 2 OUTDOOR DISPLAY TOTAL 90 Z c uj lil z z W o 0 ,n CD 01 CC) ItG CC .� w" ab a I O) I G �' z 9 x ujt� lil W cU .-a Z" m � � (1) 0 w to w IL Z oQ•tl t- z z J 0 � � O Q w d U J Q W W z Z = � p p U fD U 1L � H 2 q � � 0 � m d-� U TUNG N ADHIKUSUMA� No. 026715 s3 S °NAL z cl) 0 00 � H ^ Q Lu C� z JCf � o H W W Q L J c U1 w X Z 3: DATE: JAN. 30, 2004 SCALE: 1" = 30' DESIGNED BY: ML FILE NO. 0516W SHEET 4 OF 11 a Ln LC) O O N 00 N O z Q J Q W F- l/� I 00 O I O W to z Q J L1 / CD z W W z CD z w 0 0 C) a� L 0 T ti a� V C M CO LO O O op