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HomeMy WebLinkAbout01-03 Unitarian Universalist Church - new construc. - Back Creek - BackfileVALLEY PIKE (U.S. ROUTE 11 -11 ASSY, ASSEMBLY BF BASEMENT FLOOR BLK. BLOCK BC BOTTOM OF CURB BML BUILDING MOUNTED LIGHT BSBD. BASEBOARD C&G CURB & GUTTER CIP CAST IN PLACE CONCRETE CMF CONCRETE MONUMENT FOUND CPP CORRUGATED POLYETHYLENE PIPE CMP CORRUGATED METAL PIPE CMPA CORRUGATED METAL PIPE ARCH CO CLEAN OUT DIA. DIAMETER DS DOWNSPOUT EOP EDGE OF PAVEMENT ST FFE FINIISHIFDOFLOOR ELEVATION FDC FIRE DEPARTMENT CONNECTION FG FACE OF GUTTER FH FIRE HYDRANT Go. FIRE LANE SIGN GAUGM GAS METER GV GAS VALVE HCR HANDICAP RAMP HB HOSE BIB HEIR CURB 6" HEADER CURB HP HIGH POINT / HTR. HEATER / IPF IRON PIPE FOUND IPS IRON PIPE SET INV INVERT LP LOW POINT LT. LIGHT MLP METAL LIGHT POLE MPD MULTI -PRODUCT DISPENSER MB MAIL BOX MH MANHOLE MSP METAL SIGN POST NDC NOSE DOWN CURB N.P.S. NO PARKING SIGN NRT NO RIGHT TURN ®® NHS NOT TO SCALE OHE OVERHEAD ELECTRIC OHT OVERHEAD TELEPHONE PIV POST INDICATOR VALVE 68 PL PROPERTY LINE `1 PP POWER POLE MW10 Q� PVMT PAVEMENT Z , o -1 ® ® ® RCP REINFORCED CONCRETE PIPE RD ROOF DRAIN RED. REDUCER USE: yaawl,40w. R.O. ROCK OUTCROP / SAN. SANITARY / STD. STANDARD T.B.D. TO BE DEMOLISHED T.B.R. TO BE REMOVED / T.B.P. TO BE PRESERVED I TB THRUST BLOCK / TC TOP OF CURB TEL TELEPHONE TRB TELEPHONE RISER BOX 0i TVRB TELEVISION RISER BOX TYP TYPICAL UGE UNDERGROUND ELECTRIC 0 XFMR ELECTRIC TRANSFORMER �1 , t ✓� WL WATERLINE WM WATER METER d�Q` WPP WOOD POWER POLE / • �' / ®� WSP WOOD SIGN POST ,4jk WTP WOOD TELEPHONE POLE WV WATER VALVE 5°R RADIUS IN FEET x00.00 PROPOSED SPOT ELEVATION x(00.00) EXISTING SPOT ELEVATION \ \ \ \ / 11845 K V (� \ W Y \ OB.•6112 PO-574 �\ ZONED.• R4 USE. Y.4G'i4NT/ ' \ 85FA 8 \®\ U \ UNW l DB-SM, PO.412 \ ZONED' Usk . EXEMP7 pviv) 0 0 110 .P F / 1. The property delineated on this plan is located along US Route 11 at its intersection with VA Route 638 in District in f iVirginia.T the Back Creek Magisterial D st ct the County o Frederick, he property is currently vacant. The proposed use is a church. 2. Property Owner/Developer Contact: Mr. Robert G. Lesmon Unitarian Universalist Church of the Shenandoah Valley P.O. Box 41 Winchester, VA 22604 Telephone: 540-869-6965 3. Engineer: Contact: Mr. John Lewis PAINTER-LEWIS, P.L.C. 302 South Braddock Street, Suite 200 Winchester, Virginia 22601 Telephone: (540) 662-5792 4. Property boundary and topographic information shown on these plans was collected by Artz & Associates. 5. Site Data: Parcel Area: 21.521 Acres PIN: 85((A))6A Zoning: (RA) Rural Areas District Use: Church Front Yard Setback: Required - 60' Provided - 190'+ on_ U.S. Rt. 11 Front Yard Setback: Required - 60' Provided - 800'+ on VA Rt. 638 Rear Yard Setback: Required - 100'(agricultural) Provided - 490'+ Side Yard Setback: Required - 100'(agricultural) Provided - 213'+ Maximum Building Height: Allowed - 35' Proposed -35' Maximum FAR: Allowed - 1.0 Proposed Total Floor Area = 6,744 sf = 0.007 FAR 6. Environmental Features: Wetlands - No wetlands have been identified on this site. Flood plains - As indicated by F.I.R.M. Community Panel Number 510063 0175B no flood plain exists on this site. Sinkholes - No sinkholes have been identified on this site. Steep Slopes - Steep slopes are defined by the Frederick County Code as slopes exceeding 157aa. The area of steep slopes allowed by the code to be disturbed is 257. No steep slopes have been identified within the limits of the proposed construction. There ore some areas of 20% slopes near the existing intermittent stream. Woodlands - Woodlands are generally defined by the Frederick County Code as including largely mature trees in groves greater than 1 /4 acre. No more than 25% of woodlands as defined by the Zoning Ordinance shall be disturbed. The property is approximately 80% wooded, that is, 17.2 acres. Approximately 2.5 acres or 14.52% of the existing woodland will be disturbed by the proposed project. Soils - According the Frederick County Soil Survey soils on this site are classified as Ooklet-Carbo- Chilhowie: Gently sloping to moderately steep, deep, well -drained soils that have fine textured subsoil formed from weathered limestone. 7. Storm Water Management: An unnamed tribuotary of West Run that bisects the western portion of the site will serve as on adequate channel to carry storm water runoff generated by the proposed development. 8. Landscaping Requirements: None 9. Buffering Requirenments: None 10. Parking Space Requirements: Property Line Setback: Required - 5' Provided - 35'+ Spaces Required: (1) space! per 3 seats proposed (180) seats Total spaces required = 60 including 3 ADA spaces Parking spaces proposed = 61 including 3 ADA spaces Loading Space Requirements: None 11. Handicap Accessibility. HC parking spaces shall have a maximum slope of 1:50. HC ramps on the site shall hove detectable warning surface per ADAAG 4.7 and 4.29. HC romps off site shall be constructed per VDOT standards. 12. Site Lighting: None proposed 13. Outdoor Storage: None proposed 14. Trash Receptacles: None proposed 15. Signs will be installed in accordance with the Frederick County Zoning Ordinance. 16. Sanitary Sewage service will be provided by a private, on -site system (By Others). 17. Water service will be provided by the City of Winchester. 18. Provide directional signage as required to delineate one way traffic. VDOT GENERAL NOTES: V1 ALL uAmwif ON THIS RROJECT SHRILLremicnou TO THE LATEST FREDERI NOT TO SCALE VICINITY MAP SCALE: 1" = 2000' 3 ` MEADOW BROOK POWER ���LINES J ` EPWORTH o CHURCH ,SITE CHURCH '� VAUCLUSE �' 3 �-•, SPRING UNITARIAN `. UNIVERSALISE' CHURCH f i MEADOW 3 -BROOK 11 i r� % I -I NX 1-81 MIDE TO,/ STEPHENS CITY i ID e< VAUCLUSE _WEST I? RUN •` i POWER LINES ^� TRAFFIC IMPACT ESTIMAT DATA SOURCE: ITE MANUAL, SIXTH EDITION LAND USE: CHURCH #560 PROPOSED GFA= 6,744sf WEEKDAY 0 9.11 PER 1000 GFA= 61 TRIPS (50% ENTERING= 31) AM PEAK HOUR 0 1.28 PER 1000 GFA= 8.6 TRIPS (50% ENTERING= 5) PM PEAK HOUR 0 1.41 PER 1000 GFA= 9.5 TRIPS (59% ENTERING= 6) SUNDAY ® 9.49 PER 1000 GFA= 64 TRIPS (51% ENTERING= 33) 2000 TRAFFIC COUNT FOR ROUTE 11= 3,900 VPD YEAR 2003 TRAFF"IC PROJECTION ® 4% PER ANNUM= 4,387 VPD OPPOSING TRAFFIC= (4387)(507*)(11%)= 241 VPH ROUTE1 LEFT T THE OPPOSING VOLUME IS 241 VPH. THE ADVANCING VOLUME IS 241 VPH. THE PERCENTAGE OF THE ADVANCING VOLUME THAT IS TURNING LEFT INTO THE SITE CAN BE ESTIMATED BY ASSUMING 50% OF CHURCH TRAFFIC ORIGINATES FROM THE SOUTH. THIS RESULTS IN A PEAK HOUR VOLUME TURNING LEFT INT(0 THE SITE OF (9.4*50%) 5 VEHICLES PER HOUR. THE PERCENTAGE IS 2..1X USING FIGURE C-1-1.4, 59a WITH OPPOSING VOLUME OF 241, A 55 MPIH SPEED LIMIT, AND 5% OF THE ADVANCING VOLUME MAKING LEFT TURINS, AN ADVANCING VOLUME OF 520 OR MORE WOULD WARRENT A LEFT TURN LANE MECHANICAL NSITY EDITIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION WT) ROAD AND BRIDGE SPECIFICATIONS. AND STANDARDS. V13. ALL FILL AREAS, BORROW MATERIAL AND UNDERCUT ARES SHALL BE INSPECTED AND APPROVED BY VOOT REPRESNTATIVE PRIOR 70 THE VIRGINIA EROSION AND SEDiMIENT CONTROL REGULATIONS PLACEMENT AND FILL. MERE CBR TESTING IS REQUIRED. A VDOT ROUTE 11 RIGHT TfURN LANE ANALYSIS AND ANY OTHER STATE, FEDERAL OR LOCAL REGULATIONS REPRESENTATIVE SHALL BE PRESENT TO INSURE THE SAMPLE 09TAINED THE APPROACH VOLUME IS 241 VEHICLES PER HOUR. APPLICABLE. IN THE EVENT OF CONFLICT BETWEEN ANY OF IS REPRESENTATIVE OF THE LOCATION. WHEN SOIL SAMPLES ARE SUBMITTED THESE STANDARDS, SPECIFICATIONSOR PLANS, THE MOST TO PRIVATE LABORATORIES FOR TESTING, THE SHALL BE SHACLEARLY THE NUMBER OF FRIGHT TURNS IS 5 VEHICLES PER HOUR. STRINGENT SHALL GOVERN. MARKED AND LABELED AS BELONGING TO A PROJECT WHICH WILL BE ACCEPTED FROM CHART C-1--8 USING THE APPROACH VPH OF 241 VS. 5 RIGHT V2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. BY VDOT AND THAT TESTING SHALL BE CONDUCTED ACCORDIll ALL ALL APPLICABLE VDOT STANDARDS TURNS: A RADIUS AT THE ENTRANCE IS REQUIRED. DEPARTMENT OF LAIR OCCUPATIONAL. SAFETY & HEALTH ADMIMISMKTION AND VOSH RULES & REGULATIONS, V14. ALL ROADWAY FILL. BASE. SUBSURFACE MATERIAL AND BACKFILL OF UTILITY/STORM SEWER TRENCHES SHALL BE THE REFERENCED CHARTS ARE FOUND IN THE VDOT ROAD DESIGN MANUAL. v3. N LNG ON VDOT Rltrr of WAY. ALL TRAFFIC COMPACTED IN 6' LIFTS TO 95% OF THEORETICAL MAXIMUM R NT OR TE SHALL BE IN CONTROL. WHETHEACC WITH THE CURRENT EDITION OF THE VDOT'S WORK DENSITY AS BY METHOD A, N AREA PROTECTION MANUAL. FURTHERMORE. ALL TRAFFIC PLUS OR MINUS 2X OF MUMAASHMOISTURE FULL WIDTH OF ANY DEDICATED STREET RIGHTOF WAY AT THE T e IST LIST L OF DRAWINGS: CONTROL FLAOQERS MUST BE CERTIFIED IN ACCORDANCE VDOT-S JANUARY, 1994 (OR LATEST EDITION OF) ROAD & DIRECTION OF VDOT INSPECTOR DENSITY TESTS PERFORMED ®Y BRIDGE SPECIFICATIONS, SECTION 104.04-C. A QUALIFIED INDEPENDENT AGENCY SHALL BE CONDUCTED AS REQUIRED IN THE VDOT ROAD AND BRIDGE SPECIFICATIONS. SHT. 1 /5: COVER SHEET A COPY OF ALL TESTS SHALL BE SUBMITTED TO VDOT PROI SHT. 2/5: SITE LAYOUT AND GRADING PLAN Y4. THE DEVELOPER SHALL BE FOR RELOCATING. AT HIS TO FINAL VDOT APPROVAL. EXPENSE. ANY AND ALL UTILITIES. INCLUDING TRAFFIC SIGNAL POLES. VIS. VDOT STANDARD CD AND UD UNDERDRAINS SHALL BE INSTALLED SHT. 3/5: SITE CONSTRUCTION NOTES AND DETAILS JUNCTION BOXES. CONTROLLERS. ETC, OWNED BY VDOT OR PRIVATE WHERE INDICATED ON THESE PLANS AND FURTHER WHERE UTILITY COMPANY. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS WHICH MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTION ACTIVITY. VOOT DETERMINED NECESSARY BY VDOT INSPECTOR. SHT. 4/5: SEWAGE DISPOSAL PLAN p,�1'$I ®�° OF THESE PLANS DOES RELIEVE THE DEVELOPER OF THIS RESPONSIBILITY. V16. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN COMPONENT LAYOUT AND DETAILS NOT ANY DEDICATED STREET RIGHT-OF-WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE DEVELOPER'S O 2 RESPONSIBILITY. SHT. 5/5: SEWAGE DISPOSAL PLAN G V5. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO , JOH L IS REGULATION. CONTROL AM SAFETY OF TRAFFIC MAY BE V17. PRIOR TO ACCEPIANCE BY VOOT OF ANY STREETS, ANY WETLAND CELL DETAILS SUBJECT TO CHANGE AS DEEMED NECESSARY BY VD177. REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS MUST V8. PRIOR TO OF III . C BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S . BY VOOT ON AN ACCOUNT RECEIVABLE BASIS. RESPOFOR ACQUIRING NE NECESSARY VDOT LAND USE PERMITS FOR ANY AWORKCQU IN VAT RPAOF WAY. STOP SIGNS SHALL BE THN"30) ONCHES TALL WITH HIGH INTENSITY SHEETING. THE BOTTOM OF THE SIN SHALL BE SIT(6)AP �o V7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE. A FEET ABOVE THE EDGE OF PAVEMENT AND THE POST SHALL 'oE A MINIMUM OF FOUR FEET FROM Cp PRECONSTRUCTION CONFERENCE MUST BE ARRANGED AND HELD (4) THE EDGE OF PAVEMENT, S BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE SIGN POSTS SHALL BE OF A TYPE FOUND ON VDOT'S APPRovco NAL OF THE CONTRACTOR. VARIOUS COUNTY AGENCIES. UTILITY LIST. A COPY OF THIS LIST MAY BE OBTAINED FROM THE DISTRICT COMPANIES AND VDOT PRIOR TO INITIATION OF WORK. SECTION. CONTACT THE LOCAL VDOT RESIDENCY OFFICE WITH ANY QUESTIONS REGARDING SON MATERIAL. AND PLACEMENT. V7. CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN DC CEASE FOR ANY UNDETERMINED LENGTH TIME. WILL ALSO REQUIRE VIB THE DEVELOPER MUST TO THE LOCAL OFFICE A LIST ZONING ADMINISTRATOR DATE 4N3 HOURS NOTICE FOR ANY ECTI NY INSPECTION. OF ALL MATERIAL SOURCES PRIOR TO CONSTRUCTION. COPIES OF ALL INVOICES FOR_ MATERIALS WITHIN ANY DEDICATED STREET RIGHT OF WAY APPROVED V9. THE OONTRATOR WILL BE RESPONSIBLE' FOR MAINTAINING MUST BE PROVIDED TO THE LOCAL VDOT RESIDENCY OFFICE PRIOR TO ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT ACCEPTANCE OF THE WORK. UNIT AND TOTAL PRICES MAY BE OBSCURED. E D E I C COUNTY, VIRGINIA PUBLIC ROADWAY THROUGH CONSTRUCTION AND MAINTENANCE OF A CONSTRUCTION ENTRANCE IN ACCORDANCE WITH THE VQ• AGGREGATE BASES AND SUIllll SHALL BE PLACED ON THE SUB -OWE BY MEANS OF A SPREADER BE DETERM SITE PLAN EXPIRES FIVEE(5) YEARS FROM DATE OF APPROVAL ( VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. SEC 3.02. FURTHERMORE. ACCESS TO OTHER PROPERTIES AFFECTED BY THE DENSITY CONTROL STRIP AS SPECIFIED IN VDGT'S `ROAD AND BRIDGE THIS PROJECT SHALL BE MAINTAINED THROUGH CONSTRUCTION. SPECIFICATIONS' (SECTION 304) AND VTM-10. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TEST. A CERTIFIED COPY OF THE TEST V10. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED RESULTS SHALL BE PROVIDED TO THE RESIDENCY OFFICE. IN ,ADDITION TO AND MAINTAINED ON THE SITE DURING AND AT THE END OF CHECKING STONE DEPTHS. A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND PIP CONSTRUCTION. GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP, v VI 1. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED �0, T CONCRETE PAVEMENT SHALL PLACED IN AC WITH THE WHEVDON POSSIBLE, OF WAY ARE S HAVE U MINIMUM 3WA COVER AND. LATEST EDITION OF VDOT'S 'ROAD AND SPECIFICKMO N®(SECTION 315). . WHEN POSSIBLE, TO BE INSTALLED( UNDER AY DRAINAGE DENSITY WILL BE DETERMINED USING THE DENSITY CONTROL STRIP AS SPECIFIEDFACILITIES. IN SECTION 315 AND VIMi A COMPACTION TECHNICIAN SHALL -- V12. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING PERFORM THESE TESTS, A CERTIFIED COPY OF THE TEST RESULTS SHALL BE THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY PROVIDED TO THE RESIDENCY OFFICE. A VDOT REPRESENTATIVE SHALL BE NOTIFIED BROLIGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND WORK SHALL BASE IN THAT VICINITY UNTIL AN ADEQUATE TESTING DE IRE CONTROL STRIP. CONSULTING DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED V21. APPROVAL OF THESE PLANS SHALL EXPIRE THREE (3) YEARS FORM THE DATE OF ENGINEERS BY VOW. THE APPROVAL LETTER. PA TE-LEWIS, P.L.C. 302 South Braddock Street, Suite 200 Winchester, Virginia 22601 Telephone (540)662-5792 Facsimile (540)662-5793 email: paintlew0earthlink.net SHEETit JOB NO.: 9902019 1 /5 20FEB03 PA TE-LEWIS, P.L.C. 302 South Braddock Street, Suite 200 Winchester, Virginia 22601 Telephone (540)662-5792 Facsimile (540)662-5793 email: paintlew0earthlink.net SHEETit JOB NO.: 9902019 1 /5 20FEB03 `U' E E D SEP FREDER1CiC COUNTY of artNiNG �. �JEVELOrMENT A al, /46 f / �w f PR. TREE AND LIM! CONSTRU CE ;P . s „3 r r PROVIDE ELECIRIM/ CONDUIT AS 0 D ---N"OXIMAWL:NOFEX. INT -° d (UNNAMED ARY WEST RUN) i f If 733.50 $� PROPOSED 1 CHURCH +732.15 f PR. TREELINtA= a,7� { f I �' / r AND LIMITS OF 1 Fh 734.50 11 t � 1 � CONSTRUC�KX! yM 4 t 2 PR. 4 I� SW 17....4p''�rc R5 � PS T MU ` `tom •,� ,!'"' .^-,--.. '` � i �f � / � f �,y ' � SIGN \ E3 PROVI � J fr J I L'LE-TRI�;AL °= / y , CONPUIfi 13 PCs °PROVIDE 1-0 TYPE K WATERLINE TO BUILDING W 731 ° CULVERT No. 1 wA EC-1 DRAINAGE AREK=1.13 ACRES / Tcw 5�S 010=3.90 CFS / TER ELEV-734.18 VELOCITY-4.88 CFS 110 ' ,r ,'` • r f` / ,� R74 C-1 PR. RT 40'-15 i CMP O 2. X 6 ES-2 � LET f / o W. IN= 731.60 -r 1 • WATERINE f TREELINE UGE r CONSTRUCTION 5/8 INA METER / BY CItY WINK. r 50 7 r %'r PR. TREELIKE f + R7 AND L $ OF Ex. WPP f` r rl CONST KIN r a U U m \ 1 7+t37 j 0 { " R 7445 + a- Z LLJ > Q / r M N W La 0 r ,r ICE 740 _ s` f N � EXISTING VEG,� /, �'� } r' / N Z 7' r V.AND GLLbl` fr C009MUCTION t .'' ,-' ,� ,�'"- `` ......•- �r' j ,,ram' � z 13 i 747 2 �` l r f ff � 1 t .000 i a EEX. TREELIKE r / VI Z ,� '� ........' ref �°' .,,,,. � __.•-- U p C&GS BENCHMARK �,�� Q �� --BRASS CAP MARKED: S336 ' �-� / 0 Z ` 7� ELEVATION= 758.00' X - =) �! 0 ) ZZWF 744.7.E 9 f ��,. �� ".,..--` "'_ ^---- � t .✓" � � � // � / � fJjJj t( �'4 754.5 a 0 W I 4\ sWon r M4 ¢ / a 1 - N Lo II) c bi _V /'.0 C6 'ter`' 30 0 cfl 30 90 &v W 0 SCALE: 1 "=30' `IVv E NE v O O _ •0 ii 69� 7 :+3 W m ai C a " W �- // \ // .� r'` DIVERSION RIDGE REQUIRED � 4 U N 0 •E g.'S6 �, , '`� ��/ t1 J r WHERE GRADE EXCEEDS 2% ,� x OR GREATER Z O C ~ W W ' V�� EXTRA STRENGTH FILTER FABRIC �r V) NEEDED WITH WIRE REINFORCEMENT ExA PAVED I IROADQ N 751.0 U • � • � / / Y j 11STEEL OR E // WOOD POST FILTER FABRIC o I �( SECTION A- A c� N a� lum 742.00 4 f ��' 1 •� NOTE. Z_ EOP aj TC // \ �/� % -"J- SEDIMENT BARRIER SPILLWAY OUR HEr=AMPPROVED METHSTRAW ODS ~ W 70J �/ �i (STRAW BALE TYPE SHOWN) AS EOUIRLIZE ED. RUNOFF TO BASIN Z SUPPLY WATER TO WASH Z '� �,. fa48,9� / SEQUENCE OF CONSTRUCTION _! �_ _ _� I OE � WHEELS IF NECESSARY. o U? 741 r ' j Y j I_ i I I I a a a WOE SUPPORT FENCE a FT MAX SPM XC WRNQR V TC '� 1. Establish the construction entrance. >- �'' EX. TREELIyE TBR. •. OORP OP EX. WPP .� IN WITH CITY OF 2. Install sift fence below work areas. o e TH 0 74 .1 Of ,f FLOW ARROW(1r 74� r WINC�IESTER SPEMICATKNNS 3. Clear and grub site. a TC , j,✓ RELOCATE OVERHEAD I 4. Strip, stockpile, and stabilize topsoil. M' M > --��% o�p / R25 5' '- UTILITY AT SITE 5. Perform rough grading of site. 57� FL, F y '� ENTRMI(X IF REWIRE 3s �HPGH Prwc QO Y 0 a o , - t 6. Install storm sewer and inlet/outlet protection. S,DEA� > C. LEWIS y EX. TREELME + T4S ty Q CONCRETE Z / ` / 7. Perform final grading and site stabilization. �RUNOFF a A A VMSHRACK 2--a- COURSE No. 21621 '` 8. Remove temporary controls. ( ) '�-AGGREGATE 'K - / R EROSION dt SEDIMENT CONTROL KEYrSIONAL _ o ,r -'°®�� �F.O� 6'A 3.02 TEMPORARY STONE CONSTRUCTION (;E ENTRANCE $F' 3.05 SILT FENCE 3.08 CULVERT INLET 8 PROTECTION -SILT FENCE 3.30 TOPSOILING TO 3.32 PERMANENT SEEDING pg 3.35 MULCHING MU ,2• MIN. R � 1 D 4" H.ACTED ; ZDIVERSIONi IDGE II XFILL I GRAVEL N x DATE: SURVEY: ' STANDARD DETAIL ALTERNATE DETAIL NOTES: ,PLAN 29SEPT02 ARTZ TRENCH WITH NATIVE BACKFILL TRENCH WITH (:RAVEL 1 • THE ENTRANCE SHALL BE MNNYTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR SCALE: DRAWN: FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS- " , OF -WAY. THIS MAY REOUIRE TOP DRESSING. 1 = 30 PLC NOTE REPAIR AND/OR C.EANOUT OF ANY MEASURES 1. ASPECT AND REPAIR FENCE AFTER EACH USED TO TRAP SEDIMENT. STORM EVENT AND REMOVE SEDIMENT WHEN 2. WHEN NECESSARY, WHEELS !SHALL BE CLEANED 7EMP MARY JOB N O.: NECESSARY.. RREMOVED SEDIMENT SHALL BE DEPOSITED 3 WHEN WAS WASHING IS RANCE REEOUIRED.�IT � BE WDOONE GRAVEL NA 9902019 SE IM AREA THAT WILL NOT CBE PERMANENTLY THAT DRAAN INS Mphµ D WITH APPROVED SEDIMENT TRAP CONSTRUCTION DWG: SHEET: SEDIMENT OFF -SITE AND CAN BE PERMAPIENTLY D. OR SEDIMENT BASIN. 3. SILT STABILIIEFENCE SHALL BE PLACED ON SLOPE SILT FENCE 44. INSTALL WASHRACK AS CA.LIED FOR ON THE PLANS. ENTRANCE/EXIT UUCSHT2 2/5 LD EROSION AND SILTATION CONTROL NARRATIVE Proiect Description The developer proposes to construct a 6,744 square foot building and associated parking on a site containing approximately 21.5 acres. The total area of disturbance on the parcel is approximately 3 acres. Storm water runoff will be directed to flow across the site in a northwesterly direction to the existing intermittent stream located on the property. The intermittent stream will provide an adequate channel for the disposition of runoff. Existing Site Conditions The site is currently vacant and almost entirely wooded. Most of the slopes on this site range from 5% to approximately 15%. Areas near the existing intermittent stream contain slopes of approximately 20%. These slopes are outside the limits of construction. The intermittent stream bisects the property in a northeast to southwest direction. This stream is on unnamed tributary of West Run. Adjacent Areas The site is bordered to the South by U.S. Route 11 (Valley Pike) and to Southwest by VA Rte. 638 (Vbucluse Road). The adjoining land to the Northwest is zoned RA and is currently vacant. The adjoining properties to the North and East are zoned RA and are used for agricultural and residential purposes. Off -site Areas No off site disturbance or construction activities ore anticipated. Critical Areas No critical areas have been identified on the site. Erosion and Sediment Control Measures 3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed along the proposed access rood to the construction area. The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights -of -way. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleonout of any structures used to trop sediment. NI materials spilled, dropped, washed, or trocked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence 01 be installed in selected locations downstream from the construction area as a first measure of construction. Silt fences shall be inspected after each rainfall and at least doily during prolonged rainfall. Any required repairs shall be mode immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. My sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grode and stabilized. 3.08 Silt fence will be installed as culvert inlet protection at the upstream ends of culverts. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be mode immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-holf the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grode and stabilized. 3.31 Temporary seeding in accordance with the E d: S Std & Spec 3.31 will be applied to the topsoil stock pile and oil areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. To coincide with the anticipated construction dotes, the seeding will consist of 50 pounds per ocre of German Millet. All temporary seeding areas will be mulched in accordance with the schedule included herein. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included heroin. The anticipated time for construction is August through December 2002. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegross 50 Ib/oc 98 85 Winter Rye 50 Ib/oc 98 85 MATCH EX. PVMT. DISTANCE TO VA RTE. 638- 650't STOP SIGN �R CG-11 34 ' OR PEF PLANS ECG-7 (TYP.) EX. EOP 48' PROPOSED ENTRANCE 150' U.S. ROUTE 11 U.S. ROUTE 11 STATUTORY - 55 MPH STATUTORY - 55 MPH SIGHT DISTANCE - 550' SIGHT DISTANCE - 550' DISTANCE TO SAN_EM CHURCH RD.- 3200't ENTRANCE TAPER & STRIPING DETAIL NOT TO SCALE *INSTALL CG-12 RAMP AT THE DISCRETION OF THE VDOT INSPECTOR 191 FIR. STREET I 31 A AISLE APPROACH�TO ,�, BE THE SAME AS I 0I MAINLINE ROADWAY. SHOWMS rxTNO P)1I _`'I SIwNs oiO PBLArrs) ♦RADIAL TION ■ CONSTRUCT GRADE CHANGES WITH A EX. ROAD 14' CROSS SLOPE ' 1/4":1' 1.5" SM-12.5A I I VARIES S i {{ i�i #€€"i7..{{...'.€'.•.'•..i 1 . • ... , . • . .€.... ........... • • • .. . ..... € S i 8" 21-B 12" COMPACTED SUBGRADE U.S. ROUTE 1 1 / SITE ENTRANCE SECTION NOT TO SCALE German Millllet 350 Ib/oc 98 85 -4; CURB dcj GUTTERPARABOLIC CURVE. T (ST D. CG-6) ® WHEN THE ENTRANCE RADII CANNOT or Feb 16 - Apr 30: 6" SIDEWAL® 6" ACCOMMODATE THE TURNING REQUIREMENTS Annual ryegross 75 Ib/oc 98 85 EXPANSION JOINT EXPANSION JOINT OF ANTICIPATED HEAVY TRUCK TRAFFIC, THE /4 DEPTH FOR SIDEWALK AND CURB RAMPS Mulch: 1.5 ton oc small rain straw / 9 F W WITHIN THE LIMITS OF THE RADII SHOULD BE Fertilizer: 1000 Ib/oc 10-10-10 TE: WIDTH "B"- 2'-0" MAINLINE ROADWAY INCREASED TO 7. Permanent Stabilization FECTION. SHOWN ON The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormont for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of oil soil stockpiles on site as well as soil intentionally transported from the EDGE OF SHOULDER OR project site. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: OPTIONAL FLOW LINE Seedbed Preparation: a. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/10009f). MAINLINE ROADWAY SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Toll fescue 60 Ib.oc 97 85 Red clover 8 Ib/oc 95 65 Ladino clover 8 Ib/oc 95 65 Nurse Gross-(seoson dependent) Sept 1 - Feb 15: Annual Ryegross 12 Ib/oc 98 85 Winter Rye 12 Ib/oc 98 85 May 1 - Aug 31: German Millet 12 Ib/oc 98 85 or Feb 16 - Apr 30: Annual ryegross 12 Ib/oc 98 85 Mulch: 1.5 ton/oc small grain straw Fertilizer: 1000 Ib/oc 10-10-10 1. Erosion control practices shall conform to the requirements of the Virginia Erosion and Sediment control Handbook. 2. All perimeter sediment control devices shall be erected prior to any land disturbing activities and shall remain in place until the site is fully stabilized. 3. The contractor shall perform overlot grading to provide positive drainage and preclude ponding of water. All off site grading and construction is to be done with the property owner's consent. 4. Cut and fill slopes shall be graded at a maximum of 2 horizontal to 1 vertical unless otherwise specified on the plans. 5. The limits of clearing and grading are shown on the plans. CONSTRUCTION NOTES 1. The existing utilities shown on these plans ore booed on available information. The CONTRACTOR shall be responsible for determining the exact location of oil utilities before commencing work and for any damages which occur by the failure to locate and preserve these utilities. If the CONTRACTOR should encounter utilities other than those shown on these plans, the CONTRACTOR shall immediately notify the engineer and take the necessary and proper steps to protect the facility and assure the continuance of service. 2. The CONTRACTOR shall hove approved construction drawings prior to the start of construction. At least one copy of approved plans and revisions shall be kept on -site at all times. 3. Cut and fill slopes shall not exceed 2-horizontal to 1-wrticol unless otherwise called for on the plans. 4. Controlled Fills: A. Controlled compaction sholl occur in oil fill sections for pavement, trenches for utilities and in other areas as designated on the plans. B. Controlled fills shall be compacted to 95% density as determined by methods per standard proctor ASTM D 698. Density shall be verified by a qualified soils engineer. C. Controlled fills shall be compacted in 8 inch lifts (loose thickness) to the specified density, beginning from the existing ground surface, unless otherwise approved in writing by a qualified soils engineer. D. The surfaces directly beneath areas to receive controlled fill ore to be cleared, grubbed. and stripped of topsoil. The area is then to be scorified and compacted to a depth of 6 inches to the some density as the controlled fill to be placed thereon. E. Fill material shall be taken from approved borrow areas. It shall be clean soil, free of roots, woody vegetation, oversized stones, rocks, sandy soil, or other objectionable material. 5. Blasting is not permitted within 25 feet of existing utilities without owner permission. 6. Storm sewer and pavement materials called for on the plans refer to standard VDOT designations. 7. All rodii indicate edge of grovel, edge of pavement or face of curb as applicable. 8. The CONTRACTOR shall obtain a permit from VDOT for the work proposed in the rights -of -way. 9. NI disturbed R.O.W. monuments are to be replaced and verified by a certified land surveyor at the CONTRACTOR's expense. 10. The DEVELOPER shall obtain permission from adjoining property owners prior to conducting any off site construction activities. 11. The CONTRACTOR shall coordinate the relocation of the existing utilities with the appropriate utility company as necessary. 13. The designated job benchmark is located along the North bound lone of U.S. Route 11 approximately 530' north of the proposed entrance. The benchmark is a U.S.G.S. brass marker (number: S336). Elevation- 758.00 MSL. CITY OF WINCHESTER WATER SUPPLY NOTES 1. Water lines are to be constructed in accordance with these plans. The lines shall additionally meet all requirements of the City of Winchester design standards. 2. The CONTRACTOR shall coordinate with, and arrange for inspection by, the City of Winchester Deportment of Public Utilities. OL WHEN STADARD CG-11 IS USED FOR PLAN VIEW ENTRANM BUILT ION wrrH P EASE VDOT PROJECTS. NOTE TH FOLLOWING: 8% MAX. D MAINLINE PAVEMENT SHALL BE CONSTRUCTED��a SLOPE CHANGE TO THE RAW LINE (EXCEPT ANY SUBGRADE STABILIZATION REQUIRED FOR MAINLINE PVMT. UABOu� J- WHICH CAN BE OMITTED IN THE ENTRANCE.) _ ♦ RADIAL CURB OR COMBINATION CURB AND 8% MAX._ ® ANY GUTTER SHALL NOT BE CONSTRUCTED' SLOPE CHANGE ---- BEYOND THE R/W LINE EXCEPT FOR D REPLACEMENT PURPOSES. ' WHEN USED IN CONJUNCTION WITH STANDARD s CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THEN, - MOUNTABLE CURB CONFIGURATION:", SECTION A -A SEE STANDARD CG-12 FOR CURBESIGN GUIDELINES FOR GRADE CHANGE D • O BE USED WITH THIS STANDA MAX ` PLANS ARE TO INDICATE WHEN . TION OF H A FLOW LINE IS REQUIREQ_I, ° PROVIDE POSITIVE MEDIUM (500-1500 VPD) <3% 6% DRAINAGE ACROSS THE,,. E. LOW (LESS THAN 500 VPD) <6% 8% OPTNOWy, FLOW LINE MAY REQUIRE WARPING OF A PORTION .OF GUTTER TO PRECLUDE PONDING METHOD OF TREATMENT- OF WATER" CONNECTION FOR STREET INTERSECTIONS ANt) ro MHERCIAI F•NTRANrFq VDOT 2001 STANDARDS (C G - 1 NOT TO SCALE - PERMNSSABLE'` PAY 1_41CG-12 _ CONSTRUCTION JOINT PAY LINE CG-12 VAR. WIDTH a a0 a,0°a, SIDEWALK OR a SIDEWALK SPACE ` ,aaoaaaaaaau 4' MINA.. RADIAL PLAN _MINBARS 12" CONIC.UM CCOICC. COVER 1/2- a- PERMISSABLE JOINNSTRUCTION VAR. WIDTH SIDEWALK OR SIDEWALK SP TANGENT PLAN •7" WHERE STD CG-3, CG-7 IS USED. ST'D CG-2 " OR CG-6 J5x8" BARS O 12" C-C PAY LINE MIN. CONC. COVER 11 2" CG-12 VAR. WIDTH SIDEWALK °�a°a0 ba°�0°1c, OR SIDEWALK SPACEo',oa°b PERMISSABLE �a°�ava ate° ° / CONST. JOINTS , TYPICAL ALTERNATE RADIAL PLAN FOR USE AT APPLICABLE STREET CONNECTIONS AND *FOR COMMERCIAL ENTRANCE (HEAVY TRUCK TRAFFIC ANTICIPATED) SEE STANDARD CG-13 SHEET 203.10 RAMP FLOOR _OPE: 12:1 MAX. SOMETRIC VIEW 12" x 18" STND. RES&VED PARKING STND. U-CHANNEL POST 111, VAN MxESSOLE VAN ACCESSIBLE PROP. GROUND SIGN 5' (OR AS SHOWN ON PLANS) 4" CRUSHED STONE (3000 PSI) 4" CONIC 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) TYPICAL SIDEWALK D ETAI L NOT TO SCALE VAN ACCESSIBLE SIGN RESEItWD PARKING T-1, R PLANS �r intro-ew HC SIGN HANDICAP SIGN DETAIL - NOT TO SCALE - - 0-0- S bdbq bdbv NOT �nn�n CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL I. aa� DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR (RAMP FLOOR MAY BE �a o°0 R PRECAST OR CAST IN PLACE). THE DECTECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE FINISH. RAMP SHALL NOT EXCEED A MAX. SLOPE OF 12:1. FLARED SIDES OF CURB RAMP TO BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSABLE CONSTRUCTION JOINT WITH REQUIRED BARS. A IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE OFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS SIDEWALK AREA (WITH 7'-4" IS THE MIN. A-4. OR WITHOUT BUFFER STRIP REQUIREMENT TO REQUIRED BARS ARE TO BE 14o.5 x 8" PLACED V CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP ACHIEVE A 12:1 SLOPE FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 11 2 CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE IN PLACE. CURB/ CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURG (RAMPS ARE INCLUDED IN PAYMENT FOR THIS ITEM MAY BE CURB/ CURB AND GUTTER. SECTION A -A CAST IN PLACE OR PRECAST WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE PERMISSABLE CONST. JOINT ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. SLOPE: 12:1 MAX. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. THEY ARE TO 5x8" BARS O 12" C-C BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSABLE ROUTE WTHIN THE R.O.W. OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETER SIDEWALK IS EXISTING, PROPOSED, OR NON-EXISTANT. THEY MAY BE Sao° aaa ®aoo oa a OFFSET FROM PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, BUT SHOULD a 4 y... . ,.,,.•; , ,, . � NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ECT, WILL ALSO AFFECT PLACEMENT. 773 LMITS OF EXPOSED /V TREATMENT WHERE WIDTH OF -b AGGREGATE SIDEWALK L1 SIDEWALK OR SIDEWALK SPACE ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM, AND SLIP RESISTANT PATH IS LESS THAN 7'-4" CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED, AND USED BY SECTION B-B PERSONS WITH MOBILITY IMPAIRMENTS. CURB RAMP (CG-12) [PERSONS WITH MOBILITY IMPAIRMENTS( N.T.S. MROIN1A DEPARTMENT 203.09 - ,.®..a,,., REWSED 4-26-93 4' END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE (OR 5' NOTE: ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED) ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATIION OF' THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE FINAL BACKFILL CAREFULLY COMPACTED SELECT BACFILL CRUSHED AGGREGATE TYPICAL CULVERT PIPE BEDDING DETAIL NOT TO SCALE PRIME AND DOUBLE S 6" 21-B BASE COUR! COMPACTED SUBGRADE PRIME COAT AND DOUBLE SEAL COAT TREATMENT: PRIME: #78 AGGREGATE O 25 LBS/SY WITH CRS -2 O 0.35 GAL/SY INITIAL SEAL: #78 AGGREGATE O 25 LBS/SY WITH CRS -2 O 0.30 GAL/SY FINAL SEAL: 08 AGGREGATE ® 20 LBS/SY WITH CRS-2 O 0.30 GAI_/SY ON SITE PAVEMENT DETAILS NOT TO SCALE SCALE: NA C. I.: NA DWG: UUCSHT3 Im V) I- z i a 2 U U O U � z Q N O~ V) r 0� ZJ W (AUIn :DID �Z U W J V U Z 505 5 `w }w F ~ Ir �!_'38 Z U =YC)j W - .7WWrW v W a Z< • O O (14 .� O N M 3 (� In N 01 O) n t` C Y .N Lo C 0 to gO� W ° J _ O U) U) 4) °% C. °a W M U) 0 E C a v) .- Z3CF-�� l03 w s� aN a° 15 0 C. LM No. 21621 A 010111LDATE: SURVEY: 29SEP02 ARTZ DRAWN: PLC JOB NO.: 9902019 SHEET: 3/5 U) Z� H- W J UJ N� 0ZZ UUJ kD SEP I FREDERICK COUNTY M rwMING & DEVELOP_` NET -- / f i i. 7J r � r✓ r f f a" J'' THE PdINT OF DISCHARGE AS `JDETERMIN0 BY HEALTH • i r / / DEPARTMENT. PLACE 2 TONS OF COARSt AGGREGATE NO. / 1 / / Ay6NG OF OUTFALL PATH AS SHOWN OELOW THEE PO T OF ISCHARGE, ,k R AS REQUIRED BY THE HEALTH VtPAf TMENT. / DECFrLORINATOR,, - CONTACT CHA4BER CHLORINATOR ......_.. ... ..... �" / w,....,W. J° if / / ,.,, ,+' `'`, .+'` •^". "'/ if tr '' ------ X. TREEUNE P � � / t / WETLAN[S CELL / �t�' ,� �f i727, 05 -f7282.7 / / > GRADI�AAREA AROUND .WETLAND Ati� CELL! TO PREVENT SURFACE WATER FOM ENTERING THE CELL FILTERS(3),' �ti d t d fit "'Ve,7P I RSF ,PUMP TAfl f f 1---- APPROXIMATE LOgnON f r ,r 7g ! r # OF EX. INTERMITjENT f f r (UNNAMED TRIBIf TARP �� 1't � 4"0 SCH 4� PVC(TYP) / ! f OF NEST RUN) f� / MINIMUM � OPE=2.009" " f 72",t1 ;p I i / MINIMUM EPTH OF B6RY=36 t 1 M75II f 1 I I STND. 1000 GALLON 6 f i / f SEPTIC TANK I r' 1 1 �r �,� •� 1 / r' f I ! I 1\ d k i r X f ; I f d N 1 f �� � { �; 1 I $1a�7,�.1 � �`f i t��t 'ro7-•`h sfaa t` j f I f f 1 �F N ° '°w•.,L., 1 SW , 17. R5' / /P "` `.,• ...J` t t� li} I 1{ . ' I �/� *``w.._ '1f 7 j '+. / If it f fit° // ��' {'',• ..... ,.... ,. --- `f I 1 rf f f `� �' 21 µ f / r , / I / t ♦ 01 * 11 FLOOR APPROXIMATE FINISH GRADE INV - 722.08 SEPTIC TANK INV = VISUAL AUDIBLE SCHEMATIC DIAGRAM OF HYDRAULIC PROFILE PUMP ON LIGHT *4-A PANEL CONCEPT LOCATE PANEL INSIDE BUILDING RECIRC VALVE RECIRC PUMP TANK RECIRCULATING SAND FILTER CALCULATIONS "- SYSTEM TYPE: RATIO BOX 1. _200_ NUMBER OF FIXED SEATS; WATER CONSERVATION YES (), NO (X) 2. _-2.5- GPD/SEAT 3. _500- TOTAL GALLONS 4. -5_ DESIGN GAL/SQFT/DAY SAND FILTER LOADING RATE (3 TO 5) 5. --100_ SO FEET FILTER REQUIRED 43 / #4) 6. -3 S.F.MODULES O -40.5 SQ FT /MODULE 7. -121.5- TOTAL SO FT O --4.1 GPD/SQ FT PROVIDED 8. __8- :1 DESIGN RECIRCULATION RATIO BASED ON FORWARD FLOW 9. _4000 TOTAL GALLONS PER DAY DOSED ( #8X #3 ) 10. _27- CYCLES PER DAY 11. -0- HR -53- -MIN FREQUENCY OF CYCLE 12. -150___ GALLONS PER CYCLE MAX _150 GALLONS (2" COVER MAX) 13. _2 INCHES COVER PER CYCLE ( (#12/ 7.48) /#7)X 12) 14. _750 GALLONS -DOSING TANK SIZE a)* _15.6--GALLONS PER INCH OF TANK 15. _10 INCHES DRAWN PER CYCLE (#12 / #14a) 16. �265 GALLONS RECIRCULATION STORAGE (1/2 DAY TO 1 DAY) 17. _3-- NUMBER OF FILTERS TO RECEIVE PUMP DISCHARGE 18. _12- NUMBER OF DISCHARGE HOLES PER FILTER 19. _1.05 GPM PER DISCHARGE HOLE 20. --2.0_ FT. DESIGN HEAD FOR DISCHARGE HOLES 21. _38-- TOTAL GPM (#17 X #18 X #19) 22. _11 - FEET OF STATIC HEAD 23. __2 INCHES DIAMETER SUPPLY PIPE 24. __NA FEET OF EQUIVALENT LENGTH OF SUPPLY PIPE 25. -5- FEET TOTAL HEAD LOSS FOR FILTERS ( O #20 & #21) 26. _16- TOTAL DYNAMIC HEAD (#22 + #25) 27. -15-_ MINUTES DRAWDOWN TIME; RECIRCULATION TANK 1#12/[#21-(#21 x 3/4)] INV - 721 INV - 721.00 INSIDE BOTTOM INV 716.95 G�cli �tlr T�I7>•�i�7_�1�I:►�7 WETLANDS CELL SAND 3R CHLORINATOR FIELD FIT CHLORINE CONTACT CHAMBER TOP ELEV - 728.00 SEWAGE TREATMENT AND DISPOSAL NOTES 1. The contractor must coordinate with the Health Department for the location of the point of discharge. Topographic information was taken from USGS 7.5 minute series quadrangle map. 2. All sanitary sewer and water supply construction shall conform to the current standards of the Virginia Department of Health and Frederick County. The CONTRACTOR shall be responsible for obtaining all necessary permits for the installation of sewerage facilities. 3. All gravity sewer pipe and force main pipe called for on the plans shall be SCH 40 PVC ASTM D 1784 with solvent cement joints assembled in accordance with ASTM D 2855. The pipe trench bottom should be constructed to provide a firm, stable, and uniform support for the full length of the pipe. Any part of the trench bottom excavated below embedment grade should be bockfilled to grade and compacted. All pipe shall be installed with proper bedding providing uniform longitudinal support under the pipe. Initial backfill material should be place to a minimum depth of 6 inches over the top of the pipe. All pipe embedment material should be selected and placed carefully, avoiding sharp stones over 1-1/2 inches in size, frozen lumps, and debris. Sharp stones should be excluded from the embedment material. 4. Sand filter size shall be based on a hydraulic loading rate of 4 gallons per day per square foot of filter surface. A minimum surface area of 112.5 square feet shall be provided in the filter(s). Three 1250 gallon capacity, precast septic tanks from Winchester Building Supply, or equal, will provide the required volume. Each tank is cast in two pieces. The top piece will have a 1'-9" x 5'-0" opening, centered. The opening shall have a removable corrugated fiberglass cover to allow access to the filter sand and piping for maintenance. Each filter will be equipped with a high water float switch wired to a clearly marked, audio-visual alarm to be located in an inhabited area of the proposed dwelling. The filter media shall be as follows: bedding layer: 10"-#57s stone intermediate layer: 4"- 1/4" to 3/8" pea gravel filter layer: 30" sand Sand for the filter layer shall be obtained from Shenandoah Sand and shall have the following characteristics: Effective size: >0.60 - < 1.5 mm Uniformity coefficient: <4 5. Drill (6) six 1/4" diameter holes in each distribution lateral in the sand fiters. A total of 36 holes should be drilled. Locate holes to provide an even distribution in the filters. The holes should be burr free and countersunk. Provide a fine mesh nylon wrap for each lateral as shown on the plans. Adjust the globe valve in each distribution lateral to provide the system head at the filter. The system head is approximately 20 inches. 6. Apply sealant as required to make all concrete components permanently water tight. 7. Sand Filter Pump Information: Minimum Pump Requirements: 38 gpm at 16' TDH Pump Specification: Myers ME Series Model ME50, 1 /2 HP, 230 V, 1 PH PUMP CURVE 12' x 6' FILTER LID BY AMERICAN MANUFACTURING CO. RECIRCULATING SAND FILTER MODULE NOT TO SCALE 4" KNOCKOUT FOR F.M. & RETURN LINE TO BE LOCATED WITH INV. AT INSIDE BOTTOM OF TANK w.1 . FREEBOAR SAND DEP PEA GRAVEL DEPTH LI JUNCTI BOX LOAT O�fRRA[`I[FT ♦ s. TANK SIZE 750 GAL. - J 1•tft INLET -► RECIRC VALVE 265 GAL. RESERVE SAID CLOSED O 29" %M FILTERS 17" ALARM ICAMLOCK FLOAT 52' S" PUMP ONE 10" 150 GAL. 8/Q• WEEP MOLE ro 29 20 PUMP OFF PUMP TO ON 16'eLO. FLOAT BRACKET DETAIL/RECIRC TANK 7 DISCHARGE ORIFICE (TYPICAL) � -)1-1/2" CLEAR PVC ADJUSTMENT HEAD ADJUSTMEMENT RISER \ (TEMPORARY) CAMLOCK GLOBE VALVE BY V' 'OTHERS, 1 VI\I Y' PI TYPCAL 4 PER FILTER DRILL SIX 1/4-0 HOLES IN EACH LATERAL AS INDICATED. YLON MESH SPRAY SCREEN DISTRIBUTION LATERAL (TYPICAL) BY AMERICAN MANUFACTURING CO. PROVIDE A 10"-2"0 EXTENSION TO THE STAND PIPE TO ALLOW COMPLETE FLOODING OF WETLAND CELL SWIVEL I 100 N 00 INLET j OUTLET WETLAND OUTLET BOX AMERICAN MANUFACTURING CO. NOT TO SCALE Z FIN. GRADE DE-CHCHLORIINATOR4 SIMPLEX CONTROL PANEL O BY AMERICAN Z C5 GAL/DAY CHLORINATT R4 75 GALLON STANDARD GAL A NEMA 4X fiberglass control panel shall be furnished with each pumping unit to be installed, BY AMERICAN (3-25CONTACT CHAMBEC.FRiLORINE as shown on the plans. AM The control panel enclosure shall be molded of lass reinforced polyester resins which are U s /� OM ouTsroE ELEv = 721.s3 P 9 P Y chemically resistant to corrosive atmospheres. The resin system shall be pigmented to impart Z a gray color to the enclosure. The resin system also shall include a flame regardant to (W9 obtain a flammability rating which meets U.L. 94V-0. Heat distortion temperature shall be - - 350 degrees Fahrenheit. Z The enclosure shall be of one piece, weatherproof construction with smooth, rounded corners and shall be constricted to have a smooth exterior and interior. The enclosure shall be fitted O ADD GAL. MODULES AS with a closed cell neoprene gasketed cover. The enclosure shall be provided with back panel 0 NECCESSARY mounting provisions. W The cover shall be hinged with a heavy duty corrosion resistant stainless steel piano hinge. The cover shall be lockable by means of two high quality combination stainless steel latches CHLORINE CONTACT CHAMBER NOT TO SCALE and padlock hasps. The enclosure shall be provided with external mounting feet on the top and bottom of the enclosure. These mounting feet shall be of fiberglass and molded into the enclosure. The back panel shall be a minimum of .080" aluminum and held in place by four #10 screws, which will mate to four threaded standoffs, which are molded into the enclosure. Z CHLORINE CONTACT CHAMBER The panel shall include a 20 amp main disconnect breaker, alarm circuit fuse, control circuit 25 GALLON MODULE fuse, I.E.C. rated motor contactor, pump hand -off -auto switch (momentary in the hand Z NOT TO SCALE RE -AERATION position), um run light, alarm test switch, terminal blocks, round lug, and all necessary UNIT FIELD FIT wiring andp brackets. g g g ry NOS' INLET TTOOOOUTLET `I S DECHLORNATOR FIELD FIT TYPICAL FOR EACH FILTER T117101��.�•alT���iRl:�>♦r•i�%I�:�>>� il:i M • : 1A1� ti • • 7 4 PVC PIPE SUPPLIED BY The control panel shall be equipped with a red alarm light. The lens shall be mounted on 1 GTHEas OUTLET the front of the enclosure. The light shall have an engraved nameplate stating "HIGH WATER". -► (8 -' The light shall have a bright glow during high water conditions. the alarm light will go out Z INLET with the water level drops. W 4• PVC PIPE POINT DISCHARGE r. Z SUPPLIED HERS BY The internal wiring shall be neat and color coded. Each wire shall be a different color or stripe (except for ground), and all incoming wires shall terminate into a box clamp type9 • terminal block (except incoming power). All wires shall be 14GA. type TEW for 105 degrees O qt Celsius. U A schematic diagram (showing wire color) shall be permanently fastened to the inside of the enclosure. An Installation Manual and Service Manual shall be included with each control panel. The control panel shall be U.L. listed as an assembly. X. FLOAT EA FILTER TO ALARM HIGH LEVEL. FLOATS TO BE ONNECTED TO TB 11 & 12 ON TIMER PANEL. TO FINAL DISPOSAL DOSING TANK COURSE GRAVEL DEPTH 1�= ll FORCE MAIN V PLANT7 N SECTION FORCE MAIN THRUST BLOCK DETAIL (REQUIRED AT ALL DIRECTION CHANGES) 12" NOT TO SCALE 4" SCH 40 GI 1 W Z U W X ITT Z O Z g W Z U W 2: 6" - HIGH WATER T BALL 8" NOMINAL RECIRCULATING SAND FILTER RECIRC-VALVE DETAIL BY AMERICAN MANUFACTURING CO. TANK ACCESS OPENING DETAIL NOT TO SCALE 5' " 11 9„ U CHLORINATOR/DECLORINATOR DETAIL NOT TO SCALE COVER LOCK BAR SLOT LOCK BAR SCHEME 40 PVC UluMun OUTLET I OUTLET "7 4-+1 DESCRIPTION Model doorkm Wd�ww erta: Chlorbalkor Ift 10�a 0 ha•sa1• a 4�Ofan•- ter UMet and ou 4 It Y de 1p to handle the flaw of boated eflNwnt from�awNww�t.eapartwr tnofinent plonte with dedan Now A�om�eip�tfa iaMa when hitallend after a am ohm 1 oldo am the effluent AERATOR DETAIL NOT TO SCALE AIR INLET--..� WATER LEVEL .5 FLEXIBLE AIR TUBING AERATION TOP ACCESS COVER S/S HOL OWN SCREWS -AIR CONNECTION FROM AIR CONTROL N U m H J C3 aZ JQ J(ai>I� O mIN0 a'W^ V QZ 3W WZ CL O � U H =U WE Q Z I- _ S N w V)(n�/w■Z It_ I D �`'QU Z � Y W V 0 avw � H C5 CL jQ 0 0 n� r04 - 0) O I 0 (0 0 N 0)) 0)U r*- I\ �n 0 N in I 1 3 o � � (0 N 0 v 9 (O o c a;'o,� v ��v�® ++J :3a= 0 0 U O 4; Inert O 'E 0 '0 a r- (QL 0 U- r-E~Li- E 0 3 Li Inn Ind C7 � Z J W W V) O I? *SIN x o `r sj° Z C9 `ram J0 C. LEVS r . 2191 I.' rONAL e DATE: SURVEY: ;. 7.5" 19JULY04 ARTZ •4� •r. SCALE: DRAWN: •Sw 1 "=30' PLC C.I.: JOB NO.: its NA 9902019 DWG: SHEET: UUCSHT4 4/5 12" MIN. PROTECTIVE EARTH COVER k- F N TOP LINER-715.50 i� ---T- ANCHOR TRENCH 30 MIL PVC LINER J— 1299 LINER ANCHOR DETAIL NOT TO SCALE TOP OUTLET BOX=71 TO DISINFECTION AND AERATION IE=714.25:.:._:..:::-::: OUTLET CONTROL TOP BERM=717.0t FROM CELL IE = 714.25 SET BOTTOM OF WETLAND OUTLET BOX O 713.92 SET ON 6" CRUSHED LEVELING STONE LINER ANCHOR SEE DETAIL WATERTIGHT BOOT —' PER MANUFACTURER(TYP) R 0 M 4"0 SCH 40 PVC STANDPIPE R ca 19" VDOT #57s STONE 2" SURFACE SAND CUSHION- 30 _MIL PVC LIN_ER_O_ ELEV_=713.75 3-W SUBSURFACE SAND CUSHION — ROLLED SUBGRADE— oo 30' — COMMON CATTAIL O 36" CC DOUBLE ALTERNATE ROWS THREE SQUARE BULLRUSH O 36" CC DOUBLE ALTERNATE ROWS 36" ------------------------------------------------- ---------------------- SECTION THROUGH WETLANDS CELL NOT TO SCALE PLAN VIEW OF WETLAND CELL NOT TO SCALE CONSTRUCTED WETLANDS CELL TREATMENT DESCRIPTION Inflow Control/Distribution System The inflow control/distribution system will consist of a single 2" SCH 40 PVC effluent line from the siphon chamber. The distribution header shall consist of 20' of perforated 2" SCH 40 PVC pipe, leveled and supported by CMU blocks. Header perforations shall be 3/8" in size along one site of the pipe. Perforation spacing shall be 20" center to center over the length of the pipe. The distribution header shall be connected at its midpoint to a 2" SCH 40 PVC effluent line via a 2x2 N tee. Both ends of the pipe shall be capped and sealed with a threaded PVC end cap. The header will be leveled prior to total stone backfill and flow tested to ensure maintenance of uniform hydrouliic collection conditions (no short circuiting). in 5 Constructed Wetlands Cell Design The constructed wetlands technology is intended to provide treatment of sewo4ge effluent to the tertiary level. The constructed wetlands treatment unit shall consist of a lined, grovel filled basin, with dimensions of 30 feet in length and 20 feet in width. The design treatment depth shall be 1.5 feet with a bottom slope of 0.001 ft/ft. (The wetland cell design shown herein is typical for a 500 gallon per day demand. The proposed church is expected to produce a demand of only TOP BERM=717.Ot 200 gallons per day maximum.) 2 1 LINER ANCHOR L_ 3" SUBSURFACE SAND CUSHION FROM SIPHON CHAMBER WETLAND IE=714.4 8" STANDARD MASONRY BLOCK TO SUPPORT DISTRIBUTION PIPE. INSTALL O 48" CC (3 REQUIRED). Influent to the cell will be evenly distributed across the head -end by the perforated header pipe. Sand filter effluent will move horizontally through the gravel treatment media where treatment will occur by various physical, chemical and biological removal mechanisms. Solids will be removed by sedimentation, filtration and adsorption. Trace metals and nutrients will be removed through absorption, adsorption, complexion and chemical precipitation. Finally, pathogens and trace organics will be removed by decomposition, adsorption, sedimentation, ultraviolet radiation, chemical reactions, natural dieoff and zooplankton predation. Natural processes will enable the wetland to perform to specification immediately upon activation. Peak performance will occur within 2-3 years as the system matures. CW Cell Design Data 1. Total Average Daily Flow - 200 gpd 2. Design Depth (d) = 1.58 ft 3. Media porosity = 0.35 4. Cell Dimensions(minimum): 30'x2O' 5. Media volume=332.5 cu ft Design Calculations 1. Hydraulic Retention Time (t') Vol - 332.25 cu ft x 7.48 gal/cu ft - 2487.1 gal t' 2487.1 /200 gpd = 12.43 days 2. Hydraulic Loading Rate (LW) LW - 200 gpd / 600 sf - 0.33 gallons per square foot The treatment cell shall be constructed at the location specified on the construction plans. The cell subgrode shall be prepared as shown, with excavated materials used for berm construction. Adcditionol materials, should they be required, shall be obtained from an on -site barrow area. The berms shall display a maximum slope of 2:1. Following subgrode preparation, a 3" subsurface sand cushion shall be uniformly applied over the cell bottom and sides. A 30 mil PVC liner shall then be installed and anchored as required. Liner installation shall be in accordance with manufacturer specifications. A 2" sand cushion shall then be applied to the cell bottom, and inflow and ©utflow distribution/collection appurtenances installed as specified. The treatment media shall then be installed and leveled as required. The grovel bed shall consist of a layer 19" thick comprised of grovel (VDOT No. 57' stone) 1 /2" to 1" in diameter. The stone will provide a planting substrate for the wetlands vegetation. Operational water levels shall be maintained three inches below the top of the grovel surface by on adjustable standpipe locotedi in the outflow control structure. Following completion of all hydraulic connections, the cell will be flooded and tested for leaks. Upon determination of liner integrity, the cell will be planted with common cattail (Typho sp.) and three -square (Scirpus sp.) in double alternating rows on 36" centers. Effluent Collection /Outfo I I Control System The effluent collection/outflow control system shall consist of a perforated colllection header installed in the down-grodient end of the cell, and effluent conveyance line and a single outflow control structure. The collection header shall consist of 20' of perforated 4" SCH 40 PVC pipe, embedded in cell gravels. Header perforations shall be 1 2" in size and encircle the i " U / pipe at 90' intervals. Perforation spacimg shall be 12 center to center over the � length of the pipe. The collection header shall be connected at its midpoint to a 4" SCH 40 PVC effluent line via a 4x4 0 tee. Both ends of the pipe shall be capped and sealed with PVC materials. The header will be leveled in the gravel prior to a- total stone bockfill to ensure maintenance of uniform hydraulic collection conditions (no short circuiting). Z 0.. JW OW 950 jNZ 3� 5"< O�Z 505 5 W w < F ~ Z 0: (38 Z � U =�V � W W U W ~ Y ZV 5 t J U F- Z 0 a U Cam.' a W C F- J W The effluent collection line shall convey treated wastewater to the outflow conitrol structure. A watertight boot shall be installed at the point of liner penetration to prevent cell leakage. Boot installation shall be completed per manufacturer V 0 specifications. A rotational stondpipe shall be used to control cell water levels.. To enable periodic flooding of the cell to N control unwanted vegetation, an additional piece of 2" PVC pipe will be provid4ed that can be connected to the standpipe in J order to raise the water level as required. w� ? 0 � � c r` Disinfection N u) In C The ability of a constructed wetlands system to remove pathogens is well established. Typically, a properly designed system �. 0 will reduce effluent pathogen levels to below NPDES permit limitations. While the proposed system is anticipated to perform *L. , o V) c (p co 0 similarly, a disinfection contingency has been designed concurrently with the wretlands cell. The disinfection contingency will j be installed as required by the Virginia Department of Health. W ,� v+ 't ' 3 U .- In U-) v Pre and Post - Aeration J v v r 0 The effluent from the constructed wetlnods system is anticipated to meet NPC)ES limits for dissolved oxygen. However, to 0 m 0 a a C ensure compliance with the dissolved oxygen standard, a pre and post oeratioin system has been designed concurrently with 4) .- a 0 _ the wetlands cell. The aeration contingency shall be installed as required by the Department of Health. Uj cr o 0 0 Z'C�`_E 3 w U) aN a0 0(on zcr_ f- w J w NZ Z0 0Z C. LEWIS No. 21621 1� - I ONAL DATE: SURVEY: 29SEPT02 NA SCALE: DRAWN: NA PLC C. I.: JOB NO.: NA 9902019 DWG: SHEET: UUCSHT5 5/5 - 71� 7P'Wo Winchester, Virqinio 22601 Telephone; (540) 662-5792 FREVERICK;COUNTY, 4. Property houridaTy and topographic informoflon shown on these plans was collected by Artz & Associates. M��M I ASSY. ASSEMOLY' ef BASEMEWT FLOOR SLK. BLOCK Sc 80'70�4 OF CURB BML SWLDINIC WIOUNTED LIGHT RS5D. aASEBOARD C&G CURS & GUTTER CIP CAST IN PLAr ,E CONCRETE CP_4F CONCRETE MONUMENT FOUND Cf p CORRUGATED PMYE-THYLEME PIPE CMP COROUGATED METAL PIPE CMPA _CORgU0ATEO METAL PIPE ARCH CO CLEAN, OUT DIA, DIAMETER DS 00VMSPOLIT EOP EDGE OF PAVEMENT FF FIRST FLObl! � FFE MISHED FLOCR ELEVA110M F0C FIRE DEPARTMENT CONNECTION .FG FACE OF GUTTER F" FIRE HYDRANT F,L.S. FIRE LANE SIGN 91P. 1GAUGE M0 GAS 'ME -TER, GIV OAS VAL Vt HCR HANDICAP RAMP _Ha "0% Big HD� W rnN 0� _W� INEAM CU190 HP "ION POINT t4EAFER IPF IR(N PPE FOUND ips IRON Pipe� SET INV wvmy io�lv PMNT LT. LIGAT �01,p �METAL LIGHT POLE TOPID MULTI -P R-COLUC7 DISPENSER Me mt Bag MH M�p k0FTAL SIGN POST NDC NOSE DOVAN Ctj9B N.P.& NO PARKING %N, MR7 :NO RIGHT TURN NTS M01 '70 se E AE'-LE=iC OKE bkERKAD 081 OVERNM TELEPHCWE Pw POST INDICATOR VALVE PL PROPERTY 'LINE FP POIvArER POLE P*VM7 PAVD&ENT R C tl RRF�NFORCED CONCRETE PIPE rr�' _D RM D RAIN EFFIE REDUCER 1­111C�4 OUTCROP SA N 17 A R Y STANDARD ic� en! KI�ovm Df�_, cy CURB IFLEF"401ME RISER a TFLEMSEDW RISER BON Typ 'TYPICAL U C E UNDERGROUND ELECTRIC NFMR ELECTRIC TRANSFORZ V1 WATER41NE 111jim tA JATER METER APP *OOD PQV�TR POLE WSP VOW SIGN POST WTP MOD TELEPHONE POLE WV WATER VALVE 5V RAvus IN FEET 900.00 PROPOSED SPOT ELEVATION X(Omau) EMSTINO SPOT ELEVATION 5. Site Data: Parcel Area: 21.521 Acres PIN- 85((A.)).6A Zoning. (RA) Rural Areas District ,Use: Chwrch Front Yard Setback: Required - 60' Provided - 190'+ on U.S. Rt. 11 Front Yard Setback.- Required - 60' Provided - 800'+ on VA Rt. 638 Rear Yard Setback: Required 100*(ogriculturol) Provided 490'+ Side Yard Setback: Required 100'(ogriculturol) Provided 213'+ Maximum Building Height: Allovfed - 35' Proposed -35' Maximum FAR: Allowed - 1,0 Proposed Total Floor Area = 6,744 sf = 0.007 FAR 6. Environmental Features: Wetionds - No kwetlonOs have been identified on this site. Flood plains - As indicated by F.I.R.M. Community Panel Number 510063 0175B no flood plain exists on this site. Sinkholes - No sinkholes have been identified on this site. St,oep Slopes - Steep slopes are defined by the Frederick County Code as slopes exceeding 15X The area of steep stop" allowed by the code to be disturbed is 257*. No steep slopes hove been identified within the Ii its of the proposed construction, There are some Greas of 20% slopes near the Im existing intermittent stream. Woodlands - *oodiands are generally defined by the Frederick County Code as including largely mature trees in groves greater than 1/4 ocre. No more than 25% of woodlands as defined by the Zoning Ordinance sl�,all be disturbed. The property is approximately 80% wooded, that is, 17.2 acres. Approximately 2,5 acres or 14,52% of the, existing, woodland wilt be disturbed by the proposed project. Soils - Aecording the Frederick County Soil Survey soils on -this site are classified as Ooklet-Gorbo- ChilhoVie, Gently sloping to moderately steep, deep, well­droined soils that have fine textured subsoil formed from weathered limestone. 7. Storm Water Management: An un-named tribuotary of West Run that bisects the we -stern portion of the site rry storm water runoff' generated by the proposed development. VA� E7141S wilt serve as on adequate channel to cc 8., Landscaping Requirements. N6ne zofio 9 Aw \4 USE: 9. Suffering Requirenments: Mone 10. Parking Space, Requirements: Property Line Setback: Required 5' Provided - 35+ Spaces Required. (1) space per'3 seots proposed (180) seats m/mv,011 hVrA2V1' Y Total spaces r'equired = 60 including 3 ADA spaces AMA M.109 Parking Spaces. proposed = 61 including 3 ADA spaces IFOIMM PAI ooding Space Requirements: None USE- R�RIAWIC. "; D - 11, Handicap Accessibility. :50, HC parking Spaces shall have a maximum Slope of Ir HC romps on the site shall hove detectable WGrning surface per ADAAG 4.7 and 4,29. HC romp$ off site shall be constructed per VOOT standards. �Iv 64 12, Site Lighting: None proposed UNM Rh W 4 13, Outdoor Storage: None proposed 48154, M-14.90 A 009. - R4 14. Trash Receptacles: None proposed IUK USE. YAW k3r PR. 15. Signs will, be installed In accordance with the Frederick County Zoning Ordinance. -site s t m (By Others). 16. Sanitary Sewage service will be provided by a private, on ys Is 17. Water service viill be provided by the City of Winchester. h 18, Provide directional signage as required to delineate one way traffic. 5B VDOT GENERAL— 907ESt VI. ALL WORM ON THISI PROJECT SHALL FP=FORM TO THE LATEST V13. ALL FILL AR24AS. BORROVJ MATERIAL AND UNDERCUT ARES SMALL BE TRft 04 1021=4 OF PiE \nM4&A 00ARTMEN7 OF TRANSPORTATION INSPECTED AND APPROVED BY VDOT REMENTAVVE PRIOR TO (V=) C�MAO MM W4011C SPEM��AMONS, AND STANDAROS. 1Z USE- N&12Mffl& "ON A% PLAM�ENT AD FILL. VXEOE CIR IEML!d IS REQUIRED. A V= W 14RGW4 -EPOS2 ND SEDIMENT, CONTROL REGULATIONS AND ANY 07HEO STATE FMRAL OR LCM REGULA11=5 REMMMNYATNE SMALL BE PRESENT TO INSURE THE SX�PLE 087=11) AFPLICAM IN THE PrENT OF 0ONTUCT MVIE0 AN? OF IS REMESENIATWE OF THE LCCAT*�L =EN SOIL SAMPLES ME SUZI07ED PW - - TWIN THESE STAWARDS. SPECIFICATIONS OR JSi T14E MOST 10 PMVAIE LABOANTORIES FOR 0, 'THE SAMPLES SMALL BE CLEM4Y STRINCENT SI4ALL 00VERN, t%RV.ED AND WELED AS BELONC-IXG, TO A PROJECT WK' VNLL OF ACCEPTED 10 SHALL BE C040=ED ACCORDRO TO ALL BY WOT AND THAT TESTIN W. ALL CONSTRUCT! .4 SMALL COXPLY WITH THE, LATEST U.S. DEPARTMENT OF LASOR =0PATZIAL �AFE7Y & HEALTH ALL APPLICABLE V007 STANDARDS, A%qXLV4A7IV M4A V4M"� -RULCS a REGUIATtIN & VIA. ALL RDA= AY FILL. BASE. SUBSURFACE MATERIAL AND EACKFILL OF UTILITY/STOMA SEV49R 7REf4CHES SMALL Ell oe V31 ZMEN = KING 0414 VWT RMHT OF WAY, ALL CW1 ACTED U 6' LIFTS TO 9,59 OF THFORETICAL M*i-MUM 'OL. VL,' C=Zi W"ER FEWgANENT V2 TEMPORARY. tK L BE IN 'ED BY AASHTO 7-99 MITHOD A. V41THIN DENSITY AS DETERMU 00 ACCORCAINCIE WITH THE CUIZA09 EDITION OF THE VWVS W=X PLUS OR MINUS 25Z -OF OPTV4UM MOISTURE FOR THE FULL A =3E. ALL IRAFFIC 410), AWA PROTECTION MMUAL� TUM'MM. WiDTH OF ANY DEDICATED SWET RiGMT-CF-t7AY. AT THE CONTROL FtA=95 M4US7 BE CEnAED IN ACCOnANCE V'JI'TH DIRECTION OF VOOT INSPECTOR DENSITY TESTS PERFORMED BY VDOT'S JAMUARY. 1994 <OR LATEST EDITION OF), ROAD A 0UALJF`IED INDEPENDENT AGENCY SMALL BE CONDUCTED AS S KCIFCATIOMS. SECI= `104.04-C� REQUIRED IN IKE VOOT ROAD AND BRIDGE SPECIFICAY10n. IA85 MON M1971aAl MOW PROM, PS0574 ZOM N 0. - R4 USE- YACAWI 1h 941N 0AMMYST 1ORKM Pa-40 : �jwb - ; W 6w ampr pvmv) A COPY OF ALL -TESTS SMALL a SUBMITTED TO VDOT PRIOR TE TO FINAL VDOT APPROVAL. Roo V4. THE DEVaEOPER SHALL BE RZSPOWSGLE FOR I rEL=TWG, AT HIS EXPENSE, kW, AND ALL UIRAIES, INCLUDING TRAFFIC SMUPI1, POLES, V16. VDOT STANDARD CD AND UD UNDERDRAINS SMALL BE INSTALLED E:R7 JUNCTION BOXES, CONTROLLERS, ETC. OWNED BY VDOT OR PRiVATE WHERE INDICATED ON 'THESE PLANS AND FURTHER WHERE UTILITY COUPANY. IT IS THE SOLE RESPONSIBILITY OF THE OZV%WPER MEWINVI) NECESSARY BY VOCT INSPECTOR. 10 �L=YE AND IDEWIFY UTILITY FACILITIES OR fTEMIS WHICH NW BE IN COWLICT WON, THE PROPOSED CONSTRUCTION ACFIVITY� VDOT APPROVAL V1& THE INSTALLATION OF AMY ENTRANCES AND MAILBOXES VATHIN OF 'THESE PLANS DOES kOT RELIM INE DEVELOPER OF INS RESPONSJO11TY. ANY DEDICATED STREET RIONT-OP-WAY SHALL MEET VDW MINIMUM DESIGN STANUARDS AMD IS THE DEVELOPER*S VS. USICN- FEWURES RELATING TO CWMMJtCTIQN OR TO RESPONSIBILITY. REGULATION. COWROI AND SAFETY OF TRAFFIC MAY BE VI 7. P;WR 70 ACCEPTANCE BY VDOT OF ANY STREETS, ANY SUBJECT TO CMNP�GE AS DEEMED NECESSARY BY VDGT- REQUIRED STREET SICKAGE AND/OR PAVEMENT MARKINGS MUST 495 V;4W4 15 BE INSTALLED BY THE DEVELOPER OR. AT VOOT'S A/M 18 Mwy A0 vs. PRW TO IWVTIC!N OF =9. CONTRACTOR SMALL BE DESCRVION. BY VDOT ON AN ACCOUNT RECEIVABLE BASIS. RESPONSIBLE FOR ACGUIRIMG ALL NECESSARY VDOT LAND USE STOP SIGNS SHALL BE THIRTY(30) ONCHES TALL WITH HIGH PERMITS FOR ANY WORW ON VOOT RIGHT OF WAY. z 111YMN INTENSITY SHEETtM THE ZOTTOM OF THE SIGN SMALL EE SM(6) 335 - ZONT. - R4 V?. IF REQUIRED BY THE LOCAL V007 RESIDENCY OFPCE. A FEET ASDVE THE EDGE OF PAVEMENT AND THE POST SHALL BE E ARRAN A MINIMUM OF FOUR (4) FEET FROM INC EDGE OF PAVEMENT. PRECONSTRUCTION CONFERENCE MUST BE IGED AND HELD XTENDANCE SIM POSTS SHALL BE OF A TYPE FOUND ON VDOT'S APPROVED 011 BY IKE ENGINEER AND/OR DEVELOPER WITH THE A 5.* W THE CONTRACTOR. VARIOUS CCuNTY AGENCIES. UTILITY LIST. A COPY OF THIS LIST MAY BE OBTAINED FROM THE DISTRICT 5, COMPANIES AND VDOT PRIOR TO INITIATION OF *ORK. ECTION. CO ACT THE LOCAL VDOT RESIDENCY OFFICE WITH ANY v7. CONTRACTOR SHALL NOTIFY THE LOM VDOT RESIDENCY QUESTIONS REGARDING SIGN MATERIAL AND PLACEMENT. OFFICE UMEN WORK IS TO BEGIN OR 0EASE FOR ANY V1 S. THE DEVELOPER MUST PR(MDE TO THE LOCAL VD07 OFFICE A LIST UNDVERMIN0 LENGTH OF TIME. VOOT WILL ALSO REQUIRE OF ALL MATERIAL SOURCES PRIOR TO CONSTRUCTION. COPIES OF ALL N 52101 '07;,t 53.32' 46 HOURS NOTICE FOR ANY INSPECTION. INVOICES FOR MA7ERMS WITHIN ANY DEDICATED STREET RIG�G 07 WAY Va. THE tONTRATOR WZLL BE RESPONSIBLE FOR WMTPJNWG MUST BE PROVIDED TO THE LOCAL VD07 RESMSKV OFFICE PRIOR TO ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT ACCEPTANCE OF THE WOR�(- UNIT AND TOTAL PRICES MAY eZ OBSCURED. PUIGIIC ROADWAY THRGUOM CONSTRUCTION AND MAINTEtMCE OF A CONSTRUCTION ENTMCE IN ACCORDANCE V41TH IKE V19. AOGREGATE BASES AND SUB -BASES SHALL BE PLACED ON THE SUB -GRADE VIRGINIA EPOSK Ni a SEDIMENT CO'fROL MMOMOX, SEC 3.02. BY MEANS OF A MECHMICAL SPOMR, DENSITY WILL BE DETERMINED WlitJG CtIRVE ARC 9FZ rA RA&46 7AIVOEN7 CHOR9 SE40FING CHORP FUDRTHERMOWE, ACCESS TO OTHER PROPERTIES AFFECTED BY THE DENSITY OM114L 5IMP AS MCTiED I% VM'S 'ROAD AXD SRI= SPECIF=TIONS- (SEC7fCX �04) MD VTM-10� A CERT014D C0117PACT90N FC -1 12.;; Y. Lo- I �_ryo 190 11185.2,3 N58;:76- �977 THIS PROJECT SHALL BE MAWTAINED THROUGH CONSTRUCTION. TECNNICWj SHALL FZRFORM THESE TEST. A CERTIFIED COPY CF THE TE V10. CWRAMR SKIALL ENSURE ADEQUATE DRAJNAGE IS ACHIEVED RESULTS SMALL BE PROViD2D TO THE RESIDENCY OFFICE. IN ADDITION 170, ID AND MAINTAINED ON 'THE SITE DURING AND AT THE END OF CHECKING STONE DEPTHS. A VW7 REPRESENTATIVE SMALL BE NOTIFIED AN GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRU1717ION AND CCNSTRUC1I= 01 TESTING OF THE DENSITY CONTIROL STRIP. ANN MR z 100, 100, 300' V1 1. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED V20. ASPHALT COXCRETE PAVEMENT SMAU Eff PLACED IN ACCORDANCE V91H THE MAIER. M V= RZ14T OF VAY ARE 70 HAVE A MINiMLrJ W OOAqR AMD. LATEST EDITION OF VOM'S "ROAD AND BRIDG-E SPECIFICATtON'($FCTtCN 315). WHEN POSSIRLE. TO BE INSTALLED UNDER ROAMAJAY DRA!NAGE ffy -o �, DENSITY ZILL M DVERMD47LD USING IKE DENS CONTROL STRIP AS SPECIFIED USE. ESIMA M FACWTIES� IN SECr= 313 AND WM-76. A CERTIFIED COMPACMON TECHNI'CM SHN1 YA I ACL USA * RO N- Wi SCALE, V=100' V12. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING FERFORM THESE YEST& A CERTIFIED COPY OF THE TEST RESULTS SMALL BE THE O=,ME OF CONSTRUCTION SMALL I EZ tMMMIATELY FWRDZD TO IRE RESIDENCY OFFICE, A VD07 REPPESENTArWE SHALL U NOTIFIED VA R rf _. 638 BROUGHT TO IKE ATTENTION OF IKE ENGINEER AND VD07, AND GIVEN THE OPPOWUNM TO BE PRESEENT DURIVX THE CONSTRUCUM POND 'MX0 OF THE C MiROL STRIP, WO'RK SHALL CEASE IN THAT VICWrTY UNTIL AN ADEQUATE TES DESIGN 060 'BE MEWIMED BY THE ENGINEER AND APPRU90 V21. APPROVAL OF THESE PLANS SHALL EXPiRE THREE (3) YEARS FORM THE DATE OF BY mt THE APPMWAL LETTER. gggv�abt evowminswe VICINITY MAP SCALE: 1" 2000' MEADOW �_�BROOK < POWER 2 EPWORTH CHURCH SITEEZ, VAUCLUSE SPRING UNfTARIAN UNIVERSALIS?-\ : __,.MEADOW BROOK i U* VAUCLUSE TO' STEPH CITY MINIM, NEW, .Ar "N, z=�:,,_VJEST RUN LINES MIDDLETOWN DATA SOURCE: ITE MANUAL, SIXTH EDITION LAND UISE: CHURCH #560 PROPOSED GFA= 6,744sf �Af_EKDAY 0 9.11 PER 1000 GFA= 61 TRIPS (50% ENTERING= 31) AM PENK HOUR 0 1.28 PER 1000 GFA= 8.6 TRIPS (507. ENTERING- 5) PM PEAIK HOUR @ 1,41 PER 1000 GFA= 9.5 TRIPS (59% ENTERING= 6) SUNDAY' @ 9.49 PER 1000 OFA= 64 TRIPS (517, ENTERING= 33) 2000 TRAFFIC COUNT FOP, ROUTE 11= 3,900 VPD YEAR 2003 TRAFFIC PROJECTION (D 4% PER ANNUM= 4,387 VPD OPPOSIN�G TRAFFIC= (43B7)(5QT.)(117,)= 241 VPH R-04ALE 21 LEFT TURN LANE THE OPPOSING VOLUME IS 241 VPH. THE ADVANCING VOLUME IS 241 VPH. THE PERCENTAGE OF THE ADVANCING VOLUME THAT IS TURNING LEFT INTO THE SfflE CAN 8E ESTIMATED BY ASSUMING 50% OF CHURCH TRAFFIC ORIGINAJES FROM THE SOUTH, THIS RESULTS IN A PEAK HOUR VOLUME TURNING, LEFT INTO THE S17E OF (9.4*50%) 5 VEHICLES PER HOUR, THE PERCEN'TAGE IS 2,179. USING FIGURE C-1-1.4, 5%, NTH OPPOSING VOLUME OF 241, A 55 MPH SPEED LIWT, AND 57. OF THE ADVANCING VOLUME ,MAKING LEFT TURNS. AN ADVANCING VOLUME OF 520 OR MORE WOULD WARRENIT A LEFT TURN LANE. RQUE 11 RIGH-T TURN, IME THE APfPROACH VOLUME IS 241 VEHICLES PER HOUR. THE NUNBER OF RIGHT TURNS IS 5 VEHICLES PER HOUR. FROM CIHART C-1-8 USING THE APPROACH VPH OF 241 VS. 5 RIGHT TURNS: A RADIUS AT THE ENTRANCE IS �REOUIRED. THE REFERENCED CHARTS ARE FOUND IN, THE VDOT ROAD DESIGN MANUAL. MST OF DRAWINGS- 1�41,IIJ.111!1411 111 �jl '"� I SHT. 1/5: COVER SHEET q qpN SH T. 2 ��5: SITE LAYOUT AND GRADING PLAN SHT. 3)/5: SITE CONSTRUCTION NOTES AND DETAILS JOHN C. wis SHT. 4^: SEWAGE DISPOSAL PLAN COMPONENT LAYOUT AND DETAILS a.021621 1�p SHT. 5�/5: SEWAGE DISPOSAL PLAN WETLAND CELL DETAILS NAL_ -A 0 2Z // 2-162 ZONING ADMINISTRATOR DATE APPROVED FREDERICK COUNTY, VIRGINA S37E PLANI EXPIRES FIVE(5) YEARS FROM DATE OF APPROVAL CONSULTING ENGINEERS I N S I T F P LAW�' i E 0 f, F11 R, 0 V D, r q 302 South Braddock Street, Suite 200 Winchester, Virginia 22601 Telephone (540)662-5792 Facsimile (540)662-5793 email: pointlew0earthlink.net SHEETt JOB NO.: 9902019 1/5 20JAN03 r3al C, 2 DATA C) 21 ,�� / CUDRANr1AGE AREA=0.52 ACRES TC-5 MN. =% WE•iQt<7gi C VALUE-0.50 J ' RA 010=1.77 CFS j JflOMUTER ELEV=732.67 r / '_"" VELOCI7Y=4.45 CFS r/ • / Z LAj _2 P24R, 15 = 730_ Sty._.. V£RT - INY.OUT � 0 0 2.57G MN. TREELINE- - / ES- 2 to � qr IO . 1NV,kN 73160 CONSTRUCT � • .'' � � O VVi LLJ Z _ fLAj EC R3 ?3b aF f / 0 _ i • .�;• ,. t tom. : 0 .1 EXISTING VI-79P EX. TREELINE } / Z l PR. TREELINE i TLANDS CE 'u y� AND UMITS OF CONSTRUCTION G�h 19+00 R3' / PROVIDE ELEA PS TO MU ` Ct>NDUR AS O D ' / APPROXIMATE L TION OF EX. INTERMIT NT `•+,� STREAM. {UNNAMED TRIM ARY aF WEST RUN) P1 / PR. TREELINE• AND LUTS;, OF FF CONSTRUCTION 1 � y / �'• ` h PRC 0100 PR( WAT Ca .-� 734A CULVERT NO. 1 DATA INV. OUT- 731. j DRAINAGE AREA=1.13 ACRES EC-1��T Tc=5 LAN. WEIGWD C VALUE•0.50 RATIONAL 010=3.90 CFS y1 9A• h 22 HEADWATER ELEV=734.18 VEL.00ITY=4.88 CFS 1 22+ PROPOSED ROAD CENI_�RLINE CURVE TABLE .494' CURVE LENGTH D LTA RADIUS TANGENT DIRECTION CHORD ti _ . _ Rom' C2 135.90' 1 19-47'46" 65,00' 112.12' N34-41'51 "E 1 12.47' C3 203.32' 77*39:40" 150.00' 120.74' N55'45'54"E 188.11' C4 21 1.95' 40*2849" 300.00' 110.62' N3'7' 10'28"E 207.5.7' C5 36.78' 70' 15' 15" 30.00' 21.11 ' N22' 17' 15"E 34.52' C6 154.92* 118*21'12" 75.00' 125.70' S72'00'58"E 128.81' C7 128.78' 49' 11 '32" 150.00' 68.66' N24' 12'40"E 3 24.87' C8 56.62' 32'26'24" 100.00' 29.09' N 15'50'05"E 55.87' C9 157.90' 18'05'39" 500.00' 79.61'. N41'06'07"E 157.25' C10 50.31' 5738'52" 50.00' 127.5f I N21'19'31"E 48.21' J 7 9 . ' g�27 ��• a. r • , 744 rgx... R3' PR. 5' CONC L}7 4 4 A416 ✓ / / PR. 6' SW. FIE fli 4 R3 - %` AS SHO" FOP (1 / Sri 41 /'' Z - " EX. TREELINE R17.5' 7 .75 R3' / 4 / R' II x 00' C&0'S BENCHMARK D �` � PR. °" E1W BRASS CAP MARKED: S336 v¢i z 4 'COPPER R12 yv� ELEVATION = 758.00' , � Ix L[ w Uj (3)HC SIGN \ // Q PR, 5' CONC. `` -� SW. FIELD FIT ls' O - LA_ / /,� / o- z aC AS SH011M. ,, ; � 76 ./ IUD 10,, 734.50ryp 00 .� - y. / ■ EDP r 738.00 Op COP R3' 0 �` % (n Cn C �o ...__..---i ''• 'sir '1a +�b�' � � C+�K• C� 7 40 �°`� /'� ,-�"� 30' 0' 30' 90' o o _ O �, .� O SCALE: 1 "= 30' 1 -0 X. TREELINE . f� 0 'p / a iD tot •� 0 .5' (ORD'69 ` IW►TE4C*LITY � 2�i' / / � .c .c a�i U •Q 32.M �,� / _­1 I 1 /" DIVERSION RIDGE REWIRED ) - �rOC �A� rw^ccne *w 7 .50STEEL. OR'', - -- FILTER FABRIC MIS 73$...._ . - WOOD POSTPR. TREEUNt � AND L / CONSTRUION ..-. E� QL 1�k 742.00 745.00t„' ''�� ,.,'� �� ��- 11Ax 's" rip Z C TC �� f / �/ "� 1�L0 (STRAW BALE TYPE SHOYYMt) ` SPILLWAY S. STRAW BALES _j w '�� SEDIMENT BARRIER OR HER APPROVED METHODS / F 1Ao f' % \�A Ji ill^ TO HOUIRE ZE RUNOFF TO BASIN w PROPOSED ROAD CENTERLINE �' / ____ _ AS E 'RED- a z P•. _ SUPPLY WATER TO WASH Z Z LINE TABLE //� = / SEQUENCE F CONSTRUCTION _ Io FT MAX FEM wnH WHEELS IF NECESSARY. O Z } 741. `�"" " 5' �Qi� r1 -�1 '� i I i l��+ `�36 FT xO�PPSPAAt� WITHMP �� U w LINE DIRECTION DISTANCE TC �'�, { I r wx�f a,PPorrr FENCE w. L1 N25'12'02"W 57.7$' " 1. Establish the construction entrance. r EX. TREEUNE TBR. 1ACCPO NICE ,-! - WITH CITY OF 2. Install silt fence below work areas. 3 L2 N07'S3'44"W 112.43' Ex. NpP '- WIK:a?IESTER SPECIFICATIONS a Q L•1`R dF •~ 74 .10t •,. ,° ` FLOW ARROW(TYP) `' /" 3„ Clear and grub site, 4 o � �,►* t r Cr R25' 12 ' m / p PONDING HT. PONWNC HT. 0 ly � t�� � � !�'� / TIC RELOCATE (>tAT SITE 4. Strip, stockpile. and stabilize to soil, -- ...� Cr --��� �- --'ENTRANCE IF REQUURED."/�' S. Perform rough grading of site. FOPS" ATT R F LY a 10 r d4 6. Install storm sewer and inlet/outlet protection. ' SIN ��' ,�HN C. LEWIS Ex. TREELINE �7. Perform final grading and site stabilization. RUNOFF RUNOFF a n WA CONCRETE2'-3- � -� A COURSE No. 21621 8. Remove temporary Controls. ''*"- °iG `TE D) r 0.' MIN. b" THICK EROSION & SEDIMENT CONTROL KEY r • 0 ONAL e MR 10 VIP- J' "1 I 3.02 TEMPORARY STONE CONSTRUCTION (;E ENTRMCE 3.05 SILT FENCE CULVERT INLET PRO PROTECTION -SILT FENCE / 3,30 TOPSOILING TO 3.32 PERMANENT SEEDING pg 3,35 MULCHING MU 12' . I I ! C, _­ , 2" MIN: I I I =1 i-I� 4�•'08 H _I r DRAWLZ DIVERSION RIDGE " 9 :I y H Ir CACTED I ( ;1`9 I, I W 70' MIN. DATE: SURVEY: STANDARD DETAIL ALTERNATE DETAIL NOTES: PLAN 29SEPT02 ARTZ TRENCH WITH NATIVE BACKF(LL TRENCH WITH GRAVEL 1. THE ENTRANCE SHALL BE MIAI6AIrED IN A CONDITION THAT WILL PREVENT TACKING OR SCALE: DRAWN: FLOWING OF SEDWNT ONTO PkIB1:iG RIGHTS- ,: RIGHTS - OF -WAY. THIIS MAY REQUIRE T(DP DRESSING. 1 = 30' PLC NOTE: REPAIR AND/OR CLEANOUT OF MY MEASURES 1, INSPECT AND REPAIR FENCE AFTER EACH USED TO TRAP SEDIMENT. STORM EVENT AND REMOVE SEDIMENT WHEN 2. WHEN NECESSARY. WHEELS SHALL BE CLEWED TEMPORARY C.L: JOB NO.: NECESSARY. PRIOR TO ENTRANCE ONTO PUMIC MIGHT -OF -WAY. GRAVEL VEL N A 9902019 2, REMOVED SEDIMENT SHALL BE DEPOSITED 3. WHEN WASHING IS REQUIRED. IT SHALL BE DONE 1 TO AN AREA THAT WILL NOT CONTRIBUTE ON AN AREA STABILIZED WITH CRUSHED STOW CONSTRUCTION DWG: SHEET: SEDIMENT OFF -SITE AND CAN BE PERMANENTLY THAT DRAWS INTO AN APPROVED SEDIMENT TRAP STABILIZED. OR SEDIMENT BASIN. 3, SILT FENCE SHALL BE PLACED ON SLOPE SILT FENCE 4. INSTALL WASHRACK AS CALLED FOR ON THE PLANS. ENTRANCE EXIT UUCSHT2 T^ 2/5 t�A►(rM .fJI. �I N. yr �/L.NYd� L^CCVVC.� TAT The developer proposes to construct a 6,744 square foot building and associated parking on a site containing approximately 21.5 acres. The total area of disturbance on the parcel is approximately 3 acres. Storm water runoff will be directed to flow across the site in a northwesterly direction to the existing intermittent stream located on the property. The intermittent stream will provide an adequate channel for the disposition of runoff. Exists Site Conditions The site is currently vacant and almost entirely wooded. Most of the slopes on this site range from 5% to approximately 15%. Areas near the existing intermittent stream contain slopes of approximately 20%. These slopes ore outside the limits of construction. The intermittent stream bisects the property in o northeast to southwest direction. This stream is on unnamed tributary of West Run. Adiacent Areas The site is bordered to the South by U.S. Route 11 (Volley Pike) and to Southwest by VA Rte. 638 (Voucluse Rood). The adjoining land to the Northwest is zoned RA and is currently vacant. The adjoining properties to the North and East ore zoned RA and ore used for agricultural and residential purposes. Off -site Areas No off site disturbance or construction activities ore anticipated. Critical Areas No critical areas hove been identified on the site. Erosion and Sediment Control Measures 3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed along the proposed access rood to the construction area. The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights-of-woy. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleonout of any structures used to trop sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in selected locations downstream from the construction area as a first measure of construction. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.08 Silt fence will be installed as culvert inlet protection at the upstream ends of culverts. Silt fences shall be inspected after each rainfall and of least doily during prolonged rainfall. Any required repairs shall be mode immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. To coincide with the anticipated construction dates, the seeding will consist of 50 pounds per acre of German Millet. All temporary seeding areas will be mulched in accordance with the schedule included herein. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is August through December 2002. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegross 50 Ib/oc 98 85 Winter Rye 50 Ib/ac 98 85 MATCH EX. PVMT. DISTANCE TO VA RTE. 638= 650't STOP SIGN A0. R olw- does S CG-11 ECG-7 (TYP,) 34 _ OR PEF PLANS EX. EOP PROPOSED ENTRANCE 48' 150' U.S. ROUTE 11 U.S. ROUTE 11 STATUTORY = 55 MPH STATUTORY = 55 MPH SIGHT DISTANCE = 550' SIGHT DISTANCE 550' DISTANCE TO = SALEM CHURCH RD.= 3200'f ENTRANCE TAPER 8c STRIPING DETAIL NOT TO SCALE *INSTALL CG-12 RAMP AT THE DISCRETION OF THE VDOT INSPECTOR PR. STREET A AISLE APPROACH RO 3: BE THE SAME AS o) �a MAINLINE ROADWAY. (RADIUS TO BE AScr (RADIUS TO BE AS SHOWN ON PLANS) I vl p0 SHOWN ON PLANS) JW U� May 1 - Aug 31: / A RADIAL COMBINATION German Millet 50 Ib/ac 98 85 - CURB &I GUTTER or 6" SIDEWALK (ST'D. CG-6) Feb 16 - Apr 30: ++ Annual ryegross 75 Ib/ac 98 85 EXPANSION JOINT A • OPTIONAL) Mulch: 1.5 ton/oc small groin straw FLOW LINE Fertilizer: 1000 Ib/oc 10-10-10 NOTE: WIDTH "B"= 2 0" OR AS SHOWN ON TYPICAL Permanent Stabilization SECTION. The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that ore to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the EDGE OF SHOULDER OR project site. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: OPTIONAL FLOW LINE Seedbed Preparation: o. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone( 1401b/1000sf). MAINLINE ROADWAY SEED TYPE RATE MIN. PURITY(%) MIN GERM.(%) Tall fescue 60 Ib.ac 97 85 Red cover 8 Ib/ac 95 65 Ladino clover 8 Ib/ac 95 65 Nurse Gross -(season dependent) Sept 1 - Feb 15: Annual Ryegross 12 Ib/oc 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: German Millet 12 Ib/oc 98 85 or Feb 16 - Apr 30: Annual ryegross 12 Ib/oc 98 85 Mulch: 1.5 ton/oc small groin strow Fertilizer 1000 Ib/oc 10--10-10 1. Erosion control practices shall conform to the requirements of the Virginia Erosion and Sediment control Handbook. 2. All perimeter sediment control devices shall be erected prior to any land disturbing activities and shall remain in place until the site is fully stabilized. 3. The contractor shall perform overlot grading to provide positive drainage and preclude ponding of water. All off site grading and construction is to be done with the property owner's consent. 4. Cut and fill slopes shall be graded at a maximum of 2 horizontal to 1 vertical unless otherwise specified on the plans. 5. The limits of clearing and grading are shown on the plans. CONSTRUCTION NOTES 1. The existing utilities shown on these plans ore based on available information. The CONTRACTOR shall be responsible for determining the exact location of all utilities before commencing work and for any damages which occur by the failure to locate and preserve these utilities. If the CONTRACTOR should encounter utilities other than those shown on these plans, the CONTRACTOR shall immediately notify the engineer and take the necessary and proper steps to protect the facility and assure the continuance of service. 2. The CONTRACTOR shall hove approved construction drawings prior to the start of construction. At least one copy of approved plans and revisions shall be kept on -site at all times. 3. Cut and fill slopes shall not exceed 2-horizontal to 1-vertical unless otherwise called for on the plans. 4. Controlled Fills: A. Controlled compaction shall occur in all fill sections for pavement, trenches for utilities and in other areas as designated on the plans. B. Controlled fills shall be compacted to 95% density as determined by methods per standard proctor ASTM D 698. Density shall be verified by o qualified soils engineer. C. Controlled fills shall be compacted in 8 inch lifts (loose thickness) to the specified density, beginning from the existing ground surface, unless otherwise approved in writing by a qualified soils engineer. D. The surfaces directly beneath areas to receive controlled fill ore to be cleared, grubbed, and stripped of topsoil. The area is then to be scorified and compacted to a depth of 6 inches to the some density as the controlled fill to be placed thereon. E. Fill material shall be taken from approved borrow areas. It shall be clean soil, free of roots, woody vegetation, oversized stones, rocks, sandy soil, or other objectionable material. 5. Blasting is not permitted within 25 feet of existing utilities without owner permission. 6. Storm sewer and pavement materials coiled for on the plans refer to standard VDOT designations. 7. All radii indicate edge of grovel, edge of pavement or face of curb as applicable. 8. The CONTRACTOR shall obtain a permit from VDOT for the work proposed in the rights-of-woy. 9. All disturbed R.O.W. monuments are to be replaced and verified by a certified land surveyor at the CONTRACTOR's expense. 10. The DEVELOPER shall obtain permission from adjoining property owners prior to conducting any off site construction activities. 11. The CONTRACTOR shall coordinate the relocation of the existing utilities with the appropriate utility company as necessary. 13. The designated job benchmark is located along the North bound lone of U.S. Route 11 approximately 530' north of the proposed entrance. The benchmark is a U.S.G.S. brass marker (number: S336). Elevation= 758.00 MSL. CITY OF WINCHESTER WATER SUPPLY NOTES 1. Water lines are to be constructed in accordance with these plans. The lines shall additionally meet oil requirements of the City of Winchester design standards. 2. The CONTRACTOR shall coordinate with, and arrange for inspection by, the City of Winchester Department of Public Utilities. MAINLINE ROADWAY PLAN VIEW _F 6" EXPANSION JOINT 8% MAX. D PARABOLIC CURVE SLOPE CHANGE --`- _____ M -- D 8% MAX. ® ------_ D SLOPE CHANGE- D SECTION A -A GUIDELINES FOR GRADE CHANGE D ENTRANCE VOLUME DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD _ - MEDIUM (500-1500 VPD) <3% 6% LOW (LESS THAN 500 VPD) <6% 8% METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES VDOT 2001 STANDARDS G - 1 �) NOT TO SCALE _ � _ T-3' MIN. -I r __ , RADIAL PLAN "4MISSABLE JSTRUCTION JOINT LINE CG-12 R. WIDTH DEWALK OR DEWALK SPACE 2" C-C MINIMUM CONC. COVER 1 /2" RMISSABLE )NSTRUCTION )INT M CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. (g WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC, THE DEPTH FOR SIDEWALK AND CURB RAMPS WITHIN THE LIMITS OF THE RADII SHOULD BE INCREASED TO 7", WHEN STADARD CG-11 IS USED FOR ENTRANCES BUILT IN CONJUNCTION WITH VDOT PROJECTS, PLEASE NOTE THE `. FOLLOWING: MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION REQUIRED FOR MAINLINE PVMT. WHICH CAN BE OMITTED IN THE ENTRANCE.) A RADIAL CURB OR COMBINATION CURB AND ANY GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE EXCEPT FOR REPLACEMENT PURPOSES. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. SEE STANDARD CG-12 FOR CURB RAMP"DESIGN TO BE USED WITH THIS STANDARD,,. ' PLANS ARE TO INDICATE WHEN :G6NSTRUCTION OF A FLOW LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS THE ENTRANCE. OPTIONAL FLOW LINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PRECLUDE PONDING Or WATER. 15x8" BARS O 12" C-C MIN. CONC. COVER 11/2- VAR. WIDTH SIDEWALK OR SIDEWALK SPACE PERMISSABLE CONST. JOINTS - TYPICAL ALTERNATE RADIAL PLAN FOR USE AT APPLICABLE STREET CONNECTIONS AND a 8 J oc o: i Vi U EX. ROAD 14' VARIES CROSS SLOPE CG- 7 .... 1.5" SM-12.5A 6" BM-25.0 8" 21-B 12" COMPACTED SUBGRADE U.S. ROUTE 1 1 / SITE ENTRANCE SECTION NOT TO SCALE i PAY LINE CG-12 YAI�, 3' Mdt 'FOR COMMERCIAL ENTRANCE (HEAVY TRUCK TRAFFIC ANTICIPATED) SEE STANDARD CG-13 SHEET 203.10 i RAMP FLOOR _OPE: 12:1 MAX. -OMETRIC VIEW f-12" x 18" STND, RESERVED PARKING - STND. U-CHANNEL POST FF VAN ACCESSIBLE f-MALTY i+oo-soo iou-�Mx�r io[ VAN ACCESSIBLE - PROP. GROUND SIGN co fn Z Ow 5' L Q. (OR AS SHOWN ON PLANS) p N LAJ or_ Q 4" CRUSHED STONE N (3000 PSI) 4" CONC --� > ►�`'- 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) ZZ p TYPICAL SIDEWALK DETAIL .- o NOT TO SCALE VAN ACCESSIBLE SIGN--\ RESERVED PARKING R PLANS Tr i+oa-soo nor-�+w.r mr[ HC SIGN HANDICAP SIGN DETAIL NOT TO SCALE VAR. WIDTH ` NU I t5 SIDEWALK ORVAR. CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR (RAMP FLOOR MAY BE B LPRECAST OR CAST IN PLACE). THE DECTECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE FINISH. RAMP SHALL NOT EXCEED A MAX. SLOPE OF 12:1. FLARED SIDES OF CURB RAMP TO BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSABLE CONSTRUCTION JOINT WITH REQUIRED BARS. TANGENT PLAN A IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE OFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS •7" WHERE ST'D CG-3, SIDEWALK AREA (WITH 7'-4" IS THE MIN. A-4. CG-7 IS USED. « " OR WITHOUT BUFFER STRIP) REQUIREMENT TO REQUIRED BARS ARE TO BE No.5 x 8" PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP " ST'D CG-2 7'-4" / ACHIEVE A 12:1 SLOPE FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 11 2 . OR CG-6 CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT 4. CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE IN PLACE. CURB/ CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURG RAMPS ARE INCLUDED IN PAYMENT FOR THIS ITEM MAY BE CURB/ CURB AND GUTTER. SECTION A -A CAST IN PLACE OR PRECAST WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE PERMISSABLE CONST. JOINT ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. SLOPE: 12:1 MAX. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. THEY ARE TO #5x8" BARS O 12" C-C BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSABLE ROUTE WITHIN THE R.O.W. OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETER SIDEWALK IS EXISTING, PROPOSED, OR NON-EXISTANT. THEY MAY BE OFFSET FROM PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, BUT SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ECT, WILL ' ALSO AFFECT PLACEMENT. LIMITS OF EXPOSED Q TREATMENT WHERE WIDTH OF AGGREGATE SIDEWALK ' SIDEWALK OR SIDEWALK SPACE ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM, AND SLIP RESISTANT PATH IS LESS THAN 7'-4" CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED, AND USED BY SECTION B-B PERSONS WITH MOBILITY IMPAIRMENTS. CURB RAMP (CG-12) [PERSONS WITH MOBILITY IMPAIRMENTSI N.T.S. VIRGINIA DE ARTMENT 203.09 Of TRMISPORTATIOM REVISED 4-28-93 END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE OR 5' NOTE: ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT' BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDIING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATI(ON OF THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE FINAL BACKFILL CAREFULLY COMPACTED SELECT BACFILL CRUSHED AGGREGATE TYPICAL CULVERT PIPE BEDDING DETAIL NOT TO SCALE PRIME AND DOUBLE SEA 6" 21-8 BASE COURSE COMPACTED SUBGRADE- PRIME COAT AND DOUBLE SEAL COAT TREATMENT: PRIME: #78 AGGREGATE ® 25 LBS/SY WITH CRS -2 O 0.35 GAL/SY INITIAL SEAL: #78 AGGREGATE ® 25 LBS/SY WITH CRS -2 O 0.30 GAL/SY FINAL SEAL: #8 AGGREGATE O 20 LBS/SY WITH CRS-2 O 0.30 GAL/SY ON SITE PAVEMENT DETAILS NOT TO SCALE U U � � Q = p C9 U � v) JQ S J Z - =) Q O Z � = Y U Z W IX QofW aVW w H- Y X 0 Z V U_ d � Q ■ 0 O O 1■` O N M (D C) Q1 C n N r t` _X N u) 0 C •� I N (N4 U) WO Y It U ` � `) 3 0 5 1_1 0 W M0)Z.- v a rn - u a 0 C ~ L Z 03 w U) QN a0 0 Zcr_ �- w J w �Z Z 5 Ell(-) OW N C. LEWIS s No. 21621 �,� 4�� IONAL ,L�el; l DATE: SURVEY: 29SEP02 ARTZ SCALE: DRAWN: NA PLC C, 1. JOB NO.: NA 9902019I DWG: SHEET: UUCSHT3 3/5 THE P(NT OF DISCHARGE AS DETERMINtD BY HEALTH DEPARTMENT. PLACE 2 TONS OF COARSE AGGREGATE NO. / 1 Aj 6NG OF OUTFALL PATH AS SHOWN 13ELOW THE POINT OF ' ,DISCHARGE, OR AS REQUIRED BY THE HEALTH DEPARTMENT. CONTACT CHAMBER i / ,O O -- -- EX 2REELINE i� ^ WETLANDS CELL 4`� / GRADEAAREA AROUND WETLAND CELL/ TO PREVENT SURFACE WATER i� FFj,CfM ENTERING T+-iE CELL AND /TO PROVIDE ADEQUATE COVER OVER i SEWAGE PIPING. / SIPHON CHAMBER / — POWER / -APPROXiNATE LOCATION 4"0 S H 40 PVC(TYP) � OF EX. INTERMIT>ENT MINIM1JM SLOPE=2.00% REANED TRIBI�TARY MINIMUM DEPTH OF BURY=36" �� OF WEST RUN) 7 ! STND. 1500 GALLON / 1 / SEPTIC TANK / 1 ! 1 1 1 ! ! r / 1 1 1 1 r I ! �34 I 1 / I 1 SW � I I 1 I I 40 � 1 / l / / I I � i I � I I SEWAGE TREATMENT AND DISPOSAL NOTES 1. The contractor must coordinate with the Health Department for the location of the point of discharge. Topographic information was taken from field survey. 2. All sanitary sewer and water supply construction shall conform to the current standards of the Virginia Department of Health and Frederick County. The CONTRACTOR sholl be responsible for obtaining all necessary permits for the installation of sewerage facilities. 3. All gravity sewer pipe and force main pipe called for on the plans shall be SCH 40 PVC ASTM D 1784 with solvent cement joints assembled in accordance with ASTM D 2855. The pipe trench bottom should be constructed to provide a firm, stable, and uniform support for the full length of the pipe. Any part of the trench bottom excavated below embedment grade should be bockfilled to grade and compacted. All pipe shall be installed with proper bedding providing uniform longitudinal support under the pipe. Initial backfill material should be place to a minimum depth of 6 inches over the top of the pipe. All pipe embedment material should be selected and placed carefully, avoiding sharp stones over 1-1/2 inches in size, frozen lumps, and debris- Sharp stones should be excluded from the embedment material. 4. Apply sealant as required to make all concrete components permanently water tight. 5. Automatic Dosing Siphon Specifications: Diameter of Outlet: 2" NPT male thread Draw Down: 7" Diameter of Bell: 8" Discharge Invert to Low Water Level: 5.4" Average Discharge Rate: 30 GPM Minimum Discharge Rate: 25 GPM Materials: Trop and Bell-, 6" thick high density polyethylene Vent Pipes: -Y4" Sch 40 PVC Bolts: stainless steel 6. Pre and post aeration is based upon the empirical technique of applying 1500 cubic feet of air to the effluent per each pound of 5—day BOD. Install two air pumps each capable of delivering 0.2 cubic feet of air per minute at 10 psig as shown on the drawings. Use APT Series pump by "Air Pump" with flexible tubing and diffuser per maunfocturer specification. Provide power in conduit from building as required. FINAL BACKFILL It-- O.D.+18" / / / i / NEMA 4 JUNCTION BOX POWER CONDUIT FROM BUILDING AN IN FROM SEPTIC TANK #4 REBAR ® 8" CC EACH WAY- 1 1 /2" MIN. CLEAR 6"-3000 PSI CONCRETE — FLEXIBLE AIR TUBING ,r IN FROM WETLANDS CELL=710.50 #4 REBAR 0 8- CC EACH WAY 1 li —'1 . ••• PSI CONCRETE CAREFULLY COMPACTED n.T It • '- CRUSHED AGGREGATE 0 Gum-��•-•u�u�u������� .. TYPICAL SEWAGE PIPE BEDDING DETAIL NOT TO SCALE PROVIDE A 10"-2" 0 EXTENSION TO THE STAND PIPE TO ALLOW COMPLETE FLOODING OF WETLAND CELL SWIVEL . F [ - 00 t 00 INLET OUTLET WETLAND OUTLET BOX DETAIL NOT TO SCALE AMERICAN MANUFACTURING CO. 1 /4" STEEL PLATE LID WITH STAINLESS STEEL HINGES AND r LIFT HANDLE LOCKING HASP —PROVIDE LOCK j AND KEYS l I— 2" STYROFOAM INSULATION GLUE TO BOTTOM OF PLATE AIR PUMP-0.2 CFM ® 10 PSIG A FLEXIBLE AIR TUBING 2" OVERFLOW PIPE 00 HIGH f- WATER MODEL 207 AUTOMATIC DOSING I SIPHON BY FLUID DYNAMICS •�/.LOW f WATER OUT TO WETLANDS CELL `~ r too GROUT SEAL 0 PIPE (TYP) • r ' 48 0' 8" CMU-32" HIGH DIFFUSER 12"X12"X7 1 /2" CONCRETE CRADLE FOR SIPHON 4' X 4' SIPHON CHAMBER DETAIL NOT TO SCALE 12'` AIR PUMP FLO% BLOCKOUT wZPRESS SEAL FOR 4" PIPE PLAN VIEW SCHEMATIC EOST FOR PE FLOW- FLOW- 1 /4" STEEL PLATE LID WITH STAINLESS STEEL HINGES AND LIFT HANDLE LOCKING HASP —PROVIDE LOCK BLOC►GOUT TBLOCKOUT AND KEYS wIPRESS w/PRESS SEEAL IFOR SEAL FOR 4" PIPE O 4" PIPE 0 AIR PUMP L2" STYROFOAM INSULATION GLUE TO BOTTOM OF PLATE PyC BAFFLE w ALTERNATE LOCATION OF 60 HOLE ADAPTED TO NEMA 4 JUNCTION BOX OPENINGS AS SHOWN FIT DECHLOR INLET PIPE POWER CONDUIT FROM BUILDING PLAN VIEW SCHEMATIC e 0 to 48" 9" --*— 9" 18 WATFR LEVEL I s � NO i AIR PUMP-0.2 CFM ® 10 PSIG FLEXIBLE AIR TUBING MODEL 108 TABLET CHLORINATOR BY JET—CHLOR (OR EQUAL) ENIC OUT TO DISCHARGE=709.83 GROUT SEAL ® PIPE (TYP) PVC BAFFLES w/ Lo:�� L- 8" CMU-32" HIGH 6" SO. OPENINGS DIFFUSER ALTERNATE LOCATION 8" CMU-16" HIGH AND HEIGHT Or OPENINGS 4' X 4' CHLORINE CONTACT AND RE -AERATION CHAMBER DETAIL NOT TO SCALE APPROXIMATE FINISH GRADE FLOOR ELEVATION-734 INV - 722.08 SEPTIC TANK INV = 722 WETLANDS INFLUENT PIPE DISCHARGE? DISCHARGE HOLE DIAMETER: 0.375 INCHES PRESSURE HEAD: 2 FEET FLOW PER HOLE: 2.382 GPM NUMBER OF HOLES: 12 FLOW RATE: 28.59 GPM i vr` INV 715.80 SIPHON CHAMBER INV = 715.00 WETLANDS CELL INV = 714.40 SCHEMATIC DIAGRAM OF HYDRAULIC PROFILE INV - 714.25 INV = 710.50 CHLORINE CONTACT AND RE -AERATION CHAMBER J 7 m In z w O U CL 0 o cVn F o w cV O I Q f 4 o z J H Q p a p J Z Qa O� 0-� p Q J W� V 3W W Z (1)a. w J O I= U I-- U U O o Z U p CC � Q s M CC }: Z � — p �QO Z � Z �Y U Q 0 W � <UW LAJ 0 ~ Y U_ Cr �U Q O J ° CN a� 4) _ 7 ° N +1 n Iv t0 ACV CA 0) C 04 _y In C N N CD N .0 I' +,ocD� � •a o00 0 0 3 .I U � 0>�-O � � o a o LU 'cn H v -C -C a 0) U 0 Z0 U y Ld 0 QCN a° 0 1n Zrr J w �w V) Ow ►L�H 0 ' N C. LEWIS No. 21621 .off DATE: SURVEY: 29SEPT02 ARTZ SCALE: DRAWN: 1 "=30' PLC C. I.: JOB NO.: NA 9902019 TO POINT DWG: SHEET: OF DISCHARGE UUCSHT4 4/5 12" MIN. PROTECTIVE EARTH COVER F N r-- TOP LINER=715.50 N ----T- ANCHOR TRENCH ♦ 30 MIL PVC LINER 12" 18" LINER ANCHOR DETAIL NOT TO SCALE TOP OUTLET TO DISINFECTIO AND AERATION IE=714.25 TOP BERM=717.Ot IL - / IT.IF_ .J SET BOTTOM OF WETLAND OUTLET BOX 0 713.92 SET ON 6" CRUSHED LEVELING STONE ER ANCHOR SEE DETAIL WATERTIGHT BOOT -� PER MANUFACTURER(TYP) 0 NM 4" 0 SCH 40 PVC STANDPIPE 36" 19" VDOT #57s STONE 0 2" SURFACE SAND CUSHION- 30 _MIL PVC LIN_ER_0 ELEV=713.75 1 3" SUBSURFACE SAND _ ON CUSHI- ROLLED SUBGRADE- 30' COMMON CATTAIL 0 36" CC DOUBLE ALTERNATE ROWS THREE SQUARE BULLRUSH 0 36" CC DOUBLE ALTERNATE ROWS SECTION THROUGH WETLANDS CELL NOT TO SCALE CONSTRUCTED WETLANDS CELL TREATMENT DESCRIPTION Inflow Control/Distribution System The inflow control/distribution system will consist of a single 2" SCH 40 PVC effluent line from the siphon chamber. The distribution header shall consist of 20' of perforated 2" SCH 40 PVC (pipe, leveled and supported by CMU blocks. Header perforations shall be 3/8" in size along one site of the pipe. Perforotiion spacing shall be 20" center to center over the length of the pipe. The distribution header shall be connected at its rmidpoint to a 2" SCH 40 PVC effluent line via a 2x2 tee. Both ends of the pipe shall be capped and sealed with a threaded PVC end cop. The header will be leveled prior to total stone backfill and flow tested to ensure maintenance of uniform hydraulic collection conditions (no short circuiting). 0i Constructed Wetlands Cell Design The constructed wetlands technology is intended to provide treatment (of sewage effluent to the tertiary level. The constructed wetlands treatment unit shall consist of a lined, grovel filled basin, with dimensions of 30 feet in length and 20 feet in width. The design treatment depth shall be 1.5 feet with a botttom slope of 0.001 ft/ft. (The wetland cell design shown herein is typical for a 500 gollon per day demand. The proposed church is expected to produce a demand of only TOP BERM=717.Ot 200 gallons per day maximum.) 2 1 ' LINER ANCHOR L_ —3" SUBSURFACE SAND CUSHION FROM SIPHON CHAMBER WETLAND IE=714.4 8" STANDARD MASONRY BLOCK TO SUPPORT DISTRIBUTION PIPE. INSTALL* 48" CC (3 REQUIRED). Influent to the cell will be evenly distributed across the head -end by ithe perforated header pipe. Sand filter effluent will move horizontally through the grovel treatment media where treatment will occur by various physical, chemical and biological removal mechanisms. Solids will be removed by sedimentation, filtrotiorn and adsorption. Trace metals and nutrients will be removed through absorption, adsorption, complexion and chemical preciipitotion. Finally, pathogens and trace organics will be removed by decomposition, adsorption, sedimentation, ultraviolet radiaticon, chemical reactions, natural dieoff and zooplonkton predation. Natural processes will enable the wetland to perform to speicification immediately upon activation. Peak performance will occur within 2-3 years as the system motures. CW Cell Design Data Z N J 1. Total Average Doily Flow = 200 gpd 2. Design Depth (d) = 1.58 ft CL f- 3. Media porosity = 0.35 J W 4. Cell Dimensions(minimum): 30'x20' Q 5. Media volume=332.5 cu ft W Design Calculations 0 U 1. Hydraulic Retention Time (t') Vol = 332.25 cu ft x 7.48 gol/cu ft = 2487.1 gol WV, Z t' = 2487.1 /200 gpd = 12.43 days .Q Q 2. Hydraulic Loading Rate (LW) 3 LW = 200 gpd / 600 sf = 0.33 gallons per square foot I W The treatment cell shall be constructed at the location specified on the construction plans. The cell subgrade shall be Z w M I•; A" CV 0 I I r- prepared as shown, with excavated materials used for berm construction. Additional materials, should they be required, UJ shall be obtained from an on -site borrow area. The berms shall display a maximum slope of 2:1. Following subgrode r preparation, a 3" subsurface sand cushion shall be uniformly applied over the cell bottom and sides. A 30 mil PVC liner r shall then be installed and anchored as required. Liner installation sholll be in accordance with manufacturer specifications. A 2" sand cushion shall then be applied to the cell bottom, and inflowv and outflow distribution/collection appurtenances = V installed as specified. The treatment media shall then be installed and leveled as required. U - X a The grovel bed shall consist of a layer 19" thick comprised of grovel (VDOT No. 57 stone) 1 /2" to 1" in diameter. The = V) Z stone will provide a planting substrate for the wetlands vegetation. Operational water levels shall be maintained three () inches below the top of the grovel surface by an adjustable stondpipe located in the outflow control structure. Following completion of ail hydraulic connections, the cell will be flooded and tested for leaks. Upon determination of liner W aW �-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - integrity, the cell will be planted with common cattail (Typho sp.) and three -square (Scirpus sp.) in double alternating rows (n Z I ( on 36" centers. V) a O Q U Effluent Collection/Outfoll Control System I I ��Y Y U The effluent collection/outflow control system shall consist of a perforated collection header installed in the down-grodient I----------------------------------------------� I end of the cell, and effluent conveyance line and o single outflow conttrol structure. Z Z W W I I W 0C I I The collection header shall consist of 20' of perf.)roted 4" SCH 40 PV(C pipe, embedded in cell gravels. Header perforations V W I 30' I shall be 1 /2" in size and encircle the pipe at 90' intervals. Perforation spacing shall be 12" center to center over the U ; Y I I I length of the pipe. The collection header shall be connected at its midpoint to a 4" SCH 40 PVC effluent line via a 4x4 0 Z U I I HORIZONTAL LIMIT OF PLANTING( I tee. Both ends of the pipe shall be copped and sealed with PVC materials. The header will be leveled in the grovel prior to a. 4 I I I ( total stone backfill to ensure maintenance of uniform hydraulic collection conditions (no short circuiting). I 20' - 4" 0 SCH 40 PVC I PERFORATED WITH (4)- I I The effluent collection line shall convey treated wastewater to the outflow control structure. A watertight boot shall be ( 1 /2"0 HOLES 0 12" CC I installed at the point of liner penetration to prevent cell leakage. Boot installation shall be completed per manufacturer 0 I I I I I I specifications. A rotational standpipe shall be used to control cell woterr levels. To enable periodic flooding of the cell to J N I I control unwonted vegetation, an additional piece of 2 PVC pipe will be! provided that con be connected to the standpipe in I I I I I I order to raise the water level as required. A� N y Ii (0 cn I 3 0) a 0cv�r.� I I I I Disinfection .. cv Lo c OUTLET CONTROL BOX I I _ I I 4X4 TEE 2X2 TEE I I I The ability of a constructed wetlands system to remove pathogens is wvell established. Typically, a properly designed system u L 0 N a I I will reduce effluent pathogen levels to below NPDES permit limitations. 'While the proposed system is anticipated to perform *, o (DD (0 a � similarly, a disinfection contingency has been designed concurrently with the wetlands cell. The disinfection contingency will V � � r. be installed as required by the Virginia Department of Health. W Y v+ It I ( o> v I I 4X4 TEE I I Pre and Post - Aeration J v I I AND RISER I I o a) c ,v 'o I I I I The effluent from the constructed wetlnods system is anticipated to meet NPDES limits for dissolved oxygen. However, to m a I ( ensure compliance with the dissolved oxygen standard, a pre and post aeration system has been designed concurrently with W a) a (n - I I I I the wetlands cell. The aeration contingency shall be installed as required by the Department of Health. r C 0)0 0 I I I I 20'-2"o SCH 40 PVC I I I 0 c w Z (n 3 �` w I PERFORATED WITH (12)- I I 3/8" 0 HOLES 0 20" CC I QN I Ir-4" I i O a. M PLAN VIEW OF WETLAND CELL NOT TO SCALE C� In Z� �-- w J LJ DZ V) mill c) LLJ 0Z ;yTx p yl�c ram. OHN C. LEWIS No. 21621 %9�10NAL DATE: SURVEY: 29SEPT02 NA SCALE: DRAWN: NA PLC C.I.: JOB NO.: 9902019 NA DWG: SHEET: JUCSHTS 5/5 �7 RECEIVED F E B 1 2 2003 DEPT, OF PLANNINC/DEVELOPMENT �4 The property delineated on this, pUri is lociat' d al'ol US R-ol 11 ot Its intersection it D I K C OUN Y e W h- VA'Route 6 38 -in F" the Ba-ek Creek, U'logisterial District in the County of Freder`ick, Virgirvia, The property is rrently vocont. The NO proposed use� i.,s a church. HU _jL1AR N L�t_ 2, Property Owner/Developer, Contact: Mr. Opbert G. Lesman Unitarian Univers ks _ol' t Church of the ShlIol Volley P.O. Box 41 Winchester, VA- 22604 Tetepbone:�- Um LLY�� I 3. En-g-inew- Contact: Mr. John Lewis PAINTER�-LEVVI$, 0 L.C. 302 Sou�th:- Bro�do�k, Street, Suite 200 R` A L ACK 'p; , In_ elle hone: (540),662-570 Winchester, Virgi io 22601 T [PRE IRRE [R� �CNO)UNCT\\)jll�] IV IN [IM #21,\ 4. Property boundary and topographic 'information, shown on these plans was collected by Artz Associate4s. 5. $!to Dota.: Parcel Are* a: 21.� 521 Acres PIN: 85((A)),6A, ABBREVIATIONS Zoning: ( RA) 'Rural Areas District' VIONITY. MAP Use., Church SCALE: 2000' ASSY. ASSEMBLY \ , �% BF BASEMENT FLOOR Front YQrd Setba( R' uired - 60' Provided 190'+ on U.S. Rt. 11 MEADOW BLK. BLOCK Front Yord Setback: Required - 60' Provided 800'+ on VA Rt. 638 BC BOTTOM OF CURB 13ML BUILDING MOUNTED LIGHT Rear Yard Setback: Required 100'(ogriculturol) ProVided 490'+ TO POWER STEPHENS BSBD. BASEBOARD Side Yard Setback: Required 100"<og.ricuItwroI) Provided 213'+ ��LINES CITY mc CURB (l CUTTER N CIP CAST IN PLACE CONCRETE Mohimum Building Height: Allowed ­ 35 Proposed -35' DAF CONCRETE MONUMENT FOUND Maximum FAR:' Allowed - 1.0 CPP CORRUGATED POLYETHYLENE PIPE Proposed Total Floor Area = 6,744 sf 0.007 FAR EPWORTH CMP CORRUGATED METAL PIPE *. , \S I TE I,_ CMPA CORRUGATED METAL PIPE ARCH CHURCH CO CLEAN OUT 6. Environmental Features- 1 8 h4_4 DiA. DIAMETER DS DOlUT Wetlands - No wet0onds hove been identified on this site. VAUCLUSE , G EOP EDGE OF PAVEMENT Flood. plains - As indicated by F.I.R.M. Community Panel Number 510063 0175B -no flood plain exists on this SPRING FIRST -FLOPP I FFE FINISHED LOOR ELEVATIC Ni FDC FIRE DEPARTMENT CONNECTION Sinkholes � No, sink -holes hove been identified on this site, FO FACE OF GUTTER Steep, Slop Steep slo es ples are defined by the Frederick County Code as slopes, exceeding 15X UMAR06M FH FIRE HYDRANT F.L.S. FIRE LANE SIGN The areo of steep Slopes allowed by the code to be disturbed is 25%. No steep slopes hove been `za VAUCLUK Go. 0AUGE identified within the limits of the proposed construction. There ore some areas of 20% slopes near the CKURCH GAS METER GM Z, existing intermittent stream. GV GAS VALVE HCR HANDICAP RAMP Woodlands - Woodlands are generally defined by the Frederick County Code as including largely mature tf oes z MEADOW ,5% of woodlands, as defined by t1i Zoning, Ordinance sholl be HO HOSE BIB in. groves greater than 1/4 ocre, No more than 2 HDR CURB 6� HEADER CURB disturbed, The property is opproXimote'ty 801% wooded, that is, 17.21 acres. '0xim HP HIGH POINT Appr lately 2.5 acres or 14.527. ,of tl)o exitting waodlop-d *11t. be, disturbed, by the proposed; pro' % HTR. HEATER SailSr jet According the. Frederick County Soil Survey Soils. on this, site are cloasified as IPF IRON PIPE FOUND UARRYa Ilps IRON PIPE SET Ooklet�Corbo- Chilhowie: Gently sjop�'irig to moderately steep, deep, well -drained soils that have fine textized INV INVERT subsoil formed from. weothered limes t one - LP LOW POINT WEST LT. LICHT 7. Storm Water Manage �'ent- An unnom-ed tribuotory of West Run that bisects the western portion of the site MLP METAL LIGHT POLE m I %. uPD MULTI -PRODUCT DISPENSER PMaNa AR W f7 AIS twili serve as on adequate channel to tarry storm water runoff generated by the proposed development. MB MAIL BOX &41pll 2 MH MANHOLE & 'Landscaping Requirements: None MSP METAL SIGN POST AV - A 4 NDC NOSE DOM3 CURB '? , ents: None: N.PlS1 NO PARKING SIGN USE - A CS1, 0ENS/ 4 / A M 9. Buffering. Requirenm POVEL_j� NRT NO RIGHT YURN LINES NTS NOT TO SCALE 10. Parking Space Requirements; OHE OVERHEAD ELECTRIC TO O"T OVERHEAD TELEPHONE Property Line Setback: Required - 5' Provided - 35'+ voiDDLVovjN PIV POST INDICATOR VALVE Spaces Required. (1) space per 3 seats proposed (180) seats _14. Q9 PL PROPERTY LINE arffeWpl Pp POWER POLE Total spaces required = 050 including 3 ADA spaces PWAT PAVEMEN7 P(6�. - 109 'Parking spaces proposed = 61 includiing 3 ADA spaces ATA SOURCE- ITE MANUAL, SIXTH EDITION RCP RMIFORCFED CONCRETE PIPE A01 Loading Space Requirements: None D RED ROOF ORM LAND USE., CHURCH #560 REDUCER RIM 11. Handicap Accessibility, PROPOSED GFA= 6,744sf ROCK OUTCROP ITERING= 31) SAIN, SANiYARY HC parking spaces shall hove a moximum slope of 1:50. WEEKDAY @ 9,11 PER 1000 GFA= 61 TRIPS (50Y. EN STD, S7P-NDARD AM PEAK HOUR 1.28 PER 1000 GFA- 8.6 TRIPS (50% ENTERING= 5) HC -romps on the site shall have det.ectoble warping surface per AQAAG 4.7 and 4.29. Taw 70 BE REMOVED HC ramps off site shall be constructed per VDOT standards, PM PEAK HOUR 1,,14l PER 1000 GFA= 9.5 TRIPS (597o ENTERING= 6) T.B.P. To BE PRESERVE-1) -49 PEP 1000 GFA= 64 TRIPS (51% ENTERING= 33) TB THRUST BLOCK 5 vxv 64 12, Site Lighting; None proposed TC TOP OF CURB .1:� 4' - Mi -7= - TEL. TELEP�IONE YS/ a NE UNARM# 2000 TRAFFIC COUNT FOR ROUTE 11;= 3,406 W TRB TELEPHONE RISER BOX 11#1whv- usf ORION 13. Outdoor Storage: None proposed YEAR 200)3 TRAFFIC PROJECTION @ 407o PER ANNUM= 4,387 VPD TVR8 TELEVISION RISER BOX OPPOSING� TRAFFIC= (4397)(50Z)(117o)= 241 VPH TYP TYPICAL ZME9. - PA 14, Trash Receptacles: None proposed UGE UNDERGROUND ELECTRIC IrX Mr. R011JEJ1 �F_TJURN LANEL ANAIYSIS XFMR ELECTRIC TRANSFORMER �A& WATERLINE /0� PR. M- MUMM 15, Signs will be installed in accordance With the Frederick County Zoning Ordinance. THE OPP(DSING VOLUME IS 241 VPH. �Ivu WATER METER ARM 21.52 acm-S THE ADVANCING VOLUME IS 241 VPH. *000 POVrER POLE �l SIGN POST 16. sonitary, Se -wage Service will be: pro�id d a private, on- ite system THE PERCENTAGE OF THE ADVANCING VOLUME THAT IS Tk)RNING LEFT INTO tAra P a by si (,,Ely Others)� VVTP �WOOD 7ELEPHOWE POLE THE SITE CAN BE, ESTIMATED BY ASSUMING 5,07o OF CHURCH TRAFFIC 14V WATER VALVE N 51 ill be provided by the City of Winchogter. 'S FROM -THE SOUTH THIS L RESULTS IN. A PEAK HOUR VOLUME 17. Water serVite-vvl ORIGINATE, i 5l'R RADIUS IN FEET 'TURNING LEFT 114TO THE SITEE OF 5 VEHICLES PER HOUR, THE 00.00 PROPOSED SPOT ELEVATION IS, Provide direction -all signage as required, to delini one *way traffic. PERCENTAGE LIS V7.. USING FIGURE C-1-1.4, 576l, �AATH OPPOSING VOLUME n(00.00) EXIS71MG SPOT ELEVATION 48 MI r `tZ09Qk t WIT ANIn r, r%17 -IfWf�' AM1t1A1Vd'4%QF,' %In� NPIV Ar 0 A r, NAPW� 'T �MT GERE A r0AItING LIErT TURNS. AN? ADVANC�NG VOLUME OF 520 OR MORE WOULD j� L NO Vj� 4 M.-M M-147,0'- V1. All.1 W399 C4 MS PMM SWU WXFORV TO 714-1. LATEST WARRENT A LEFT TURN LAME. 017=* -GF Rrr- NO M�WA M-PAMMAIEW OF TRAVW4WAT1"7 NIATERkAL AND VKMR�W ARES SML K PROVED BY =7 UY NTATfq �PftR TO AOM - R4 Vi3 tL,PEECTEM ATON267f KEE 'IfA1111 N D, WXZZrM A FLACE=W "D FILL WoNME CER TESlikO IS 9EGUIRM. A M7 Gf: &TOM PVTOV),14ra EGSK67"T.DSS-EMM ROL REcuLams RPVTE GHT T A SS RFRESENTATK Sftl M- REMNY TO 12SkJAE THE SAMPLE OWNENED jj_A��RN LANE, M&Y 1 AND ANY, OTHER SVATE. FEDEML OR LOM 99GULAWri, - KPIq%WA or 'T�'S LW-Tt". , 1�� L SWFIES k,1,E -LES PER HOUR. AMICA$Lt� rA THE MPa 0$' 00VFuC7 M7WEtl AW_ -0� I& TK THE APPROACH VOLUME IS 241 VEHIC 1"M STANRAM, SAEC19.00Q26 4U FLANIS*'THE 0057 10 �RWA14 LAWRATOMES FO',! TESTINIj -ME SaLMPLES SNALL U CLE"',1-11V THE NUIMOM OF RIGHT TURNS IS 5 VEHICLES PER HOUR. W'Mr.-Emt SHAWL 40%,EMW., �ARFVW ft"Wq Lill AS O�MJGIA'a TO'APROJE W VJMtH VJ�kL QE FR 5 RIGHT VOOT mol Tmv 'L BE COJ 'E6, A=' �OM CHART C-1-8 USING THE APPROACH VPH, OF 241 VS TZSTINO SH�t DUCI ROX1Z YQ ALt V2. ='000RUCRON, SMLL COMPLY 0H THE LPTEST U�5. TURNS: At RADIUS AT THE ENTRANCE IS REQUIRED. aL 413iL�Lt VD01 STANDARD9. 4-10 001AMUZtO 0'LftOR =UPPTIOMA� tA5& & HMIff RE(%, 1A V14. UtR AY FILL. ME. SUDSVRFACE :�*ATERML AND V3. V= OIGHT OF WAY. ,,ML TRAFFiC 'OF tMLffY/$TQR?A' SWR TREMOKES S14ALL VY THE REFE1RENCED CHARTS ARE FOUND IN THE V-DOT ROAD DESIGN MANUAL. r`4 SMLL EX W COMPAM0 IN ell LM TO 9.52 OF INEenTmX 'UMAUM 131 00 A=RDANOT VMH TRE, CURAU47 901MON 07 TKE MWS W MA -r (CDP DRAWRNGS: AREA FMIEMW14 M&%UAL- �Fkh%HERM = AtA 7WRtC US ""'US M=01 f LAOIZIEG-S fAm K CME-AED, D14 4=09= WITH a (W ANY Q5 vws 'l z?,4 ml LmST ED=N 0, 0 a UAL11FIED IN re vo" SHT. 1/5): COVER SHEET 01=12 SPIEW1=01111S. SEC "Q 104�m,-wc, RECURD IM IKE V= ROAD j*D 8MWZ SPEORUTIMle. UTH A copy OF A�L Tcutls: S"Xt or st)OUMED"ro \001 PR*R SHT, 2/5: SITE LAYOUT AND GRADING PLAN NOVAL, TO FINAL MY AM W. THE M.�ZtOPER SHALL C1 MMN4SMIE FOR RELOCAMN't. All HIS 011�_ W EUrLME. NNY AXI) ALL UVWTIES. WCLUV;�V IRAFFir. TGNAL POLES, V15. \007 SMWO CO A,%'D VD UN%RDR4*4 SPML X �MALLED SHT. 3/5�- SITE CONSTRUCTION NOTES AND DETAILS Is J=704 �OXES., CO;;IVITOLLERS M. (M.349D Oy YOV7 OR- iftVATEE WHERE IMUtAlEO OW TF,9S9 "k$: AND -f W R' Vl;*RE V76.17V'COMPAMr. a iii TuciiaU K-Spwsia,�uTyv THE OwLepto OVERMINE& 4ECISSARY, W V= t4sprf-M�1 TO LIMZTE AND -IDZWCFY (AfLITY 00LITIES 0A 4UMS' M-40MAl IN SHT. 4/5r SEWAGE DISPOSAL PLAN </ CONFUCT V004 THE PROPOSED 0". STRUMN. AC%MTY, V007 AFFROVAL V14. THE It OMMS MID MUMES MTMIN' S 0��TE601ll ANY ENT ANY IreT ft1GW­,QP-t7Ay'$HALk YEE7 VO-01 OF TKESE PAIA SDOES LW RELVE TKt 0MLOPEO OF TWS R8PONSIGILITY. COMPONENT LAYOUT AND DETAIL 2_,NWW.4 DE-EGN STANWOS AND 15 1HE MVEL0Pt9`S o.021621 SHT� 5/5. SEWAGE DISPOSAL PLAN VS. DUZ-4 MIMS REILAYING 10 CO',MSTRUCYOn- aZ 79 VEGULAAC.% =JW)Z AND WM OF YRARTU MAY @E V17. PA= 70 ��CJEPTA C, "y V001 OF XW SMUS, A114Y �VELTLAND CELL DETAILS sulaim Y6 CHANCE AS DEVVOIED N12t4MAW SYMOM, 90WRED SMIU I =FrS AND/OR RAVEMENT W,1,Vt1N0$ ��UST A V25, P"IGR 'TO ROMNIP OF V�ZRV, 0=RACtQN SHALL Ir., BE zKULLE0 By TW akeLopip OR, 4 REWO-4,11ME f0l� AMUIRWO ALL NECESSARY VD07 LAND USE AX AC0=1T RECU'll 0P_Ci3. OESCRTIZ% W VOT ON STO? S043 SHALI Cal! TKrM(a0j W.10RES IALL t GON I UNA fflil PEIVYMS, IPOR AW ax VD07 WC -'AT OF v2ky. T�\ffcws3ty VIM= 7NZ COTM (LT IFS "Ill 'ZI-M ts SIN(G) 00A MA 9. - A A FEV A30�9 TW� COCZ Oe' PAVEkttg A" 1AZ POi-5T SH'ALL BE V7. IF RFOUtno BY THE LOM V= OFFitt , A USE. - RFSA Ofh W/ 40RIV PRECONMUMMN CO*iqEt= AA`MU�4 0`1 FOUrl (4) FEV FOM YHE M-Y OV PAAMM SION, POWS SMt. 99 OF A, IML �OUNI 019 �l All W YHE EXIMNEER AL1,4101OR 1MZ_A�qtNQl OF 7K CWJT�CVZ VARWS MWO AlUNCIES, �AILITY 6!5T.� A, C00Y OF THM� LIST MAY CE dol rRej I'Ke o"V&=T bompill �Wwp-ym F*,02 70 �N"tqla'� or- took. N, SF0,1010, COWAil THE VOOA� VW, k'M 0,VE5%41S R!"MARAINS Slt,4 VAITRK ARP FLACDANT. V7. =M,.Mq­%4AkL NOTIFY 1W LMW VOOT RESIDEOW yal in R4 QM�j rp��Aff 'S i6 0�'CWF­ Oaj-' ZONING ADMINISTRATOk DATE 1NA1 UNUCETEM61NED, tEMM 07 TiMf&­ =T VJU ALSO -REWWRE vlla� "nit WR_W'ZR NV37 '9WWCS 700� TUt LOtAL V-107 1OFFiCE A L0 , 411Z� USE: WeN491 M—TEMAL 5MRtZS FMOR TO =WRUCVV.X MRES 07XIL Al 5?'01 V7�� Q "cum motce FOR AW tN5PM4ON1. CF PILL F - ON MATERtALS %Tfilk AW 9101CAM'Smw Ptcw G7 vfff APPROVED - - =N& Gmce _FV1VW1i 70 TK c= MA x"Gtqa?.f) 10 THS-r LCM Vow ve ACCM010E OF M-Irk TM& Mlla$ Wyl i�xl MCK r2,0UNTY, MGM vo. Ill IPAL z(E RESPOM,5414 FOR WW-%"X 'fHE - P10FGUNM =ESS TO IFIE P M1=1 MWA TP12 MIT= FREDE '7147 , = MV # pwate =�M 'm _x1U1rt,= t�,no = - a U A FV� 1 liAnrIlk ;IN, VVkl V49. AGOVEWE nLqM A%D fn_Pf_*PD Om IKE V ay.,v�zl� mr� SEC 342, Ut MEANS'tF A t�ECKMVK "A 13$11P 'C" �kqft. VENSOf tat 8z fl�,TF-gwt,�� I) f; VZIIGE�l Srm 'ME MtrziffV MrfM 91%? AS SPMMI) 04 VCXW'S �aCAD XZ C41R?Z- ARC M rA: R491415 7A IV7 ClVaPO ChW10 Rg4jF_,E MJJRE� A=S9 To 07HER M�KaES­e $Magi> By S aCfF=MNr, (I'te'"T4 304) AND V714-10. -A CEMLED -7-KS Sk-,AaL, SEF f=NTA1WE0 7K%=H =4STRUMEON, rm$)LYS Sft-L 62 P4�0\00, TO Th'a M RQuLIE M P.L.'a TEQRW=F '%)XPkL THtSM A CEMM, ED apy OF ltE VESI� f WlfA; 1��? via, owalw=1 SKU- M0Z ADMAn ORNNAIDE 45 =HT.Vzo S �O� PXY 0 M L'�. I N A WIf M 7 0 ED WAW7 D� 03 N THE END OF 112 XMF64 041) MW a IrKE S)TE D�RlNt ANQ� A CR, El=A0 V= ORPTHS1. A VC16Y _KFXtFN opm"iNny To BE pas5gy, wims �TK WISTRU"ox A",T� 302 South Broddock Street. Suite 200 PleraA 85 Pt(' 1)�' 10 TtSl OF in, ol 0W ROL � S�� j,no, V,nAA?'F�, nA Innt inn, w ri. - USE. "V11V V1 1. ALL tt%TER AND 9EVAR LV2.5 WgWDI EVIISMXG� Off 090FOM Vvynchestero vieginto Z40U 1 �R ling i! WAY _,Rn, ON VM, R-4 A%, to HAV4�. 4A WUll S6"00V2R A310 LA1,3ST Z1MtQ.'4 07 VM*S'W, AO MD OM SMCWt�AMOM'(SECYM% S �",q) Telep,,�ione (540)662- P TO U WSYPUED WQZR'R0=,fAV OMNW1 m U"-9 THE 0EN,*jW W-NIROL CT�T,? [a DETERMw Ell ',=Ma 316 9,40 M49. A aJMFOM COMPACTMV 7W,-�60W3 S�H_AuL Facsimite (540)662-5793 V12. 9ft UNWUAL Sl�_ _PfAC9 CqXTRIONS ZNCCUVM0 OUR= W-STS. A CtftnRD COY OF TRE TEST RZSI;L7S S�A�l E 1'=100' Pa--C�fiUi) TO THE 9MDC%CY OFFIM A VOW REP&MMIK VML C email: pain flevv@%--_orthI ink. net VA U(M USE ROOM D SCAL THF 0OZQS1_E OF SMALL ZZ t�NJ��CWZL 1z C�4�101llo R—N I VA R 7T. 639 pouaw -To THE ATYEW.0�3 OF 'THE 9NOMEM A%D VOW. &'JD isrvrw TO a PRESENT wg7&vo VQ P_%rD =,Xf SMI., CZAn- tN THAI \AaNITY UNTIL MN ADEOVATE TESTUS OF THE Camyfm Sum, CONSULTING 1 /5 DESM-N WAlt WE IIETEAMMUZED BY THE �KqNEER- AID APPROWD 1421, APPRUVAL QF THM SKALL `EXF�AE 7HK� (3) YEPRS FGZ4 THE: rtfflct 0,7 JOB NO.: 9902019 V WOT. WE 1977ROVA LEMM54 ENQNEIERS 20JAN03 / I / I f / 1 ^�Ib s!o LDS CE CULVERT . 2 DATA DR11RiAGEAREA-�0.52 ACRES Tc=5 MIN. WEIWFb C VALUE=O5�1 RATOAL 010=1.77 CF5 eJ400WATER ELEV=732.67 / _--- VELOCITY=4.45 CFS S-2 '-15 PR24CULVERT O 2.51C f1�f. W. OUT= 730.80 • ' PR. i17EEEllf� / AND LIMITS OF ES-2 / "+ f CONSTRUCTION /� INV.k.A� 731,60 r O •ice 1�' ,.--. 06 � � � LL EC-1 � yCP >r �. R3' 734 �'.. r. 740 --- 1,5y EXISTING VEG.-19P i r / / 4? ^ AP7 f h PR. 320 AND WOF U W LLJ a. O LLJ z w 0 Q N >O ~ C- z C-) v O Z Li EOP Rom' �+ 3 yr ' 8 Z 27.11' ��.1 PS 8(��U- 27. rs �d PROVIDE ELECTRI�AI. PRC 19+ .45 (A Z J / CONDUIT AS REO D / _ . �► / n Q a.. 00 / I PROPOSED CHURCH / PR. 1REELINE BLDG. AREA- 6.7440( r9 W AND LMifTS OF R / FFE- 734.50 3' e CONSTRUCION • �a1 / / / PR. 5' CONC. Cb 4 d, PR. 6' S . su FIT R3AS 41 RI r ,r EX. TREELIKE _ y) Z SW R17.5 ?® R3 / O R3' 74OAQ < EDP D ix PROVIDE ELECTRI�1t •.ti' ' C&CS BENCHMARK Q R S CAP 336 � ¢ONDUTT AS REOD yE� tvr 8 AS R MA KEQ. S to Z PROVIDE 1"0 TYPE K 'COPPER BUtIDING 4 R12 TBP ,� �� ` ELEVATION= 758.00 /,/ O WATERLINE TO E0101 IPS Do(MU)­ y Z LLJ 0 (:bl . t Q W W LAJ ' g 8 (3)HC SIGN �x h� �-o� a f �� �Y� p 7 PR. 5' CONC. SW, FIELD FIT >> / / x U AS SHOWN. rs.9, 3' - PS TO MU d 0 0 /� / j O 0.00 l U 734.50 RU �31 3' EOP 7 .80 5.00 EOP \7 00 CULVERT N0. 1 DW.ATA . OUT = 731. 5 15. is EDP �' °'o NM 4)C11 C DRAINAGE AREA=1.13 ACRES 735.30 R3' EC-1 FOP / ON i/ /(D CA -Tc=S INN. it 94. r- 1p' Ad tE.R�' / �� � WEIGHXb C VALUE=0.50 r �-V1 . V►t RATIONAL 010=3.90 CFS 22 R3' ^ to % /_ cV c C 11 $3.68 � E� /�� HEADWATER ELEV=734.18 % + 1 k '1 ^a / v N N f 1*LOCfT1'=4.88 CFS 1'� 5. 0; f0d ,� ka / L (D (D 22+ L \�R3 7 .40 / /' 30' 0' 30' 90' y- .o cc� . o / 40 = - 1` / W . 3 / ?>• i"' OP ,� /' to (D J 0 > -0 EC-t -"� / -�,' SCALE: 1 "=30►' v / EX. TREE NE / 0 , a = 0 0 1 -'mot: tx� 9 -� W m U) .c ^� 40'-15 o C O .5 PR. ELEC. MMSFORME .6 W CL (n PROPOSED ROAD CENTERLINE CURVE TABLE ^ ES-2 COORDINATE W/LOCAL (TY �' � °' U ■T�4' �►'" � s �" DIVERSION RIDGE REQUIRED CURVE LENGTH D LTA RADIUS TANGENT DIRECTION CHORD ' 11 17NV. IN` 732-r� 'S6 . / WHERE GRADE EXCEEDS 2% cREr R a c ua 3 9 /� Z •- C2 135.90' 1 19'47'46" 65.00' 1 12.12' N34'41'51 1 1 12.47' C3 203.32' 77'39'40" 150.00' 120.74' N55'45'54"E 188.11' C4 21 1.95' 40'28'49" 300.00' 110.62' N31' 10'28"E 207.5,7' C5 36.78' 70' 15' 15" 30,00' 21.1 1' N22' 17' 15"E 34.52' C6 154.92' 118'21'12" 75.00' 125.70' S72'00'58"E 128.81' C7 128,78' 49* 11 '32" 150.00' 68.66' N24' 12'40"E 124.87' C8 56.62' 32'26'24" 100.00' 29,09' N 15'50'05"E 55.87' C9 157.90' 18'05'39" 500,00' 79.61' N41'06'07"E 157.25' C10 50.31' 5738'52" 50.00' 27.51' N21'19'31"E 48.21' too _ g ._ 1 WATERLINE / 5 . .3 ` / ,� FOR O W INE A LT N RS 5/8 WATER METER r V U EXTRA STRENGTH FILTER FABRIC V BY CfTY.; OF WINC. �/ R / NEEDED WITH WIRE REINFORCEMENT-', 38 CONSTRUCTION ll Q / 739.50 / '�/ STEEL OR I „ I L - FILTER FABRIC PR. TREELINEOP 7 38 AND 11MiT$$ OF N 1� EX. WPP / / / �/E / WOOD POST SECTION A A / cn / CONSTRUCTION EDQ �Q'` 742.00 745. t / /� r%---� W '� NOTE: Z_ cr (`A TC L SPILLWAY qt p �HER PROVED MSTRAW EHODS ~ j," d\\ iW� (STRAWNBALERTYPER SHOWN) Q�° j W AS EOUIREIZE RUNOFF TO BASIN W AS EOUtRED. Z PROPOSED ROAD CENTERLINE �/ / = - z SUPPLY WATERt TO WASH �._.__ - -"- 10 Fi tNl1t( *MON WITH WHEELS IF NE(CESSARY 0 Z -+ / SEQUENCE �F CONSTRUCTION TT==-rrT•�°t -�j� off SUPP is "M U w LINE TABLE / - 741. �' 5' _I j" �,l I _ j It t t e FT w►u ��Ic wnHan LINE DIRECTION DISTANCE ,yam WOE SUPPORT FENM r Ex TREELINE TBR. TIC j e " -- f CORP 3fOP 1 . Establish the construction entrance. a �' Ex. WPP Mr ,>�:001 WITH CITY OF 2. Install silt fence below work areas. 3 r �'� --FLOW ARROW(TYP) WINCHESTER SPECIFICATIONS 3. Clear and rub Site. a o�p i ��rLTH Op. Y! 742.101 g PONDING HT. PONDING HT. < 'Y FLOW •Z► �Q )TC yc RELOCATE OVERHEAD / 4. Strip, stockpile, and stabilize topsoil. 0 t - / tom_ o Cb 5 UTILITY `i INE AT SITE A H CURELY �'- - -. ,� 5. Perform rough grading of site. ST ;� FILTER F R25' { ENTRANCE IF REOUtRED./st o HIGH MAX TO W z c:'> C► s 6. Install storm sewer and inlet/outlet protection. SIDE OF ,. JOHN C. LEWIS EX. TREELlNE--� ' 7. Perform final grading and site stabilization, RAF �Ri,troFF < A A �CONCRETK AGGREGATE2-3"COURSE � No. 21621 8. Remove temporary controls.i / tY MIN. 8* THICK CN 0 j�'} ® 4 EROSION & SEDIMENT CONTROL KEY I� I Lk !J' 30 1 jOHAL L1 N25'12'02' W 57.78' L2 N07'53'44'1N 12.43' .�- w� �Ito �o /-p 1r�RVPS L � % 3.02 TEMPORARY STONE CONSTRUCTION ( ................... ....: ; ::: ENTRANCE 3.05 SILT FENCE 3.08 CULVERT INLET PROTECTION -SILT FENCE / X 3.30 T(JPSOILING TO 3.32 PERMANENT SEEDING 3.35 MULCHING µu Z �-- WDIVERSION RIDGE I I r TA�CTED ( � GRAVEL FIN X 70° MIN, DATE: SURVEY: W I PLAN 29SEPT02 ARTZ STANDARD DETAIL ALTERNATE DETAIL NOTES: TRENCH WITH NATIVE 9ACKFILL TRENCH WITH GRAVEL 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDnaN THAT wnll PREVENT TRACKING OR SCALE: DRAWN' FLOWING OF SEDIMEM ONTO PUBLIC RIGHTS - OF -WAY. THIS MAX REQUIRE TOP DRESSING, 1 ' = 30' PLC NOTE: REPAIR AND/OR CIEANWlT OF ANY MEASURES t, INSPECT AND REPAIR FENCE AFTER EACH USED TO TRAP SFpMENT. STORM EVENT AND REMOVE SEDIMENT WHEN 2. WHEN NECESSARY. WHEELS SHALL BE CLEANED TEMPORARY C. I.: JOB NO.: NECESSARY" PRIOR TO ElITWWICE ONTO PUBLIC RiGtR-OF-WAY, NA 9902019 2. REMOVED SEWMFNt SHALL BE DEPOSITED 3 WHEN WASHING IS REQUIRED, IT SHALL BE DONE GRAVEL TO AN AREA THAT WILL NOT CDNTRKIiE ON AN AREA STABtILtZED WITH CRUSHED STONE CON S TR U C T1 ON DWG: SHEET: SEDIMENT OFF -SITE AND CAN BE PERIAANENTLY THAT DRAINS INTO AN APPROVED SEDIMENT TRAP STABILIZED. SILT FENCE OR �o�NT ENTRANCE/EXIT uucsHT2 3. SILT FENCE SHALL BE PLACED ON SLOPE WALL ALL WI\SHRtACK AS CALLED FOR ON THE PLANS. 2/5 f+AArtfY 10C TA UAYWIiC OAYNYP_ CCCtPK W"V EROSION AND SILTATION CONTROL NARRATIVE Project Descri tion The developer proposes to construct a 6,744 square foot building and associated parking on a site containing approximately 21.5 acres. The total area of disturbance on the parcel is approximately 3 acres. Storm water runoff will be directed to flow across the site in a northwesterly direction to the existing intermittent stream located on the property. The intermittent stream will provide on adequate channel for the disposition of runoff. Existing Site Conditions The site is currently vacant and almost entirely wooded. Most of the slopes on this site range from 5% to approximately 15%. Areas near the existing intermittent stream contain slopes of approximately 20%. These slopes ore outside the limits of construction. The intermittent stream bisects the property in a northeast to southwest direction. This stream is on unnamed tributary of West Run. Adiacent Areas The site is bordered to the South by U.S. Route 11 (Volley Pike) and to Southwest by VA Rte. 638 (Voucluse Road). The adjoining land to the Northwest is zoned RA and is currently vacant. The adjoining properties to the North and East are zoned RA and are used for agricultural and residential purposes. Off -site Areas No off site disturbance or construction activities are anticipated. Critical Areas No critical areas have been identified on the site. Erosion and Sediment Control Measures 3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed along the proposed access rood to the construction area. The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights-of-woy. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleonout of any structures used to trop sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in selected locations downstream from the construction area as a first measure of construction. Silt fences shall be inspected after each roinfoll and at least daily during prolonged roinfoll. Any required repairs shall be mode immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.08 Silt fence will be installed as culvert inlet protection at the upstream ends of culverts. Silt fences shall be inspected after each rainfall and at least doily during prolonged roinfoll. Any required repairs shall be mode immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. To coincide with the anticipated construction dotes, the seeding will consist of 50 pounds per acre of German Millet. All temporary seeding areas will be mulched in accordance with the schedule included herein. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein The anticipated time for construction is August through December 2002. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegross 50 Ib/oc 98 85 Winter Rye 50 Ib/ac 98 85 MATCH EX. PVMT. DISTANCE TO VA RTE. 638= 650't STOP SIGN A FR A�A�a1S s CG-11 ` 34 _ OR PER PLANS ECG-7 (TYP.) EX. EOP PROPOSED ENTRANCE U.S. ROUTE 11 STATUTORY = 55 MPH 150' U.S. ROUTE 11 I STATUTORY = 55 MPH DISTANCE TO SIGHT DISTANCE = 550' SIGHT DISTANCE = 550' SALEM CHURCH RD.= 3200't ENTRANCE TAPER & STRIPING DETAIL NOT TO SCALE *INSTALL CG-12 RAMP AT THE DISCRETION OF THE VDOT INSPECTOR j� '• PR. STREET OR E 31 A AISLE APPROACH TO UJ BE THE SAME AS of o a MAINLINE ROADWAY. (RADIUS TO BE AS N( a- M (RADIUS TO BE AS SHOWN ON PLANS) po SHOWN ON PLANS) f � May 1 - Aug 31: / ♦RADIAL COMBINATION ®CONSTRUCT GRADE CHANGES WITH A German Millet 50 ib/oc 98 85 - CURB &I GUTTER PARABOLIC CURVE. or 6' SIDEWALK ® (ST'D. CG-6) " ® WHEN THE ENTRANCE RADII CANNOT Feb 16 - Apr 30: 6 ACCOMMODATE THE TURNING REQUIREMENTS Annual ryegross 75 Ib/oc 98 85 EXPANSION JOINT * EXPANSION JOINT OF' ANTICIPATED HEAVY TRUCK TRAFFIC, THE Mulch: 1.5 ton/oc small groin straw Fertilizer: 1000 Ib/ac 10-10-10 Permanent Stabilization The contractor shall stabilize oil denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the NVE: WIDTH "B"= 2 0" OR AS SHOWN ON TYPICAL SECTION, project site. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: EDGE OF SHOULDER OR OPTIONAL FLOW LINE Seedbed Preparation: o. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural lime stone(1401b/1000sf). MAINLINE ROADWAY SEED TYPE RATE MIN. PURITY(%) MIN GERM.(%) Toll fescue 60 Ib.oc 97 85 Red clover 8 Ib/ac 95 65 Ladino clover 8 Ib/oc 95 65 Nurse Gross-(seoson dependent) Sept 1 - Feb 15; Annual Ryegross 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: German Millet 12 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegross 12 Ib/ac 98 85 Mulch: 1.5 ton/ac small groin straw Fertilizer: 1000 Ib/oc 10-10-10 1. Erosion control practices shall conform to the requirements of the Virginia Erosion and Sediment control Handbook. 2. All perimeter sediment control devices shall be erected prior to any land disturbing activities and shall remain in place until the site is fully stabilized. 3. The contractor shall perform overlot grading to provide positive drainage and preclude ponding of water All off site grading and construction is to be done with the property owner's consent. 4. Cut and fill slopes shall be graded at a maximum of 2 horizontal to 1 vertical unless otherwise specified on the plans. 5. The limits of clearing and grading ore shown on the plans. CONSTRUCTION NOTES 1. The existing utilities shown on these plans are based on available information. The CONTRACTOR shall be re sponsible for determining the exact location of all utilities before commencing work and for any damages which occur by the failure to locate and preserve these utilities. If the CONTRACTOR should encounter utilities other than those shown on these plans, the CONTRACTOR shall immediately notify the engineer and take the necessary and proper steps to protect the facility and assure the continuance of service. 2. The CONTRACTOR shall have approved construction drawings prior to the start of construction. At least one copy of approved plans and revisions shall be kept on -site at all times. 3. Cut and fill slopes shall not exceed 2-horizontal to 1-vertical unless otherwise called for on the plans. 4. Controlled Fills: A. Controlled compaction shall occur in all fill sections for pavement, trenches for utilities and in other areas as designated on the plans. B. Controlled fills shall be compacted to 95% density as determined by methods per standard proctor ASTM D 698. Density shall be verified by a qualified soils engineer. C. Controlled fills shall be compacted in 8 inch lifts (loose thickness) to the specified density, beginning from the existing ground surface, unless otherwise approved in writing by a qualified soils engineer. D. The surfaces directly beneath areas to receive controlled fill ore to be cleared, grubbed, and stripped of topsoil. The area is then to be scarified and compacted to a depth of 6 inches to the some density as the controlled fill to be placed thereon. E. Fill material shall be token from approved borrow areas. It shall be clean soil, free of roots, woody vegetation, oversized stones, rocks, sandy soil, or other objectionable material. 5. Blasting is not permitted within 25 feet of existing utilities without owner permission 6. Storm sewer and pavement materials called for on the plans refer to standard VDOT designations. 7. All rodii indicate edge of gravel, edge of pavement or face of curb as applicable 8 The CONTRACTOR shall obtain a permit from VDOT for the work proposed in the rights -of -way. 9. All disturbed R.O.W. monuments are to be replaced and verified by a certified land surveyor at the CONTRACTOR's expense. 10. The DEVELOPER shall obtain permission from adjoining property owners prior to conducting any off site construction activities. 11. The CONTRACTOR shall coordinate the relocation of the existing utilities with the appropriate utility company as necessary. 13. The designated job benchmark is located along the North bound lone of U.S. Route 11 approximately 530' north of the proposed entrance. The benchmark is a U.S.G.S. brass morker (number: S336). Elevation= 758.00 MSL. CITY OF WINCHESTER WATER SUPPLY NOTES 1 Water lines are to be constructed in accordance with these plans. The lines shall additionally meet oil requirements of the City of Winchester design standards. 2. The CONTRACTOR shall coordinate with, and arrange for inspection by, the City of Winchester Department of Public Utilities. A OPTION q� DEPTH FOR SIDEWALK AND CURB RAMPS FLOW LINE WITHIN THE LIMITS OF THE RADII SHOULD BE MAINLINE ROADWAY INCREASED TO 7" WHEN STADARD CG-11 IS USED FOR ENTRANCES BUILT IN CONJUNCTION WITH VDOT PROJECTS, PLEASE NOTE THE FOLLOWING: •• MAINLINE PAVEMENT SHALL BE CONSTRUCTED D 8% MAX. TO THE R W LINE EXCEPT ANY SUBGRADE SLOPE CHANGE - STABILIZATION REQUIRED FOR MAINLINE PVMT. D WHICH CAN BE OMITTED IN THE ENTRANCE.) ♦ RADIAL CURB OR COMBINATION CURB AND ANY 8% MAX. ® D BEYONDTTHE RH WLLINET E CEPTONOSRRUCTED SLOPE CHANGE 1�_~_��� D REPLACEMENT PURPOSES. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE,. MOUNTABLE CURB CONFIGURATION. SECTION A -A SEE STANDARD CG-12 FOR CURB RAMP -'DESIGN GUIDELINES FOR GRADE CHANGED TO BE USED WITH THIS STANDARD ENTRANCE VOLUME DESIRABLE MAXIMUM ' PLANS ARE TO INDICATE WHEN ,90NSTRUCTION OF HIGH MORE THAN 1500 VPD 0 3 A 17LOW LINE IS REQUIRED TO' PROVIDE POSITIVE MEDIUM (500-1500 VPD) <3% 6% DF�NNAGE ACROSS THE ENTRANCE. LOW (LESS THAN 500 VPD) <6% 8% OPTIONAL FLOW LINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PRECLUDE PONDING METHOD OF TREATMENT- OF WATER. CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES VDOT 2001 STANDARDS (C G - 1 1) NOT TO SCALE PLAN VI EW PTA UR&IC �3' MIN. PAY LINE CG-12 -1 Q Vim. 4' MIN: RADIAL PLAN VAR. WID SIDEWA0 SIDEWALk TANGENT PLAN •7' WHERE ST'D CG-3, CG-7 IS USED. CG-2 OR OR CC-6 PERMISSABLE CONSTRUCTION JOINT PAY LINE CC- 12 VAR. WIDTH �--- SIDEWALK OR SIDEWALK SPACE #5x8" BARS ® 12" C-C MINIMUM CONC. COVER 1 /2" ERMISSABLE DNSTRUCTION )INT 15x8" BARS 0 12" C-C MIN. CONC. COVER 11/2' VAR. WIDTH SIDEWALK OR SIDEWALK SPACE PERMISSABLE CONST. JOINTS - PAY LINE CG-12 iUJ Z vi U � EX. ROAD ,k 14' VARIES CROSS SLOPE = 1 /4":1' U.S. ROUTE 11/ SITE ENTRANCE SECTION NOT TO SCALE PAY LINE CC-12 i� TYPICAL ALTERNATE *FOR COMMERCIAL ENTRANCE RADIAL PLAN FOR USE (HEAVY TRUCK TRAFFIC ANTICIPATED) AT APPLICABLE STREET SEE STANDARD CG-13 SHEET 203.10 CONNECTIONS AND COMMERCIAL ENTRAN S. i RAMP FLOOR _OPE: 12:1 MAX. SOMETRIC VIEW ---12" x 18" STND, RESERVED PARKING - STND. U-CHANNEL POST (t` VAN ACCESSIBLE I-M&TY is"100-wo VAN ACCESSIBLE - PROP. GROUND SIGN 5' (OR AS SHOWN ON PLANS) 4" CRUSHED STONE (3000 PSI) 4" CONC -� 6x6xW1.4x%1.4 W'WF (1.5" Min. CLEAR) TYPICAL SIDEWALK DETAIL NOT TO 'SCALE VAN ACCESSIBLE SIGN--\ RESERVED PARKING R PLANS n roo-wo •oar -AWAY MW HC SIGN HANDICAP SIGN DETAIL NOT TO SCALE NU 1 tJ CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR (RAMP FLOOR MAY BE PRECAST OR CAST IN PLACE). THE DECTECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE FINISH. RAMP SHALL NOT EXCEED A MAX. SLOPE OF 12:1. FLARED SIDES OF CURB RAMP TO BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSABLE CONSTRUCTION JOINT WITH REQUIRED BARS. A IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE OFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS SIDEWALK AREA (WITH 7'-4" IS THE MIN. A- 4, OR WITHOUT BUFFER STRIP) REQUIREMENT TO REQUIRED BARS ARE TO BE No.5 x 8" PLACED 1' CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP ACHIEVE A 12:1 SLOPE 7'-4' FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1 1 /2". CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT 4 CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE IN PLACE. _ CURB/ CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURG RAMPS ARE INCLUDED IN PAYMENT FOR THIS ITEM MAY BE CURB/ CURB AND GUTTER. SECTION A -A CAST IN PLACE OR PRECAST WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CC-7, THE CURB FACE ON THIS STANDARD IS TO BE PERMISSABLE CONST. JOINT ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. SLOPE: 12:1 MAX. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER, THEY ARE TO )y5x8" BARS O 12" C-C BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSABLE ROUTE WITHIN THE R.O.W. OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETER SIDEWALK IS EXISTING, PROPOSED, OR NON-EXISTANT. THEY MAY BE OFFSET FROM PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, BUT SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ECT, WILL LIMITS OF EXPOSED ALSO AFFECT PLACEMENT. Q TREATMENT WHERE WIDTH OF O~ AGGREGATE SIDEWALK SIDEWALK OR SIDEWALK SPACE ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM, AND SLIP RESISTANT PATH IS LESS THAN 7'-4" CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED, AND USED BY SECTION B-B PERSONS WITH MOBILITY IMPAIRMENTS. CURB RAMP (CG-12) [PERSONS WITH MOBILITY IMPAIRMENTS( N.T.S. VIRGINIA DEPARTMENT 203.09 Of TRANSPORTATION REVISED 4-28-93 END OF STALL - STRIPE OR CURBING WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS SHOWN ON PLANS. WHITE SYMBOL PER ADA ON SOLID BLUE BACKGROUND WHITE PAVEMENT MARKING, 4" WIDTH, 2' CC; 45' ANGLE OR 5' NOTE: ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GIUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLIECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKIN(G PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE (PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. PARKING LOT STRIPING DETAIL NOT TO SCALE n n loll FINAL BACKFILL CAREFULLY COMPACTED SELECT BACFILL CRUSHED AGGREGATE TYPICAL CULVERT PIPE BEDDING DETAIL NOT TO SCALE PRIME AND DOUBLE SEAL 6" 21-8 BASE COURSE COMPACTED SUBGRADE- PRIME COAT AND DOUBLE SEAL COAT TREATMENT PRIME: #78 AGGIREGATE ® 25 LBS/SY WITH CRS -2 0 0.35 GAL/SY INITIAL SEAL: #78 AGGIREGATE 0 25 LBS/SY WITH CRS -2 O 0.30 GAL/SY FINAL SEAL: #8 AGGRIEGATE ® 20 LBS/SY WITH CRS-2 0 0.30 GAL/SY ON SITE PAVEMENT DETAILS_ NOT TO SCALE 0 W 0� Z J PW us U'� Z V O U w J H aU Q U � U w Q w Q D Q Z Y Y U Z W - Q X _W 0 ~YU_ U =>a G7 Z w O N U Q Z w 0 Q ■ 0 0 a:tfO N "' (D :3 0) r' 0) C (N . N U) rh u7 x C 0 O N (O I t U 0cD O W.Y & It 't0 J0>�-' U If)0 3 10 •J 0 o � C = .0 t7 W mcns EQ (V CL Y) 11 Z 4C U C~L� O E Z� 03 w aC14 ZU) Z 0_ P UJ J UJ �Z Z(.) OZ UW 0 J N C. LEM11S No. 21621 ' .off O�F`QSIONAL /v�1 DATE: SURVEY: 29SEP02 ARTZ SCALE: DRAWN: NA PLC C. I.: JOB NO.: NA 9902019 DWG: SHEET: UUCSHT3 3/5 i I� / / / / / / i / / / / o' --+X. ?BEELINE / / sr / / / / / / SIPHON CHAMBER / / 1 —APPROXIMATE LOgATION OF EX. INTERMITjENT STREAM, OF NwESTDRTRI L TARY 1 1 1 1 1 1 i I I I i` i / / / / / / 1 � THE P)CNT OF DISCHARGE AS DETERMINED BY HEALTH / DEPARTMENT. PLACE 2 TONS OF COARSE AGGREGATE NO. r 1 A�15NG OF OUTFALL PATH AS SHOWN BELOW THE POINT OF ,DISCHARGE, OR AS REQUIRED BY THE HEALTH DEPARTMENT. 1 j / CONTACT CHAMBER / / / / / / i i 0 WETLANDS CELL Y / / GRADE//AREA AROUND WETLAND CELL/ TO PREVENT SURFACE WATER FPdM ENTERING T+`1E CELL AND TO PROVIDE ADEQUATE COVER OVER /SEWAGE PIPING. / / J43 POWER / 4"0 S�H 40 PVC(TYP) MINIM M SLOPE=2.00% MINIMUM DEPTH OF BURY=36" / / 7 / !/ STND. 1500 GALLON % / SEPTIC TANK ! 1 1 / r 1 3s 1 / Sw i � 1 I I I I I j I r I I j I I I I I I I I I SEWAGE TREATMENT AND DISPOSAL NOTES 1. The contractor must coordinate with the Health Deportment for the location of the point of discharge. Topographic information was token from field survey. 2. All sanitary sewer and water supply construction shall conform to the current standards of the Virginia Department of Health and Frederick County, The CONTRACTOR shall be responsible for obtaining all necessary permits for the installation of sewerage facilities. 3. All gravity sewer pipe and force main pipe coiled for on the plans shall be SCH 40 PVC ASTM D 1784 with solvent cement joints assembled in accordance with ASTM D 2855. The pipe trench bottom should be constructed to provide a firm, stable, and uniform support for the full length of the pipe. Any port of the trench bottom excavated below embedment grade should be bockfilled to grade and compacted. All pipe shall be installed with proper bedding providing uniform longitudinal support under the pipe. Initial backfill material should be place to a minimum depth of 6 inches over the top of the pipe. All pipe embedment material should be selected and placed carefully, avoiding sharp stones over 1-1/2 inches in size, frozen lumps, and debris. Sharp stones should be excluded from the embedment material. 4. Apply sealant as required to make all concrete components permanently water tight. 5. Automatic Dosing Siphon Specifications: Diameter of Outlet: 2" NPT male thread Draw Down: 7" Diameter of Bell: 8" Discharge Invert to Low Water Level: 5.4" Average Discharge Rote: 30 GPM Minimum Discharge Rate: 25 GPM Materials: Trop and Bell: -316" thick high density polyethylene Vent Pipes: -Y4" Sch 40 PVC Bolts: stainless steel 6. Pre and post aeration is based upon the empirical technique of applying 1500 cubic feet of air to the effluent per each pound of 5-doy BOD. Install two air pumps each capable of delivering 0.2 cubic feet of air per minute at 10 psig as shown on the drawings. Use APT Series pump by "Air Pump" with flexible tubing and diffuser per mounfacturer specification. Provide power in conduit from building as required. — O.D.+ 18" ��' FINAL BACKFILL CAREFULLY COMPACTED SELECT BACALL CRUSHED AGGREGATE 0 O x 04 NEMA 4 JUNCTION BOX POWER CONDUIT FROM BUILDING cam" IN FROM SEPTIC TANK #4 REBAR ® 8" CC EACH WAY- 1 1 /2" MIN. CLEAR 6"-3000 PSI CONCRETE - FLEXIBLE AIR TUBING LIFT HANDLE 1 /4" STEEL PLATE LID WITH STAINLESS STEEL HINGES AND LOCKING HASP -PROVIDE LOCK AND KEYS L 2" STYROFOAM INSULATION GLUE TO BOTTOM OF PLATE AIR PUMP-0.2 CFM 0 10 PSIG FLEXIBLE AIR TUBING ZP1 2" OVERFLOW PIPE c 00 HIGH f L�l WATER LO WATER •• c ►_ 48" MODEL 207 AUTOMATIC DOSING SIPHON BY FLUID DYNAMICS OUT TO WETLANDS CELL GROUT SEAL ® PIPE (TYP) 8" CMU-32" HIGH --I DIFFUSER L-12"X12"X7 1 /2" CONCRETE CRADLE FOR SIPHON 4' X 4SIPHON CHAMBER DETAIL NOT TO SCALE 1 /4" STEEL PLATE LID WITH STAINLESS STEEL HINGES AND LIFT HANDLE LOCKING HASP -PROVIDE LOCK AND KEYS 2" STYROFOAM INSULATION GLUE TO BOTTOM OF PLATE IN FROM WETLANDS CELL=710.50 48" r. " 12 — 9" ---- 9" —* 18" --s WATER LEVEL CID a #4 REBAR ® 8" CC EACH WAY - 'n i a ii ;' a 1 1 /2" MIN. CLEAR ,. r_ 6 -3000 PSI CONCRETE 8" CMU-24" HIGH TYPICAL SEWAGE PIPE BEDDING DETAIL NOT TO SCALE PROVIDE A 10"-2" 0 EXTENSION TO THE STAND PIPE TO ALLOW COMPLETE FLOODING OF WETLAND CELL SWIVEL I C 00 INLET OUTLET WETLAND OUTLET BOX DETAIL NOT TO SCALE AMERICAN MANUFACTURING CO. NEMA 4 JUNCTION BOX POWER CONDUIT FROM BUILDING AIR PUMP-0.2 CFM ® 10 PSIG FLEXIBLE AIR TUBING MODEL 108 TABLET CHLORINATOR BY JET-CHLOR (OR EQUAL) OUT TO DISCHARGE=709.83 GROUT SEAL ® PIPE (TYP) PVC BAFFLES w/—L 8" CMU-32" HIGH 6" SO. OPENINGS DIFFUSER ALTERNATE LOCATION 8" CMU-16" HIGH AND HEIGHT OF OPENINGS 4' X 4' CHLORINE CONTACT AND RE —AERATION CHAMBER DETAIL NOT TO SCALE APPROXIMATE FINISH GRADE FLOOR ELEVATION-734. INV 722.08 SEPTIC TANK INV = 722 AIR PUMP BLOCKOUT w/PRESS SEAL FOR 4" PIPE PLAN VIEW SCHEMATIC FAQ& F1.Qy�(_ BLOCKOUT-J TBLOCKOUT w/PRESS w PRESS SEAL FOR SAL FOR 4" PIPE O 4" PIPE O AIR PUMP PYC BAFFLE w ALTERNATE LOCATION OF 6' HOLE ADAPTED TO OPENING'S AS SHOWN FIT DECHLOR INLET PIPE PLAN VIEW SCHEMATIC WETLANDS INFLUENT PIPE DISCHARGE: DISCHARGE HOLE DIAMETER: 0.375 INCHES PRESSURE HEAD: 2 FEET FLOW PER HOLE: 2.382 GPM NUMBER OF HOLES: 12 FLOW RATE: 28.59 GPM TOP - 71 INV 715.80 SIPHON CHAMBER INV a 715.00 J LAND CELL INV - 714.40 SCHEMATIC DIAGRAM OF HYDRAULIC PROFILE = 71 INV - 714.25 INV - 710.50 CHLORINE CONTACT AND RE —AERATION CHAMBER f- Z w o U 4 � 0 0 o LJ a W 2 J ZW J 0 0-0 —1Z Q Q O~ n. DO 0 Q J W Q W W Z 0- w O U r- U U =pC� U t~Qs w Q Q 0 Z � � Y U W 'Q � W QUW � �YW a ZQ 0 J 0 N ■ a Q) r 0 0) C 5 (D V) N r,- t\ Y n _ N in C W N I L (D W _X S � 0 0 J U O> L�3 o � 0 C c � �o W mNc o E a a) a t L G? U p Z U 03 0 Ww QN a� ZW �Lij �W OZ Li 0 ;11}I 0 UZHN C. LEWIS No. 21621 �o DATE: SURVEY: 29SEPT02 ARTZ SCALE: DRAWN: 1 "=30' PLC C. I.: JOB NO.: a A 1 :� NA 9902019 TO POINT DWG: SHEET: OF DISCHARGE UUCSHT4 4/5 12" MIN, PROTECTIVE EARTH COVER k-- 04 r- TOP LINER=715.50 iv----1-- ANCHOR TRENCH ♦ 30 MIL PVC LINER r- J 12" 18" LINER ANCHOR DETAIL NOT TO SCALE TOP OUTLET TO DISINFECTIC AND AERATION IE=714.25 OUTLET CONTROL TOP BERM=717.0f IL -/ I T.G.J SET BOTTOM OF WETLAND OUTLET BOX 0 713.92 SET ON 6" CRUSHED LEVELING STONE _R ANCHOR SEE DETAIL WATERTIGHT BOOT —' PER MANUFACTURER(TYP) 36" 0 NM 4"0 SCH 40 PVC STANDPIPE 19" VDOT #57s STONE--- 2" SURFACE SAND CUSHION- 30 _ MIL PVC LINER_ ND 0 ELEV= 713. 75 __ 3" SUBSURFACE SACUSHION— ROLLED SUBGRADE— lo 30' — COMMON CATTAIL 0 36" CC DOUBLE ALTERNATE ROWS THREE SQUARE BULLRUSH 0 36" CC DOUBLE ALTERNATE ROWS SECTION THROUGH WETLANDS CELL NOT TO SCALE PLAN VIEW OF WETLAND CELL NOT TO SCALE TOP BERM=717.0t 2 1 = 71 LINER ANCHOR l._ 3" SUBSURFACE SAND CUSHION FROM SIPHON CHAMBER WETLAND IE=714.4 �-- 8" STANDARD MASONRY BLOCK TO SUPPORT DISTRIBUTION PIPE. INSTALL 0 48" CC (3 REQUIRED). CONSTRUCTED WETLANDS CELL TREATMENT DESCRIPTION Inflow Control/Distribution System The inflow control/distribution system will consist of a single 2"' SCH 40 PVC effluent line from the siphon chamber. The distribution header shall consist of 20' of perforated 2" SCH 40 PVC pipe, leveled and supported by CMU blocks. Header perforations shall be 3/8" in size along one site of the pipe. Perforation spacing sholl be 20" center to center over the length of the pipe. The distribution header shall be connected mt its midpoint to a 2" SCH 40 PVC effluent line via a 2x2 tee. Both ends of the pipe shall be capped and sealed with a threaded PVC end cop. The header will be leveled prior to total stone backfill and flow tested to ensure maintenance of ufniform hydraulic collection conditions (no short circuiting). Constructed Wetlands Cell Design The constructed wetlands technology is intended to provide trealtment of sewage effluent to the tertiary level. The constructed wetlands treatment unit sholl consist of a lined, gr©vel filled basin, with dimensions of 30 feet in length and 20 feet in width. The design treatment depth shall be 1.5 feet with a bottom slope of 0.001 ft/ft. (The wetland cell design shown herein is typical for a 500 gallon per day demand. The ,proposed church is expected to produce a demand of only 200 gallons per day maximum.) Influent to the cell will be evenly distributed across the head—ernd by the perforated header pipe. Sand filter effluent will move horizontally through the grovel treatment media where treatment will occur by various physical, chemical and biological removal mechanisms. Solids will be removed by sedimentation, filtrotion and adsorption. Trace metals and nutrients will be removed through absorption, adsorption, complexion and chemical precipitation. Finally, pathogens and trace organics will be removed by decomposition, adsorption, sedimentation, ultraviolet radiation, chemical reactions, natural dieoff and zooplonkton predation. Natural processes will enable the wetland to perform to specification immediately upon activation. Peak performance will occur within 2-3 years as the system matures;. CW Cell Design Data 1. Total Average Daily Flow = 200 gpd 2. Design Depth (d) = 1.58 ft 3. Media porosity = 0.35 4. Cell Dimensions(minimum): 30'x2O' 5. Media volume=332.5 cu ft Design Calculations 1. Hydraulic Retention Time (t') Vol = 332.25 cu ft x 7.48 gal/cu ft = 2487.1 gal t' = 2487.1 /200 gpd = 12.43 days 2. Hydraulic Loading Rate (LW) LW = 200 gpd / 600 sf = 0.33 gallons per square foot The treatment cell sholl be constructed of the location specified on the construction plans. The cell subgrode sholl be prepared as shown, with excavated materials used for berm construction. Additional materials, should they be required, shall be obtained from an on —site borrow area. The berms shall display a maximum slope of 2:1. Following subgrode preparation, a 3" subsurface sand cushion shall be uniformly applied over the cell bottom and sides. A 30 mil PVC liner shall then be installed and anchored as required. Liner installation sholl be in accordance with manufacturer specifications. A 2" sand cushion shall then be applied to the cell bottom, and inflow and outflow distribution/collection appurtenances installed as specified. The treatment media shall then be installed and leveled as required. The gravel bed shall consist of a layer 19" thick comprised of gravel (VDOT No. 57 stone) 1 /2" to 1" in diameter. The stone will provide a planting substrate for the wetlands vegetation, Operational water levels shall be maintained three inches below the top of the grovel surface by on adjustable standpipe located in the outflow control structure. Following completion of all hydraulic connections, the cell will be flooded and tested for leaks. Upon determination of liner integrity, the cell will be planted with common cattail (Typha sp.) and three —square (Scirpus sp.) in double alternating rows on 36" centers. Effluent Collection/Outfall Control System The effluent collection/outflow control system shot; consist of a perforated collection header installed in the down—grodient end of the cell, and effluent conveyance line and a single outflow control structure. The collection header sholl consist of 20' of perforated 4" SCH 40 PVC pipe, embedded in cell gravels. Header perforations sholl be 1 /2" in size and encircle the pipe at 90' intervals. Perforation spacing shall be 12" center to center over the length of the pipe. The collection header sholl be connected at its midpoint to a 4" SCH 40 PVC effluent line via a 4x4 tee. Both ends of the pipe shall be capped and sealed with PVC: materials. The header will be leveled in the gravel prior to total stone backfill to ensure maintenance of uniform hydraulic collection conditions (no short circuiting). The effluent collection line sholl convey treated wastewater to the; outflow control structure. A watertight boot sholl be installed at the point of liner penetration to prevent cell leakage. Boot installation shall be completed per manufacturer specifications. A rotational standpipe sholl be used to control celll water levels. To enable periodic flooding of the cell to control unwanted vegetation, on additional piece of 2" PVC pipe will be provided that con be connected to the stondpipe in order to raise the water level as required. Disinfection The ability of a constructed wetlands system to remove pathogerns is well established. Typically, a properly designed system will reduce effluent pathogen levels to below NPDES permit limitoitions. While the proposed system is anticipated to perform similarly, a disinfection contingency has been designed concurrently with the wetlands cell. The disinfection contingency will be installed as required by the Virginia Department of Health. Pre and Post — Aeration The effluent from the constructed wetlnnds system is anticipated to meet NPDES limits for dissolved oxygen. However, to ensure compliance with the dissolved oxygen standard, a pre and post oeration system has been designed concurrently with the wetlands cell. The aeration contingency shall be installed as rrequired by the Department of Health. - J U 3 Z U) d J a �-- .J p Q OO.W �U Z a 3� U3 7 UV U � 0 Z Z � Z LLJ V QLLJ W QUW w U CL 5 Q I Cl • O O a a010) C ca 01 CV Ljr) L0 C v 04 N W - 't V U 01��� L a 0 0 `-0 c +� c W M0-C. Ea v � a in ° Z ] cn 3 o AJ w _ Q� a. z� ►— w J w DZ V) mill OZ Uw O r U JOHN C. LEWIS No. 21621 ro one � ssJaNAL DATE: 29SEPT02 SCALE: NA C. I': NA D WG: UUCSHT5 SURVEY: NA DRAWN: PLC JOB NO.: 9902019 SHEET: 5/5 'EPT. OF r'Ln,,,,,,,Aur-vELOPMENT