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HomeMy WebLinkAboutWPO202200027 Plan - VSMP 2022-07-07VEHICLE TRIP GENERATION TOWNEPLACE INN AND SUITES SITE DATA: TAX MAP PARCEL AND OWNER INFO: TMP 78-9D (07800-00-00-009D0) PANTOPS HOTEL, LLC PO BOX 3535 WILLIAMSBURG. VA 23185 TOTAL PARCEL AREA: 2.4 ACRES LIMITS OF DISTURBANCE: 2.3 ACRES ZONING: HIGHWAY COMMERCIAL (HC) MAGISTERIAL DISTRICT: RIVANNA OVERLAY DISTRICTS: STEEP SLOPES - MANAGED ENTRANCE CORRIDOR ABUTTING PARCELS: TMP 78-9B(07800-00-00-009130) GUADALAJARA CORPORATION IV ZONED: HIGHWAY COMMERCIAL (HC) USE: RESTAURANT TMP 78-9C (07800-00-00-009C0) TAP INVESTMENTS, LLC ZONED: HIGHWAY COMMERCIAL (HC) USE: NEIGHBORHOOD SHOPPING TMP 78-11B1 (07800-00-00-011131) SANDAV, LLC ZONED: HIGHWAY COMMERCIAL (HC) USE: COMMERCIAL CAR SALES PARKING SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP; FEB. 28, 2022 VERTICAL DATUM REFERENCE: NAVD 88 UTILITIES: ACSA PUBLIC WATER AND SEWER DRAINAGE DISTRICT: MEADOW CREEK - RIVANNA RIVER WATERSHED ADJACENT WATERCOURSES: TRIBUTARY TO RIVANNA RIVER THE SITE IS NOT LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER RESERVOIR. FLOODPLAIN: THE SITE HAS NO REGULATED FLOODPLAIN ON THE SUBJECT PROPERTY, REFERRING TO FEMA FIRM PANEL:51003CO287D, FLOOD HAZARD ZONE:X STEEP SLOPES: THE SITE CONTAINS MANAGED STEEP SLOPES. EXISTING LANDSCAPE FEATURES: PREVIOUSLY DISTURBED - LIGHT VEGETATION, BRUSH, AND SPARSE TREES ZONING SITE REQUIREMENTS: USE CURRENT: VACANT PROPOSED: HOTEL (119 UNITS; 78,500 GFA) SETBACKS BUILDING: FRONT: 10' MINIMUM FROM RIGHT-OF-WAY OR EDGE OF SIDEWALK OUTSIDE OF ROW FRONT: 30' MAXIMUM FROM RIGHT-OF-WAY OR EDGE OF SIDEWALK OUTSIDE OF ROW PARKING: FRONT: 10' MINIMUM FROM ANY PUBLIC STREET RIGHT-OF-WAY BUILDING HEIGHT MAXIMUM ALLOWABLE BUILDING HEIGHT: 65 FEET (HIGHWAY COMMERCIAL DISTRICT) MINIMUM 15' STEPBACK FOR EACH STORY THAT BEGINS 40' IN HEIGHT OR ABOVE THE THIRD STORY, WHICH EVER COMES FIRST. PROPOSED MAX BUILDING HEIGHT 60.83' (HIGH PARAPET) PROPOSED STEP BACK BUILDING HEIGHT 35.83' (PARAPET - 15.92' STEP BACK) PARKING REQUIRED PARKING: HOTEL USE: 1 SPACE PER GUEST ROOM (1 SPACE X 119 GUEST ROOMS) = 119 SPACES TOTAL PARKING REQUIRED: 119 SPACES PARKING PROVIDED: 119 SPACES IMPERVIOUS AREA EXISTING IMPERVIOUS AREA: 0.017 ACRES PROPOSED IMPERVIOUS AREA: 1.66 ACRES Trip Generation forTownplace Inn and Suites LAND USE ITE CODE AMOUNT UNITS WEEKDAY AM PEAK HOUR PM PEAK HOUR ADT IN OUT TOTAL IN OUT TOTAL Hotel 310 119 Rooms 995 35 30 64 42 30 73 VSMP/WPO SUBMISSION COUNTY OF ALBEMARLE, VIRGINIA o7/o7/Zo2z VICINITY MAP SCALE 1" :1000' OWNER: PANTOPS HOTEL, LLC PO BOX 3535 WILLIAMSBURG, VA 23185 DEVELOPER: HMP PROPERTIES, LLC 5388 DISCOVERY PARK BLVD STE 300 WILLIAMSBURG, VA 23188 CONTACT: ASIM KUMAR PHONE: 804-273-9811 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: BRYAN CICHOCKI, P.E. TELEPHONE: 434-327-5380 Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 NOTES AND DETAILS 1 C1.2 NOTES AND DETAILS 3 C2.0 EXISTING CONDITIONS PLAN C2.1 DEMOLITION PLAN C3.0 E&SC NOTES AND DETAILS C3.1 E&SC NOTES AND DETAILS C3.2 E&SC PHASE 1 C3.3 E&SC PHASE 2 C3.4 E&SC PAHSE 3 C4.0 LAYOUT AND UTILITIES PLAN C4.1 EASEMENT PLAN C4.2 EXISTING EASEMENT PLAN C5.0 OVERALL GRADING AND DRAINAGE PLAN C5.1 DETAILED GRADING AND DRAINAGE PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 INLET DRAINAGE AREA MAP C6.2 PIPE AND INLET CALCULATIONS C6.3 EXISTING PIPE AND INLET CALCULATIONS C7.0 STORM PROFILES C7.2 IUTILITY PROFILES TOTAL NUMBER OF SHEETS: 21 SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING & ZONING ENGINEERING INSPECTIONS E911 DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF HEALTH ARCHITECTURAL REVIEW BOARD APPROVAL DATE Bryan D. Cichocki Isc. No. 53741 CL O ce t7 z O f~ a U U, w 0 z O W ry DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A VLL/ uj 1� I� a 0 z z"� Q'Ww z�= z�U) m wLLw O Qz0 J S U a O w z 0 L JOB NO. 49421 SHEET NO. C0.0 a 3 O GENERAL NOTES IS ACHIEVED. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING g. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS 9. DEVICE. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER CONSTRUCTION INDUSTRY (29 CFR PART 1926).10. REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE PRIOR TO THE BEGINNING CONSTRUCTION. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. INSPECTIONS AS OUTLINED IN THE USBC. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE 11. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCED PROCEDURES. THE ACSA OCEDMAIN( DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. PERFORMS ANY TESTING AND INSPECTIONS OF THE PUBLIC SEWER AND WATER ). THE ALBEMARLE 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING COUNTY BUILDING INSPECTIONS DEPARTMENT (ACBID) DOES A VISUAL INSPECTION AND WITNESSES THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. ORDINANCE SECTION 5.1.28. TESTING THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. THE A 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE DEVELOPER/ CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR OUTLINED IN THE TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE OF ALBEMARLE. UPDATED ALBEMARLE COUNTY POLICY FOR SITE UTILITIES TO PERFORM THE VISUAL INSPECTION AND R MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE TESTING OF ALL UTILITIES NOT COVERED THE ACSA OR ACBID. THIS INCLUDES BUILDING SEWERS, IS IN L ES BUILDING 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. WATER AND FIRE LINE BRANCHES BETWEEN THE MAIN AND THE MET UI SPECIAL CONSTRUCTION ACTIVITIES. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS INSPECTOR'S REPORT MUST BE SUBMITTED AND APPROVED BY THE ALBEMARLE COUNTY ENGINEERING 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO DEPARTMENT PRIOR TO A CERTIFICATE OF OCCUPANCY BEING ISSUED. WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET B BLASTING NOTES 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER BECAUSE OF SLIDES, SINKING, OR COLLAPSE. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL 1 ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICALENGINEER. A SPECIFICATIONS. OTHER PORTION THE PROPERTY. GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 2 PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF 3. TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT TEM FOR FOR TEMPTER ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STOSTABILIZED, GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON INSPECTOR. ACSA GENERAL WATER & SEWER CONDITIONS ALL UNITS. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. SEPTEMBER 14, 2021 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) STANDARDS. 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. THE START OF THE WORK. PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY 2 THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE THE COUNTY EROSION CONTROL INSPECTOR. LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF CALCULATIONS WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 19. 9 MAINTENANCE: ALL MEASURES HALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. C SU S SC IMAGERY COLLECTION. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ANY DAMAGE R CLOGGING TSTRUCTURAL MEA RE HALL BE REPAIRED IMMEDIATELY. SILT G O C OGG G O MEASURES S S 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. APPEARS TO BE A CONFLICT AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE CLEANED AND REPAIRED IMMEDIATELY. WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. REQUIRED BY THE DEVELOPMENT. DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER CABLE TV SERVICE TRUNK LINES. (N/A) 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) LINES, SERVICE LATERALS AND WATER LINES, ETC. SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS 8 ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE g VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. SECTION 17-207B) DURING A FUTURE EXTENSION OF THE LINE. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT ANY 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FORR THE AGGREGATTEE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 1 PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA WATER ACT). REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER STANDARDS AND SPECIFICATIONS. THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL THE PERMIT SHALL GOVERN. REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER SPECIFICATIONS. AND STANDARDS OF VDOT. PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING "OTHER PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE OR OTHER CONSTRUCTION. INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN PLUMBING" PERMIT WHICH AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. MUST BE OBTAINED BY THE CONTRACTOR. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S DRAINAGE CHANNEL. CONTRACTOR. REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. CONTROL DEVICES. 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE BACKFLOW PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING DETAILED IN SECTION 8 OF THE MOST RECENT REVISION OF THE ACSA RULES AND REGAULTIONS. ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) TLW nM 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN L11.M FIIlW 90Yli RPV tlCS.b R6Yr® '�P.V9l0.8t ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE O,HlIK41®lp9p FMr.@YGF 4lRT@.LL.T! bILV. WI=9[pD DV W411 M W V tlM VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S ulrmwrar uRon I REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. M RLTcxeexlearo 4u wemrwew� 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION ° CODE, 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN, AND ICC/ANSI A117.1-03. P6m.M[IDYO 9 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. -------------ti ..� t .. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL ---- ry -----M HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 6 mxwr..voaenm � vnertw.Rnne , rme=emr&owl 34. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT HAVE A SURFACE SLOPE GREATER--•' MO RuwT"u H. rooaoewo ^-, n W L_ THAN 1:48. ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE PARKING SPACE THEY SERVE. ir3 DUMPSER ENCLOSUER & SECTION ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE OF _QlRatft pit SCA Bk.rr WOW - TRAVEL FROM ADJACENT PARKING TO AND ACCESSIBLE BUILDING ENTRANCE. IN PARKING°Jw« FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING, ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ROUTE TO AN ACCESSIBLE PEDESTRIAN ENTRANCE TO THE PARKING s . Ex Sloe rVAL COPM To MATCH ADJACENT FACILITY. WHERE BUILDINGS HAVE MULTIPLE ACCESSIBLE ENTRANCES WITH ADJACENT PARKING, ".: WALL COLOR ACCESSIBLE PARKING SPACES SHALL BE DISPERSED AND LOCATED NEAR THE ACCESSIBLE ENTRANCES. Ile, '.o DIAGONAL BRACRIG EA SIDE - STTSEM1an) 35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT ,: WESTEPo+PoD OVER SIDEWALKS. N B.ILF OEDAR OR EWAL t ! WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE a•^° OG A& E EFS BAND COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE B MONf ENi WINWON DROP PoA, I" DIAMETER X I'_0• - t l t / 6X1 MANA4LLY OPERATED PROTECTED BY BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING a= ron euur • rr 90 oEGREELOG WITH BENo OVERHEAD GARAGE DOcaTOEXMRIOR DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL STORAGE SPACE RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE r2-� DUMPSER ENCLOSUER & STT" ELEVATION PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. " �SYMl GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT�-� CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION S WALL PANT NIEPoOR BIDE OF WALL 3 AREA OF TRASH REOPT. (OFOJJ 6-0IAMETER STEEL PIPE BOLLARDS FILLED W O01G M EXTERIOR FSUSH SYSTSM(EFSJ EXTERIOR SIDE CP WY1 S- REIIFORCED CMJ cREFER STRUCTURAL DUGS) STEEL "TE POST EACH SIDE W, DIA. STEEL PIPE BOLLARDS FILLED W CONCRETE EA SIDE COTIC. SLAB WITH 14'-II 0' Ip'-19b" 5=B' FflEF G11 WALL ®F _ _Q__ _-__O _, WIN EFA ON EXTEPoOR FACE80NLY BE 0.O 0R� Q p ---------------------------- D ' TRO6r PRooF HOSE BIB f.VEf51EAB-� -, GARAGE DOOR DNL 11T- - iR4CX --I 0 ;11�:�O2 TE WATER AFILTRAYIpI A 11-10 3I4" - I' -II' � RENFORONG 6" MNm TURfN SLAB EDGE PLAN SI-REFER TO611E DUMPSER ENCLOSUER & TO '^ L VEPoFY ORPINPl� - w llREYENTS WIN 0 WEALTH INSPECTOR 1. PROVIDE CEILI% M TED LIGHT AND DUPLEX O LET N STORKfE 3. DUIPSTERE 0&m EXTERIOR FNIS14 TO MATCH FNIEH OF MAN 4 HOTEL I TO NI 4. ERIOR WALLS MD a CEILIlGS PAINED FNISH AT MNII1W1 SA3ACE MOWED Nam) LGNT FS°F14 W8 VDOT A-3 CONCRETE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB, 6" MIN. DEPTH VDOT STANDARD CG-2 CURB 6" MIN. L fm.1 ° CONIC CURB AND GUTTER CLASS 3A, (fc--3,000 PSI) CONCRETE 6n ° ° Qa. ° 7„ a: in 6"� 2'-0" - CONTINUE 21B STONE COMPACTED BASE FROM ADJACENT SUBGRADE PAVEMENT SECTION UNDER CURB VDOT STANDARD CG-6 CURB & GUTTER �� �= = =�411i Lai dp 1,14 ;•�I��Iw-ION�` '������ COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 2" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% ° 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS CONCRETE SIDEWALK PAVEMENT SECTION No Scale Bryan D. Cichocki Z Lie. No. 53741 /mil E 0 0 u N N C Q > E w ° E -Z LU 75 3 a 00 (if L M Q J U o W JWU -N d N N N v x _ N = U > C c o+ O N � M a � DO J 0 O x L7 0 x F 0 w w z 0 IWO 0 am O ce t7 DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A V 1 W V/ Q Q z J zJ w < Lj Q za I -I LLJ cp 0 Lu < z O Q Q J U) Lu z 0 � z `O 1 JOB NO. 49421 SHEET N0. C1.0 0 e a t"s 0 0 3 a v 0 o K n0 �N N Z a0 o 2 C �w c� (L 0 8 O w CD CD W.� Z Z m O w I- v o o. a 2 Y �° X C 0.0 -Z 2 2 m C N .N.. V E C 86 06 a c m !0 a 0 m o M. M U C h O c 0 N 5E �v H E L -h ^^ JN Op as( O,V,S,__ pF — AP ..NCE60ciim' -aE $'STEMS. ,NC. Tommmw's o,sirese system Today Nyloplast Drain Basin Maintenance Considerations Background: The Nyloplast Drain Basin is an engineered PVC surface drainage structure. These drain basins are custom manufactured according to the plans/takeoff specified by the site engineer. Nyloplast Drain Basins have a quick production time, creates water tight connections, and provide simple and quick installations. Installation shall be in accordance with Nyloplast installation procedures and those issued by local building/construction regulations. The required minimum sump located in the typical installation is for manufacturing purposes. Due to these manufacturing restrictions, the sump may collect sediment over time and the structure could require some maintenance. Maintenance Recommendations • Over the span of the first year of a new installation, visually inspect each basin every 2 months or after 2 storm events once the site has stabilized. • Check for obstructions and debris at the openings of the to and remove as needed. oP gs � • After cleaning the surface of the grate, remove the grate from the frame. • Once the grate is removed from the frame, check for obstructions and debris inside the basin (including the sump and inlet and outlet pipes) and clean out as needed. • A vacuum truck is best for the removal of debris when necessary. After the collection of the debris, it shall be disposed of according to the local environment requirements. • After the maintenance or inspection of the structure completed, set the grate back in the frame so it sits flush and does not rock. • Once the monitoring period is over, it is best to continually schedule maintenance based on the amount of debris or sediment that accumulates over time. rn co a a. in N N c 0 0 EL 3 SPECIFICATION CLAUSE � E E K200 KLASSIKDRAIN 'DRAINLOK' T SEE NOTE 4 PAVEMENTPER DESIGN LOAD CLASS C DOCUMENTS GENERA! THE SURFACE DRAINAGE SYSTEM SHALL BE . POLYMER CONCRETE K200 CHANNEL SYSTEM WITH GALVANIZED STEEL EDGE RAILS AS MANUFACTURED d G BY ACO POLYMER PRODUCTS, INC. 4 d MATERIALS .d CHANNELS SHALL BE MANUFACTURED FROM POLYESTER RESIN POLYMER CONCRETE WITH AN ' INTEGRALLY CAST -IN GALVANIZED STEEL EDGE RAIL. .4 MINIMUM PROPERTIES OF POLYMER CONCRETE WILL d BE AS FOLLOWS: COMPRESSIVE STRENGTH: 14,000 PSI d FLEXURAL STRENGTH: 4,000 PSI TENSILE STRENGTH: 1,500 PSI WATER ABSORPTION: 0.07% FROST PROOF YES Q DILUTE ACID AND ALKALI RESISTANT YES d d B117 SALT SPRAY TEST COMPLIANT YES A . 8" [200mm] d THE SYSTEM SHALL BE 8" (200mm) NOMINAL 4 4 INTERNAL WIDTH WITH A 10.2' (260mm) OVERALL WIDTH AND A BUILT-IN SLOPE OF 0.5%. CHANNEL INVERT SHALL HAVE DEVELOPED "V" SHAPE. ALL CHANNELS SHALL BE INTERLOCKING WITH A MALEIFEMALE JOINT. THE COMPLETE DRAINAGE SYSTEM SHALL BE BY —� 8" [200mm] 8" [200mm] ACO POLYMER PRODUCTS INC. ANY DEVIATION OR PARTIAL SYSTEM DESIGN AND/OR IMPROPER INSTALLATION WILL VOID ANY AND ALL WARRANTIES NOTES: PROVIDED BY ACO POLYMER PRODUCTS, INC. 1. IT IS NECESSARY TO ENSURE MINIMUM DIMENSIONS SHOWN ARE SUITABLE FOR EXISTING GROUND CONDITIONS. ENGINEERING ADVICE MAYBE REQUIRED. CHANNEL SHALL WITHSTAND LOADING TO PROPER 2. MINIMUM CONCRETE STRENGTH OF 4,000 PSI IS RECOMMENDED. CONCRETE SHOULD BE VIBRATED TO ELIMINATE LOAD CLASS AS OUTLINED BY EN 1433. GRATE TYPE AIR POCKETS. SHALL BE APPROPRIATE TO MEET THE SYSTEM LOAD 3. EXPANSION AND CONTRACTION CONTROL JOINTS AND REINFORCEMENT ARE RECOMMENDED TO PROTECT CHANNEL CLASS SPECIFIED AND INTENDED APPLICATION. AND CONCRETE SURROUND. ENGINEERING ADVICE MAYBE REQUIRED. GRATES SHALL BE SECURED USING'DRAINLOW 4. THE FINISHED LEVEL OF THE CONCRETE SURROUND MUST BE APPROX. 1/8" [3mm] ABOVE THE TOP OF THE CHANNEL EDGE. BOLTLESS LOCKING SYSTEM. CHANNEL AND GRATE 5. CONCRETE BASE THICKNESS SHOULD MATCH SLAB THICKNESS. ENGINEERING ADVICE MAY BE REQUIRED TO SHALL BE CERTIFIED TO MEET THE SPECIFIED EN DETERMINE PROPER LOAD CLASS. 1433 LOAD CLASS. THE SYSTEM SHALL BE INSTALLED 6. REFER TO ACO'S LATEST INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS. IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. K2D-C-EAP K200 - KLASSIKDRAIN - LOAD CLASS: C ACO Polymer Products, Inc. 825 W. Beechcraft St 9470 Pinecone Dr. 4211 Pleasant Rd. Im Exposed Asphalt Pavement Casa Grande, AZ 85122 Mentor, OH 44060 Fort Mill, SC 29708 INSTALLATION DRAWING - ACO DRAIN Tex: 520-421-988 Tex: 440-639-7 Tat: 9-7230 DATE: 08/17l16 Fax: 520�21-9899 Fax: 440$39-7235 3 2-106 Fax: 803-802-1063 803-8 Arizona Tel: 888-490-9552 e-mail: salesrd)acousa.com Ohio Tel: 800-543-4764 www.acousa.com South Carolina Tel: 800-543-4764 O •Visa V, I NYLOPLAST 15" DRAIN BASIN: 2815AG _ X (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSITAKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REO. SAME AS MIN. SUMP) (5) ADAPTER ANGLES VARIABLE 0" - 360e ACCORDING TO PLANS (4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS AVAILABLE: 4"- 15"FOR CORRUGATED HOPE (ADS N-12IHANCOR DUAL WALL, ADS[HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHTJOINT (CORRUGATED HOPE SHOWN) - GRATESWLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70,%M, WITH THE EXCEPTION OF THE BRONZE GRATE. 2- FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-5005 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS - RISERS ARE NEEDED FOR BASINS OVER W DUETO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110.065 4 - DRAINAGE CONNECTION STUB JOINTTIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL), N-12 HP, & PVC SEWER. 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE O• TO 360`. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001.11MI2. ACO DRAIN Type 676D Longitudinal ductile iron grate (ADA) Plan view Side elevation Description Part No. Length Width Weight Inches (rum) Inches (mm) lbs. DrainLok grate Type 676D Ductile iron longitudinal grate 142173 19.69 (500) 9.41 (239) 18.0 'DrainLok' locking mechanism AGO DrainLok"" is a patented, bol0ess locking system that DrainLok clip removes the need for boles and bars and improves the hydraulic JJC hannel capacity or the channel. The DrainLok"" mechanism simply clips into the channel edge rail for rapid installation. AGO DrainLok"" grates are felted with an anti -shunt mechanism that restricts unwanted grate movement when installed, improving durability and longevity of the system. ACO Polymer Products, Inc. Northeast Saks Office West Sales Office Southeast Saks ONIce Follow us on 9470 Pinecone Drive 825 W. Beechcraft St. 4211 Pleasant Road ® Lo yM �1 Mentor, OH 44060 Casa Grande, AZ 85122 Fort Mill, SC 29708 Tel: (440) 639-7230 Tel: (520) 421-9988 Toll free: (800) 543-4764 Electronic Contact: Tall free: (800) 5434764 Toll Free: (888) 49(}9552 Fax: (803) 802-1063 infoOACODrain.us Fax: (440) 639-7235 Fax: (520) 421-9899 www.ACODrain.us 0 August W17AC0 Polymer R caucts, Inc. This inexisabon is believed W be accurate hurt i1 is rut gains tee! to be so. we cannot assume liability for results that buyer obtains mth a•product since mMM..s of use are beyond se c."d the company. It is the cuxamefs respmsibilityto .1.1, suitability and safety d prMuct ter his ban use. ADD Polymer Produc5 Inc. reserves nR Ilght M chase its mWeLi ant specification WlfMut MhGe. August 2017 SPEC Z IS-1 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, — CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING REQ.) 4 MIN GRATE OPTIONS LOAD RATING PART# DRAWING# PEDESTRIAN MEETS H-10 1599CGP 700141GW7 STANDARD MEETS H-20 1599CGS 7001-110-208 SOLID COVER MEETS W20 1599CGC 7DDl-110-209 PEDESTRIAN BRONZE WA 1599CGPB 7001-110-210 DOME WA 15WGUD 7001-110-211 DROP IN GRATE LIGHT DIfiV 1501 DI 7001-110-073 SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SLOPE TO DRAIN TO INVERT OF OUTLET PIPE ECTION A -A )F TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE mu - ,r.: y :t a. SECTION B-B METHOD OF TREATMENT IN MANHOLES ROAD MID BRIDGE STANDARDS STANDARD METHOD OF SHAPING SPECIFICATION REFERENCE SHEET 1 OF , REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION 9l71C, PnAn R RRIf1rF CTANinAPnq PLAN Bryan D. Cichocki Z F---1 Lie. No. 53741 M E 0 0 u N 6 N C > E w 6 E i .+3U. U. o W O no M Q J U o W J —N > d N N N v Z H 3Y 0 0 x oa �v U) _ N = U >Lq Q rn c � O N IL M a -ir 00 J O W � H 0 O LD 0 O w w Q Z O (n > Z) 0 t7 Z O 0- K U to w Z O M w of DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A V 1 LI J M V Q Q z J z Q Q W zZ w I� LLJ m C) Lu < z U C) J S O 1W� � z 1 0 � z O N L JOB NO. 49421 SHEET NO.. C1.' IRON (F) I OUTLET, 24" RCP CURB INV. (OUT)=404.36' EP IRON (F) I SD CURB INLET W/MHD CURB CUT TOP=412.53' INV. 1N=408.43' 15" RCP I -409 - - - INV. 1N=406.79'24"RCP IS) INV. OUT=406.07'24"RCP II 24"RCP�t I / -410- � II II C&G EX. VAR. WIDTH SWM MAINTENANCE EASEMENT DB. 3657, PG. 564 MHDTR- S1 SD CURB INLET W/ TOP=412.61' INV. 1N=408.62' 18" RCP (SW) INV. 1N=408. 11' 24" RCP (SE) EX. 20' PUBLIC DRAINAGE IRON (F) EASEMENT - DB. 3657, PG. 564 l MHD E TOP=421.47' \ /INV. 1N=415.49' 15" RCP I INV. 1N=415.36' 15" RCP IS) W � - - --------___ 15"RCP INV. OUT=414.77' 15"RCP LEGEND CURVE TABLE CURVE RADIUS LENGTH TANGENT DELTA CHORD BEARING CHORD CI 100.00, 36.9P 18.70' 21'1047" N39*1653'E 36.76' C2 140.00' 23.1 V 11.58' 9 2723" Ill l'S2"W 23.08' C3 140.00' 49.25' 24.88' 20"0926" N59'50'18"W 49.00' C4 135.00' 49.04' 24.79' 20"4846" N66'15'07"W 48.77' C5 326.50' 66.50' 33.37 11'40'14" N7°30'16"E 66.39' C6 4750' 77.02' 49.97' 92"5356" S48'08'00"W 68.85' C7 282.57' 147.14' 75.28' 1 29"50'04" N702930"W 145.48' LEGEND ® WATER VALVE FIRE HYDRANT ® WATER METER © SANITARY SEWER MANHOLE (MHS) 0 STORM DRAINAGE MANHOLE (D ® STORM DRAINAGE (SD) GRATE INLET -0 DRAINAGE/FLOW DIRECTION RCP REINFORCED CONCRETE PIPE HPDE HIGH DENSITY POL YETHYLENE PIPE PVC POLYVINYL PIPE 0n LIGHT POLE ® TELECOM/FIBER VAULT ® ROCKARMOR _____________________________---w--- UNDERGROUND WATER UTILITY MANAGED STEEP SLOPES SD CURB INLET W/ MHD - - - UGT- - - UNDERGROUND FIBER / TELECOM - - - - - - - - -/� °^6 a^1 / e CMG I I \ TOP=421.61' - - -SAN- - - SANITARY SEWER PIPE INV. OUT=418.01' 15"RCP \ \ - G - UNDERGROUND GAS LINE CURB RAMP 111 I (S) \ \ \ \ p^ I I ��\ \ \ EDGE OF PAVEMENT (EP) (ADA) EP \ \ TBM: §PIKE SET tt� DECIDUOUS (DEC) TREE - - -W/DWS � / � \ \ � \ ELEy.=418.27' II 7 I I ��� � TMP78-9 \ \ `�i� , 5' /, ' 15" RCP , TCO PARTNERS LLC 20'PUBLIC / - 58525'3623�� �J I ���� DB. 4710, PG. 713 \ SIGN \ -� G / -413 - / � N \ C&G CURB & GUTTER ,'DR INAGE 0--0 -� /� \ - _ I IRONS) I T \ I I \�� \ \ SWK SIDEWALK / EA EMEN GGl ✓ '//// 24"RCP-1 3-1 -qj4 I -" - / \ II I / OB 3657, 564 _414- _ �/ - '41a - / / / 4-11 \ , _ 416 - - _ I I ' �� \ \ DB. DEED BOOK ' - - ' - PG. PAGE / / I - I IRON F \ / 416 -- �__-- '�15"RCP (J \ - \ / /�- �� I l 0 , _ _ - - INST. INSTRUMENT SO CURB INLET W/MHD /'/ / `b1 / - 17' \" - - - FD I O � / 18" RCP-7` a - / ro O (F) PROPERTY COR. FOUND, AS NOTED ' TOP=414.96' / , /'/ '- - - ' A1g ' - _ _ - - - \ - / CZy GB I / sB �y�p7 \ SO CURB INLET W/ MHD \ \ I PROPERTY COR. SET, AS NOTED INV. OUT=411.36 �5" RCP - 'i ^ ^ a12, , ` , ' - -` - _ _ at s ' - \ - , _ _ - ,1 v °e°y°Tq pR TOP=42728' \ \ INV. 1N=423.26' 15" RCP IS) \ \ CONTOUR INTERVAL = V I 415/ 4f6 �20 / \ INV. OUT=42Z51' 15"RCP \ 15"RCP -0 / j ` 'Ij 415_J TR-2 SO INLET W/EEB ' ` / c /c \ - _-- -_-- �/ - INV. (IN)08.7�24"RCP SD C B INL W/MHD 1 H S / �O SD CURB INLET W/MHD\ L TR-3 T=425�8'4j -417- _ L ' I � ' � ' � \ l V. 1NI 1.23''1 'RCP (W) s I I / / / \ / �. TOP=428.85' \ V IN 11.36' 1 "RCP (S)t► I 1 / - ROCK / \ \ ' INV. 1N=424.95' 15" RCP \ \ INV. O T=409.4 ' 18" RC I I 5' I ' ARMOR / - i IRON (S) / _ _ _ - - l OUT=424.85' 15" RCPLu \ EX. 20' PUBLIC \ \ v I I , ` / . ' ' \ i \ - Sss" 15"RCP j j 4 - - _ DRAINAGE \ \ - M SEMENT CO DB. 57, PG. DLO d C7 (D 47B er I I 564 \ EX. 20' SANITARY SEWER W 0 co L I I / I -420- - `-'EX.20' PRIVATE , , ' ' / \ / ' j j - - \ \ EASEMENT FOR ACSA V `� `° c I / / DRAINAGE EASEMENT , - ' / / \ / ' / \ \ DB. 3657, PG. 564 DB. 3657, PG. 564 ' EX. 20'PUBLIC j Z oa _ _ - ' - ' / ' 425 \ 7 ` / \ MHS I DROP CONN.) DRAINAGE' g I I / , , \ p2� - - - ' \ , - IMP 78-90 - / \ ' ' \ \ \ \ \ TOP=433.05' EASEMENT � � ' � ' � ,' � / / DB. 3657, PG. 564 0 I `� ' ' , - ' PANTOP,S-HOTEL, LLC / / \ / ' INV. 1N=416.70' 8"PVC I - 4� II / , /' \ d23, ' - DB.,3673, PG. 95(VESTING) / /' / \ �' �� \ SD CU T INV. OUT=416.59'8"PVC 11��\ _ _ _ _ - ' , ' , ' DB. 3657, PG. 564 (PLAT) i 6' , / I �\ / ET \ / W II IL /'`18"RCP-3 d2 - LOTD' _A2 �' �\ EX. 20'&VAR. e Z �- - ' i _ , \ g' \ \ OUT=428.3 "RCP -q31 c G \ \ WIDTH PUBLIC / _ / \ Ati DRAINAGE - III / / / 2.397AC. (D/R�EYED) _ - - ,'EX. 20'PRIVATE \ / / EASEMENT - -4 I I \ - - -424 - - ZONED: HC / / , \ / ` 1\RCP zv. I - _ _ _ ' i 1 / DRAINAGE / \ / \ 42,13. 3657, PG. 1115' ,' EASEMENT / 564 I I I -I'' I i' \ / \ / -------427-- ,' �j �`� \ / S > / DB. 3657, PG. 564 / IRON _ JNACz NAIL U III , ' ' / ' / / \ 425- - (SITE IS LIGHTLY () 42a Z I I VEGETATED AT TIME OF a22" (S) II /\/ SURVEY)-------------' 426 - MANAGED STEEP SLOPES (TYP) \/ MHS Bryan D. Cichocki Z Uc. No. 53741 OA/11 M E O N OV N � > E °i w _ Z U. o 0 (if 2 M Q _ U O7 z �{/1 NN a 3 0 J) cr LL x C N z C =U> �a F oa,tz LL M a OJ J Ln 0 0 x c7 0 x F 0 w LL H U C z 0 0 0 STR-4 MHD TOP V. 435.35 a27 - ' / , - IN1N=427.27' 8" PVC I \ \ V n 11111 T(/P=424.38' Y / 43 1 \ jNV. 1N=418.77' 18" RgP-(W) , ' - - - _ - - ' - - _ ' MAILBOXES / INV. 1N=4�8.22' 8"PVC (S) I I '\ INV.-OUT=418.13' 8"PVC V. INOUT=416.18�18"RCP / ' co _ , a2a - - - - - ' �q i / / / \ / IRON (S) / s / PK NAIL A3a CURB RAMP 18"RCP-4 / - _ -428 - - / - - - / ' / \ / s�QB, (F) (ADA)W/ / __/ _ 430 ------ \-- - _ /- / SD CURB INLET W/ DWS � / ' \ / - - a'J � - - 432- MHD N76"39 38"W TOP=422.00' 13.43' L / ����' �� \' \-,-429--- /----- - -- -'s/ - _ - -� MA INV. OUT=419.07' 15" i 8"DEC - - - / - - - - - a31 - - _ _ - - - - ' ' - - 433 / �l NAIL J RCP /' '------ ------------ - - -- -\ �/ // ,S\ (S) EP0 /SD-CURBIN W/I�IHD� / 430- / -------------- - a3 _ "N) _ - - - - - MAG Ql/ Cy8 / \ 8"DEC / , __-_ 432-' __------ �' /\ STR-5 OP=425.25' NAIL (S U l l I A21 - - - - - - - - - ' /� / 5" h / INV. 1N=419.2 15" RCP (W) a� l l ` / I / / / / / / - 433 - - - - - - %hhh, INV.IN=420. 15"RCP(S)IN yy.OUT= 9.14'18"RCP8"DEC - -, %� '\�/431---,//RON�(S`J �'A �' __-434- CU \c l R/�vS00 RA P \ S 9Y / / a 432- _ / i ' ' '_ - _ / \ \ 4g5' _ / / _ - - PFK NAIL (ADA W/ SD CURB INLET W/MHD l 0 _8"D_EC �^ - - ' / - 436 / ' G^ / O L7 WS / NVPl42559' '15"RCP (S) �p\/�c AO ^•/E ----/-- \\\`�6�QG INV. 1N=421.34' 15" RCP CONC. yy3 - - - - ' - - - - - \ (SE) l/ 'ys / / u �`8' DEC \ / 0 Chi/ ` REFUSEPK NAIL I / INV. OUT=421.16' 15"RCP \ �1, �sp d32 - - , , , , a/ PAD l sn, TBM: SPIKE S 1� 1 , !� 7 EX. 31 VAR. WIDTH l \ / �y' ELEV.=435.53' �i b�, ` -� 3 . 8" WATERLINE EX. VAR. WIDTH ACCESS EASEMENT c� use A33 \ _ _ -\ k ab�,� _ \ - \ IRON (S) n DRAINAGE \ l 9�. - / g , , \ - - - ' DB. 3339, PG. 701 \ r , , / EASEMENT � � a3 � � - _ � , , - l �- - , , � a / / DEPRESSED � EX. VAR. WIDTH DB. 3339, PG. 701 J a3 W ^ \ \ CURB - _ \ _ , , .a3 / / d _ Ag0 6�0 - - N, \ C' \ B 'UTILITY EASEMENT / 8" WATERLINE \ \ \ '� / �e / �� / FOR ACSA FIRE HYDRANT % - I / / ' \ _ ^ `\ \� , ' / ^ �3y / / DB. 3657, PG. 564% IMP 78-9B / / / / \�N1 b35 II 11 / I SAN CO \ \ W _ \\ �N\\_/ /C - �� �'� i''' / MHD \ GUADALAJARA CORPORATION IV / / / TOP=438.31' ` gQ . \ IRON i ` "b�'0 \ ��/ TOP=439.20' DB.3339,PG.710 / \ i MAG/ t(S) G+' �b9 �� - \ ��/ INV.1N=434.12'24"RCP(E)\ S , , INV. 1N=434.19' 18"HDPE EX. 20' WATER LINE / / / / / NI I / C / \ / INV. OUT=433.95'24"HDPE \ / EX. 20' & VAR. WIDTH CONC. i / / EX. 30' &VAR. EASEMENT FOR / 6 Al / DRAINAGE IRON ii' WIDTHACCESS \ ACSA / / 9, 'UTILITYEASEMENT' FLUME ^ / 8 ��' / (SJ / 1 EASEMENT DB. 3339, PG. 701 / % A� FOR ACSA PIPE INLET, 12" HDPE ' ^^ / DB. 3657, PG. DB. 3657, PG. 564 / 1 L=49 �^\ _ INV. (lN)=436.68' ^` G \ / 564 FIRE �5P/ MHS (W/ DROP CONN.) TOP=43, , ^�^. a t��P\V �'' HYDRANT 7.01' N40018'12' ���' INV.=431.57' INSPECT. ^^ 13,85' MHS - / ARM \ \� ,i' TOP=439.34' _ o INV IN=420.91'8"PVC PK AINV. OUT=419.64' 8" PVC IL ^�^^ 0� �, �INV IN=419.72'8"PVC (E) z / / / / DROP (S) A D 4.36' ^^ , , INV. IN=420.11' 8" PVC (W)- N, / INV. UT=4 SD INLET Wl/ GRATES SCALE 1"=20' / EX. 20'PRIVATE TOP=439.48' \i DRAINAGE EASEMENT INV. 1N=436.18' 12" RCP (S) \F� 0� 0 20' 40' /// / / DB. 3657, PG. 564 /NINV.1N=436.08' 12"HDPEI / 6" INV. OUT=43590' 18"HDPE / \� DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE 1"=20' Lu Q V / L Q z L ,^ / z�z Q>O zQ� w ~ zmo Q 0 v o Q z �uz Lu z Ll I--4 Ow JOB NO. 49421 SHEET NO. 10 Re 0 0 6 s 3 D 0 a0 o � n� vN 00 a o 2 m -- c m a0 0 d (� 0 Z.� zm 0d a �v `0� o 2§ a m m .Z Y 2" X C 0.0 L O 2 m_ 4� E m 06 a � �a '0 a 0 m o m m U M m 0 s. E h w E L LEGEND: OUTLET, 24"RCP EX. VAR. WIDTHSWM^�TH OF G CURB I MAINTENANCE EASEMENT EP ® REMOVE CONCRETE ' f INV. (OUT)=404.36' DB. 3657, PG. 564 / / / I SD CURB INLET W/MHD REMOVE AND REPLACE \ D STR1 SD CURB INLET W/ / \ Dr an D. Cichocici Z CURBUT TOP=412.53'V. ZMTOWPE412.61' �Y ININ=408.43' 15"RCP(E) / / / , -409 - - - � INV. 1N=406.79'24"RCP S REMOVE ASPHALT U INV I N=4060 9' 24" RCP O NV. N=408.62' 18" RCP \ O Lic. No. 53741 � / INV. /N=408.11'24"RCP EX. 20'PUBLIC MHD \ \ REMOVE TREE ��g �l 24"RCP+I XX SIONAL _ (SE) DRAINAGE _ \ / -410- _ NV IN=415.49' 15"RCP(E) ' 4"RCP EASEMENT \ \ _ - _ - _ - _ - , C&G DB. 3657, PG. 564 INV. 1N=415.36'15"RCP (S) \------- SAW CUT _ _ _ _ / \ \ W - - _ _________________ ___ _ -- �_ 15"RCP INV. OUT=414.77' 15"RCP \ \ E -41------ ri y-� a ^h /-----_______ \ SO CURBINLETW/MHD \\ > E / a12, -' REMOVEAND REMOVE AND RELOCATE ^ / /� °^� a1/ ^�/ C&G - \ \ TOP=421.61' \ _ REPLACE YI INV. OUT=418.01' 15" RCP \ \ Lu 3 EXISTING SIDEWALK CURB RAMP \ \ ¢ a o 3 (ADA) EP 1\ I I / / I \ : \ \ O W/ DWS / < u, t r --- / \ TMP78-9 \ \ ¢�JUw z EX 20' PUBLIC / S85?536 � J / 15" RCP / TCO PARTNERS LLC \ \ > oo N I \ \ DB. 4710, PG. 713 \ w N /'DR INAGE _� /7i -413 f ' �� 0� �r I I I i \ \ \ z ~ Of / EA EMEN / 24"RCP-1 3- 4- I ' \ \ \ \ \ wQ REMOVE24'I ' D8 3657, 564 -414- _ //i` l 437 415 - - - \ \ \ //��13EMQV� b10 / 416 - - `- ' ' %� Fp \'� 15 RCP \ \ 00 " SD CURB INLET WIMHD / / 18" RCP-1� I - ' _ a17 - _ - \ - - - = U > O TOP=414.96' / / g _ _ - / / C2 L �y /Zjp SD CURB INLET W/MHD \ Lu INV. OUT=411.36' 15" RCP - a 12; / -` _ - ' d1 _ \ _ - - a oeR /q TOP=42728' \ v v / - / �, 419 / _ / / a 36s�ry„�R/ `� \ o_ v - -415� / / 415 REMOVE _ A oa INV. 1N=423.26' 15" RCP IS) \ \ J 15"RCP -0 / 416 I -- 5TR-2SDlNLETW/FES' �420 ,' \ Q'oR� `` INV. OUT=422.51'15"RCP \ / ' INV. (IN) -40&79�24'" RCP _ - ' \ / \ SCALE 1 "=20' R6MO SAND EPLA E I ' - A?V \ \ REMOVE AND / / � � � ' \ � I � ry � \ SO C B INL W/MHD I / a _ LTR-3 T=4Z5.58'4 / R€P4ACE _417 - L , ' I ,a22 , - - ' SD CURB INLET W/MHD\ \ 0 20' 40' l V. 1N=4 1.23' 1 RCP (W) s I I / MANHOLE REMOVE / \ / TOP=428.85' \ o= V lN= 11.36' 1 "RCP (S)� 1 I / - ROCK , ' / \ INV. 1N=424.95' 15" RCP \ \ x pp�' ARMOR ti ) \ INV. O T=409.4 ' 18" RC / 5' / ' / / \ ' ? - SE \ l OUT=424.85' 15"RCP \ 0 Li Lz - - - - 4/- , I / / - - - VACATE PUBLIC ' I / DRAINAGEy EMENT dZ3 ' , ti EX. 20'PUBLIC \ \ U UPTP-PROPERTYLINE / \ / \ sss 15"RCP jj DRAINAGE \ \ J _ \- _ / i i / _ - - _ Q' m �A SEMENT \ x ¢ ' = a a 4>a Irn REMOVEAND RELOCATE` / , , 42a- / \ \ , / 8� dtia 564 \ \ Oz m - EXISTING SIDEWALK ` -VACATE / ��, \ EX 20' SANITARY SEWER DATE 9 _o n , _ / _ - - \ EASEMENT FOR ACSA > W C w I -420- - EX.20'PRIVATE / \ ' \ V m °' c DRAINAGE EASEMENT , ' / \ \ \ \ DB. 3657, PG. 564 � 06/28/2022 U o ` ' DB. 3657, PG. 56 - ' ' EX. 20'PUBLIC j O - 419 a / I / / - S ' ' / /' ' ' \ / \ O DRAWN BY / \ \ TOP=433.05' T. BRIGHT DRAINAGE Z °a 2 I 1 - - - 1 ' . / "425 / / / / \ ` \ MHS (W/DROP CONN.) EASEMENT I/ /' /,A2 1-- \/ ,,' // \ / \ ul DB. 3657, PG. 564 1 / \ ' - ' / / \ / ' \ \ INV 1N=416.70' 8" PVC (S) DESIGNED BY / Sp CU NLET HD \ INV OUT=416.59' 8" PVC , / 1' \ _ _ _ _ _ P=432. • T. BRIGHT � W I 1 � 18"RCP-3 / - _ p26 / / `� � \ ID 20' & VAR. ti / \ , / c \ / V � / � _ _ �� ll'�V�OUT=428.3 "RCP 1 ' G • WIDTH PUBLIC , / / _ VACATE \ ati , -43 DRAINAGE III ' ,' / / , EX. 20'PRIVATE / / \ / ` \ FO \ • CHECKED BY EASEMENT - 4 I I \ , - - -424 - - / , \ 15" RCP z/. _ ,\ ' DRAINAGE \ i \ \ B. CICHOCKI 42.1B, 3657, PG. 1115. - - / ' EASEMENT ' \ / \ / sP\ 2 • / 564 I I ,14 ' I REMOVEAN6 RELOCATE \ / / ' - - - - - - -427- - DB. 3657, PG. 564 \ / �� \ / 4s s > • • SCALE 11 EXISTINGSIDEWALK , ' \ -425� (SITE lS LIGHTLY • 1 "=20' ' / VEGETATED AT TIME OF SURVEY) _---- r I \ / \ / • / I REMOVE AND19EPLACE \/ - 426 / / ` 15" CID I I I CURB FOR ONE \ ' \/ \ / ' ��� AV- \ \ '423- , II II DIRECTION REM / G MHS \ \ I Ca TYPE 8 STR 4 MHD , ' � ' / - - / / � \ � ` � % TOP=435.35' / V - \ 427------- - - - - -- / INV.lN=427218"PC(E) V I I TdP=424.38' _ _ _ _ - _ _ \ 3 \ RELOCATE �lV. 1N=418.77' 18" RC�� GV) - - MAILBOXES INV 1N=4 /8.22' 8"PVC (S) I I I INV 4UT=418.13' 8"PVC REMOVEAND = / INV. OUT=416.18' 18"RCP 36 REa44CECURB �o` / /REMOVE CURB RAMP 18"RCP 4 / / \ _428 - ' ' ' (ADA) W/ - ' \ _ _ 430 - - - - ,-------' \�-----� 432- � REL'OCATE SD CURB INLET W/ DWS REMOVE ' / - ' / / - sn MHD N76°39 38 "W j / / FREE / ' \ \ _ ' / / SIGN ��cd ` / TOP=422.00' 13.43' b \ _ , ' (TYP) VACATE , ' 429- - / \ - - - - - - - - - '' INV OUT=419.07' 15" l / "DEC _ - - PUBLIC DRAINAGE ' \ \ 431 - - _ _ 433- ' , W // ' / "----------- �------' ------------ - ----- REMOVE / � EP I 1 RCP _ - ' EASEMENT UP, fO ' / J _ / / / _ . ' \ AND REPLACE I-� PROPERTY LINE ' REMOVE A Q€PLACE- 425 / / / _ _ ' _ J / / , ' 433 \CONCRE /SD-CLIRBIN TW19HD� Ql c�8 / \ 8"DEC \' / 430- // _-------432 _-- ------ - 0 yh / Q STR-5 OP=425.25' Vl/ d21------- /� / ----- /_ 5 / INV. 1N=419.2 15"RCP (W) l l , / / _ _ A3 / REMOVE CU INV. 1N=420. ' 15" RCP (S) l j l l \ / \ I/ACATE SECTN _ 433 ` ' _ , ' _ " SAW CUT / Q z z IN / .OUT= 9.14' 18"RCP l \ dti / _ _ /OF ACSA EASEMENT _ , ' - - - - - _ / \ / s / / 18" 7 � Q1 p \ Uq Fq 8"DEC \ \ ' 431- - - / / 9 _ _ _ -434- / LLLJ RA P G& \ 1/ �q / - - 432- / �435' / / / / / yP0 y - - - REMOVE \ r\ \ // 7 z o (ADA f SD CURB INLET W/ MHD \ Y p/ / 8" DEC \ - - ' / / , / , '_ - - ' - - - - - 4g5 - , / ' G^ / AND REPLACE ,'/ Z Q s WS TOP=42559' - - ' 9° _ - - - // / O_ F0\ p3 / , \ Ns / 8, s , 7 L / / INV 1N=421.32' 15"RCP (S) c�'Qe /�G\/0� \ �SSOS /(�QG ASPHALT / \ ~ Lu m INV 1N=421.34' 15" RCP \ , d \ , 1• '/ CONC. 1 - - \ \ 3 (SE) 4S1 8"DEC / '/ ` REFUSE �39g.` _ _ 436' ' , ' - - - - - - - - - / / / / \/ / \ w LL / INV. OUT=421.16' 15" RCP Aso, d"" PAD /// p ~ / _I Ay \- , - / ^>i1 C R6MOVECURB / _ _ �\ ` // U o EX VAR. WIDTH EX. 30'& VAR. WIDTH l ��, /00� / _- '� ` �� \ A31j ` / / // \ Q z O e ACCESS EASEMENT o DRAINAGE DB. 3339, PG. 701 \ r j / �' ` - ` = , ' , / L EASEMENT , _ A3a" DEPRESSED s Ft EX VAR. WIDTH //,/ \ W DB. 3339, PG. 701 J3� 36�� �W \ \ CURB \ \ c, - \ \ .438 / Q UTIL lTY EASEMENT' w FOR ACSA DB. 3657, PG. 564 Z L D - ` _ j TMP 78-9B REMOVE CURB - ' 35 11 11 / SAN CO ` \ \ ? w ` ` \ \8 4N\��/ /c - `� 0 ``� / i' MHD O s GUADALAJARA CORPORATION IV / / TOP=438.31' yP \ obi \ TOP=439.20' ? DB. 3339, PG. 710 INV. 1N=434.12' 24"RCP (E)\ _ i s 9 - \ %' INV. 1N=434.19' 18"HDPE EX 20' WATER LINE /, / / / / / / CONC. s / INV. OUT=433.95'24" HDPE \ EASEMENTFOR e / / 3�/ / EX 20' &VAR. WIDTH DRAINAGE - ' / / ' EX 30' & VAR. a d / WIDTH ACCESS \ ACSA / / $, UTILITY EASEMENT' FLUME ` / B " $ DB. 3339, PG. 701 / ! A3 FOR ACSA / PIPEINLET, 12-HDPE / / EASEMENT 3 � DB. 3657, PG. D / 39 DB, 3657, PG. 564 / 3 ^ / / d REMOVE AND / (HW, L=4) __/ / 564 RELOCATE / INV, (IN)=436.68' 1 \ / HYDRANT eP / MHS (W/ DROP CONN.) TOP=43701' �\\ N40°1812" ' MHS / INV.=431.57'INSPECT. 13.85'ARM TOP=439.34' L IN1N=420.91'8"PVC \\ " _ - - \ \� S %' DROPO - _ Li / / / V. �� " INV. IN=419.72'8"PVC (E) INV OUT=419.64' 8"PVC INV IN=420. 11'8" PVC ) "I \ / / / INV. OUT=420.02' 8"PVCJOB NO. \ \ / 49421 / P `' SD INLET WI/GRATE � � \ / EX.20'PRIVATE TOP=439.48' DRAINAGE EASEMENT / INV. 1N=436.18' 12" RCP (S) / SHEET N0. DB. 3657, PG. 564 INV. IN=436.08' 12"HDPE (W) 6„ INV OUT=435.90' 18"HDPE / C2" 1 c a 0 e a Re 0 0 0 s 3 a 0 a0 o n� �z �z a0 o m c �w c� a0 0 d (D W.� zN 0d a �v `0� o a m m .Z Y 2° X C 0.0 L 2 2 m c �0 E 0� o � a � ma '0 a �oM. M U M m 0 � 0 m 5E h w E L EROSION AND SEDIMENT CONTROL NARRATIVE: MINIMUM STANDARDS: GENERAL EROSION AND SEDIMENT CONTROL NOTES: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A HOTEL, AND ASSOCIATED PARKING, LANDSCAPING, AND UTILITIES. THE TOTAL LIMITS OF CLEARING AND GRADING FOR THE PROJECT IS 2.30 ACRES. ADJACENT PROPERTY THE PROJECT SITE IS BOUND BY VACANT COMMERCIAL LAND TO THE NORTH, AN AUTO DEALERSHIP TO THE WEST, A COMMERCIAL CAR SALES PARKING LOT TO THE EAST, AND BOTH A RESTAURANT AND NEIGHBORHOOD SHOPPING CENTER TO THE SOUTH. EXISTING SITE CONDITIONS THE SITE CURRENTLY CONTAINS VACANT LAND THAT CONTAINS LIGHT VEGETATION, BRUSH, AND SPARSE TREES. OFF -SITE AREAS THIS PROJECT INCLUDES WORK WITHIN THE ADJACENT ROW TO RELOCATE EXISTING STORM PIPE. CRITICAL EROSION AREAS THE SITE CONTAINS MANAGED STEEP SLOPES. ALL SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING. STORMWATER RUNOFF CONSIDERATIONS UNDERGROUND PIPES WILL BE USED TO CONVEY STORMWATER ONSITE. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 3. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER AWAY FROM A DISTURBED AREA. 5. CULVERT INLET PROTECTION - A SEDIMENT FILTER PLACED AT THE INLET OF A CULVERT WITH SILT FENCE AROUND IT TO PREVENT SEDIMENT FROM ENTERING INTO THE STORM SYSTEM. 6. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 6.1 MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 7. SILT FENCE - 3.05 SILT FENCE SEDIMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E8S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SAFETY FENCE, CONSTRUCTION ENTRANCE, SILT FENCE, INLET PROTECTION. 3. REMOVE EXISTING STORM PIPE 24" RCP-1, INLET STRUCTURE STR-1, RIPRAP, AND SIDEWALK AS NEEDED. SEE SHEET C2.0. 4. INSTALL DIVERSION DIKES, CLEAR AND GRADE SEDIMENT TRAP. 5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE PER C3.0, SITE WORK CAN BEGIN. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II 1. BEGIN ROUGH GRADING PROJECT AREA AND FILLING LOWER LEVEL BUILDING FOOTPRINT AS SHOWN ON SHEET C3.3. APPLY SOIL STABILIZATION BLANKETS FOR ALL SLOPES THAT EXCEED 3: 1. 2. ADJUST ALL DIVERSION DITCHES AS NECESSARY TO PREVENT SILT/SEDIMENT FROM LEAVING THE SITE. 3. INSTALL PROPOSED STORM SEWER PIPES, INLET STRUCTURES, AND INLET PROTECTION AS SHOWN ON SHEET C3.3. 4. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III 1. INSTALL REMAINING PROPOSED STORM SEWER INLETS, PIPING, AND INLET PROTECTION AS SHOWN ON SHEET C3.4. ALL STORM SEWER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 2. INSTALL UTILITIES AS SHOWN ON SHEET C3.4. 3. FINE GRADE PROJECT AREA. APPLY PERMANENT SEEDING TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. APPLY SOIL STABILIZATION SEED MIX FOR ALL SLOPES THAT EXCEED 3: 1. 4. ONCE THE CONTRIBUTING DRAINAGE AREA TO SEDIMENT TRAP HAS BEEN PERMANENTLY STABILIZED AND APPROVED BY THE ESC INSPECTOR, REMOVE SEDIMENT TRAP. APPLY PERMANENT SOIL STABILIZATION AND STABILIZATION BLANKETS AS REQUIRED. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, CHAPTER 8 PAGES 20-24. ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE, ENSURE THAT PUMP INLET IS KEPT ABOVE SETTLED SEDIMENT. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION 71D: RABUN CLAY LOAM, 15 TO 25 PERCENT SLOPES 88: UDORTHENTS, LOAMY, 2 TO 25 PERCENT SLOPES Bryan D. Cichocki Z Uc. No. 53741 �'4ml f CL O oc v I DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A I --I LQL I� ui ^ 0 V I 06 Lu w cn Q O o�z Z z"J >O Q w z C2 zwz m pJ w < U U ° Q} zz J � LLJ � O Lu O (n C6 z O Ln O w co L JOB NO. 49421 SHEET NO. C3.0 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. PERSPECTIVE VIEW WIRE`" FABRIC LINE POST 10 GROUND LINE ` MAX. BRACINGONCRETE FOOTING PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE METAL FENCE SAF 3.01 SAFETY FENCE No Scale FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. • • . '� n II :. n=11=n-n.• • • • • • lunnnunn AIDS 101 II II II IE II:'" II II II II II. 11=L. • • � - Ir n Ir it Ir n u:- ' • • • ° ° Inn�lil=lg=1_ • •. ..• 111111�Ifjl ill • . . • � • • III�LL * u ii Urll 11 n. �i=n. II n=11 • • • R"r-i•�y Ir n�R=n=::lr=fin=:lr it nn • • BM SOIL STABILIZATION BLANKET No Scale 3.36-1 TMENT-1) FLC SHEET FLOW INSTALLATION (PERSPECTIVE VIEVVI) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) V/O WIRE SUPPORT) STONE - CONSTRUCTION ACCESS NONE CONS I1tUC I ION ACCESS z% 4" 70' MIN. 3" SU-2A ASPHALT TOP COURSE r 2% P. I P,, --5" MIN. 21.A AGGREGAI'- BASE PROFILE 70' M N. ,O ASPHALT PAVE-- WASHRACr( 27, 1 2% . 2% Z M IN r +VUS' EXf=N7 FLL_ WIDTH `--- A� OF INGRESS AND EGRESS OPERATION PLAN {f- 12' VIN POSIT'VF ORA.INAGF TO SEDIVENT TRAMPING OCVICF 2% EXIST:NC PAVFVFNT 'OII'VL DRAINAGE I TO SEDIVENT TRA?PING DEVICE FILTER -- SECTION A -A A uuuuiuun water tap of 1 itch roust be installed with a ntit lllutt 1 itch ballcock shutoff valve supplying a wash hose with a (lialtteter of 1.5 itches for aclequate constant presstue. NVasln water must be caniecl away fionn the enhance to an approved settlhig area to remove sec intent. AllsecWiieiit shall be prevented fi-oni enteritis stonn dfaits. Glitches or watercourses. PAVED WASH RACK NO SCA:.C. PAVED CONSTRUCTION ENTRANCE PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUALRYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) TS TEMPORARY SEEDING PLANT MATERIALS No Scale TABLE 3.32-C SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 200-250 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS * 0-10% KENTUCKY BLUEGRASS 0-10% HIGH -MAINTENANCE LAWN MINIMUM OF THREE (3) UP TO FIVE (5) VARIETIES OF BLUEGRASS FROM APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP'* 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP " 20 LBS. CROWNVETCH "' 20 LBS. 150 LBS. ` PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND EROSION RESISTANCE FOR SEEDBED. " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE NOVEMBER THROUGH FEBRUARY................................. WINTER RYE IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. PS 3.32 PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale PH I & II Sediment Trap Design drainage area (acres) (<3) 2.1 '' I VARIAOU trap volumes: ORIGNAL CREST OF STONE WEIR MIAS E" elevation (ft) area (sf) volume(cy) GROUND 410 557 DUN ° _ 411 827 25.6 DRY STORAGE 412 1102 35.7 413 1416 46.6 414 1775 59.1 wET STORAGE 415 2182 73.3 (IX4W FILTER CLOTH °pORAL 416 2643 89.4 417 *SEE PLATE 0.13 1 COARSE A E°ATE_ CLASS I RIPRAP 329.7 wet storage: _ wet storage required (cy) (67*13A) 140.7 bottom of stone weir (ft) 414.0 wet storage provided at this elevation (cy) 167.1 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 21 weir length (ft) (6xDA) 12.6 _ dry storage: bottom of trap elevation (ft) 413 dry storage required (cy) (67*DA) 140.7 bottom trap dimensions: 21 x 45 crest of stone weir 416.0 top of dam elevation (ft) 417 dry storage provided at this elevation (cy) 221.7 top width of dam (ft) 2.5 slope of dry storage sides 21 top trap dimensions 55 x 103 PHASE I&II SEDIMENT TRAP No Scale 3.31 ERNST CONSERVATION SEEDS RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 BOTANICAL NAME COMMON NAME PRICE/LB 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE) 20.00% PHLEUMPRATENSE, TIMOTHY, 'CLIMAX' 1.20 'CLIMAX' 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 ALBANY PINE BUSH- ALBANY PINE BUSH - NYECOTYPE NY ECOTYPE 8.00% AGROSTISALBA REDTOP 8.00 100% MIX PRICE/LB BULK: $3.61 SEEDING RATE: 40-60 LB PER ACRE WOODLAND OPENINGS THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE MIX WILL NOT. SLOPE STABILIZATION SEED MIX COMPACTED 18" MIN. 4.5' MIN. �CWD TO HAVE VDOT STANDARD EC-2 MATTING ON UPHILL SIDE FLOW DD CWD 3.09-1 TEMPORARY DIVERSION DIKE No Scale 70' MIN. FILTER o N1w. Af CLOTH SIDE ELEVATION EXISTING GROUND r 5:1 EXISTING PAVEMENT MOUNTABLE BERM (OPTIONAL) WASHRACK J 10' MIN. B OPTIONAL I 10 EXISTING m 12'MIN.• IMIN. PAVEMENT VDOT#1 COARSE AGGREGATE B POSITIVE { DRAINAGE TO r LD' MIN. " MUST EXTEND FULL WIDTH OF SEDIMENT INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW 12' MIN. 3" MIN. 4MSECTIONA 3" MIN. FILTER CLOTH 6'-7" REINFORCED CONCRETE DRAIN SPACE SECTION B-B CE STONE CONSTRUCTION ENTRANCE No Scale GRAVEL FILTER 12 RUNOFF WATER WIRE MESH FILTERED WATER :: K. ^.T •,z . .4s. SEDIMENT II v ! •. :'> t CONCRETE .- GUTTER 2" CURB INLET 1 * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. IP STORMWATER INLET PROTECTION No Scale 3.02 Bryan D. Cichocki Z H--I laic. No. 53741 i� M E 0 o N � N C > E a E w s �Uv� < UM 3 p LL wO - `m^ 0 W L M ¢�_j U00 Z - In O d ON N C7 ruN- a w v 30 'xOn < VOi oa " � w Lni ILI c" Z O x LO c L1 U) nO .°uj .. > M of a� 00 J DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A J I__q Uj 0 U) z Uj Q I U) H� Lu V Q 0 Fy z (D Q > J W z Q oc zmz J Q U 0 U Q z O LU z 2: O W 66 z O I -I O W JOB NO. 49421 SHEET NO. C3.1 c a a c 0 ro 0 3 c a D a0 o X O BZ 2O o 2 c m 1•- E o a c m a0 0 XB O 3 1n z„ O P � a o 2 5 �- 2 '§ n 0 c 2 's h 00d 0 Is 0 016 �� �0 E� o � a c Ma 10 m o w o 0. m e �N A 0 a o c 0 m nE E F- L EROSION CONTROL LEGEND TH OF ■ ■ ■ ■ ■ LIMITS OF CLEARING AND GRADING - SAF — SAFETY FENCE 3.01 Bryan D. Cichocki Z Laos-- I I CE PCE i CONSTRUCTION ENTRANCE 3.02 Idc. No. 53741 SF SILT FENCE 3.05 �sSIONAL INLET PROTECTION 307 Gl IP . / REMOVE EXISTING STORM = - - _ _ _ _ _ _ DD ♦— DIVERSION DIKE 3.09 PIPE 24" RCP-1, STORM INLET STR-2, AND --------------------- RIPRAP PRIOR TO INSTALLATION OF '/ 111------------= o— _-___----____-__ IP --- ---- M E 0 0 SEDIMENT TRAP. SEE SHEET C2.0FOR / I I a t / STONE WEIR_ST SEDIMENT TRAP 3.13 N c EXISTING PIPE, INLET STRUCTURE, AND I // ) (SEE SECTION 3.13OF /__________� > E / RIPRAP REFERENCE. I VESCH STANDARDS) TEMPORARY SEEDING 3.31 w v E / \ CLASS 1 RIPRAP a `: \ H- w> a 3 IP \ L = 12 6' �� pg PERMANENT SEEDING 3.32 < a 3 .\ / SF SAF TBM. $PIKE SET / I �� MULCHING LU D- 3 _ ELEV.=418.27' / I I TMP 78-9 MU 3.35 ¢ J v 00 z - - 3 summon 1 SF SAF '' / / TCO PARTNERS LLC BM 3.36 1 oo N ` w —� O 414J I / DB. 4710, PG. 713 O AREAS STEEPER O_ � N a ' - 5_ _ I / \\ THAN 3:ITOBE zI- vr- AF + 417 _416� S 1� P I I IP \ / \� STABILIZED WITH x � S417 I II STABILIZATION � � w AF O \ `� s - r� z BLANKET v DUST CONTROL 3.39 ~ o Uj SOIL DIVIDE IP - -- r15, / r 21' _ �i ' I _ 0/ / \ 0 DRAINAGE AREA w / IP 45 "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 410 _ / \ / / ' SAF SOIL TYPE: o / 414 / ' / DC TS \ 12E / 416 / SEDIMENT TRAP / .' /' �' �� ' LD (SEE SHEET C1 FOR DETAILS , _ - ' / / _ _ - - - IP 2.1 AC 419 RE RAINAGE AREA I / TOTAL STORAGE REQUIRED?291.4 CY --TOTAL STORAGE PROVIDED: 329 CY a2� / ' / / / ' a j / BOTTOM ELEV. = 410 H IT -4+9----- TOP OF DAM EL€V. = 417 / / / / I DATE -420- — — / \ / r > SOIL TYPE'o' / I IF, / ? 06/28/2022 / O � SAF II / / / / \ �-25/ SOII/dR zOUP:B /' // } DRAWN BY T. BRIGHT SF 11 // \ �/ / // / r r / \ \ SCALE T'=20' DESIGNED BY - - - - - ' ' - ' �6 / SF • T. BRIGHT 2x • �� 0 20' 40' CHECKED BY I1111 / DC TS I /---424--' / / ' /� ' / B. CICHOCKI ---7-// ,\ \ / / 4-3 3 SCALE II SF II / '/ / \ ' ' • 426 —15" C SAF ¢ DD I SOIL TYPE: \ / DC TS aa3- / / 88 / ' IP I -427 am -431 MAILBOXES / / LU IP - 429- _ s ' - / // _'� ' �' SEDIMENT TRAP/ _-_-___d31--- - / I I w / / / /__------- - - - - -- _ _-- --- �� \ FOR WASH R, fPK / Q Z LL IPM -434- \ e _ _ > -----/ _ _ _ \/ SAFLLT \ // aaz_ z LLJ < _ _ /' ___// H� co L / SAF ���ccc�a, WASH RACK / / /'/ \ / - _ - - - / / / / \ \ / w Q Cw / DD LL TBM. r Q / DC TS /' \ //// } \cam O��x'� V MOUNTABLE //// - LIMITS O O _-�1 /� //// z \ / -'BE M / P DISTURBANCE \ / �_ =2.30AC \ \S / / / \ \ //// pp , ^ PROVIDE GATE FOR - R _/ / _ �W _ _ _ - egg ' / v I CONSTRUCTION,CE '� / qw /�Pi w ENTRANCE \3 SAF A� \ \/ ' / / T W TMP 78-96 / / VJ �1 ^� 11 II ' / ® GUADALAJARA CORPORATION IV DB. 3339, PG. 710 / / SAF � V / 5P SOIL TYPE: W 71 C �/ JOB NO. 49421 SHEET NO. C3. Z c a 2 C 0 N 0 3 a D a0 o o �z 20 o� c T E O a c m a0 0 c X d 3 Z z„ o� � a 6.2 Q § o. N c 2 Y N X C 0.2 m c `o 0 m 06 a c 2c 10 a 0 N C e �N a o c � m nE E F= L m EROSION CONTROL LEGEND ■ ■ LIMITS OF CLEARING AND GRADING EP ■ — SAFETY FENCE 3.01 Bryan D. Cichocki Z Is CURB CUT SAF — 409 - - - \ CE PCE ~ • I I O O CONSTRUCTION ENTRANCE 3.02 lac. No. 53741 i� SILT FENCE 3.05IONAL �Oti / -410- R IP INLET PROTECTION 3.07 - C& G - - _ - - - - DD ♦— DIVERSION DIKE 3.09 �,� E 0 0 w -411, / ' �P I IF ------ ---- _- -- STONE WEIR ST SEDIMENT TRAP 3.13 N U VESCH STANDTION ARDS) ------- 0 ----------------------------_---_---------_� > E o- VESCH STANDARDS) ---- 3.31 CLASS 1 RIPRAP ^ /-------- \ \ Tg TEMPORARY SEEDING v E I I L = 12.6' \ \ _ IP II II 4 D _ 3 .5' /d ?^� a^� G \ \ PS PERMANENT SEEDING 3.32 w v 3 SF SAF I \ ¢ a o 3 ' / E / \` ` MULCHING w O `6 ^ 3.35 aL-uj i5 0 z TMP 78-9 SF SAF II / ' \\\ \ BM 3.36 ��oN O \ TCO PARTNERS LLC AREAS STEEPER o DB. 4790, PG. 713 m N � a _ 5 I d I I ' THAN 3:1 TO BE Z F a r 414 415 416 S I STABILIZED WITH 0 '= x v / 417 417 I \ \ 417 SAF - 416 417 _ I � I I ' ``\� STABILIZATION 4a i v w -414- R "415 -�I AF IP I \ \`�\\ BLANKET � v ; z DUST CONTROL 3.39 ~ U) / b / 10' SOIL DIVIDE v w ,_----- -- 419' 422 DRAINAGE AREA o w 416 424 P �\ ti `\\\ * "VIR OK" SPECIFICATION _ GINIA EROSION AND SEDIMENT CONTROL HANDBOOK" ECIFICATION NUMBER IF, - 410 /?0 ' - ------------- a -' ' u / - - - -4/6 \ - -412 / �>71' ; ; ;--- ----- - ---- SIF \\ SOIL TYPE: O LD a IP ii / /� ti 417 ! i O Lu Q- - - -4.1 / EQUIPMENT ACCESS ' J ' SEDIMENT TRAP / DC TS a > w J o 1-418 pp -,(SEE SHEET C3.1 FOR DETAILS) 42) i - - - - - - - _ ¢ \ / 418 44244A BM 2.1 ACRE DRAINAGE AREA _ ;' ! TOTAL STORAGE REQUIRED: 281.4 CY / ' / $ / z o z a a ' '-----------=----_-______-- TOTAL STORAGE PROVIDED: 327 CY \ / ' d - p oS /'; : ` --- ' - n r ; ;' : - ; T----- - '------------- BOTTOM ELEV. = 410 ' _ DATE w O — M > m M O � M M // ,/,.'� ' � TOP OF DAM ELEV. = 417 SOIL TYPE' 4z8 / ! I IP o � 06/28/2022 710 10, ¢ o Z O O 4 SAF ; ,! i i / / // -425/ SOILdROUP:B IP Z } DRAWN BY / / / / T. BRIGHT O LO \ SF \ SCALE 1"=20' 20I \ DESIGNED BY 4_ jl' j / � W I � I SF � O,� T. BRIGHT / I BUILDING FOOTPRINT SAF \ " Z �q c 0 20' 40' • CHECKED BY h i ! FOR REFERENCE ONLY -427. N ! / • B. CICHOCKI 421 - - ! ! FFE= 428.65' I 3 • • SCALE i IP 1 "=20' / j� SFcli ` 15„ CP SAF ¢ 2: SOIL TYPE: 88 -431 z am W _-424-----/' 426 '' _ - --- / ' / _ - 432 IO P '/ /'/ -'' '// '// / '� / 0e U) 429' / _ - - - - - - - - - f 433w 431- - - - - - - - - / I SEDIMENT TRAP - - - - EP FOR WAS%I RACK / / - - / ' / / I--1 - / DD .433. \ 0 - 3A' / / C&G LL /.433�/p3 / �� Q Z LL I / / - _ / _ / F I 'tip / / / I.- P // Ud r ' Q� -434 �s z cC z OVk,/ +O p29-- - - - -_ -_ /- p // �P --/ -- -i/ F _ _ -� \ / / _ SAF \\ \ // > 0 LLJ -432_ 435 Q CAA ✓\ .� / q / _ ' - - - - - - � /i /' �. \ . \ , / G,1"- / Q � S,qN //// z GQe l c 31. c MOUNTABLE // - \--------'/ / / �GJ� / \ F co z \ A WASHRACK „ / \ CONC. S �' / BERM REFUSE _ AF 436 _ _ - - - -/// \ \ w < LCCLI / SF p _ _ ' / ti Q PAD / - - - ' - �'LL /\ \ //// U p G DO - - �� / / LIMITS �� SqF / d31 / , / ' / / /� Q Z I --I 5P /'// J � \ KIP- �� / / �� DISTURBANCE - - ' ' / / PROVIDE GATE FOR �W — \ 43g / w uj CONSTRUCTION z o ENTRANCE ` � SAFI/ b/ d� �-b� - -W \ ilk. , TMP 78-9B , \vv ® GUADALAJARA CORPORATION IV / / / 5P _ \ DB. 3339, PG. 710 / / / /N,/ SAF SOIL TYPE: W 71 C / �JOB NO. /5z 49421 SHEET NO. / C3.3 c a i c 0 d 0 3 a. D a� o o 0 �z 20 o� c T E O a C m a0 Oc X m 3 Z z„ 0 � a 6.2 Q § o" m m 2 Y � N X C 0.0 12 c `o 0 m 06 a c Ma 10 a 0 w c e �N m 0 c 0 nE E F= L EROSION CONTROL LEGEND l EP MENEM CURB CUT SAF — / -409 - - - -VTR 9 f6- -410—------C&G /4,------------- /-------C G R,2W /TSB �421 -_ / IP 4 LIMITS OF CLEARING AND GRADING SAFETY FENCE CONSTRUCTION ENTRANCE SILT FENCE INLET PROTECTION DIVERSION DIKE SEDIMENT TRAP TEMPORARY SEEDING PERMANENT SEEDING HING 5 STEEPER 3:1 TO BE LIZED WITH :LIZATION (ET CONTROL DIVIDE 3.01 3.02 3.05 3.07 3.09 3.13 3.31 3.32 3.35 3.36 3.39 :ONTROL HANDBOOK" SPECIFICATION NUMBER n W d z SCALE 1"=20' 0 20' 40' SOIL TYPE: 71C ME 07 b Bryan D. Cichocld laic. No. 53741 M E 0 o N � N C > E w v E H- w v 3 ¢ LL 3 p LL O- wO `mom J V 00 W J —N In d N � N � z W w � 30'x a LL F ¢ . C Y� N � M o w � H- am O ce t9 z O a_ u V In w 0 z O U) w Of DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE 1"=20' JOB NO. 49421 SHEET NO. C3.4 a z c L / PROPOSED LEGEND IOUTLET, 24'RCP EX. VAR. MAINTENANCE EASEMENT CE EASEMMEENT THSWM ! - PIPE FLOW DIRECTION ^�TH OF G INV. (OUT)=404.36' / DB. 3657, PG. 564 � / (TYP.) TYPICAL ISD CURB INLET W/MHD / SDL SIGHT DISTANCE LEFT I INV. IN=408.43' 15"RCP (E) / /� / \ � Bryan D. Cichocki 'Z TOP=412.53' SDR SIGHT DISTANCE RIGHT / INV. IN=406.79'24"RCP IS) ` \ Lic. No. 53741 / \ OO SEWER MANHOLE U 1 1 INV. OUT=406.07'24"RCP / \ ® STORM MANHOLE �P '/(F/ 22 EX. 20'PUBLIC MHD < \ \ W WATER PIPE 0�� �1 24"RCP�1 I DRAINAGE \ SANS SEWER PIPE I I TOP=421.4T \ \ (fi�yz/ TONAL TR,g EASEMENT INV IN=415.49' 15" RCP (E) \ \ C&G _ DB. 3657, PG. 564 / INV. 1N=415.36' 15" RCP (S) \ 15"RCP INV. OUT=414.77' 15"RCP \ \ CONCRETE SIDEWALK E EP----------------------------- / \ - - M DUMP ER ---------------------- \ \ \ HEAVY DUTY CONCRETE N 24"RCP ENCLOSURE------------------------_-_---� \ \ c SEE DETAILS SD CURB INLET W/MHD � E ° I I \ HEAVY DUTY ASPHALT w v .- C� \ \ TOP=421.61' \ � R G \\ INV. OUT=418.01' 15" RCP v w 3 5' SIDEWALK \ \ \ \ Z EP RETAINING WALL LIGHT DUTY ASPHALT ¢ 3 \ ❑w O �WITH GUARDRAIL \ W L M TE ON 2' PLANTING STRIP l� TMP 78-9 \ \ dffi °' z 15"RCP TCO PARTNERS LLC \ 'J" o rn S85 ZS'36� HICLE OVERHANG DB. 471Q PG. 713 \ PROPERTY BOUNDARY o N N N y `5' v ,2' (TYP) 4 \ v• A -\ -_ •- • - SCR 2A,�, III �:. \ 3 O ' x u 0 \ 20. 40' DITCH LINE w j l 5 15 O \ \\ au n Ry'�p7 SO CURB INLET W/MHD \ N ° w oe woT 9 p TOP=42728' \ v Lu J S> p�Ape7/1, INV. 1N=423.26' 15" RCP (S) \ \ m 1 9 � \ I (gip) Ss410 4t INV. OUT=422.51 15 RCP 6" GV 6" CLASS 52 8" CLASS 52V. R25' 8 GV _ _ DIP FIRE LINE C 26' DIP WATERLINE R240.5' \ \ -----------�- _ \ ° SD CURB INLET W/MHD\ \ ui I END RT ° DIP 6" CLASS 52 \ ; . TOP=428.85' \ RF 11.25FIRE LINED FHA. INV. IN=424.95' 15"RCP \ \ \ CUR R20' N . ° BEND RS' R3' \ p �IR.�B 3E)1. \ \ W CyT 90° 22.50 6„ GV ` l OUT=424.8" 5' 15RCP \ \ Q I I i BENp 18' BOLLARDS ° BEND J I (TYP.) \ R3 \ 11 EX. 20'PUBLIC \ \ U iR3 9� d`,p 15"RCP 1 1 DRAINAGE \ w w SE s° 4 J too 1 \E R240.5 'sr• SEMENT \ Zd b C7 e v 9 R3' 8 564 \ z = F I 18 6' RAILING (SEE v `� \v �a\ \ EX20'SANITARYSEWER DATE W O ❑ ° ARCH PLANS) `� \ \ EASEMENT FOR ACSA > ci CO c I I \ DB. 3657, PG. 564 0612812022 rm 16 � - - (6) STAIRS 26' \ o= EX. 20'PUBLIC Z ❑ ❑ d i `\ 8" CLASS 52 1fi \ �, \ } DRAWN BY \ TOP=433.05' DRAINAGE _ I P WATERLINE ' " Sj R-�C \ MHS (W/ DROP CONN.) ih .4.5' \ T. BRIGHT EASEMENT � ,n 5' SIDEWALK I FIRE LINE • DB. 3657, PG. 564 0 ( P) TIE IN 5' SIDEWAL \ \ INV 1N=416.70'8"PVC (S) 1.5" DOMESTIC WHEEL STOP `\ SO CU NLET HD \ INV OUT=416.59' 8" PVC DESIGNED BY EX 20' &VAR. LINE A TIE IN `\ J \ \ \ • T. BRIGHT WIDTH PUBLIC I \ \ \ \ P-432 c • DRAINAGE W OUT=428.3 "RCP c� \ EASEMENT I I RETAINING WALL R3' \ \ \ 15"RCP FA \ • CHECKED BY B. CICHOCKI DB. 3657, PG. I WITH GUARDRAIL \ \ y,F:� �\ \ • (SEE NOTE ON �� s > • • SCALE 564 I I SHEETCI.1) \ R3 \ ems. ` \ 10' M N BUIL NG SETBACK I I r22' v CG-12 TYPE C \ 6,' F \ 1 "=20' D FOURTH (ADA) W/ DWS R' 11.25 R3' FLOOR 15.94' BEND \ g \ v � C -12 TYPE B , I STEP BACK ADA SPACE WHEHE ELSTOP ` �• ��` / ( DA) W/ WS SQUARE GRATE 18 \ \ \ PLANTING STRIP FOR SIGN (TYP) CG-12 TYPE C YARD DRAIN F \ 15" CP 1 R31.09' I EHICLE OVERHANG (ADA) W/ DWS \,\ \ ' C, CANOPY \\ VTH VARIES) / MHS ADA SPACE 6' \ \ 6 MAIN ENTRANCE SIGN (TYP) 6' \ \ � - R-2D / TOP=435.35' \ ° ° 3 (SEE DETAILS) \ . '' MAILBOX/ INV. 1N=427.2T 8"PVC (E) RELOCATION INV IN=418.22' 8" PVC (S) MONU ENT SIGN CO2 ry 2 (TYP)v _av' '� \ AS M4�.�fi�D INV. OUT 418.13' 8"PVC ° / R155.29' ° 4° \ Sj CG-12YP B PROPERTY BOUNDARY 30' MAX B ILDING SETBACK I �C` 25 ( )�BS VV/ D 2' TYP ' R ' ° \ R3' TRENCH R25' \ - SD CURB INLET W/ l/ MHD N76°3938"W DRAINS 18..' . SIGN �Q \ S �/� ' rs R3` RELOC T WV / TOP=422.00' 13.43 `\ r�8'�r� 8' -t-8'- (SEE DETAILS _ ° INV. OUT=419.07' 15" \ \ ) \ w z RCP // \ __ R118.15' R3' R5'� J R5' 8 5' 8tgytg'�, R15' 26' �-� --------- s SAN AN R15' $ / l0,01 8 30' R105.63' -------- 9' N � �y"'• � / a U / \ T -32-------- �� Q 26' 1 ^ll \ IO�O ✓ FA R10' R3' (TYP) R25' R5' \`\ \ / R3 i. \� / 18" \� z (D uj I -I / EP 00' AP P OXIMA LY TO RI HI D CU &O \c\ \R�gsCp`L 8 BEND CG-2 `\`\ R3' �' R10' �� w H AAW/ G \ �S��C\1pOiF� GG 16 / \ \ `� R15 CG-2 ^ /gP ^y / \�\ \ i z SD CURB INLET I MHD G / \ i Q I--1 WS TOP=42559' \ Fq\ \ 0 60 6" CLASS 52 69° `� �' R 0' \ z g RETAINING bV: LS ��N o / 8'• S o \c ~ DIP FIRE LINE A �SS�'v `\`R28' / 27.5' / �GQ\ w INV 1N=421.32 15 RCP (S) ape \ u _ \ � FDC CONC. >>\ �- R5, INV 1N=42>.34' 15"RCP \ \�� REFUSE 39g. 8" CLASS 52 w Q (SE) �Ys ° \ DIP WATERLINE Q \ s Ga PAD \ RT 0. i \ L INV. OUT=421.16'15"RCP \ �sp, 11x0p 30' / Q \ P� 95'APPROXIMATELY ti i U O \ �7y R25' \ �h _` \ //� 8"X8" TO OLYMPIA DRIVE i i ` > z EX. 30'& VAR. WIDTH c /°p _ �� Upb/ 8 ('V TEE GL Z Q EX VAR. WIDTH ACCESS EASEMENT STOP �'8 \ \ 9� �\ DRAINAGE 9i, EASEMENT DB. 3339, PG. 701 AND STRIPI \ \. \ FIRE HYDRANT DEPRESSED s \�\, _ 1$' Ft / / EX. VAR. WIDTH OU DB. 3339, PG. 701 \ \ �, / RELOCATION�W - \ \ C\ 9 / / \ W 90° BEND \ CURB 'UTILITY EASEMENT' 155' APPROXIMATELY TO 7 TOWN AND COUNTRY LANE c� - 15' _ \w� sqN\ / gP� gy / / DBR3657, PG. 564 ' / \ z �� \ ST SIGN 6 CLASS 52 / \ \ /,.�fi \ O Q xS SAN CO AN TRI ING MHD GUADALAJARA CORPORATION IV DIP FIRE LINE B / / y? w� N \ / / -Ni,pO \ / i \ _ = TOP=438.31' PTOP=439.20' J DB. 3339, PG. 710 ' INV. 1N=434.12' 24"RCP (E) / v6 INV. IN=434.19' 18"HDPE EX 20' WATER LINE / / CONC. ' EX 30' &VAR. INV. OUT=433.-- EX 20' &VAR. WIDTH EASEMENT FOR EXTEND 8" WATER, AIN \ \ / DRAINAGE xh / WIDTHACCESS ACSA / Y 'UTILITY EASEMENT' / 8"X6" lb FLUME �/ / 18 EASEMENT DB. 3339, PG. 701 / \ \Q� FOR ACSA / PIPE INLET, 12" HDPE TEE .� / �00 D8. 3657, PG. 564 DB. 3657, PG. / (HW, L=4) _ / INV. (IN)=436.68' I \ / 564 MHS (W/DROP CONN.) TOP=43701' .�/ N40°18'12' EXISTING FIRE HYDRANT INV.=431.57' INSPECT. d 13,85' MHS _ \ / ARM O�� TOP=439.34' _ %' INV. 1N=419.72'8"PVC (E) 1N=420.91 �� DROP (S) INV INOUT=419.64' 8" PVC INVOIN 420.11'8"PVC(W) / \\ INV. OUT=420.02' 8" PVC JOB N0. SD INLET WI/GRATE49421 TOP INV. 1N=436.18RCP (S) SHEET NO. NV 6" I INV. OUT=435.90' 18 PHDPE / C4, 0 fD 111W EP - CURB CUT PROPERTY BOUNDARY CG-12 TYPE C (ADA) W/ DWS 10' RKING SETBACK EX. 20' PUBLIC DR INAGE EA EMEN7� 5' SIDEWALK DB 3657, Fljl(r 564 SO CURB INLET W/MHD / TOP 414.96' INV OUT=411.36' 15" RCP I 15" RCP -v D--- --- ---- --- L 1' c a r a t c L S:\103\49421-Towneplace_at_Pantop\DWG\Sheet\CD\49421-103-C4.0-LAYOUT AND UTILITIES.dwg I Plotted on 7/6/2022 5:50 PM I by Tre Bright p m m=Om mA 0m =O o= m M m oQn o)0=0Km Mm�z mpOO 0`71 U \ fn Ao�m0 0 6)M D Cl)0 0 A z D m m mmoxmmA -nmmKzmm _ T m T W w D Cl)U)mmm-nz O'rn-D=O M DZ j o m D =mD v_mX00C) m m-n c D O o) m �zmzK� \ =ZmWo o\ \ m Tm \ \ zOZ TnO ° 0o0�M-n ob� < m mm=3-n= wn� ox m D m m C OXZm;0 co C� mro -jmzr- G) z= z D C) Z D �7 D�G)m0m Z= ZUlm A0 z=r00 m NN c II W II C7 Cn A A D M> 0 II ZfOi'I= II I I hV —rr— II II II r0 m z D D M Z o) / A�A o>M C0-1 m C O m-0 / o o0�z�m0-1 m 0 m m Z7 0 c z D z 70 / V / 0) �1 / y / m mAD El El ❑ El / o C7 D 7 n n D z CA p m M �z z 0 Cl) 0D m D r / D z m m m m D D m N NAD 83 m m z m m O m m m o z `5/ A D z 0 00 a umi \ \ z o O • • 0, THIS DRAWING PREPARED AT THE Zib cony • YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE �p • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 • TEL 434.296.5624 FAX 434.296.8317 www.timmons.comTIMMONS ROUP z o o\ (� z N '� TO W N E P LAC E INN AND SUITES = m o DATE REVISION DESCRIPTION oN o COUTNY OF ALBEMARLE, VIRGINIA ti D o o G) m C) Z N m�R EASEMENT PLAN W MINI { < fv These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. TMP 78E-25 �ominion Lot 25 Fontana 2C O� Zoned. R-15 A� development i c a Resources, LLC y4 '•.Y, 172 South Pantop5 Drive / aum % Charlottesville, VA 229 1 I ,f O 434.979.812 1 (p) R"ryr ita i 434.979. 1 G8 I (f) eCEs DDRVA.com ��� .S i Y rTMP 78E-E i / Open Space Fontana 2C i i / TMP 78-58/ ,, Avemore, LLC G DB Note: Property Line follows Centerline of Creek. Metes and Zoned: - 248 Bounds from A through B ore as shown on Plat in oR-15 / TMP 78F-A U DB 2081-248. Creek location was field verified. Use: Residential k North Pantops Townhouses LLC DB 3520-661 Zoned : R-6 �0/*1 Use: Open Space z7r1z Po¢ TMP 78-Par 8Bk6l16, Wilton Farm LP. Residue of Zoned: R-15 I r TMP 78-9 Use: Residential Albemarle Hotel LLC Public DB 2533-201 ` DB 1965-32 �I �� �' Drainage Easement DB 1911-359 New Public :q Residue Of DB 3520-644 Zoned: HC-EC Drainage TMP 78-11 - 'I Curent Use: Vacant Easement Hurt Investment Co. ^E24 DB 1964-184 5 / DB 1965-37 _ Zoned.HC-EC -- , f Use: Vacant 1(.)' n,�ete as - / 11t '520-644 t� <, ` 0019 .e 20 Private1 A i } \.._EBQ E8 E82 , ' to Ow New 20' Drainage �.-.. 1_ m4 b)tia Private Easement Oty d , Pu DB 3520-644 New Public 4 .... 6 ¢5 , %,FLi a Drainage E84f - ' E E17 1 E1��Za / Easement Approxo / . Limits �/ New SWM 0Drainage ES E15 ° 3 Easement �. E18 , '{Qj Of 100 Year Maintenance QP C60 C5� E1� i F m( - Hood Plain Easement 4 E12- \ -E14 r 00 1 ` G56 E43 E39 E3637 55 CC 3 � New Public io l E112 F G5I E44 E42 E41 E40 f�nbiE101 I, Drainage ' 62 46 E45 - - - - — - - - - E35 .� Q i Easement E70 ��y 9 �25C52 --E30_E317 �E33 R\ E105 New Private TMP 78-12A aS E26 EZ�� New' 20' Lot D E32 F9� New 20' Drainage Montessori Community Private E34 - A Portion o Private Easement j School TMP 78-10 -- -' DB 2482-339 E72 .�-E4/ �•o. Drainage parcel 9 f E9`� � Drainage � � � Zoned; HC-EC E48 New 20' Easement Carmax Auto Stores LLC. F d F f04,424 SF E96 Easement _ DB 3369-663 Q s \ rE51 Private 2.40 Acres New Private z cs Zoned: HC Drainage - `y Use: Automobile Dealership Ar PUTH O / E73\ '/ �E52 Draina e TMP 78-57B p / f O / o Easement 9 c, Easement Free Bridge Auto Sales a v n Ti New Private- RE66 �— ` "C\' d 0 1 Drainage `� F� ^F53` ! E57 on 1965-32 y H o r�6 � 3` �.. E57 4> i Zoned: HC-.EC Easement 6 \ h Use: Automobile Dealership F o °� W �o i s6. Lot c p N ♦ Timothy Ray Miller E69 E7B % C2 A Portion o + Lic. No. 2065 New Public E70 4ESS�L f Drainage E92fE77 Parcel 9 TMP 78-9A TMP 78-11B 1 55,421 SF Sandav, LLC American Legion Post 1 /00 0 Easement Fy C63 C59 1.27 Acres DB 2533-201 74 Lode DB VA 10� 0 o� E 71 ,1 g Zoned: HC-EC 9f 983 9547 Ilk S U Rv 20' Drainage O _ . Use: AutomobileAll Easement DealersZoned: HC-EC �I Dealership 06 cp, DB 3339-701 Town and Country Lane � � ✓�(14101 53' Public R/W 1J TMP 78-9B TMP 78-7 Guadalajara �y Warren A Bushey Corporation IV `,\ DB 659-165 DB 3339-701 Zoned: HC-EC Zoned: HC EC ____ .. _.. .---�_........._..__ Use: Automobile Dealership _...._..__-____)._..._ __-__._..._ _ _ _J PLAT SHOWING SUBDIVISION AND BOUNDARY ADJUSTMENT OF J TAX MAP 78, PARCELS 9 & 11 100 0 100 200 300 TOWN AND COUNTRY COMMERCIAL =7 RIVANNA DISTRICT, ALBEMARLE COUNTY, VIRGINIA U.S. Route Road SCALE: 1" = 100' FILE: 78-09-S2.dw SHEET 4 0 5 Richmond Ro¢d y f Variable Width R/W SCALE: f"=100' DATE: OCTOBER 4, 2007 REV: FEBRUARY 12, 2008 PLAT INCLUDED FOR REFERENCE ONLY FROM "TAX MAP 78, PARCELS 9 & 11 TOWN AND COUNTRY COMMERCIAL" NOTE: THE EXISTING BIORETENTION THAT THE SUBJECT PROJECT DRAINS TO IS LOCATED WITHIN THE EASEMENT LABELED "NEW SWM MAINTENANCE EASEMENT." i Bryan D. Cichocki �Z Lie. No. 53741 0fyzi t7 I DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE 1"=20' W Q J QQ Z z�~ aww zJ� z a L m W H QJ Wa ULLW O Q r Z (D O F--1 � W >z O W Co L JOB NO. 49421 SHEET NO. C4. Z TH 0 CURB I OUTLET, 24"RCP EPINV. (OUT)=404.36' / ISO CURB INLET W/MHD / / / \ \ \ \ \ / l CURB Cur TOP=412.53'V. aos - - - ININ=408.43' 15" RCP (E) Lic. No. 5741 / \ Bryan D. C 3i z / -/ INV. 1N=406.79'24"RCP (S) /3741 INV. OUT=406.07'24"RCP .s, 24"RCP +II MHD < \ �SSIONAL�l -410- / TOP=421.47' INV 1N=415.49' 15"RCP E \ C&G _ / ( ) r _ _ _ _ _ _ _ / / �P INV. OUT=4.36' 15" RCP (S) \ � W a11, , - - _ ---------------------------- �- 15"RCP INV. OUT=414.77' 15"RCP \ \ ---------------- --- / \ \ \ E N SD CURBINLETW/MHD \ > E ^ PERFOR ED DRAIN PIPE / / C �R-� , I I TOP=421.61' \ \ w v E 412' - PROPERTY BOUNDARY I I \ \ TO COLLECT ALL WEEP DIS(JPIARGE ^� &G �- I I `�\ \ INV. OUT=418.01' 15" RCP \ \ Lu 3 400 100 AND TO B�URTHER DESIGNED / RETAINING WALL \ / \ \ ¢ LL o 3 , 401 Ep AND DETAILED WITH RETAINING / � o LL , MAX HEIGHT 6' i I \ w O TMP 78-9 m �WALL FOR 9�COND SUBMISSION \ \ \ a j u mo z -__-----402 / i �15"RCP \\ 106 8 ° TCO PARTNERS LLC w�-ui O \ \ a > 102 o N H / - - 1 / p 4 I I \ DB. 4710, PG. 713 \ \ O m w M /,' ••"�O p nwi � I I $R_Z.f}$,\\ I II ` , / \�� . p \ \ x cUf) -414- U) U v z / SD CURB INLET WIMHD \ / 03 / / - -e0(Y SD CURB INLET W/MHD \ \ \ ~ n° o ' TOP=414.96' / - r\ ^ \ / I A18 - �� �A7 w INV. OUT=411.36' 15"RCP ' - _ - �5 / - - , ' a1 - - \ a O e36 OT��/Q� TOP=42728' \ \ 2 - -415_ 415 / 104 / , ' A, i a sus. oe INV. IN=423.26' 15" RCP (S) \ \ J 15"RCP -0 476 - - - - - a20 / ' °' ? %_ IQR INV. OUT=422.51' 15" RCP \ 403 N ui - - -4 ' 6 _ SD CURB INLET W/MHD \ Q� TOP=428.85' \ O INV. 1N=424.95' 15"RCP / / a $E) \ x W _ _ / 26 / _ _ I OUT=424.85' 15" RCP \ \ 0 / } U / / I / i / `CSS 15"RCP j j \ \ L H co ' - I 4= 41a a a 7 / 205 F- m I oix a DATE/ uh co cl)1i \ 06/28/2022 U / >-p-p - -47s ° /I /' / /' / / - - - 206 A2 \ ! 1/ \ \ >_ DRAWN BY \ TOP=433.05' j o° 107 2 d / "425 0 / / / ` �� '-Lj/�_�D \ \ \ MHS (W/DROP CONN.) T. BRIGHT ul \ \ \ \ INV 1N=416.70' 8" PVC (S) / ~ - zp_ ` - - - �� SD CURB INLET W/MHD \ \ INV OUT=416.59' 8" PVC DESIGNED BY -q / W 47 2 / TOP=432.48' \ •• T. BRIGHT ��0 / ll�V. OUT=428.35' 15" RCP q31 RETAINING WALL MAX HEIGHT 6' ' � FA V � CHECKED BY B. CICHOCKI 421 - - - - - - -42j �28 I 208 / 207 F \ 15"RCP ' �A32 2� FFE = 428.65' , 3 v� \\\ �\ \ � : • I I 949 �S•, �� // / / S SCALE / _422 ` I 209 A' F 15"RCP- \\ �- 423- 1 / / C �\� L / �R / 4�,3 MHS ��o � �--3jR-2D / / % TOP=435.35' / 1 ° ° 211 431 / I / l / INV 1N=4-/8.22' 8"PVC (S) 109 , -a 212 / 4 / INV. 6UT=418.13' 8"PVC -428 - PROPERTY BOUNDARY A z / SD CURB INLET W/ 301 / MHD N76°39 38 "WCL TOP=422.00' 13.43' i / I 14 433INV OUT=419.07'15" // I 63 - - - _ •e / I y �� w w RCP \ _ I _ - - - ' ' - - - i // 1� J� EP (17 -430- a3 / --___ ------432-'' ''----� __-__-- Q I --I 431 '---434 ///' / s \ Z 0 CURB G&O � �Cc\ //g7sCO� _ _ - - , , 43 � - - - 433 � - � g`L - � -� / / \ ^ ��I � \ ,�i � w RAMP /434 0 Fq\ s d3�/ _-_- _432-_- �- -, �3y, / /Gh / 8\\ (AD D)WS/ / / TOP=425 SD CURB INLET W/ MHD o \ 43 - - - INV 1N=421.32' 15°RCP (S) �Qe / c\ A31 / \ / ^' ^ _ _ / - - - - - - - / / Q GAY \\ i I -I m INV 1N=421.34 15' RCP / \ \ \ - 432 / / (�' / ` REFUSELL - - INV. OUT=421.16' 15" RCP / \ `Sp, A32 \ p / PAD 43q - / / / 0. i \ 0 � / Q MAX ETAINING � �. ' A31/� �'/ � U � Z pg1 / Q HEIGHT t5' ` 43g / - - - i z 433 /o ji / - , �� Z I --I 41 RETAINING\ / / 0 Q WALL � HEI T-1, \ DEPRECURB S `\ \ a3a �� �\ / i \ w U c/ sq //LBn.► a\ 5P gh \ Z V _� �-- / / / _\ _ �� � / fig• // / - / MHD J TMP 78-9B �w SAN CO W \ i �- p ' TOP=439.20' O �- TOP=438.31' P /R9 \ / / INV. 1N=434.12'24"RCP E\ GUADALAJARA CORPORATION IV / / / _ 5 , p1 \ DB. 3339, PG. 710 / \ ` ` . / / () �'i / S 9 ^ - \ INV. 1N=434.19' 18"HDPE / \ CONC. - INV. OUT=433.95'24"HDPE \ w ` i // \\ DRAINAGE FLUME PIPE INLET, 12" HDPE (HW, L=4) INV, (IN)=436.68' MHS (W/ DROP CONN.) TOP=43701' �^\\ N40°18'12" ' / INV.=431.57'INSPECT. 13,85' MHS _ / ARM TOP=439.34' � \^^ � / �' INV. IN=420.91' 8"PVC ^ ^ % INV. IN=419.72' 8"PVC (E) DROP (S) ^ ^ �\ /' INV OUT=419.64' 8"PVC _ z \ / / INV. IN=420. 11'8" PVC (W)- \ INV. OUT=420.02' 8"PVC JOB NO. / P SD INLET WI/GRATE 49421 SCALEI"=20' // / / / INV. IN=436.18T12PRCP (S) SHEET NO. / INV. IN=436.08' 12" HDPE 0 20' 40' / / 6" INV OUT=435.90' 18"HDPE / C5, Q c a c e a Re 0 0 0 s 3 a 0 a0 o 0 a 2z 00 a 02 c m r- c �N a0 O w (� (D� Z zN Od a 0v `o= o a m m 2 Y h X C 0.0 -Z 2 2 M8 �0 E M 06 06 a � 2c 0 a 0 m o W. N U C m 0 � 0 O.E h w E L I OUTLET, 24" RCP \ \ �TH OF CURB EP INV. (OUT)=404.36' ISO CURB INLET W/MHD / / \ \ \ \ \ CURB cur I _ TOP=412.53'V. \ \ VTR -;A ININ=408.43' 15" RCP (E) Bryan D. C I1c. No. 53741 3fl 'Z -409 - - - \ / INV 1N=406.79'24"RCP (S) ` \ \ \ \ \ \ \ \ // / U ~ INV. OUT=406.07' 24" RCP / / \ \ / O 741 24" RCP k 1. / MHD < \ \ \ \ /ASS ZONAL G -410- - R NOVPIN=415.49' 15"RCP O C&G E \ \ \ \ \ I/izl / \ / INV. W=415.36' 15" RCP (S) \ q1 - -------------------------- �_ 15"RCP INV. OUT=414.77'15"RCP E / _ _ _ - _ - - - / p 0 ---=Q SD CURB INLET W/MHD E RIM,q12' PROPERTY BOUNDARY a1z.68 atz l3 / / a� b^�' �/ C�GSIR-�A I I ` TOP=421.61' \ \ _ E w II II a° a^0 INV OUT=418.01' 15" RCP \ \ v v 3 / RETAINING WALL / /' LL o 3 ,' MAX HEIGHT 6' EP / \ G L M TC / I I TMP 78-9 \ \ a � i5 00 z 424.44' 1 ' 15" RCP \ \ TCO PARTNERS LLC \ "" o If; O -413 - - = - / P TW 422.10' \ \ DB. 4710, PG. 713 \ \ \ z f ; SCR-2Ai $, I I I / \ \ G x V 4 LL wp -414- - TM1419•,99' \ -- _ I ��15"RCP \ �� > 0 - - - _ TC �W $'�4.00' R{M b` I ` \ S ry z / SD CURB INLET W/MHD / i \ \ \ b /%/ RIM all , ' - _ . r4s-a04 y SD CURB INLET W/MHD \ \ \ ~ g O U) TOP=414.96' / 1 \ \ q8 _ Vq gip azo.8��' - d R / w w INV OUT=411.36' bps az� I 9 - ' q1 - - ' - \ a o a oTgO TOP=42728' \ \ M INV 1N=423.26' 15" RCP (S)00 \ J 15"RCP -0 4 4497 5 _ INV OUT=422.51' 15"RCP \ \ TW 424 RI h `� \ \ - - - - - ' BW 42 .75' 424.4 ' LP 4 / ' - _ � \ SO CURB INLET W/ MHD\ \ ^ - _47 azz.o2' - -4>, / / 6 z5.or / TOP=428.85' \ \ TW 421.78, - - TC NQ i / \ O BW 415.78' TC TC / ' / / ' ' / `� aza.so' � INV 1N=424.95' 15" RCP \ 423.82' 423.87 / / / TC / �° �` -- (=j W _ ' - TC I OUT=424.85' 15" RCP \ \ Q - - - TC 426.14' e \ '47p ' 424.83' 426.49' - ' vi / / A, \ TC / FFE=428.65' TC / TC ! rl, II \ J o - 24.5T - `�' _ -419 - 4 4. / 428.65' 4 T083' / / . d23 / / / 426.2 j 425.25' �'ss b 15" RCP 14 \ \ \ w Lu J X I TC 424.57 / >- - - TC 425 39' 4 5.50' 428.35' / -' 4 7/ / / QZ �4A'FI \ \ \ UQ / '� = a a B \ I • // 424.58' BS - - FFE=428.65' ' 42''- /' ��40 8j _A26 I \ \ z0 ' _ ~ I,,: co 425.3t, ' ' / TC TC i ' / •+'j, 1 I _ - \ W 0 � TS M M 2 20- 4 8.55' ' / 428.33' 418.31' / / ` / - ' \ \ \ \ > DATE 0612812022 / --- o > ° a 425.87, "42`; O / DRAWN BY / /Z .5 2 / \ R �� \ \ \ MHS(W1 ROP CONN.) FFE=428.65' ' / / / 7. ---- \ T. BRIGHT L0 426.15' FFE=428.65' e e / / i O// \ / TC \�\ \ \ INV. IN=416.70'8" PVC (S) DESIGNED BY -420-1 428.41 TIC 2 \ INV. OUT=416.59' 8"PVC SD CURB INLET W/MHD \ / W U Q21 I e e 428TC \\\ lI �V. OUT=428TOP153RCP 431 c�G \ \ • T. BRIGHT RETAINING WALL TC 428.10'/ / \ / ' crq \ • CHECKED BY MAX HEIGHT 6' TC , / TC 429. / a28.62' I \ 15" RCP 421 / - - - - .42j 8 427.85' , / / 429.36' S \\ / \ • B. CICHOCKI W 422.00' 8 I FFE = 428.65' FFE=428.15' / TC A \ \ • • ' / 429.TIC 3 ���\\ // ,432' S / SCALE TC FFE=428.65' - _ ti9 TC \ _ 427.24' TC / b 429.80' F \I�\ / i ' • 1 "=20' / - 2' ' -422\ 428.1T I LP / TC / �p�\\ \ / 33, 42 TC 427.15' , 429.91' / pi \\ / A 427:59' TIC 0 427.79' I RIM- 0 .-- b ,-•1 \� �.O I / / i • 15" RCP ' I 427.63' FFE=42865' -423- 21 RIM �(,° -4.gg j ° ° ' / TC TC TC 427.12' 2 MHS �, I --SIR-�D /l / % TOP=435.35' / w RIM _ TC "O // / / INV. IN=4-/8.22' 8" PVC ISINV IN=427..21f'8"PVC ) / _ G 426.40' TC 428.08' TC FFE=428.65' - - - 5-42 .10' 431 ° / T� 428.2Id Z"�- 42627' 428.30' - - ( ) Twazs.zr \/ azzso' 428.3 TC / _ 4 INV-OUT=418.13' 8"PVC am BW 424.53' TC TC / \o .A6 az8.68' ' ' / _ _424 _ _ - - _ I �-p` 42$` ,428 - ' ' n - RIM - - - - / ' aSp� // PROPERTY BOUNDARY-- TC _ - TC - 427.82' 427.50' i TC 428.68' _ g29\ Rip i 1 N / 428.55' / SD CURB INLET W/ o 9 ' u MHD N76°3938W RIM / bN f_, 9�yb 'n ° LP Sg ° 43 To 432.92' / ci ` (n a / 13.43' .08' ly -42`7.3 432.29' TOP=422.00' // RIM P - TC-RIM N /I _ - _ - _ - 4Tc 3 INV. OUT=419.07' 15" // 425.21' '4 64' _ - - ' 428.45' TC 7C 42 / RIM _ - - / _ _ _ _ - _ _ - 433.18�n33 RCP l / _ - .3 428.42/8.53' - .24%428n8� - TC - - - yC azz97' - - - - EP '2.37% / TC TC TIC 45.17' ^� 428.16' TC 427.98 - - QZ - - ' 45 22' 4 /0 < - _ E -430427 - / .- % - Q l/� C78� ' �ti/ - - - - - -432 - ' - - ----- - - - - - qt �°7 / Z I A2� - - - - ' TC 04 / TC TW 432.90' - ' a3 - TIC - - _ r r Sry / / \ \ Q I --I TC 430.06' / rn / 430.08' - BW 430.85' SC' 433. 429.77' (V TC .a33 - - - _ _ / 3q \ , TC i Z r429.89' / - // , / - - 430.68' - _ _ - _ i 433 .01' TC (j L.L ^ 430.00' TC '-'434.75' \\ -ic \ _ / TC / - S TIC_ _ 434 435.32' 43 / PP S 430.z5' 432- 4 0.84' - - 60 _ - TC TC 43�43' \ 4 5.43'// \� \ / 1 TC 429.88' 43 433.58' 434.12' Q CURB G G\ l �q �'G i \ - - - 433 - g`L _ 1 \ \ ,// LL :' 431.10' 433.75' RAMP q 34 5 / 5 Cif' Il \ / \ 431.20' -432- - _ / / % _ TC A_ TC5 / lT ° P h\•pl \� \ �� / Z (ADA) W/ SD CURB INLET W/ MHD / 3p _ 431 / / _ - ' \ - Q3 a / - G^ / /// 7 Q DWS / / TOP=425.59' cFA b - - - - - - - - -� TIC- ' /' / /Q 8, sR, //// \ Z z Q INV. IN=421.32' 15" RCP (S) Gee G \ 430 36 A3�" / X 431 sr / ' ^' \ �' 8 _ _ , \ TC \ TC - - e3 TC \ / m INV. 1N=421.34' 15" RCP \ , _ , / CONC. - a35.65 9 / / / G / / I-� SE y TdC \ \ \ jd 43' / �(qq/ / ` REFUSE \ _ 433 _ _ - qs6 436.28' O / TC \ / \ \ w Q / 11 / (SE) / \ 53.432.13G. - - - PAD TW 436O0� • g,? - - / - - s.O °- - - / 437.23/\ / /i�// ILL lJ / INV. OUT=421.16'15"RCP \ so,A \ ti BWa31.to' g �° TC py / \ z `/ ysr \ 2�\ MAX ETAINING \ /435.59' b / A3� S4 / \ / / L/// U O .4 1 / Qi 433. 4 _ /� - \G 433 /° /� / - _ HEIGHT t5' oo' _ � \ 3 A3� - / / z I --I TIC fc 433.34' 433 ,i/ / / RETAINING ` \ 6 434.67' 435.3E \ ` / / / //// WALL HEI 41'\ DEPRESSED CURB \ S ` \ - ' - .438 ,� �\ / /// w U 4 �e / (D TIC TMP 78-9B / / / \ vv NII Qgy TC II \I / SAN CO �/ I I \ \ 43 . _ O ,,�1 i MHD GUADALAJARA CORPORATION IV / / 435.51' TOP=438.31' 5P b�' \ NV IN=9.20' O J DB. 3339, PG. 710 / _ - TC �p9 \ INV. 1N434.12'24"RCP(E) I --I S 439A1' S - \ INV 1N=434.19' 18"HDPE CONC. - -// / INV. OUT=433.95'24"HDPE \ Q DRAINAGE F � � \ \ FLUME \ \/ \ PIPE INLET, 12" HDPE INV (IN)=436.68' MHS (W/DROP CONN.) TOP=43701' N40018'12" INV.=431.57' INSPECT. \\ 13.85' %' MHS _ \ / / ARM \\\ TOP=439.34' _ / INV. IN=420.91' 8" PVC \\ () _ M \ \ \ / / / I \\ ' ' / / INV. OUT=419.64' 8V PVC _ o \\ � // / / DROPS) II \\\ 0\ /%/ / z \ \ / / INV IN=420. 11'8" PVC (W)- \ / INV. OUT=420.02'8"PVC �\ oe NO. SD INLET Wl/GRATE 49421 SCALE 1"=20' / / TOP=439.48' INV. 1N=436.18' 12"RCP (S) SHEET NO. / INV 1N=436.08' 12" HDPE (W) 0 20' 40' / / 6" INV OUT=435.90' 18" HDPE C5, 1 c a i c 0 0 0 3 a. D a0 o o EZ 20 o� m �- a =N a0 Oc Z 3 z„ 0 � a 0 5 Q § o. m m 2 Y � N X C 0.0 A= `o 06 06 a c Nc 10 a 0 N 0 2 �N m� ° 0 c 0 nE 1 H=E L PLAN INCLUDED FOR REFERENCE ONLY FROM WP0200600075/WPO200700078 AMENDMENT 2.02 ,r A 0.15ac •', J >z > P x J s s O k,l 't `l N to'o ; E (DLL z-T�y I in r/,✓ J r /Ij 2 '4 �e0' �•` �"`i."•�A�;!`,,.;,y �pp } :,� x t ar ;,;""` a",f ? �P •�,� I�kn,r� < ��.Y r*y',%/:'' ,,•' f'' \ k �+ 4/46 Ile 1_'IV III f„'<3-`'- A0,�-= �� N I- T H OF pi - ��a: � .c+-.,,`S°._:o++'x< yw s•+. Xit.,bJ'z�C _/,''{ »�' ,I f /, ,. %� 7,7 / / #._ °* ��1 _T,t ���� r^ Oa � �, ".-•.w - 'pC _`ax4`"a,,,wr'•s.,i r� �, r _ _. 'c.n.,, Ve-, TR.-<-. �....,,...._a�.<,.-._ vrs,__.._.-wow._ ^"�».A_=::.: .ice ., ,s y" .�' -M.:Y -a' 7' rf ..ram' • ,tr , , .. / �' � /. 1 �i�'"'' � ,.<..: K ..ate" -✓°'..a- .Zc y e .vim LV'S '✓ -:«."°--.�..,.r�__r "'":- _ •�� "�,_ .., - ,, ;+ '. w,.<r'",.,�� ,�„-�•'�,,_-xi,�..,.:rTIMOTHY RAY MILLER n _. "-a�__:4 �y'.`y,. 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C-.80 A 0.5 r# C:) U �I C_.68 = DA=.12 EX'-4 (i„� rrNrnnrnnnrru `+ &11 I x }� ¢ - D 5A01 P I� a'. r , I� $(A i' - �k, k i R e # .,+� �! ■' Tip-Top 4 j �■aaa■aY • C=0.81 $ • i s R ant : Q • aso S " _ • ■ NNa■NN■H T s :.. f^" .'� ■ + w a u �� 7 +w I; ■ �i �° � a �..y ' aaaaaanau � _ ; + � $� � r ) i>. ��' ^�p�� W Q *•a '�'}' >.,,,c _ 1• i,�.riiilfiiilt r7n■"�i:nilla�■■p; -_ :•eseaemaesxeaesaada® �,' :: <;'§• p t i ., �„< r y=.Y_: �,k,,;: , ") ; Y�� ��'' a■n ... A St.�;a=:` .. -- -:-.._.,.a__ w'< is�i'� _ Y fi t $ a i ■ i - w M �-1 'li: al 1 -Wig ,*Senate ,C 'C on Sam -. j- ■■ALaWePaisaMa v ■ , v - I a_ j; i ,h"+5µ 3<r.;.. ,#' j I \ € Q 1oa' pt `� 9 rc a �' STORMWATER QUANTITY/QUALITY NARRATIVE: W a♦aa■ .� r*L s° ys <. `iP.')'_!•• r i��"(„¢tp�-yrrr�§+$.y@,r3 d� 3 p' p r £ �[, r 6 y�I oftes aa.iN►,.,,,n+' ., s;., vz ,\.. .' , 4 ; _.. y -,. , -'�t•♦ '..m' �• y .• ...;'�` dn.,i,,.ae,4. r'+ �'' 4„ Ric and Road >-,•,_: ' w r '( PER RECORD PLAN "AMENDMENT OF PHASE II ROAD PLAN FOR OLYMPIA DRIVE & TOWN & COUNTRY LANE", A BIORETENTION WAS DESIGNED ) - Rt. 250 // hm pp r .. .....r. 1 4•>.,��• TO MEET BOTH QUANTITY AND QUALITY REQUIREMENTS FOR THE GUADALAJARA PARCEL (78-9B), A MAJORITY OF THE PROPOSED - ' + -, -'-. _4!-rs■i�iiaa�r 1 i TOWNEPLACE INN AND SUITES PARCEL (78-9D), AND THE ADJACENT PORTIONS OF OLYMPIA DRIVE AND TOWN & COUNTRY LANE. ...", sr 4 I m_ - ''a..a •''"` �. :{ , ,�,.-,...Aw .., ...:., B�pacx-...._..-�„».. 'Y-�-�•-°" .z.. y F: ��•m'� c. �Yi■,■♦ 'fib a '. 51111 ' _ ` .. ♦ - ..&., '^"" •f'n, .....1Rv'^�...,.." � muw. an 5r � S4 wS... - Y _a._. ) �jj,¢. � �h�,y_ ^_s ^., _ 'xy'.,., °"' sU4` yg �■�: _.w 4 .a,^.k yn t "� �i 1: ,'i' "k"�s-• -c7`_ dP �#t�.-'fh. <. I` „ "... -,.:..:a' A'�''W» ».^key., v.'.'$'-,- `"�'--Ct° 7 •-.:. `%•': �,;,,y, F' Y,:..,r, r... N ,y�,{, '"�;. - � e�� >s .�,- `fi ,_-- �. - r ✓• -• ACCORDING TO THE STORM SEWER DRAINAGE AREA MAP PROVIDED ON THIS SHEET FOR REFERENCE A MAJORITY OF THE TOWNEPLACE o> w"' w, .:, �'4s_ , / y3 .y.,.: ' a,...�*'e,z ro:::tisW " a'a y�>i.g&..r.h=.s'T"" r'.N"F:•;?"'�:�.. `'f ,. v °' -,;� Y' _ `-`•tis, 'Z a"°-+. {{,�, e e �' _�� X .J' Sheet o: Y < f" � - „may INN AND SUITES PARCEL WAS CONSIDERED IN A DEVELOPED CONDITION IN THE DESIGN OF THE BIORETENTION. THIS DRAINAGE AREA IS �., a,+;.... A--., �^aw-.. 1 "-�^:*-� �•@... an".xy.. , «' az'.. �...a. --ram # s_.r�_. �i ->M r'' DENOTED AS DA-3A, WHICH INCLUDES 2.13 ACRES WITH A C-FACTOR OF 0.9. ' m�,Y` � `�.l ' _ • ,,, ......- ,..,'•�r. a .,F-.. � nil,.aar N "ssy a crr a •s ,..y .., 'f-�pa�"'.� 3�, � = � a`' m-...�. � � 1 T �*-' � i ! ,;,. §���' r .i y '.�.'-L ;s., saA ,� ye*'r�::�i�dg�:"1�=.,.,.ti... ��`�. � ... �„•--.<--,5-,. e-. � '3�, .,._„ ��- v " THE PROPOSED LIMITS OF DISTURBANCE FOR THE TOWNEPLACE INN AND SUITES IS 2.3 ACRES TOTAL, WHILE THE OVERALL PARCEL IS 2.40 8 4, StOr'YII, Sewer Drainage Area Map ACRES TOTAL. SINCE ONLY 2.13 ACRES OF THIS PARCEL WAS ACCOUNTED FOR ORIGINALLY, CALCULATIONS WERE PERFORMED TO U R9 Scale: 1"-50, DETERMINE IF ANY ADDITIONAL ON -SITE STORMWATER MANAGEMENT WOULD BE REQUIRED FOR THE REMAINDER OF THE DISTURBED AREA. THE OVERALL PARCEL WAS ALSO CONSIDERED AS THE MOST CONSERVATIVE APPROACH. SEE TABLE BELOW, SUMMARIZING THE RESULTS. MANAGED IMPERVIOUS TOTAL DRAINAGE AREA TURF (AC) (AC) (AC) DA-3A (Proposed Towneplace Suites) - LOD Only 0.40 1.90 2.30 DA-3A (Proposed Towneplace Suites) - Entire Parcel 0.40 2.00 2.40 DRAINAGE AREA AREA (AC) C C*A DA-3A (Sheet R8 Storm DA Map, Amendment of Phase II Road Plan for Olympia Drive & Town & Country Lane, 2.13 0.90 1.92 WP0200700078 Amendment) DA-3A (Based on Proposed Towneplace Suites 2.30 0.80 1.83 Development) - LOD Only DA-3A (Based on Proposed Towneplace Suites 2.40 0.80 1.92 Development) - Entire Parcel RUNOFF FROM THE PROPOSED TOWNEPLACE INN AND SUITES DEVELOPMENT DOES NOT INCREASE WHEN COMPARED TO THE ORIGINAL ASSUMED DEVELOPED CONDITION IN EITHER CASE (LOD OR PROPERTY BOUNDARY). THEREFORE, THIS PROJECT IS SUBJECT TO GRANDFATHERING PER 9VAC25-870-48. NO ADDITIONAL STORMWATER MANAGEMENT IS PROPOSED ON -SITE FOR QUANTITY OR QUALITY PURPOSES. U�o D.III M E O O N 6 N C > E w Qw++ 3 u. o K O L M Q J U W Z w - n O d N N N 0- Z_ C- U 30�x n x C N z =U>� O C vn N NLU > M LU Ui d � OJ J ,Y 0 0 C7 ce x F O w w U C1 Q z O DATE 0612812022 0 DRAWN BY T. BRIGHT • DESIGNED BY • T. BRIGHT • CHECKED BY • B. CICHOCKI • • SCALE • z W Q V) < Z LU z>w > `J z C2 z�z €--i m Q W O U } zLU J S M 0 Q W z � 0 0 JOB NO. 49421 SHEET NO. C6.0 c a c� lr Re L 409 — —— / 411 PROPERTY BOUNDARY / / —414-403 — 476 0.08 0.85 .140.86 EX. STR-5 ' #403 418 \ I / I / I 4>9 I I I— —420_ I / 7 15" RCP ' I� —423— \ I 1 0. 20 .8 - dz3' U EX. r; STR-7A �- TR 9 or, 1 0.9 EX p STR-2 now woo mmum Q— / b 0 1 II 100 \ �\ 401 0.19 0.85 — ■� anon / \ TMP 78-9 # 100 ' / \ \ TCO PARTNERS LLCrn mow* \ —413— — 102 D8. 471Q PG. 713 �6 I I SCR-2Pr,�, 0.230.80 - d,e 0.1210.85 —� #102 3 , l''1 44'' J a I , , - r EX 4 �°a,, �- 10 ,' 0.24 0.85 204 STR-2A1 0.2 0.9 0.07 0.81 - #204 a a EX STR-2B # 106 31 R,�3 0.06 0.90 i ' - 10- �ii ---- 4 1440* I R D 1 '' 424 Nib I I 25 20 — / II 206 46, a.� 1 v.. 0000 � ` 0.06 -0.8'I / STORM DA MAP FROM DDR ON SHEET .0, ALONG WITH ALBEMARLE COUNTY / IS WERE REFERENCED TO DELINEATE THE BASINS FLOWING TO THE EXISTING / STORM NETWORK THAT THE PROPOSED SITE IS ROUTING TO. / TMP 78-98 GUADALAJARA CORPORATION IV DB. 3339, PG. 710 co L SCALE 1 "=20' 0 20' 40' I �n�nln A I C INLET # \ NOTE: ROOF DRAINAGE TO BE FURTHER COORDINATED \ WITH MEP FOR SECOND SUBMISSION. \ REFERENCING THE ROAD PLANS ON SHEET C6.3, \ APPROXIMATELY 4.03 CFS OF RUNOFF FROM \ PARCEL TMP 78-91B, PORTIONS OF T&C LANE, AND \ \ JALISCO WY ROUTES TO THE PROPOSED STORM \ \ SYSTEM. THIS FLOW HAS BEEN INCLUDED IN THE \ STORM PIPE COMPUTATIONS FOR SIZING. \ \ = DRAINAGE DIVIDE \ THE STORM DA MAP FROM DDR ON SHEET C6.0, ALONG ITH ALBEMARLE COUNTY \ GIS WERE REFERENCED TO DELINEATE \THE BASINS FLOWING TO THE EXISTING STORM NETWORK �HAT THE PROPOSED ♦ \ SITE IS ROUTING TO. ♦ ' -431 — \ / ♦ —432' / S / d33' woo 0.35 0.9 `♦ ` EX/ STR-2D I ' / 33__ _433_ >s / Bryan D. Cichocki Z Uc. No. 53741 OA/11 M E 0 N OV N c c > E w ° E _ Z Lu < LL LL o LL (ifO 2 M QJ000 H d N N N v Q ) x K f Y � � oQ �v U) N = U > Q c '^ o N � M a� OJ J ui 0 x c7 0 x 0 w Lu a Z O Ln 0 O / 31 _L � � _434/ "+3-2 —433 436 436 — — a` ,� V1 \ 61 I DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE 1"=20' w � Q cn 0�w Q zQ z " oc Q � Q zE2w zmQ Lu < U o Q Q J z � � m O 0 w z J z p JOB NO. 49421 SHEET NO. C6.1 INLET OR JUNCTION OUTLET WATER SURFACE atV. DMA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LBJGhi PIPE Lo (Ft) FRICTION SLOPE, Sfo (FT/FT) FRICTION LOSS Fr (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Bev Corrments Vo Fb (Ft) Qi Vi OiVi Vi'2/2g K Angle FLA Ht 1.3 Fit STR-2 405.96 24 21.89 19.1 0.94% 0.18 19.26 1.44 11.58 9.93 114.95 1.53 0.54 78.83 1.15 3.13 0 1.74 407.7 412.53 OK -4.83 STR-2A 409.43 15 9.96 198.6 2.38% 4.72 10.61 0.44 6.65 12.85 85.51 2.57 0.9 90.91 1.8 3.13 0 6.29 415.72 424.93 OK -9.21 STR-2A1 416.36 15 6.65 39.71 1.06% 0.42 12.85 0.64 6.06 6.43 38.97 0.64 0.22 41.99 0.28 1.14 0 0.99 417.35 421.61 OK �.26 204 419.21 15 6.06 19.89 0.75% 0.15 6.43 0.16 4.9 6.18 30.29 0.59 0.21 20.38 0.15 0.52 0.67 0.48 419.69 424.24 OK -4.54 206 419.69 15 4.9 112.11 0.49% 0.55 6.18 0.15 4.25 5.99 25.44 0.56 0.19 87.76 0.39 0.73 0 0.92 420.61 427.32 OK -6.71 208 420.93 15 4.25 61.07 0.37% 0.22 5.99 0.14 2.47 5.22 12.9 0.42 0.15 6.09 0.03 0.31 0.41 0.43 421.36 427.65 OK -6.29 210 421.74 15 2.47 7.94 0.12% 0.01 5.22 0.11 2.39 5.17 12.37 0.42 0.15 0 0 0.25 0 0.14 421.88 427.13 OK -5.25 212 422.05 15 2.39 35.56 0.12% 0.04 5.17 0.1 0.41 4.87 2 0.37 0.13 44.18 0.16 0.39 0.51 0.3 422.35 427.86 OK -5.51 214 423.29 8 0.41 74.95 0.07% 0.05 4.87 0.09 0 0 0 0 0 0 0 0.09 0.12 0.11 423.41 428.16 OK -4.75 HYDRAULIC GRADE LINE ANALYSIS PROJECT: Towneplace Inn & Suites STORM SEWER DESIGN COMPUTATIONS PROJECT: Towneplace Inn & Suites LD-347 LD-229 COUNTY: Albemarle County �TH OF INCIDENCE PROBABILITY 10 Year STORM FREQUENCY 10 UNITS ENGLISH Bryan D. Cichocki Z Lic. No. 53741 71Co/22 OSIONALGl n E 0 0 u N ui N C 0 > E w ° E Z LU a 0 a o K O L Q J U 00 Z w - Uri O .. d U) N N d W W Mr Z_ H Y K O ' x � J Q w Qw O ,ni �N z =v>� O c n 0 N W M CU. W J O Lu STR-8 421.6 15 0 50.31 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 0 421.6 425.59 OK -3.99 � O x U O x F 0 w w w U Q Q � LD204 PROJECT Towneplace Inn & Suites z O UNITS:NGLISH n DATE > � 0612812022 DRAWN BY T. BRIGHT • DESIGNED BY T. BRIGHT PIPE OUTLET CONDITIONS L •• CHECKED BY A A • B. CICHOCKI • • SCALE 34 ----- • NIA do ------- -----C*A RE VITLET TO FLATREA YI7'N NO ➢EF[NE➢ WPLAN VIEWHANNEL 3DO I~L°� d SECTION A -A en rEc CWTH M IN T-T, M(xA1vxw0n Pw Min FMWEIBR am 0 OESIGR OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL 'a Q MINIMUM 7A[LWATER COro17IQi (TM = 0.5 DIAMETER) IN) rn C 90 ° 80 I w a zn Outlet 2 ni m. W_ D0 I J '� Pipe I � Disaster. Do 1 1 Sags 7 I I, i .-.fT i � r_�:�. ° e L watxr < O.SDo W oi6➢ I ' � a a 1 �" of e I'll I u jl d 'a�°'a~5D 'fl' I111 11 j I _i n IA ' ' 'll I t '•.II I , I �\ I 111 ♦ 1 I h-i a Q Z J 1 � H A ,' It I',10 Z ., tII III r i It I I I r.l'a a J i a j 1 I �' I I I I II I I. �" a W 10 1 F.. f� -iI -I� II _'•I' Ir I `.� a z U I 1 - 2 ^- • I_ s I a • n �� m w a tia o U..� W Recommended H r I U O 7 ro d.e=e Q } L z m _ .. w o J 200 500 1000 3 5 30 20 50 100 w ego Discharge. fO/sec. O Q w x ww U NOTE: REFERENCING THE DIMENSIONS SHOWN ABOVE, IT HAS BEEN Z Q CONFIRMED (PER SITE VISIT) THAT THE EXISTING CONDITIONS RIPRAP SECTION � W PROVIDED AT THE STORM OUTFALL MEETS THESE MINIMUM REQUIREMENTS. O a HI JOB NO. 49421 SHEET NO. C6.2 100 409.31 24 11.58 30.88 0.26% 0.08 9.93 0.38 9.53 7.33 69.82 0.83 0.29 31.77 0.29 0.97 0 0.56 409.87 412.63 OK -2.76 102 409.87 24 9.53 23.68 0.15% 0.04 7.33 0.21 8.45 7.1 59.97 0.78 0.27 40.6 0.34 0.82 0 0.44 410.32 421.24 OK -10.92 104 415.45 24 8.45 18.06 0.12% 0.02 7.1 0.2 8.16 7.02 57.29 0.76 0.27 89.96 0.54 1 0 0.52 415.97 422.09 OK -6.12 106 417.07 18 8.16 37.49 0.51% 0.19 7.02 0.19 7.95 6.98 55.44 0.76 0.26 90.5 0.53 0.99 0 0.69 417.75 421.14 OK -3.39 108 417.75 18 7.95 142.36 0.49% 0.69 6.98 0.19 5.44 7.41 40.32 0.85 0.3 31.79 0.3 0.79 0 1.09 418.84 426.4 OK -7.56 301 420.03 18 5.44 15.64 0.23% 0.04 7.41 0.21 1 2.98 2.97 0.14 0.05 93.18 0.1 0.36 0 0.22 420.24 422.23 OK -1.99 STR-7A 420.26 15 1 79.11 0.02% 0.02 2.98 0.03 0 0 0 0 0 0 0 0.03 0.04 0.04 420.3 425.25 OK �.95 401 409.87 18 1.14 19.7 0.01% 0 4.98 0.1 1.15 5.76 6.61 0.52 0.18 35.37 0.22 0.5 0 0.25 410.13 412.68 OK -2.55 403 410.13 18 1.15 48.54 0.01% 0.01 5.76 0.13 0.42 1.82 0.77 0.05 0.02 49.98 0.03 0.17 0.22 0.12 410.24 415.58 OK -5.34 STR-5 412.23 15 0.42 52.23 0.00% 0 1.82 0.01 0 0 0 0 0 0 0 0.01 0.02 0.01 412.24 414.96 OK -2.72 110 422.15 15 1.99 19.33 0.08% 0.02 4.93 0.09 0.34 4.15 1.4 0.27 0.09 71.16 0.16 0.35 0.46 0.24 422.39 425.91 OK -3.52 112 422.39 8 0.34 121.8 0.05% 0.06 4.15 0.07 0 0 0 0 0 0 0 0.07 0.09 0.1 422.49 428.17 OK -5.68 STR-26 416.49 15 3.42 153.34 0.28% 0.43 9.36 0.34 2.33 7.99 18.6 0.99 0.35 60.84 0.56 1.24 1.62 1.24 417.73 428.18 OK -10.45 STR-2C 424.26 15 2.33 39.79 0.13% 0.05 7.99 0.25 1.96 7.06 13.85 0.77 0.27 51.27 0.39 0.91 0 0.5 424.76 429.87 OK -5.11 STR-2D 425.95 15 1.96 105.19 0.09% 0.1 7.06 0.19 0 0 0 0 0 0 0 0.19 0.25 0.35 426.3 432.48 OK -6.18 Outlet Protection Summary utlet Discharge (1 Outfall Pipe P year) L a W d so d so 3D 0 Diameter ft cfs ft ft ft in ft 100 2.0 21.89 14 16 0.5 6 6 N a rn 3 0 rn L PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Ur (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia Or Span/Rise) In. (14) SHAPE Capacity CFS (IS) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLAW TIME Min. (17) REMARKS (18) INCR)r MENT (S) ACCUM ULATID (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 213 214 212 0.100 0.660 0.066 0.066 0.000 6.000 6.230 0.411 424.260 422.761 74.953 0.020 8.000 Circular 2.221 0.001 4.871 0.256 211 212 210 0.430 0.750 0.323 0.389 0.000 6.256 6.156 2.391 421.406 421.050 35.561 0.010 I5.000 Circular 6.996 0.001 5.174 0.115 209 210 208 0.050 0.300 O.OIt 0.404 0.000 6.371 6.123 2.471 420.819 420.740 7.936 0.010 I5.000 Circular 6.996 0.001 5.220 0.025 207 208 206 0.200 0.870 0.174 0.695 0.117 6.396 6.116 4.247 420.541 419.930 61.073 0.010 I5.000 Circular 6.996 0.004 5.989 0.170 ApproximareRoofDrainage(RD4) 205 206 204 0.140 0.810 0.113 0.808 0.000 6.566 6.068 4.903 419.729 418.610 112.105 0.010 15.000 Circular 6.988 0.005 6.179 0.302 203 204 STR-2A1 0.240 0.850 0.204 1.012 0.000 6.869 5.986 6.057 418409 418.210 19.890 0.010 15.000 Circular 6.996 0.007 6.434 0.052 EX4 STR-2A1 STR-2A 0.120 0.850 0.102 1.114 0.000 6.920 5.972 6.652 418.010 415.360 39.711 0.067 15.000 Circular 16.683 0.011 12.855 O.OS1 EXl STR-2D STR-2C 0.350 0.900 0.315 0.315 0.000 6.000 6.230 1.962 428.350 424.950 105.186 0.032 15.000 Circular 11.611 0.001 7.OS7 0.248 EX2 STR-2C STR-2B 0.070 0.900 0.063 0.378 0.000 6.248 6.158 2.328 424.850 423.260 39.790 0.040 15.000 Circular 12.909 0.001 7.992 0.083 EX3 STR-2B $TR-2A 0.200 0.900 0.180 0.558 0.000 6.331 6.134 3.423 422.510 415.490 153.336 0.046 15.000 Circular 13.818 0.003 9.356 0.273 EXS STR-2A STR-2 0.000 0.000 0.000 1.672 0.000 6.972 5.958 9.961 414.770 408.430 198.599 0.032 15.000 Circular 11.539 0.024 10.606 0.312 EX9 STR-7A 301 0.200 0.800 0.160 0.160 0.000 6.000 6.230 0.997 419.656 419.260 79.114 0.005 15.000 Circular 4.566 0.000 2.984 0.442 EX10 STR-8 301 0.000 0.000 0.000 0.000 0.000 6.000 6.230 0.000 421.160 420.600 50.313 0.011 15.000 Circular 6.813 0.000 0.000 0.000 300 301 108 0.060 0.800 0.048 0.873 0.665 6.000 6.230 5.439 419.060 418.825 15.643 0.015 I8.000 Circular 13.934 0.002 7.414 0.035 Parcel TMP 78-9B, Jalisco Wy, Portion of T&C IN 111 112 110 0.060 0.900 0.054 0.054 0.000 6.000 6.230 0.336 423.626 421.799 121.800 O.OIS 8.000 Circular 1.923 0.000 4.150 0.489 109 110 108 0.230 0.720 0.166 0.328 0.108 6.489 6.090 1.995 421.339 421.146 19.328 0.010 15.000 Circular 6.996 0.001 4.925 0.065 Approximate Roof Drainage (RD3) 107 108 106 0.000 0.000 0.000 1.309 0.108 6.SSS 6.071 7.945 417.862 416.439 142.360 0.010 18.000 Circular 11.377 O.00S 6.978 0.340 Approximate Roof Drainage (RD2) lOt 106 104 0.070 0.810 0.057 1.365 0.000 6.895 5.979 8.163 416.240 415.865 37.492 0.010 I8.000 Circular 11.377 0.005 7.018 0.089 ]03 104 102 0.000 0.000 0.000 1.419 0.054 6.984 5.955 8.452 414.030 413.849 18.060 0.010 24.000 Circular 24.505 0.001 7.096 0.042 Approximate Roof Drainage (RD1) 101 102 100 0.230 0.800 0.184 1.603 0.000 7.026 5.944 9.530 407.947 407.710 23.678 0.010 24.000 Circular 24.505 0.002 7.326 O.OS4 EXS STR-5 403 0.080 0.850 0.068 0.068 0.000 6.000 6.230 0.424 411.360 411.230 52.225 0.002 I5.000 Circular 3.222 0.000 1.822 0.478 402 403 401 0.140 0.860 0.120 0.188 0.000 6.478 6.093 1.148 409.796 408.340 48.540 0.030 18.000 Circular 18.190 0.000 5.760 0.140 400 401 100 0.000 0.000 0.000 0.188 0.000 6.618 6.054 1.141 408.140 407.746 19.704 0.020 18.000 Circular 14.852 0.000 4.984 0.066 EX6 100 STR-2 0.190 0.850 0.162 1.953 0.000 7.080 5.930 11.582 407.510 406.790 30.884 0.023 24.000 Circular 34.537 0.003 9.925 0.052 EX7 STR-2 STR-1 0.110 0.900 0.099 3.724 0.000 Z284 5.877 21.885 406.070 404.360 19.095 0.090 24.000 Circular 67.689 0.009 19.261 0.017 INLET rdr�77 a iti �' vi U a a W � i^n O cdJ V a 3 O � v^, av w O ,-• .a `� a O ,• rn O �'v(•.� F4 L w F FC F �c1 �" F F t~w O K co d � W w f✓ p L1 � [=: t; oo rn W '� FF.. wrn U a a � > � r z Sag Inlets Only ,� V m � ❑`- F aw a w �� .� O," .� � � �, ... 102 DI-2C 6.000 0.190 0.90 0.171 0.040 0.30 0.012 0.183 4 0.732 0 0.0270 0.0500 2.224 2.000 0.89928 0.0833 1.666 2.80 0 4 0 0 0.732 0.0270 2.200 6 0.732 1.134 0.400 0.333 1.201201 3.200 1.890 106 DI-2C 6.000 0.060 0.90 0.054 0.010 0.30 0.003 0.057 4 0.228 0 Q0670 0.0650 1.163 2.000 1.71969 0.0833 1.28154 2.44 0 4 0 0 0.228 0.0670 2.200 6 0.228 0.521 0.520 0.333 1.561562 2.558 0.668 110 DI-3C 6.000 0.160 0.90 0.144 0.070 0.30 0.021 0.165 4 0.66 0 0.0470 0.0470 1.851 2.000 1.OSOS 0.0833 1.77234 2.87 0 4 0 0 0.660 0.0470 6 0.660 l.lt4 0.376 0.333 1.129129 3.154 2.047 112 DI-1 44.000 0.060 0.90 0.054 0.054 4 0.216 0 0.0060 0.0500 1.791 2.000 L11669 0.0833 L666 2.80 0 4 0 0 0.216 0.0060 0.750 44 0.216 1.366 0.400 4.115 2.276 204 DI-3C 6.000 0.220 0.90 0.198 0.020 0.30 0.006 0.204 4 0.816 0.043 0.0100 0.0630 2.952 2.000 0.67751 0.0833 1.32222 2.49 0 4 0 0 0.859 0.0100 6 0.859 1.376 0.504 0.333 1.513514 3.376 1.820 206 DI-2B 4 0.120 0.90 0.108 0.020 0.30 0.006 0.114 4 0.456 0 0.456 0.0300 0.0020 1.753 2.000 1.1409 0.0833 41.65 1.000 3.95 0.1646 0.1666 5.487 2.000 0.729 0.905 0.413 0.043 1.752 208 DI-3C 6.000 0.190 0.90 0.171 0.010 0.30 0.003 0.174 4 0.696 0 0.0500 0.0240 1.866 2.000 1.07181 0.0833 3.47083 3.42 0 4 0 0 0.696 0.0500 6 0.696 1.196 0.192 0.333 0.576577 3.196 4.153 210 DI-1 1.250 0.050 0.30 0.015 0.015 4 0.06 0 0 4 0 0 0.060 0.0100 1.250 1.25 O.tXO 0.480 212 DI-3C 6.000 0.320 0.90 0.288 0.110 0.30 0.033 0.321 4 1.284 0 0.0600 0.0640 2.349 2.000 0.85143 0.0833 1.30156 2.46 0 4 0 0 1.284 O.1X00 6 1.284 1.799 0.512 0.333 1.537538 3.799 2.343 214 DI-1 44.000 0.060 0.90 0.054 0.040 0.30 0.012 Q066 4 0.264 0 0.0075 0.0500 1.899 2.000 1.05319 0.0800 1.6 2.72 0 4 0 0 0.264 0.0075 0.750 44 0.264 1.561 0.400 4.281 2.602 PLAN INCLUDED FOR REFERENCE ONLY FROM WP0200600075/WPO200700078 AMENDMENT 5.0' S/W' Q I VDOT STD. 11 GR-2 TYP II LJ 2 Town & R6 NwT,S. .A .r '7 gyp_ " / 0 AR Design Speed for Tower & Country Lone is 30 MPH. Design ADT for Town & Country Lane is 1,589 VPp. 5.0' 2:S' ,2,0' - SM-9'E 4" MIN7T COMPACTED SUBGRADE 957 COMPACTED Lane Typical Cross Section Detail 53' R.O. W. 4" BM-25:0 5" Aggregate Base 4" PIPE Material, Type 1, Size 218 2-5 6.t)` 51D' S/W A AON. TO STORM STRUCTURE 1' VDOT STD. UD-4 UNDERDRAIN. (TRENCHED AFTER SUBBASE COVR$E S IN' PLACE) 5.0, S/W R6 T-K1 to ST-K3 New To Amendment. ST=j6 to ST-K1A Revised ,Per Field Asbuilt. 2.5' _ 45' 11' -2" - Si 2% SLOPE - 11 4" ,MIN. J -- 4" BM-2,0 COMPACTED SUBGRADE 5" Aggregate Base 957 COMPACTED Material, Type 1, Size 21B a Drove Typical Cross Section Detail, Sta. 17+24 to End LD-229 Storm Drain 4" County: Albemade- ,District: 5.0, VDOT STD': GR-Z CC 6 I - 4" MIN. 1 2, 1 - TO ,STORM STRUCTURE II � PIPE I' VDOT. STD. 'UD-4 I 11NDERDRAIN U (TRENCHED AFTER SUBBASE COURSE IS IN PLACE) °Design. Speed for Olympia Drive is 30 MPH. Design ADT for Olympia Drive is 1,589 VPD. From To Point Catch Runoff Inc Accum Tat Tot Tot lup On Pipe Inv Pipe Pipe IVelocity Flowtime Point A Co ef AC AC _ TLC -- - Int Flow Inv Inv Len S Dim Cap Inc _ - 1 (min) (inlhr) (cfs) El El My (%) (in) WO (R/s) (min) 1 2 __"-3-- 4. 5 6 7 8 9 10 -11 -12 13 14 15 16 17 ST-9 ST-8 0.36 0.68 0.24 0.24 5.0 6.81 1.67 422.45 422.00 45 1.00°/ 15 6.46 4.51 0.17 ST-8B . ST-BA.-- - 012 0-80 0.10 0:10 5.0 6.81 0:65 43ti.80 - 425.70 99 6.17% 15 1604 6.45 0.26 ST-8A ST-8 0.24 .0.85 0.20 0.30 5.3 - - 6.74 - 2.02 422.17 42t98 12 1,61% 15 8.2 5.64 0.03 ST-8 ST-7 0,0,7' `-0.74, 0.05 0.60 5',2 6.76 4.03 421.70 421.24 - '46{-- 1,0% 15 6,46 5.81 0.13 ST-7A ST-7 0.20 0,80 0.16 0.16 5.0 - -6.81 L09 420.51 420.00 76 0.67°b 15 5.28 3.49 036 -- - - 15 --- 6.77 6.26 0.01 STAA = ST-4A- _ - - 0. 0 0.00 0.0 0.79 537 6.70 5, 31 .. 416S0 --4]2.�9 _ -136 3.16% 18 18.7 9:50 0.24 ST-5: STR4 0.`08 0.85 O.Oj. -0.07 6.0 6.53 0:44 412.27 411.791 49 0.98% 15 6.4 3.1 - - 0.27 ST4 ST-3 0.14 0,86 0.121 0.98 6.9 6.29P .17 , 409.69 - 408.93 62 1,.23% 18 11.6 5.0 0.21 ST-3A ST-3 2:13 0:90 1::92 ,` _- -1_92 6.0 6.53.53 409.25 408.93 16 -2.05% 24 324 --5.9 0.04 STJ " ST-2:-- 0:11 0,85 0.09' 2,99 7.1 624.,68 40Z.73 407.25 27 1.76% 24 30.0 10.9 0.04 ST-2D ST-2C 0.35 0.90 0.32 - - 0.32 5.00 681 2 15 .428.67 425,42 101 3.12% 15 - - 9.3 7.1 -0.24 S7-2C ST-28 0.07 _ 0.90 D. 06 0.38 5.24 6.74 2.55 425.22 424.39 36 2:31% 15 9.8 , 6.9 0.09 ST-2A1 ST-2A 0.12 0.85 _ D.10 o.10 - - - 5.0 6.81 0.69 418.241 416.25 28 7.11% 15 15,11 2:3 0.21 ST-2A ST2 0.00 0.00 0.00 0.69 5.6 'fi:65 4.57 415.50 ' 40595 195 3 36°% 15 11.8 8 5 0.38. ST-2 ST-1 0.11 0.90 010 378 -- 7.2 6.23 2355 406,25 406.00 14 1.76% 24 --- 30.0. 1.0.9 0.02 STR 58 3.98 STR.57<" 4,98 080 398 Boo 6.05 24.1 438.00 437.44 22 2, 51 % 24 35.8 12.0 0.03 STR`57 STR 56 0.18- 0.90 0.16 4.15 8,03 6,04 25.0 435,70 431.74 39 10.15% 36 2110 20.2 0.03 ST-K3 ST-K2 1._31 0.80 1;p5 105 5.00 6. 81 7.2 436.0 434.96P42 0.73°/r e 16 117 7.0 0.34 Ek1 - l ST-K2A Refer to Sheet R8, 1.25 1.25 650 6.41 -----8.0 435.22 435.10 0.50% 24 20.8 6.3 0.06 ST-K2A ST-K2 0.00 0.00 00 _ 1.25 -- 6.56 6.39 8,0 A3566 434.66 0.81% 24 26.3 '7.4 0.09 ST-K2 SPK1 _ 0-.00-- 0.00 0.0 2,30 6.66 6.37 146 434.46 433.79 - - 1.02% 24 29.4 9.4 :0.12 ST-KA STK1 0.77 0.75 6.58 0.58 5.0 _. - 6.81 3.9 434.66 434.54 24 0.50% 15 5.9 '- 5.2, 008 A 30 29 0 6.3 0.14 ST-K 1 A ST-58 0.0 0.00 0.0 2.88 6.92 6.30, 18.1 432.92 432,110 160 0.51 % 30 29.0 6.3 042 STR 56 . STR 55 0.31 0.90 0.28 7.30 8,06 431,54 430.07 29: 0,50%- - - 36 47.2 7.6 0:64 STR 55 .STR 54 -- - 0.00 0.00 0.00 7.30 8.70 429.97 424.27 ---294 1.94% 36 92.9 13.0 0.38STR P5.8943.0 52 0.15 0.90 0 14 T44'931 420.34 42o.00 57 -0.60% 36 51.51 821 0.12 L0.204Slormwatar Inlet Computations Sag Inlets Orgy u m z -u �- .c c 0' o 0 E t 0¢ m u t of 0 ¢ 0 o y t m c c t o i o E_ 'o P o m n .Vn ca_ _ o4 N x ,� o_. g M K c0 `N 2 n s .- 9 1 2 3 4 5 6 7 8 9 10 11 .. 12 13 14 15 16 17 18 49 20 21 22 23 (R) Ise) tin" . (Cfs) (cfs) (cfs) ('I) v), cl) (ft) (R) (of$) (ci STR 56 DI-4BB 8 0.31 -;0:0 0.28 0.28 4.0 1,12 0.0 1.12 0.030 0.02 0:063 3.99 0.21 92:2 1.03 0.08 STR 2B DF3B 6 - 0.25 0.90 0.21 0.21 ` 4.0 0.83 0.09 0.92 0,040 0.02 0.083 288 -- 0.18 0.85 0.06 STR2 DI-38 6 011. 0.90 olo 0.10 4,0 0.40 006 OAS 0.D48 0.02 0.083 2.19 017 _.,93.0 1.0o 0.461 0,0 STR 2D DI 3B 8 0 35j 0.90 0.32 9.32 4.0 1.26 00 1.26 0040 0.02 0083 3,90 020 98.0 123 0.03 STR 2c DI38 6 0.071 0.90 0.06 006 4.00 0,25 6..03 028 0 040 0:02 0.083, _1.40 all 100.0 0,28 0 00 - ...1. - STR 3 STR 3 STR 3 �DI�C, DI.3C. DI-3C. 8 6 6 0.07 oj'j 0.18 0.85 0.85 0.85 0.06 0.0640 4.0 4.0 0:24 037 0.61 0.00 0.0 0.001 0.24 0.37 0.61 0.01 0.01 , 0.02 _ Q02 0.02 00783 0.083 00831 5.40 3.-38 D23 0.19 10.0 10.0 10.0 0.24 0.37 0.61 0.00 0.0 0,00 Approach Spread Approach 0:2 O S Right Spread Left -- - : 0.4 3.89 STR 5 QI-3B 8 0.08 0.85 j 40 027 - - 0.27 _ 0 07 0.02 0.0831 1.28 0.10 10D% 0.0 0.0 -' , STR 4 DI-3B 6 0.14 0.86 4 0 0.48 .- 0,46 0.07 0.02 0.083 1.43 o.1z 100% o.m a.0 . r SF=`2D Added, i Drainage Calculations Revised For ST-2C. (Refer To KIA (Refer To.KIA SP) honge Per Asbuil4 oa,e.pLTH Op� G � Z 0 c' TIMO Y RAY MILLER n Ur. No. 30542 l Revisions: NO. I DESCRIPTION I DATE Sheet No 09 Bryan D. Cichocki �Z Lie. No. 53741 �yyzi rm E 0 0 rn u N N N C > E E w ¢ U. o 3 O tY L M H - rn C C LO W ' L 3: 0~ .= X - Lf < LL L. C 0 4 D N S o ry 2 = V � N C c vi U 0 0' N N M � a � W J � H 1n CDC 0 O _ (D 0 O of 2 F 0 w W LL H U C C Z 0 0 DATE 0612812022 DRAWN BY T. BRIGHT DESIGNED BY T. BRIGHT CHECKED BY B. CICHOCKI SCALE N/A L JOB NO. 49421 SHEET NO. C6.3 0 �^ TH oIt 100: DI-3C 8 ft Throat r 108: MH 2 301 : DI 3B 6 ft Throat f M STA 10+00.30 M o 5 INV I Bryan D. Cichocki Z INV I l,ic. No. 53741 INV OUT 16 '2//17 c�`k 0 /` O��SSIONAL �yGti� PROF] LESCALE Y�fyZ1 M E O O U N � N C > E w a E � w af°i 3 Q a o 3 p U. - wO `mom 0 W L M � j Voo z - in O a (A C7 u�+`�� °�' w 30'x U w oa =w 0 i c ry z Fva� O U) w � M � d o w u 0 (D 0 p w > w w LU = Q Q 0 z O (n DATE 0612812022 O } DRAWN BY T. BRIGHT • DESIGNED BY 9 50 9 00 • T. BRIGHT STRC 00 STRC 03 STRC 108 - STRC 301 • CHECKED BY HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' B. CICHOCKI VERT SCALE: 1"=5 VERT SCALE: 1"=5 : • 104: MH-2 208: DI-3C 6 ft Throat 210: 15" Basin Square Grate SCALE 102: DI-2C 6 ft Throat q STA 10+24.22 STA 10+40.28 • 1 "=50' TOP 421.24 TOP 422.09 INV IN 413.85 (103) INV IN 415.87 (105) INV OUT 407.95 (101) INV OUT 414.03 (103) C7 `T ° o o o n U 100: DI-3C 8 ft Throat r N 108: MH-2 o `r' N N ri STA 10+00.30 v m STA 10+00.00 a0 v m m v TOP 412.63 N + : ' H_ TOP 426.40 M }� 4'1 � H N M N � INV IN 407.71 101 N INV IN 421.15 109 ( ) p-VZO ( ) p�vzO0 <CL INV IN 407.75 (400) Q o > > INV IN 418.83 (300) o F a0 > > N_ F 0 z INV l INV OUT 407.51 (EX6) ? z INV OUT 417.86 (107) = O � z ? co ~ - INV OUT 435 435 0 ' ^ v I W I-� V/ Q Q Z z�J Q > I --I w LL zQo I-� m W a LL U O } z o O 7 W " (n z O PROVIDE SAFETY SLAB FOR ALL MANHOLE STRUCTURES WITH HEIGHTS GREATER THAN 12'. Joe No. 9 00 9 50 49421 STRC 100 - STRC 112 STRC 104 - STRC 214 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' SHEET No. VERT SCALE: 1"=5 VERT SCALE: 1"=5 C7 0 It INV TOP 412.63 N"M°O a N ri � F 403: DI-3B 6 ft Throat INV IN 407.71 (101) = z � STA 10+69.97 INV IN 407.75 (400) v > > � � TOP 415.58 INV OUT 407.51 (EX6) ? ? INV IN 411.23 (EX8) INV OUT 409.80 (402) 435 435 430 430 425 425 420 420 PROPOSED GRADE 415 415 3. ' EXISTING 410 GRADE 410 402 5� Aa �P 405 @ 405 400 19.70' OF 18" RCP @ 2.00% 400 400 7 R TR 1 - TR 4 PROPOSED EXISTING GRADE GRADE 430 430 APPROXIMATE TRENCH INCLUDE AFETY BOTTOM OF BLDG � DRAIN S B (SL-1) FOOTER = 423' i 425 425 r 3'MIN. L � RETAINING WALL / 111 ✓ / 121. 0' OF 420 8" PVC 420 _ 109 � 19.3�' OF 15" DPE 107 @ 1 00°k 415 1Q5 142.36' OF 415 O 18" HD HORIZONTAL DISTANCE OF BLDG FOOTER TO PIPE = 10'. APPROXIMATE WALL 18' HDPE @ 1.0 % BOTTOM OF BLDG FOOTER EL. = 423' @ 45° RESULTS IN FOOTER ELEVATION -V � 1.00% - - - A LOAD PLANE ELEVATION = 413' @PIPE. 10 PIPE BEDDING EXCAVATION TO DEPTH OF 416'. 410 1�4' 1806'OF 410 APPROXIMATE: @ 1.00% BUILDING LO STEP DOWNS RUCTURE PLANE EL. = 4 3' 101 ITH Z' STEEL LATE. 23.68' OF 405 405 @ 1.00% 400 400 co h N rn v v o co N N N N N 7 V 7 R 7 V tl 7 a rn 0 co L STA 10+00.00 STA 10+15.64 TOP 426.40 TOP 425.16 N 421.15 (109) INV IN 420.60 (EX N 418.83 (300) INV IN 419.26 (EX9) T 417.86 (107) INV OUT 419.06 (300) 445 445 440 440 435 435 430 430 PROPOSED GRADE 425 425 5. EXISTING GRADE 420 420 415 415 _ 300 15.64' OF 18" HDPE @ 1.50% 410 410 v N v STA 11+95.58 STA 12+03.52 TOP 427.65 TOP 427.13 INV IN 420.74 (209) INV IN 421.05 (211) INV OUT 420.54 (207) INV OUT 420.82 (209) m O m m o m o o n m � E o r� U V I_- o� v V H � � H N M �u7 � � M M n F V � = � W �p � M N STR-2A1 �p'p•v� °_° m�Nrn °' mo�� N �vc°� 0]NNOD a�°ON STA 10+02.66 M N U� H N} � U M N _ M} h H N } W H- Cl) N� �+�� TOP421.61 oN � N � o.-vz o�az NNE � `-.-v0 Druz_ 0 O N418.21(203)oHaO» ioQa» O NQo_» o_ TH 0 5 Bryan D. Cichocici 'Z Uc. No. /53741 STA 12+77.28 TOP 428.54 p STA 10+00.00 , 1INV OUT 422.40 (2-3) 0 TOP f /yz �SSIONAL INV IN 42727 Ol EX 8"E) STA 12+38.23 PROFILE SCALE � ( (EX. TOP 428.85 2 INV IN418.22(EX.8"S) INV IN TOP (2- INV OUT 418.13 (EX. 8') INV OUT421.81 (1-2) E INV IN 419.43 (1-2) 0 0 440 440 445 445 445 445 445 445 N 6 Q 0 > E w o E PROPOSED w ,> 3 GRADE EXISTING ¢ LL o 3 435 GRADE 435 440 440 o - o K O L M Q J U W Z w .J. — vi O N N N V' W U M 430 430 435 435 z Y w 3 0 U) Un U) ={i>m O FIRE ~ rn HYDRANT v Lu ASSEMBLYCONNECT a v 425 425 430 430 TO EXISTING o w 7 9 8" CLASS 5 DIP STORM PROPOSED WATERLINE. ° ~ FIRE LINE PIPE 213 1 GRADE CONTRACTOR TO VERIFY LOCATION Ln AND ELEVATION 420 �— 420 4254 425 0 238.23' OF 39.05' O L7 g^ PVC @6' P 1 00EXISTING GRADE 3.5-MIN. @ 1.00% o 0 415 415 420 420 w BLDG TIE-IN TO BE FURTHER = Q EXISTING COORDINATED WITH MEP ¢ 0 SANITARY OUT z 6" CLASS 52 0 > DIP FIRE LINE �_ DATE U > 410 410 415 io 415 � 06/28/2022 0 DRAWN BY T. BRIGHT • DESIGNED BY 405 405 410 410 • T. BRIGHT 10 00 11 00 12 00 13 00 10 00 11 00 11 50 50 50 O N O M ro • CHECKED BY M M M N N N a v a v v c B. CICHOCKI • • SCALE 9+50 10+00 11+00 CLEANOUT TO EX MANH2+00 OLE 13+00 9+50 10+0°FIRE LINE D1 °° 11+50 9+50 10+0°FIRE LINE A1,+°° 11+50 9+50 ,°+00FIRE LINE B1,+°° 11+50 • i "=s0' • HORIZ SCALE: 1"=50' HORIZ SCALE: V=50' HORIZ SCALE: V=50' HORIZ SCALE: V=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 • 440 440 440 440 V 1 u I —I ,� v , Q Z w z�J w O TzJ z<� I —I m 0- J LL Q z J J O F �ff -1 ui z 0 O 50 50 9+00 10+00 11+00 11+50 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 16+50 FIRE LINE C WATERLINE HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' JOB NO. VERT SCALE: 1"=5 VERT SCALE: 1"=5 49421 SHEET NO. C7.2 PROPOSED BUILDING WALL 435 435 430 430 FFE = 428.65 PROPOSED 425 GRADE 425 3.5' MIN. 6" CLASS 52 DIP 420 - FIRE LINE 420 EXISTING � GRADE � 415 415 z w Iw > � � X 410 m io ao 410 405 405 10 00 11 00 11 N N o v v N a rn 3 0 co L 440 440 PROPOSED FDC BUILDING WALL P POSED 435 GRADE 435 EXISTING GRADE / 430 430 FFE = 428.65 � 3.5' MIN. 425 425 6' CLASS 52 DI 420 F RE LINE 420 z w H 0 415 m 415 410 410 10 00 11 00 11 n � v o v FIRE HYDRANT 440 ASSEMBLY 440 EXISTING GRADE 435 435 PROPOSED GRADE 3.5' MIN. 430 430 6" CLASS 52 z DIP FIRE LINE � w 425 O � 425 W p > m X o= ao rn m 420 420 415 415 410 410 10 00 11 00 11 M v EXISTING PROPOSED GRADE BUILDING � WALL 435 435 CONNECT J TO EXISTING WATERLINE. � CONTRACTOR TO VERIFY LOCATION 430 � 7, AND ELEVATION 430 FFE = 428.65 / PROPOSED GRADE / 1.5" CLASS 52 8" LASS 52 DIP DI WATERLINE WATERLINE 425 � STORM 425 / PIPE 207 7.9' 3.5' 420 4.7' I 420 � / / Q 6" PVC � SANITARY / � PIPE 2-3 w 415 w O 415 � z z w 8" LASS 52 DIP z o m z F m m w FIRE LINE m � H w w w H m m o X X N � X m �— � O� 01 r 01 co 00 �— N oD a0 co 410 410 405 405 10 00 11 00 12 00 13 00 14 00 15 00 16 00 16 v v v N N N N N M M v M v v v v v v v v