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HomeMy WebLinkAboutWPO202100071 Plan - VSMP 2022-10-141 2 0 5 DRAWING INDEX (39 SHEETS TOTAL) GENERAL LANDSCAPE G0.01 COVER SHEET L1.oq* L:APjBGGrcPE PLAN E L1.02* LANBSGAP E Ne T ES & BET PALS CIVIL ELECTRICAL CO.01-00.02 GENERAL NOTES C0.03 E&SC NOTES E1.01* m T^ ^n_ SITE ^_n" C0.04-00.05 E&SC DETAILS E1.B9* ._._..___....__ C0.06 nrr„n n, SPEGIFIG TIeNG SOILS MAP :. _ _•... _.... _..: CO.07 OVERALL PLAN C1.01-C1.03 EXISTING CONDITIONS 'T'ry IeN G2.01-C2.92* C2.03-C2.04 vrn P644 BEmei E&SC PHASE I PLAN C2.05-C2.06 E&SC PHASE II PLAN GB.01-C3.92iSITE C3.03-C3.04 P644 GRADING & DRAINAGE PLAN e9-05-e8-06*kiTILITY C3.07 G401 C4.()2* PbAkN DETAILED GRADING PLAN ReAB PLAN & PReFILES "BIT G4.05-G4.96*- e407 C408* e409* C4.10-C4.11 TURNING RADIUS 9(1 WATER LINE PReFILES SANITARY SEWER PROFILES STORM SEWER PROFILES C4.12 STORM SEWER CALCULATIONS C4.13-4.17 DRAINAGE DITCH PROFILES C4.18 DITCH CALCULATIONS C4.19 INLET DRAINAGE AREA MAP e5.8i* C5.02 eePjS9FRHemF1ePj BETAIES CONSTRUCTION DETAILS D G5.03-G5.96iseNSTRUG„eN BETA;LS C6.01 STORMWATER NARRATIVE C6.02-C6.03 EXISTING LAND USE C6.04-C6.05 PROPOSED LAND USE C6.06 EXISTING DRAINAGE AREA MAP C6.07 PROPOSED DRAINAGE AREA MAP C6.08 SEDIMENT BASIN DETAIL C6.09 SWIM DETENTION POND DETAIL C6.10 POLLUTION PREVENTION PLAN *STRIKETHROUGH INDICATES SHEET INCLUDED IN SITE PLAN SET, NOT INCLUDED IN VSMP PLAN SET. PROPERTY INFORMATION TAX MAP/PARCEL ID: OWNER: ALBEMARLE COUNTY ZONING CLASSIFICATION ALBEMARLE COUNTY MAGISTERIAL DISTRICT: PROPOSED BUILDING MAXIMUM HEIGHT: FEMA FLOOD INSURANCE RATE MAP: OVERLAY DISTRICTS: NON-INFILL: SETBACKS FRONT -MINIMUM: C SIDE -MINIMUM: REAR -MINIMUM: F., PARCEL ACREAGE: 09100-00-00-00100 ALBEMARLE COUNTY SERVICE AUTHORITY R1 - RESIDENTIAL SCOTTSVILLE DISTRICT 35' ZONE X; AREAS TO BE DETERMINED OUTSIDE THE 0.2%ANNUAL CHANCE FLOODPLAIN AIRPORT IMPACT AREA, ENTRANCE CORRIDOR, STEEP SLOPES - MANAGED 5' 5' 20' 9.54 AC PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED CODE REFERENCES VIRGINIA UNIFORM STATEWIDE BUILDING CODE - 2015 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK- 1992 NATIONAL ELECTRICAL CODE - 2011 ADA STANDARDS - 2010 CONTACTS OWNER: ALBEMARLE COUNTY SERVICE AUTHORITY ALEXANDER MORRISON, PE 168 SPOTNAP ROAD CHARLOTTESVILLE, VIRGINIA22911 PH. (434) 977-4511 EXT. 116 FAX (434)979-0698 AMORRISON@SERVICEAUTHORITY.ORG CIVIL ENGINEER: DEWBERRY ENGINEERS INC. KEVIN PENNOCK, PE 4805 LAKE BROOK DRIVE, SUITE 200 GLEN ALLEN, VIRGINIA 23060 PH. (804) 205-3338 FAX (804) 290-7928 KPENNOCK@DEWBERRY.COM SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION ■ APPROVAL ❑ REVISION ❑ BIDDING ❑ RECORD ALBEMARLE COUNTY SERVICE AUTHORITY AVON MAINTENANCE YARD VICINITY MAP WP0202100071 VSMP PLAN ALBEMARLE COUNTY, VIRGINIA ACSA PROJECT NO.: 2019-11 SCALE: 1" = 250' Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com H rr O 2 Q w U D O U SEAL 700 I i w U z � a z � Z Q o ¢ > Z w O d rn 0 } Z w tz 3: , w z O _1 Z J o r- ¢ Q o Q 7 z o O W ILL LL N Q m J Q U Z O Q eeeec+oa �gALIb ®A Oa Gg fi � t 41NAND 'A ONVPFNNOc ro VC. NO.037023 10/05/22 4`Y' �� @�6d0NAL E'G� SCALE 0' 125' 250' 500' SCALE: 1" = 250' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE VSMP COVER SHEET PROJECT NO. 50119298 G0m01 SHEET NO. C 0 N 9 F., 1 2 1 3 GENERAL NOTES GENERAL NOTES (CONTINUED) _ GENERAL EXISTING CONDITIONS (CONTINUED) S 1. THE "MISS UTILITY LAW' REQUIRES THE CONTRACTOR TO CALL (811 OR 1-800-552-7001) AT LEAST 3 WORKING DAYS IN ADVANCE OF THE 3. EXISTING UNDERGROUND UTILITIES BASED ON ACCUMARK SUBMITTAL DATED JANUARY 8, 2020. ACCUMARK, INC. PERFORMED AN 1. PLANNED WORK TO ALLOW TIME FOR MARKING, THAT THE MARKS BE RESPECTED AND PROTECTED, AND THAT EXCAVATION BE UNDERGROUND UTILITY DESIGNATION EFFORT IN DECEMBER 2019 WITHIN THE PROJECT LIMITS SPECIFIED BY THE CLIENT. COMPLETED CAREFULLY. 4. EXISTING CONDITIONS BASED ON ALBEMARLE COUNTY GIS DOWNLOADED 1/16/2020. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY, INCLUDING ON- AND OFF -SITE MATERIALS STORAGE, AND JOB SAFETY. CONSTRUCTION WORK AND MATERIALS SHALL COMPLY WITH LOCAL REGULATIONS, COMMONWEALTH OF VIRGINIA REGULATIONS, AND 5. EXISTING CONDITIONS BASED ON MONTICELLO HIGH SCHOOL UTILITY RECORD DRAWINGS, REV. 4-17-00 BY TIMMONS 2. CODES, AND O.S.H.A. STANDARDS. 6. GEOTECHNICAL ENGINEERING STUDY PREPARED BY SCHNABEL ENGINEERING DATED FEBRUARY 7, 2020. 3. ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALKWAYS SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE FEDERAL AMERICANS WITH DISABILITIES ACT, STATE LAWS AND REGULATIONS, AND LOCAL REGULATIONS (WHICHEVER ARE MORE GRADING 3. STRINGENT). 1. PRIOR TO START OF CONSTRUCTION, CONTRACTOR SHALL VERIFY EXISTING PAVEMENT ELEVATIONS AT INTERFACE WITH PROPOSED PAVEMENTS AND EXISTING GROUND ELEVATIONS ADJACENT TO DRAINAGE OUTLETS TO ASSURE PROPER TRANSITIONS BETWEEN 4. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE EXISTING AND PROPOSED FACILITIES. P OWNER AND ENGINEER. 1. 2. CONTRACTOR SHALL ADJUST AND/OR SAW CUT EXISTING PAVEMENT AS NECESSARY TO ENSURE A SMOOTH TRANSITION AND MAINTAIN 5. WITHIN THE LIMITS OF THE BUILDING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORM EARTHWORK OPERATIONS REQUIRED UP TO POSITIVE DRAINAGE. SUBGRADE ELEVATIONS. 3. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS. 2. 6. WORK WITHIN THE LOCAL RIGHTS -OF -WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK WITHIN STATE RIGHTS -OF -WAY SHALL CONFORM TO THE LATEST VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS AND SPECIFICATIONS. 4. ANY PROPERTY MONUMENTATION DISTURBED DURING CONSTRUCTION SHALL BE SET OR RESET BY A PROFESSIONAL LICENSED SURVEYOR, PAID BY THE CONTRACTOR, AT NO EXPENSE TO THE OWNER. 7. UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND OBTAIN 3. NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITH THE WORK INDICATED ON THE DRAWINGS, IN THE LAYOUT AND MATERIALS SPECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. DO NOT BEGIN WORK WITHOUT APPROPRIATE PERMITS. 1. SYMBOLS AND LEGENDS OF PROJECT FEATURES ARE GRAPHIC REPRESENTATIONS AND ARE NOT NECESSARILY SCALED TO THEIR ACTUAL DIMENSIONS OR LOCATIONS ON THE DRAWINGS. THE CONTRACTOR SHALL REFER TO THE DETAIL SHEET DIMENSIONS 4. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, (UNLESS OTHERWISE NOTED ON PLANS) INCLUDING BUT NOT LIMITED TO, MANUFACTURER'S LITERATURE, SHOP DRAWINGS AND FIELD MEASUREMENTS OF SUPPLIED PRODUCTS FOR LAYOUT OF THE PROJECT ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC., AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH FEATURES. GOVERNING AUTHORITIES' REQUIREMENTS AND PROJECT SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 2. CONTRACTOR SHALL NOT RELY SOLELY ON ELECTRONIC VERSIONS OF PLANS, SPECIFICATIONS AND DATA FILES THAT ARE OBTAINED FROM THE DESIGNERS, BUT SHALL VERIFY LOCATION OF PROJECT FEATURES IN ACCORDANCE WITH THE PAPER COPIES OF THE PLANS E 9. TRAFFIC SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES, LATEST AND SPECIFICATIONS THAT ARE SUPPLIED AS PART OF THE CONTRACT DOCUMENTS. 1. EDITION. UTILITIES 10. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK THAT ARE DISTURBED BY THE CONTRACTOR'S OPERATION SHALL BE RESTORED BY 1. THE LOCATIONS, SIZE AND TYPES OF EXISTING UTILITIES ARE SHOWN AS AN APPROXIMATE REPRESENTATION ONLY. THE OWNER OR ITS THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. REPRESENTATIVE(S) HAVE NOT INDEPENDENTLY VERIFIED THIS INFORMATION AS SHOWN ON THE PLANS. THE UTILITY INFORMATION S SHOWN DOES NOT GUARANTEE THE ACTUAL EXISTENCE, SERVICEABILITY, OR OTHER DATA CONCERNING THE UTILITIES, NOR DOES IT 1. 11. IN THE EVENT THAT SUSPECTED CONTAMINATED SOIL, GROUNDWATER, AND OTHER MEDIA ARE ENCOUNTERED DURING EXCAVATION GUARANTEE AGAINST THE POSSIBILITY THAT ADDITIONAL UTILITIES MAY BE PRESENT THAT ARE NOT SHOWN ON THE PLANS. PRIOR TO AND CONSTRUCTION ACTIVITIES BASED ON VISUAL, OLFACTORY (SMELL), OR OTHER EVIDENCE, THE CONTRACTOR SHALL STOP WORK IN ORDERING MATERIALS AND BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCATIONS, THE VICINITY OF THE SUSPECT MATERIAL TO AVOID FURTHER SPREADING OF THE MATERIAL AND SHALL NOTIFY THE OWNER AND SIZES AND ELEVATIONS OF THE POINTS OF CONNECTIONS TO EXISTING UTILITIES AND SHALL CONFIRM THAT THERE ARE NO ENGINEER IMMEDIATELY SO THAT THE APPROPRIATE TESTING AND SUBSEQUENT ACTION CAN BE TAKEN. INTERFERENCES WITH EXISTING UTILITIES AND THE PROPOSED UTILITY ROUTES, INCLUDING ROUTES WITHIN PUBLIC RIGHTS OF WAY. 12. CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BE RESPONSIBLE FOR CLEANUP, 2. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, OR EXISTING CONDITIONS DIFFER FROM THOSE 2. REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS AT THE CONTRACTOR'S EXPENSE WITH NO ADDITIONAL COST TO THE OWNER. SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED AS INTENDED THE LOCATION ELEVATION AND SIZE OF THE UTILITY SHALL BE ACCURATELY DETERMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMATION FURNISHED IN WRITING TO THE OWNER'S 13. DAMAGE RESULTING FROM CONSTRUCTION LOADS AND EQUIPMENT SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST REPRESENTATIVE(S) FOR THE RESOLUTION OF THE CONFLICT. CONTRACTOR'S FAILURE TO NOTIFY PRIOR TO PERFORMING ADDITIONAL TO OWNER. WORK RELEASES OWNER FROM OBLIGATIONS FOR ADDITIONAL PAYMENTS WHICH OTHERWISE MAY BE WARRANTED TO RESOLVE THE 3. CONFLICT. 14. CONTRACTOR SHALL CONTROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSE IMPACTS TO ON -SITE AND OFF -SITE AREAS, AND SHALL BE RESPONSIBLE FOR REPAIRING RESULTING DAMAGES, IF ANY, AT NO COST TO OWNER. 3. RIM ELEVATIONS FOR SEWER MANHOLES, WATER VALVE COVERS, GAS GATES, ELECTRIC AND TELEPHONE PULL BOXES, AND MANHOLES, 4. AND OTHER SUCH ITEMS, ARE APPROXIMATE AND SHALL BE SET/RESET AS FOLLOWS: 15. THIS PROJECT DISTURBS MORE THAN ONE ACRE OF LAND AND FALLS WITHIN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM A. PAVEMENTS AND CONCRETE SURFACES: FLUSH (VSMP) AND CONSTRUCTION GENERAL PERMIT (CGP) PROGRAM AS ADMINISTERED BY THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL B. ALL SURFACES ALONG ACCESSIBLE ROUTES: FLUSH 5. QUALITY (DEQ) UNDER THE JURISDICTION OF THE EPA. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL TRANSFER C. LANDSCAPE, LOAM AND SEED, AND OTHER EARTH SURFACE AREAS: ONE INCH ABOVE SURROUNDING AREA AND TAPER EARTH TO THE CGP NOTICE OF INTENT FROM THE OWNER TO THE CONTRACTOR WITH DEC. A COPY OF TRANSFER FORM SHALL BE PROVIDED TO THE RIM ELEVATION. THE ENGINEER PRIOR TO ANY LAND DISTURBANCE. THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) SHALL BE MAINTAINED 6. ONSITE BY THE CONTRACTOR. 4. THE LOCATION SIZE, DEPTH AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVICES SHALL BE INSTALLED ACCORDING TO THE REQUIREMENTS PROVIDED BY, AND APPROVED BY, THE RESPECTIVE UTILITY COMPANY (GAS, TELEPHONE, 7. 16. THE CONTRACTOR SHALL ADHERE TO ALL TERMS, CONDITIONS, AND REQUIREMENTS AS OUTLINED IN THE VSMP GENERAL PERMIT FOR ELECTRIC, FIRE ALARM, ETC.). FINAL DESIGN LOADS AND LOCATIONS TO BE COORDINATED WITH OWNER AND ARCHITECT. STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 8. 5. CONTRACTOR SHALL COORDINATE, AND MAKE ARRANGEMENTS FOR, AND SHALL BE RESPONSIBLE FOR PAYING FEES FOR POLE AND/OR 17. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AND PROTECTED WITH SAFETY GUY WIRE RELOCATION/ALTERATION AND ADJUSTMENT OF ELECTRIC, TELEPHONE, CABLE, AND ANY OTHER PRIVATE UTILITIES, 9. AND/OR EROSION CONTROL MEASURES. WHETHER WORK IS PERFORMED BY CONTRACTOR OR BY THE UTILITY COMPANY. 18. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO 6. UTILITY PIPE MATERIALS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED ON THE PLAN. REFER TO THE ACSA WATER AND SEWER REPAIR AND/OR REPLACE THE DAMAGED STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER, AT THE CONSTRUCTION SPECIFICATIONS. CONTRACTOR'S EXPENSE, WITH NO ADDITIONAL COST TO THE OWNER. A. WATERLINE SHALL BE DUCTILE IRON (STD.). ALL FITTINGS SHALL BE DUCTILE IRON (STD.). 1. B. GRAVITY SANITARY SEWER MAIN SHALL BE PVC (STD.). DEMOLITION C. STORM PIPE SHALL BE RCP (STD.). 1. CONTRACTOR SHALL REMOVE AND DISPOSE OF EXISTING MANMADE SURFACE FEATURES WITHIN THE LIMIT OF WORK INCLUDING D. ELECTRICAL CONDUIT SHALL BE PVC (STD.). 2, PAVEMENTS, SLABS, CURBING, FENCES, UTILITY POLES, SIGNS, ETC. UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REMOVE AND DISPOSE OF EXISTING UTILITIES, AND UNSUITABLE MATERIAL WITHIN THE PROPOSED BUILDING FOOTPRINT AND TEN FEET BEYOND AND 7. CONTRACTOR SHALL COORDINATE WITH ELECTRICAL CONTRACTOR AND SHALL FURNISH EXCAVATION, INSTALLATION AND BACKFILL OF BENEATH PROPOSED EXTERIOR COLUMNS, PER THE CONTRACT DOCUMENTS. ELECTRICAL FURNISHED SITEWORK RELATED ITEMS SUCH AS PULL BOXES, CONDUITS, DUCT BANKS, LIGHT POLE BASES, AND CONCRETE 3, PADS. CONTRACTOR SHALL FURNISH CONCRETE ENCASEMENT OF DUCT BANKS IF REQUIRED BY THE UTILITY COMPANY AND AS 2. EXISTING UTILITIES SHALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMANCE WITH LOCAL, STATE AND INDIVIDUAL UTILITY INDICATED ON THE DRAWINGS. COMPANY STANDARDS, SPECIFICATIONS AND DETAILS. THE CONTRACTOR SHALL COORDINATE UTILITY SERVICE DISCONNECTS WITH UTILITY REPRESENTATIVES. CONTRACTOR SHALL PROVIDE NOTICE TO THE UTILITY PROVIDERS 10 WORKING DAYS IN ADVANCE. 8. ALL FILL MATERIAL IS TO BE IN PLACE AND COMPACTED TO BOTTOM OF PIPE ELEVATION BEFORE INSTALLATION OF PROPOSED UTILITIES. 4. 3. CONTRACTOR SHALL DISPOSE OF DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, 9. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITY'S INSPECTOR 72 HOURS IN ADVANCE OF START OF WORK AND RECEIVE ORDINANCES AND STATUTES. INSPECTOR APPROVAL BEFORE CONNECTING TO ANY EXISTING UTILITY LINE. 5, 4. THE DEMOLITION PLAN, IF INCLUDED, IS INTENDED TO AID THE CONTRACTOR DURING THE BIDDING AND CONSTRUCTION PROCESS AND IS 10. UNDERGROUND UTILITIES SHALL BE INSTALLED, INSPECTED AND APPROVED BY GOVERNING AUTHORITY OR OWNER'S REPRESENTATIVE 6, NOT INTENDED TO DEPICT EACH AND EVERY ELEMENT OF DEMOLITION. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THE PRIOR TO BACKFILLING. DETAILED SCOPE OF DEMOLITION BEFORE SUBMITTING ITS BID/PROPOSAL TO PERFORM THE WORK AND SHALL MAKE NO CLAIMS AND 7, SEEK NO ADDITIONAL COMPENSATION FOR CHANGED CONDITIONS OR UNFORESEEN SITE CONDITIONS RELATED TO ANY CONDITIONS 11. ALL CONCRETE FOR ENCASEMENTS SHALL HAVE A MINIMUM 28 DAY COMPRESSION STRENGTH AT 3000 PSI. DISCOVERED DURING EXECUTION OF THE WORK. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH STATE AND LOCAL REGULATIONS AND SPECIFICATIONS WITH REGARDS TO 8. 5. UNLESS OTHERWISE SPECIFICALLY PROVIDED IN THE CONTRACT DOCUMENTS, THE ENGINEER HAS NOT PREPARED DESIGNS FOR AND MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. SHALL HAVE NO RESPONSIBILITY FOR THE PRESENCE, DISCOVERY, AND REMOVAL, ABATEMENT OR DISPOSAL OF HAZARDOUS 9. MATERIALS. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY CLAIMS OF LOSS, DAMAGE, EXPENSE, DELAYS, INJURY, OR DEATH 13. CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR GOVERNING ARISING FROM THE PRESENCES OF HAZARDOUS MATERIAL AND CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER AUTHORITIES. THIS AND THE FINAL CONNECTIONS OF THE SERVICE SHALL BE COMPLETED 30 DAYS PRIOR TO OWNER POSSESSION. FROM ANY CLAIMS MADE IN CONNECTION HEREWITH. 1 14. CONTRACTOR SHALL COORDINATE WITH ALL PRIVATE UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS OF 6. CONCRETE DEMOLITION SHOWN AT A MINIMUM. MUST EXTEND TO THE NEAREST CONTROUEXPANSION JOINT. CONTRACTOR PRIVATE UTILITIES. 1 RESPONSIBLE FOR DOCUMENTING ALL EXISTING DECORATIVE CONCRETE SCORING PATTERNS. CONTRACTOR SHALL SUBMIT ALL DOCUMENTATION TO OWNER/ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. CONTRACTOR SHALL RESTORE ALL CONCRETE TO 15. PROVIDE DETECTABLE WARNING TAPE (4" MIN. WIDTH) OVER ALL NON-FERROUS PIPE. FOR DIRECTIONAL DRILL APPLICATIONS, MATCH EXISTING SCORE JOINT PATTERN. CONTRACTOR SHALL INSTALL #4 AWG TRACER WIRE. TRACER WIRE SHALL TERMINATE AT ACCESSIBLE STRUCTURES AT DIRECTIONAL 1 DRILL START/TERMINATION POINTS. 7. SAW CUT DUST CONTROL: A. DO NOT ALLOW WET SAWING, GRINDING, AND DRILLING/CORING GENERATED WASTEWATER TO ENTER STORM DRAINS OR DRAINAGE WATERCOURSES WITH FIRST BEING FILTERED. IN ADDITION, THE SEDIMENT SHALL NOT BE ALLOWED TO REMAIN ON THE PAVEMENT 1. PRIOR TO START OF CONSTRUCTION, CONTRACTOR SHALL VERIFY EXISTING GROUND ELEVATIONS ADJACENT TO DRAINAGE OUTLETS AFTER THE OPERATION HAS CEASED. TO ASSURE PROPER TRANSITIONS BETWEEN EXISTING AND PROPOSED FACILITIES. 1 B. BLOCK DRAINS - LOCATE ALL NEARBY STORM DRAIN INLETS, CULVERTS, AND CATCH BASINS THROUGH WHICH SLURRY DISCHARGES MAY ENTER A WATERWAY. PREVENT UNFILTERED CONCRETE SLURRY FROM ENTERING STORM DRAINS OR 2. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. RECEIVING WATERS BY PLACING SILT FENCE, STRAW BALES, STRAW WATTLES (FIBER ROLLS), SANDBAGS, OR GRAVEL DAMS AROUND STORM STRUCTURES. 3. STORM PIPE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: CLASS III RCP. 1 C. MINIMIZE SLURRY MOVEMENT - SLURRY AND SEDIMENT FROM SAW CUTTING OPERATIONS SHOULD BE CONFINED TO THE IMMEDIATE WORK AREA BY USING SAND BAGS, TEMPORARY BERMS OR OTHER DIVERSION STRUCTURES. ALL CONTROLS SHOULD 4. PRIOR TO JOB COMPLETION, STORM PIPES SHALL BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS BUILD-UP. BE PUT IN PLACE BEFORE THE START OF CUTTING OPERATIONS. MAKE SURE THE CONTROLS CAN HANDLE THE AMOUNT OF WATER THAT WILL BE USED. MINIMIZE THE TRACKING OF SLURRY OFF SITE BY CARS AND PEDESTRIANS. 5. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED OR KOR-N-SEAL CONNECTIONS TO ASSURE CONNECTION AT STRUCTURE 1 D. REMOVE SLURRY - REMOVE AND TREAT ALL SLURRY AND RUNOFF FROM THE SAW CUTTING OPERATION AS SOON AS POSSIBLE. IS WATERTIGHT. DON'T LEAVE SLURRY TO BE WASHED AWAY BY RAIN UNTREATED OR TO SET. SWEEP UP OR SHOVEL AND DISPOSE OF RESIDUAL 1 SEDIMENT RAPPED BEHIND CONTROL MEASURES. 6. ALL RCP STORM PIPE SHALL HAVE O-RING GASKETS FOR WATER TIGHTNESS. SCHEDULE 40 PVC SHALL HAVE SOLVENT WELD JOINTS. E. RATHER THAN DOING ON -SITE FILTRATION OF SAW CUTTING SLURRIES, THE MATERIAL CAN BE CONTAINED, VACUUMED AND HDPE SHALL HAVE DUAL WALL SMOOTH INTERIOR WITH GASKETED JOINTS. DISPOSED. IF A SHOP VACUUM IS USED, CLEAN THE FILTER AND CHAMBER OUT TO PREVENT THE CONCRETE DUST FROM HARDENING INSIDE THE UNIT. 7. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL HAVE TRAFFIC RATED (H-20) FRAME AND COVERS, AND COVERS SHALL BE 1 F. WATER USED FOR CLEANING OF TOOLS AND OTHER EQUIPMENT MUST BE CAPTURED AND PROPERLY DISPOSED OF IN THE LABELED "STORM SEWER". SANITARY SEWER OR IN A CONCRETE WASHOUT BIN. G. WATER CONTAINING THESE RESIDUES IS CONSIDERED AN ILLICIT DISCHARGE IF IT IS ALLOWED TO ENTER THE STORM SEWER 8. SET DRAINAGE BASIN, INLET RIMS, AND INVERTS OF SEWERS, DRAINS AND DITCHES IN ACCORDANCE WITH ELEVATIONS ON THE SYSTEM PUNISHABLE BY CIVIL AND CRIMINAL PENALTIES. GRADING AND DRAINAGE PLANS AND PROFILES. CONTRACTOR IS RESPONSIBLE FOR POSITIVE DRAINAGE. EXISTING CONDITIONS 9. ALL STORM STRUCTURE INTERIOR DIAMETERS SHALL BE DETERMINED BY THE MANUFACTURER BASED ON THE PIPE CONFIGURATIONS 1. SURVEY NOTES SHOWN ON THESE PLANS AND VDOT STANDARDS. THE MINIMUM DIAMETER SHALL BE 4 FEET. A. THIS TOPOGRAPHIC SURVEY WAS PREPARED BY DEWBERRY ENGINEERS INC. IN DECEMBER, 2019. B. THE HORIZONTAL DATUM IS VIRGINIA COORDINATE SYSTEM - (VCS) NAD83(2011), SOUTH ZONE. 10. ALL FILL MATERIAL IS TO BE IN PLACE AND COMPACTED TO BOTTOM OF PIPE ELEVATION BEFORE INSTALLATION OF PROPOSED STORM C. THE VERTICAL DATUM IS NAVD88 (GEOID12B). SEWER. D. NO TITLE REPORT FURNISHED. THIS SURVEY DOES NOT PURPORT TO REFLECT ALL EASEMENTS, ENCUMBRANCES OR OTHER CONDITIONS THAT MAY AFFECT THE TITLE TO THE SUBJECT PARCEL. 11. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM MORTAR INVERT FROM INVERT IN TO INVERT OUT PER VDOT IS-1 DETAIL. E. BY GRAPHICAL PLOTTING, THE SUBJECT PROPERTY IS SHOWN ON FEMA COMMUNITY PANEL 51003CO426D EFFECTIVE 02/04/2005. THE SUBJECT AREA IS SHOWN IN ZONE X. F. WETLANDS WERE NOT DELINEATED OR MAPPED AS PART OF THIS SURVEY. G. ONLY VISIBLE SURFACE INDICATIONS OF UNDERGROUND AND SUBSURFACE UTILITIES WERE LOCATED AS SHOWN HEREON. 4 1 5 GENERAL NOTES (CONTINUED) TORMWATER MANAGEMENT BASIN CONTRACTOR SHALL PERFORM AN AS -BUILT TOPOGRAPHIC SURVEY OF THE STORMWATER MANAGEMENT BASIN AND COMPLETE "CONSTRUCTION INSPECTION AND AS -BUILT SURVEY CHECKLIST" IN APPENDIX 3B OF THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK. CONTRACTOR SHALL PROVIDE CERTIFICATION THAT THE BASIN WAS CONSTRUCTED IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATING WITH OWNER'S TESTING FIRM ALL TESTING AND INSPECTIONS OF SWIM BASIN EARTHWORK. CONTRACTOR IS RESPONSIBLE FOR MAKING SURE ALL TESTING REQUIREMENTS ARE PERFORMED AND COMPLETED SO THAT TESTING FIRM MAY PROVIDE REQUIRED DOCUMENTATION. CONTRACTOR SHALL PROVIDE COMPLETED AS -BUILT SURVEY, CHECKLIST, CERTIFICATIONS AND GEOTECHNICAL TESTING RESULTS TO ENGINEER FOR VERIFICATION OF SWM BASIN CONSTRUCTION. LANT PROTECTION TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN V-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE OWNER. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. REPLACE TREES AND PLANTS DAMAGED BY CONSTRUCTION OPERATION WITH ONES OF SIMILAR SIZE AND APPROVED BY THE OWNER. TREES LOST OR DAMAGED SHALL BE REPLACED ON AN INCH FOR INCH BASIS. FOR EXAMPLE, AN 8-INCH TREE CAN BE REPLACED BY TWO (2) 4-INCH TREES. ALL REPLACEMENT TREES SHALL BE 1.5" CALIBER OR LARGER. COORDINATE WITH OWNER FOR EXACT TYPE AND LOCATION OF REPLACEMENT TREES. ARTHWORK AND COMPACTION 90% COMPACTION SHALL BE OBTAINED FOR ALL LANDSCAPED AREAS. 95% COMPACTION SHALL BE OBTAINED FOR ALL OTHER FILL AREAS, INCLUDING UNDER SIDEWALKS, ROADS, PARKING LOTS, UTILITIES, AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM-D698, STANDARD PROCTOR DENSITY. IGNING AND PAVEMENT MARKINGS SIGNS AND PAVEMENT MARKINGS ARE TO BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE FOLLOWING AND ANY REVISIONS THERETO: A. THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MOST CURRENT EDITION ADOPTED BY VDOT) B. THE VDOT ROAD & BRIDGE STANDARDS C. VDOT ROAD & BRIDGE SPECIFICATIONS PERMANENT PAVEMENT LINE MARKINGS AND PAVEMENT MARKING MESSAGES SHALL BE VDOT TYPE B, CLASS I, UNLESS OTHERWISE NOTED. NOTE THAT ALL PERMANENT 4" PAVEMENT LINE MARKINGS SHALL BE VDOT TYPE A PAINT. MINIMUM PAINT THICKNESS SHALL BE 15 MILS (DRY). ANY EXISTING PAVEMENT MARKINGS WHICH WILL CONFLICT WITH THE PROPOSED PAVEMENT MARKINGS SHALL BE COMPLETELY ERADICATED. LIMITS OF PROPOSED PAVEMENT MARKINGS SHOWN ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD UNTIL EXISTING PAVEMENT MARKINGS CAN BE MATCHED. PROPOSED SIGN LOCATIONS ARE APPROXIMATE AND SHALL BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER OBSTRUCTIONS AND TO COMPLY WITH THE REFERENCES IN NOTE 1 ABOVE. NEW SIGN FACINGS SHALL BE OF HIGH INTENSITY REFLECTIVE SHEETING (ENCAPSULATED LENS TYPE) EXISTING AND PROPOSED SIGNS SHALL BE MOUNTED ON STEEL POSTS PER VDOT STANDARD STP-1 CONTRACTOR SHALL PROVIDE ALL CONSTRUCTION SIGNS. CONTRACTOR SHALL PROVIDE ALL PERMANENT SIGNAGE TO BE INSTALLED. ACSA GENERAL WATER & SEWER CONDITIONS WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF WORK. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ACSA. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 0. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 1. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 2. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 3. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 4. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 5. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 6. PRIOR TO BACKFILL PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT REVISION OF THE ACSA RULES AND REGULATIONS. 7. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. 10 Dewberry Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804)290-7957 Fax: (804)290-7928 www.dewberry.com rr O 2 C) rr Q Q W U W U z ,� a z CrZ W Q � o O F > �//�� v! 7 Z LU d 3: to 5 W } Z ::) W - LO _ CO o z zJ o 0 Q %a `_ N N < m O I L o cn J Q Uz W 0 Q CQ G MW W J Q SEAL 9 �1,ALT4 -0 L �4KNAfN4/0jNvypENN�H . 7G1 4 46 10/05/22 el ego- ;VAL E�Uts® SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE GENERAL NOTES PROJECT NO. 50119298 C0001 SHEET NO. 1 1 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES 2 1 3 1 4 5 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR ESC PLAN SURVEY TABLES C 0 N 9 UAI 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS 111. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832)48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR SWM PLAN 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. ADDITIONAL GENERAL NOTES 1. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. 2. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 3. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. THE ACSA PERFORMS ANY TESTING AND INSPECTIONS OF THE PUBLIC SEWER AND WATER MAIN(S). THE ALBEMARLE COUNTY BUILDING INSPECTIONS DEPARTMENT (ACBID) DOES A VISUAL INSPECTION AND WITNESSES THE TESTING OF THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. THE DEVELOPER / CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR AS OUTLINED IN THE UPDATED ALBEMARLE COUNTY COUNTY POLICY FOR SITE UTILITIES TO PERFORM THE VISUAL INSPECTION AND TESTING OF ALL UTILITIES NOT COVERED BY THE ACSA OR ACBID. THIS INCLUDES BUILDING SEWERS, WATER AND FIRE LINE BRANCHES BETWEEN THE MAIN AND THE METER(S) / BUILDING(S). THE SPECIAL INSPECTORS REPORT MUST BE SUBMITTED AND APPROVED BY THE ALBEMARLE COUNTY ENGINEERING DEPARTMENT PRIOR TO A CERTIFICATE OF OCCUPANCY BEING ISSUED. 4. SMOKING SHALL BE PROHIBITED IN AREAS WHERE SMOKING MAKES CONDITIONS SUCH AS TO MAKE SMOKING A HAZARD AND THESE AREAS SHALL BE DESIGNATED WITH NO SMOKING SIGNS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. 5. AREAS WHERE SMOKING CAN OCCUR, SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. 6. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE, VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT. OF TEMPORARY OR PERMANENT FIRE DEPARTMENT CONNECTIONS, AND HAVE NO OVERHEAD WIRING OR OTHER OVERHEAD OBSTRUCTIONS LOWER THAN 13 FT. 6 INCHES; THIS ACCESS MAY BE VIA PERMANENT OR TEMPORARY ROAD, BUT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS IN ALL WEATHER CONDITIONS. 7. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION PER THE VIRGINIA STATEWIDE FIRE CODE 8. AN APPROVED WATER SUPPLY FOR FIREFIGHTING OPERATIONS SHALL BE IN PLACE AND AVAILABLE AS SOON AS COMBUSTIBLE MATERIALS ARRIVE ON SITE. 9. WASTE AND COMBUSTIBLE DEBRIS SHALL BE REMOVED FROM THE BUILDING AT THE END OF EACH DAY AND DISPOSED OF IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE 10. FIRE EXTINGUISHERS SHALL BE PROVIDED, WITH NOT LESS THAN ONE APPROVED FIRE EXTINGUISHER AT EACH STAIRWELL, ON ALL FLOOR LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL; HAZARDS, SUCH AS WHERE FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED, IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE 11. OPERATIONS INVOLVING THE USE OF CUTTING AND WELDING SHALL COMPLY WITH THE VIRGINIA STATEWIDE FIRE PREVENTION CODE AND SHALL REQUIRE A PERMIT FROM THE ALBEMARLE COUNTY FIRE MARSHAL'S OFFICE 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 IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:00 PM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50 /o OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) RWSA GENERAL WATER & SEWER NOTES SANITARY SEWER TABLE: SANITARY MANHOLE SAN TOP=561.41 Q� INV IN=554.79 (LAT) INV OUT=554.69 (2) SANITARY MANHOLE SAN TOP=557.79 02 INV IN=552.42 (LAT) INV IN=552.62 (1) INV OUT=552.38 (3) SANITARY MANHOLE SAN TOP=547.26 Q3 INV IN=538.35 (2) INV OUT=538.13 (4) SANITARY MANHOLE SAN TOP=537.58 Q¢ INV IN=532.86 (3) INV OUT=532.69 (5) SANITARY MANHOLE SAN TOP=527.82 05 INV IN=522.97 (4) INV OUT=522.87 (6) SANITARY MANHOLE SAN TOP=537.18 06 INV IN=522.08 (5) INV OUT=521.88 (7) SANITARY MANHOLE SAN TOP=524.27 Q] INV IN=517.55 (6) INV OUT=517.41 (SE) STORM SEWER TABLE: CURB INLET ST TOP=561.14 INV IN=553.93 (SW) INV OUT=553.62 (2) CURB INLET ST TOP=553.32 02 INV IN=546.68 (1) INV OUT=546.58 (3) CURB INLET ST TOP=549.49 03 INV IN=544.37 (2) INV OUT=541.67 (4) STORM MANHOLE ST TOP=550.26 Q¢ INV IN=541.48 (3) INV OUT=541.03 (SE) CURB INLET ST TOP=526.36 05 INV IN=521.18 (W) INV OUT=519.82 (6) CURB INLET ST TOP=526.13 06 INV IN=518.83 (5) INV OUT=518.56 (7) CURB INLET ST TOP=518.06 Q] INV IN=513.83 (6) INV OUT=511.17 (8) CURB INLET ST TOP=510.10 08 INV IN=506.53 (7) INV OUT=505.18 (NE) POINT NORTHING EASTING ELEVATION DESCRIPTION 1 3886700.734 11484412.855 511.42 ROD & CAP 2 3886430.351 11484302.961 525.95 ROD & CAP 3 3886427.530 11484115.644 546.22 ROD & CAP 4 3886598.762 11483586.916 575.42 ROD & CAP 5 3886874.664 11483410.511 604.50 NAIL SET 6 3887116.550 11483039.757 592.03 NAIL SET 7 3887574.080 11483388.261 587.49 NAIL SET 8 3887298.080 11483702.872 573.55 NAIL SET 9 3887506.869 11483633.565 576.15 NAIL SET LEGEND - 0HE EXISTING OVERHEAD ELECTRIC LINE EXISTING POWER POLE 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE GENERAL WATER AND SEWER DESIGN AND CONSTRUCTION STANDARDS - VERSION 1.0, ADOPTED IN DECEMBER 2015, EXCEPT AS MODIFIED BELOW OR MODIFIED IN gg EXISTING SANITARY LINE SPECIAL NOTES. 0 EXISTING SANITARY MANHOLE 2. RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION. A PRECONSTRUCTION CONFERENCE SHALL ® EXISTING CLEANOUT BE HELD WITH RWSA PRIOR TO THE START OF ANY WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). - 5L EXISTING STORM LINE 4. RWSA ENGINEER (VICTORIA FORT AT (434) 977-2970 EXT. 205) SHALL BE NOTIFIED THREE BUSINESS DAYS PRIOR TO THE START OF ® EXISTING STORM INLET CONSTRUCTION. @ EXISTING STORM MANHOLE 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE CONDUCTED ON RWSA FACILITIES ON WEEKENDS OR HOLIDAYS EXISTING OVERHEAD TELEPHONE WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. T EXISTING COMM PEDESTAL 6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR TIE-INS TO THE EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS MADE TO THE SYSTEM. ACSA WATER EXISTING ACSA WATERLINE 7. THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME OF DESIGN AND IS NOT WVO EXISTING WATER VALVE NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF THE LOCATION, SIZE EXISTING WATER METER AND DEPTH OF ALL EXISTING UTILITIES, BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE DILIGENCE TO W EXISTING WATER MANHOLE PROTECT ALL UTILITIES AND STRUCTURES FROM DAMAGE AT ALL TIMES, WHETHER SHOWN ON THE PLANS OR NOT. DAMAGE TO ANY FH -6- EXISTING FIRE HYDRANT EXISTING UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. EXISTING UTILITY VAULT 8. EROSION AND SEDIMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN - UGE EXISTING UNDERGROUND ELECTRIC LINE WRITING. - UGG EXISTING UNDERGROUND GAS LINE 9. NO BLASTING SHALL BE PERMITTED WITHIN 100 FEET OF RWSA FACILITIES WITHOUT WRITTEN PERMISSION AND RWSA APPROVAL OF THE EXISTING GAS VALVE BLASTING PLAN. GROUND MONITORING DURING BLASTING AND A PRE -BLAST SURVEY MAY BE REQUIRED. FOR BLASTING WITHIN 100 FEET OF ANY OPERATIVE RWSA SEWERLINES, BYPASS PUMPING AND/OR PRE- AND POST -CCTV MAY BE REQUIRED. RWSA MAY ALSO REQUIRE EXISTING GAS MARKING POLE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED BLASTING WILL NOT DAMAGE ANY RWSA EXISTING BUILDING OVERHANG FACILITIES. DAMAGE TO ANY UTILITIES DUE TO BLASTING SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO e EXISTING CHAIN -LINK FENCE ADDITIONAL COST TO THE OWNER. 10. THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS. WHEN A CROSSING IS MADE UNDER - - - -618- - EXISTING MINOR CONTOUR AN EXISTING FACILITY, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE EXISTING PIPE. THE AREA OF THE CROSSING - -620- EXISTING MAJOR CONTOUR SHALL BE BACKFILLED WITH COMPACTED 57 STONE TO THE SPRINGLINE OF THE EXISTING PIPE. 11. NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TESTED, CHLORINATED, FLUSHED AND HAVE WATER SAMPLES APPROVED PRIOR EXISTING PAVEMENT TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW EXISTING PROPERTY DEED LINE WATER MAINS WILL BE REQUIRED TO PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM. EXISTING EASEMENT 12. ALL EASEMENTS FOR NEW RWSA FACILITIES SHALL BE RECORDED PRIOR TO PLACING THE NEW FACILITIES INTO SERVICE. 13. NO PERMANENT STRUCTURAL FACILITIES WILL BE PERMITTED IN THE RWSA EASEMENT. THIS INCLUDES BUILDING OVERHANGS, EXISTING DITCH RETAINING WALLS, FOOTERS FOR ANY STRUCTURE, DRAINAGE STRUCTURES, ETC. EXISTING WALL 14. TREES ARE NOT PERMITTED IN THE RWSA EASEMENT. ABBREVIATIONS AC.= ACRE APPRX. = APPROXIMATE BC = BACK OF CURB BW = BOTTOM OF WALL CAB = SWITCH CABINET CG = CURB AND GUTTER DI = DUCTILE IRON EOI = END OF INFORMATION EP = EDGE OF PAVEMENT EX = EXISTING FF = FINISHED FLOOR FG = FINISH GRADE FH = FIRE HYDRANT FP = FLAG POLE DA = DRAINAGE AREA IRF = IRON ROD FOUND LF = LINEAR FEET LOD = LIMITS OF DISTURBANCE LP = LIGHT POLE MH = MAN HOLE N.T.S = NOT TO SCALE O/H = OVERHEAD PP = POWER POLE R = RADIUS RCP = REINFORCED CONCRETE PIPE R/W = RIGHT OF WAY SD = STORM DRAIN STM = STORM STRUCTURE SWIM = STORM WATER MANAGEMENT S/W = SIDEWALK Tc = TIME OF CONCENTRATION TC = TOP OF CURB TW = TOP OF WALL TYP = TYPICAL WM = WATER METER WWF = WELDED WIRE FENCE EXISTING PROPERTY CORNER EXISTING SIGN A EXISTING GUY ANCHOR EXISTING SITE LIGHT 0 EXISTING VEGETATION EXISTING TREELINE TRV#1A TRAVERSE i EXISTING MANAGED STEEP SLOPES SITE DEMOLITION UTILITY DEMOLITION DEMOLISH HARDSCAPE X DEMOLISH TREE AND REMOVE STUMP PROPOSED BUILDING PROPOSED ROADWAY PROPOSED PROPERTY SETBACK PROPOSED SECURITY FENCE e e - PROPOSED STORMWATER POND PROPOSED RETAINING WALL PROPOSED HANDRAIL - - PROPOSED LIMITS OF DISTURBANCE PROPOSED SIDEWALK PROPOSED TREELINE PROPOSED SANITARY LINE SS • PROPOSED SANITARY MANHOLE ❑o PROPOSED SANITARY CLEANOUT PROPOSED STORM LINE PROPOSED STORM MANHOLE ■� PROPOSED STORM INLET W PROPOSED WATER LINE ® PROPOSED WATER METER PROPOSED FIRE LINE N PROPOSED GATE VALVE PROPOSED FIRE HYDRANT ASSEMBLY PROPOSED FIRE DEPARTMENT CONNECTION O PROPOSED POST INDICATOR VALVE U PROPOSED 900 BEND f' PROPOSED 22.50 BEND H PROPOSED 11.250 BEND FLI PROPOSED TEE Fri PROPOSED CROSS PROPOSED REDUCER PROPOSED WATER LINE EASEMENT PROPOSED SANITARY EASEMENT PROPOSED WATER/SANITARY EASEMENT PROPOSED CONCRETE PROPOSED LIGHT DUTY ASPHALT PROPOSED HEAVY DUTY ASPHALT PROPOSED GRAVEL It Dewberry Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804)290-7957 Fax: (804)290-7928 www.dewberry.com rr O Q rr Q W U W U z ,� a z CrZ W Q o O co > Z LU a to W } z ::) W Lo CO o Z Z J Qa o 0 Z) Q N N CO < W m 02 LL0 COEL J Q UZ W 0 Q CQ G MW W J Q SEAL V _gALT4 -0 0 O a r 4NAN kocX ON 6 �• No. 037023 4 O46 10/05/22 L��q %lo-On'AL E�Uas® SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE GENERAL NOTES PROJECT NO. 50119298 C0002 SHEET NO. 1 41 4 1 5 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THE PROJECT DEVELOPS THE AVON PROPERTY IN ALBEMARLE COUNTY, VA FOR USE BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. IT INCLUDES MASS GRADING, STORMWATER MANAGEMENT, AND THE DEVELOPMENT OF A VEHICLE MAINTENANCE BUILDING, SITE ACCESS ROAD, TRAINING AREA, FUEL STATION, AND VEHICLE WASH AREA. THE DISTURBED AREA IS 7.31 AC. THE PROPOSED LAYDOWN AREA FOR THE PROJECT IS LOCATED AT THE END OF THE EXISTING ACCESS ROAD OFF AVON STREET EXTENSION, NEAR THE ENTRANCE TO THE CELL TOWER SITE. THIS AREA IS PROTECTED WITH SUPER SILT FENCE, DIVERSION DIKES, INLET PROTECTION, AND A SEDIMENT BASIN (SHEETS C2.03 - C2.06). EXISTING SITE CONDITIONS THE EXISTING PROJECT AREA IS DENSELY WOODED WITH A GRAVEL ACCESS ROAD OFF AVON STREET EXTENSION TO A CELL TOWER AND EWATER STORAGE TANK. THE SITE SLOPES DOWN FROM AVON STREET EXTENSION AND THE ALBEMARLE HEALTH CARE CENTER TO CULVERTS ON THE NORTHEAST PROPERTY EDGE. 0 ADJACENT AREAS THE SITE IS WOODED ON THE NORTHWEST AND NORTHEAST PROPERTY EDGES. THERE IS AN EXISTING CELL TOWER AND WATER STORAGE TANK NORTHWEST WITHIN THE PARCEL AND AVON STREET EXTENSION FURTHER NORTHWEST. THE ADJACENT PARCELS TO THE SOUTH AND SOUTHWEST ARE CLEARED FOR COMMERCIAL DEVELOPMENTS, AND FOUNDERS PLACE BORDERS THE SITE TO THE EAST. OFFSITE AREAS NO OFF -SITE ACTIVITIES ARE PROPOSED WITH THIS PROJECT. CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER A SEPARATE VSMP PERMIT. SOILS SEE SHEET C0.06 FOR SOILS MAP. CRITICAL AREAS THERE ARE AREAS OF CRITICAL SLOPE ON THIS SITE, SEE SHEETS C1.01 - C1.03. EROSION AND SEDIMENT CONTROL MEASURES SAFETY FENCE (VESCH STD. & SPEC. 3.01): A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED UNSAFE BY VIRTUE OF POTENTIAL FOR ACCESS BY THE PUBLIC. CONSTRUCTION ENTRANCE (VESCH STD. & SPEC. 3.02): A STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. THE PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. INSTALLED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND MOVE DIRECTLY ONTO A PUBLIC ROAD OR OTHER PAVED AREA. CONSTRUCTION ROAD STABILIZATION (VESCH STD. & SPEC. 3.03): THE TEMPORARY STABILIZATION OF ACCESS ROADS, SUBDIVISION ROADS, PARKING AREAS, AND OTHER ON -SITE VEHICLE TRANSPORTATION ROUTES WITH STONE IMMEDIATELY AFTER GRADING. THE PURPOSE IS TO REDUCE THE EROSION OF TEMPORARY ROADBEDS BY CONSTRUCTION TRAFFIC DURING WET WEATHER AND TO REDUCE THE EROSION AND SUBSEQUENT REGARDING OF PERMANENT ROADBEDS BETWEEN THE TIME OF INITIAL GRADING AND FINAL STABILIZATION. SILT FENCE (VESCH STD. & SPEC. 3.05): A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE CHANNEL FLOWS. STORM DRAIN INLET PROTECTION(VESCH STD. & SPEC. 3.07): A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDED AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. FOR USE WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA. DIFFERENT TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS. CULVERT INLET PROTECTION (VESCH STD. & SPEC. 3.08) A SEDIMENT FILTER LOCATED AT THE INLET TO STORM SEWER CULVERT. CULVERT INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING, ACCUMULATING IN, AND BEING TRANSFERRED BY A CULVERT AND ASSOCIATED DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION OF A DISTURBED PROJECT AREA AND PROVIDES EROSION CONTROL AT CULVERT INLETS DURING THE PHASE OF A PROJECT WHERE ELEVATIONS AND DRAINAGE PATTERNS CHANGE, CAUSING ORIGINAL CONTROL MEASURES TO BE INEFFECTIVE OR IN NEED OF REMOVAL. TEMPORARY DIVERSION DIKES (VESCH STD. & SPEC. 3.09): A TEMPORARY RIDGE OF COMPACTING SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA. FOR USE WHEREVER STORMWATER RUNOFF MUST BE TEMPORARILY DIVERTED TO PROTECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON SITE DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18 MONTHS OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE. TEMPORARY SEDIMENT BASIN (VESCH STD. & SPEC. 3.14): A TEMPORARY BARRIER OR DAM FORMED BY CONSTRUCTING AN EMBANKMENT WITH COMPACTED SOIL ACROSS A DRAINAGEWAY. SEDIMENT BASINS SHOULD BE USED ONLY FOR LARGER DRAINAGE AREAS. IF THE CONTRIBUTING DRAINAGE AREA IS 3 ACRES OR GREATER, REFER TO SEDIMENT BASIN. SEDIMENT BASINS, ALONG WITH OTHER PERIMETER CONTROLS INTENDED TO TRAP SEDIMENT, SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY AND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. OUTLET PROTECTION (VESCH STD. & SPEC. 3.18): STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATION DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. OUTLET PROTECTION PREVENTS SCOUR AT STORMWATER OUTLETS, PROTECTS THE OUTLET STRUCTURES, AND MINIMIZES THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED FLOWS. THIS IS APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS. ROCK CHECK DAM (VESCH STD. $ SPEC. 3.20): SMALL TEMPORARY STONE DAMS CONSTRUCTED ACROSS A SWALE OR DRAINAGE DITCH. ROCK CHECK DAMS REDUCE THE VELOCITY OF CONCENTRATED STORMWATER FLOWS, THEREBY REDUCING EROSION OF THE SWALE OR DITCH. ROCK CHECK DAMS ALSO TRAP SEDIMENT GENERATED BY ADJACENT AREAS OR THE DITCH ITSELF, MAINLY BY PONDING OF THE STORMWATER RUNOFF. TEMPORARY SEEDING (VESCH STD. & SPEC. 3.31): THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEEDING REDUCES EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. FOR USE WHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF LONGER THAN 14 DAYS. SUCH AREAS INCLUDE DENUDED AREAS, SOIL STOCKPILES, DIKES, DAMS, SIDES OF SEDIMENT BASINS, TEMPORARY ROADBANKS, ETC. A PERMANENT VEGETATIVE COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF MORE THAN ONE (1) YEAR. PERMANENT SEEDING (VESCH STD. & SPEC. 3.32): THE ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED. PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS. PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIAL. PERMANENT SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED AREAS WHERE PERMANENT, LONG-LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. FOR USE WHERE ROUGH -GRADED AREAS WILL NOT BE BROUGHT TO FINAL GRADE FOR ONE (1) YEAR OR MORE. MULCHING (VESCH STD. & SPEC. 3.35): APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. MULCHING PREVENTS EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. FOR USE IN AREAS WHICH HAVE BEEN PERMANENTLY SEEDED. MULCHING SHOULD OCCUR IMMEDIATELY FOLLOWING SEEDING. AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. SOIL STABILIZATION BLANKETS AND MATTING (VESCH STD. & SPEC. 3.36): THE INSTALLATION OF A PROTECTING COVERING (BLANKET) OR SOIL STABILIZATION MAT ON A PREPARED PLANTING AREA OF A STEEP SLOPE, CHANNEL OR SHORELINE. FOR USE ON SHORT, STEEP SLOPES WHERE EROSION HAZARD IS HIGH AND PLANTING IS LIKELY TO BE TOO SLOW IN PROVIDING ADEQUATE PROTECTIVE COVER; IN VEGETATED CHANNELS WHERE THE VELOCITY OF DESIGN FLOW EXCEEDS "ALLOWABLE" VELOCITY; ON STREAMBANKS OR TIDAL SHORELINES WHERE MOVING WATER IS LIKELY TO WASH OUT NEW PLANTINGS; OR IN AREAS WHERE THE FORCES OF WIND PREVENT STANDARD MULCHING PRACTICES FROM REMAINING IN PLACE UNTIL VEGETATION BECOMES ESTABLISHED. TREE PROTECTION (VESCH STD. & SPEC. 3.38): PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. DUST CONTROL (VESCH STD. & SPEC. 3.39); TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM TO ANIMAL OR PLANT LIFE DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. EROSION & SEDIMENT CONTROL NARRATIVE (CONTINUED) TEMPORARY AND PERMANENT STABILIZATION DURING CONSTRUCTION: APPLY TEMPORARY AND/OR PERMANENT SEEDING AS GRADING OPERATIONS ARE COMPLETED IN AREAS NOT TO RECEIVE PAVEMENT OR OTHER IMPERVIOUS SURFACES. POST CONSTRUCTION: APPLY TOPSOIL, PERMANENT SEEDING PER SPECIFICATIONS AND SOIL AMENDMENTS (AS NECESSARY) TO ALL DISTURBED SURFACES NOT RECEIVING PAVEMENT OR OTHER IMPERVIOUS SURFACE. TEMPORARY SEEDING 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 AND LESS THAN ONE YEAR. THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW AREAS. PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED. MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING THE MID -SUMMER AND WINTER SEASONS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. STORMWATER RUNOFF CONSIDERATIONS A CONSTRUCTION GENERAL PERMIT (CGP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM REGULATIONS WEBSITE FOR MORE INFORMATION. A STORMWATER MANAGEMENT PLAN HAS BEEN DESIGNED TO ADHERE TO THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY IIB STORMWATER MANAGEMENT CRITERIA FOR WATER QUALITY AND QUANTITY. THE RUNOFF FROM THE PROJECT DRAINS TO PROPOSED DETENTION BMPS ON SITE THAT DISCHARGE TO EXISTING CHANNELS AND STORM SEWERS AND ULTIMATELY FLOW TO MOORES CREEK. SEE SHEETS C6.01 - C6.07 FOR THE PROPOSED STORMWATER MANAGEMENT PLAN. CALCULATIONS: SEE PERTINENT DETAIL SHEETS INCLUDED IN THIS PLAN SET. SOIL STOCKPILES AND BORROW AREAS ALL SOIL STOCKPILES SHALL HAVE SILT FENCE INSTALLED ON ALL SIDES. STOCKPILES SHALL BE TEMPORARY/PERMANENTLY SEEDED DEPENDING ON TIME FRAME FOR REUSE OR REMOVAL OF SOIL MATERIAL. ALL ON -SITE BORROW AREAS (IF NECESSARY) SHALL BE DELINEATED ON THE PLAN BY CONTRACTOR. APPROPRIATE EROSION AND SEDIMENT CONTROL FEATURES (SILT FENCE, SEDIMENT TRAPS/BASINS) SHALL BE INSTALLED DEPENDING ON LOCATIONS AND FIELD CONDITIONS. EROSION & SEDIMENT CONTROL MAINTENANCE IN GENERAL, THE PROJECT AREA SHALL BE CHECKED AFTER RAINFALL EVENT OR WEEKLY, WHICHEVER IS MORE FREQUENT TO ENSURE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE MAINTAINED ACCORDING TO THE FOLLOWING SCHEDULE: 1. CONSTRUCTION ENTRANCE THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED, OR TRACKED OUTSIDE THE PROJECT AREA WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 2. CONSTRUCTION ROAD STABILIZATION BOTH TEMPORARY AND PERMANENT ROADS AND PAKRING AREAS MAY REQUIRE PERIODIC TOP DRESSING WITH NEW GRAVEL. SEEDED AREAS ADJACENT TO THE ROADS AND PARKING AREAS SHOULD BE CHECKED PERIODICALLY TO ENSURE THAT A VIGOROUS STAND OF VEGETATION IS MAINTAINED. ROADSIDE DITCHES AND OTHER DRAINAGE STRUCTURES SHOULD BE CHECKED REGULARLY TO ENSURE THEY DO NOT B 3. SILT FENCE A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE. 4. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED. 5. BLANKETS & MATTING AREAS SHOULD BE INSPECTED REGULARLY FOLLOWING INSTALLATION, ESPECIALLY AFTER RAINSTORMS. ANY DISLOCATION OR FAILURE SHOULD BE REPLACED IMMEDIATELY. IF WASHOUTS OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. CONTINUE TO MONITOR THESE AREAS UNTIL THEY BECOME PERMANENTLY STABILIZED. 6. STORM DRAIN INLET PROTECTION THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAINSTORM AND REPAIRED AS NEEDED. AGGREGATE SHALL BE REPLACED OR CLEANED WHEN INSPECTION REVEALS CLOGGED VOIDS ARE CAUSING PONDING OR INTERFERING WITH CONSTRUCTION. ADDITIONALLY, SEDIMENT SHALL BE REMOVED WHEN IT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH. 7. ROCK CHECK DAM SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE-HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. REGULAR INSPECTIONS SHOULD BE MADE TO ENSURE THAT THE CENTER OF THE DAM IS LOVER THEN THE EDGES. EROSION CAUSED BY HIGH FLOWS AROUND THE EDGES OF THE DAM SHOULD BE CORRECTED IMMEDIATELY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE IN CHARGE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER, AND COUNTY/CITY ESC INSPECTOR PRIOR TO PERFORMING ANY LAND DISTURBING ACTIVITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. THE CONTRACTOR WILL MAINTAIN A LOG OF INSPECTIONS, MAINTENANCE PERFORMED, AND REPAIRS MADE FOR THE INSPECTION BY THE OWNER AND PLAN APPROVING AUTHORITY. NO EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHOUT APPROVAL OF THE ENGINEER OR COUNTY/CITY ESC INSPECTOR FOR THE PROJECT. SEDIMENT SHALL BE PLACED IN APPROVED LOCATION. EROSION & SEDIMENT CONTROL NOTES ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS (9VAC25-840). ES-2: 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 FINAL INSPECTION. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED 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, 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. ES-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. ES-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 IS ACHIEVED. ES-8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. MINIMUM STANDARDS (9VAC25-840-40) A VESCP MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: 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. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES 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. 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. 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. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER MINIMUM STANDARDS (9VAC25-840-40) 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. 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. 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. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 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. 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. 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. 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. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 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 THIS CHAPTER. F. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH. 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. 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 VESCP 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. 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 FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: (1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (2A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (21B) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (2C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO A CONDITION WHERE A 10-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR (2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A 10-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR (4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (11) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24-HOUR STORM; AND (111) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND -DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION OR ARE EXEMPT PURSUANT TO SUBDIVISION C 7 OF § 62.1-44.15:34 OF THE ACT. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION 19. Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com rr O 2 Q rr Q w Uw U z Q � Q z cr z Q C) ccnn > `W^ vJ z w ON D_ o z w w _j O zzz�0W J o Qocn _ N m O � U- J Q Uz rn J 0 CQ G Mw W J Q SEAL �qv. WoS �LALT4 0pl QC� DA U D fib NNYFENNOC .. ,y lic, No. 037023 Vol 10/05/22 v��� J•� 1 SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE E&SC NOTES PROJECT NO. 50119298 COmO3 SHEET NO. 1 3 4 5 E 0 16 CE STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. EXISTING 3" SM-2A ASPHALT PAVEMENT 2% TOP COURSE 20/Q EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 ASPHALT PAVED COURSE AGGREGATE) WASHRACK �70' MIN. 70' MIN. F-A y1t+911�[r MEN 2%_ 2% 12' MIN.` 2% PAVEMEIs 1 *MUST EXTEND FULL WIDTH A POSITIVE \\ OF INGRESS AND EGRESS I DRAINAGE TO OPERATION + SEDIMENT TRAPPING DEVICE PLAN VIEW POSITIVE 2' MIN . DRAINAGE TO SEDIMENT 2% TRAPPING DEVICE SECTION A -A A MINIMUM WATER TAP OF 1 INCH MUST BE INSTALLED WITH A MINIMUM 1 INCH BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5 INCHES FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. SOURCE: ALBEMARLE COUNTY DESIGN STANDARDS MANUAL - ENGINEERING PAVED WASH RACK IP 1992 • GRAVEL FILTER - 127-" RUNOFF WATER WIRE MESH FILTERED WATER s a s rt1 Ij'��IIMII ICI I � � " o v SEDIMENT 9111� a nA CONCRETE GUTTER 12 a CURB INLET 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. GRAVEL SHALL BE VDOT #3, 4357 OR 5 COARSE AGGREGATE Source: Va. DSWC III - 41 3.07 Plate 3.07-6 N.T.S. 2 SS 1992 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4-X4- 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. i f i III FLOW a' 3. ATTACH THE FILTER FABRIC TO THE WIRE 4, BACKFILL AND COMPACT THE FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL FLOW =1i EXTENSION OF FABRIIIC�.�j lAND WIRE INTO THE TRENCH. FILTER FABRIC Source: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, Sherwood and Wyant III - 24 CIP 1992 SF 3.05 1992 3.05 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4" X 4"' TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6-MAX. FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLOW SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) I I POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) Source: Adapted from Installation of Straw and Fabric Filter Plate 3.05-1 Barriers for Sediment Control, Sherwood and Wyant III - 25 SILT FENCE CULVERT INLET PROTECTION `DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT L FLOW OPTIONAL STONE COMBINATION VDOT #3, #357 OR #5 TO REPLACE SILT FENCE HIGH VELOCITY OF FLOW Source: Adapted from VDOT Standard Sheets and Va. DSWC III-49 I RIPRAP 3.08 Plate 3.08-1 be W Plate 3.05-2 1992 3.09 Height The minimum allowable height measured from the upslope side of the dike is 18 inches (see Plate 3.09-1). Source: Va. DSWC Plate 3.09-1 Side Slopes 1k:1 or flatter, along with a minimum base width of 4.5 feet (see Plate 3.09-1). Grade The channel behind the dike shall have a positive grade to a stabilized outlet. If the channel slope is less than or equal to 29b, no stabilization is required. If the slope is greater than 2%, the channel shall be stabilized in accordance with Std. & Spec. 3.17, STORMWATER CONVEYANCE CHANNEL. Outlet 1. The diverted runoff, if free of sediment, must be released through a stabilized outlet or. channel. III - 54 1992 SILT FENCE DROP INLET PROTECTION 2 % a' VODB FRAME 1.5' MAX. -FRAME l' 3' MIN. ��`' GATHER EXCESS �1 CORNERS V V PERSPECTIVE VIEWS STAKE �y FABRIC-" Ii l2l I v r IN. ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 57) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING I C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. Source: N.C. Erosion and Sediment Control Planning and Design Manual, 1988 Ell -35 3.07 Dewberry Plate 3.07-1 3,14 SEDIMENT BASIN SCHEMA TI C ELEVATIONS CREST OF EMERGENCY SPILLWAY DESIGN NIGH WATER (25-YR. STORM ELEV:) MIN, 10, _________ ________ MiN. 1.0' -- "]'- --- RISER CREST 67 C.Y./ AC. _ T - DEWATERING DRY' STORAGE DEVICE 67 C.Y./ AC. T " WET ' STORAGE - ttlipl SEDIMENT CLEANOUT POINT (' WET - STORAGE REDUCED TO 34 C.Y./ ACRE) DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER (25-YR. STORM ELEV-) MIN. 2.0 D, o.s MIN. 1.0' 67 C.Y./ AC. 13W STORAGE - - ..: RISER CREST 67 C.Y./ AC. WET - STORAGE .: ... _. pEWATERING _......... . . .... .. ..::. DEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Source: Va. DSWC 1I1 - 83 Plate 3.14-2 Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I- O I- Q Z)cr w>- Uw U z� 0 � a z 10�z w Q � o 0OC U)> cn z w I✓ 3: W DZ w oUi O Z J oIr Q z _ N ow m O LLo J a Uz � Uj J 0 Q CQ G �w W J Q SEAL ee®es+oa �gALIb WIA Oa Gg 0 i 1 V&NAPNV OYPFNNOC ro tic. No.037G23 041 10/05/22 �6�ONAL E rZ SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE E&SC DETAILS PROJECT NO. 50119298 COmO4 SHEET NO. 3.18 3 4 CD 1992 3.20 5 isTABLE 3.31-B (Revised June 2003) TEMPORARY SEEDING SPECIFICATIONS QUICK REFERENCE FOR ALL REGIONS C 0 C SB 1992 3.14 EXAMPLE PLAN VIEWS OF BAFFLE LOCATIONS IN SEDIMENT BASINS D D 2 NO SCALE INFLOW— `� 9t, RISER \ F � ll NORMAL POOL NORMAL POOL NORM" ^^^' DI SHEOF 4' X B' X 1/2- EXTERIOR PLYWOOD OR EQUIVALENT Source: USDA-SCS III - 94 MU 1992 L - TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE RAFFLE TO THE RISER. RISER RISER CREST ELEVATION POSTS MIN. SIZE V SQUARE OR 5" ROUND. SET AT LEAST 3' INTO THE GROUND. Plate 3.14-6 3.35 TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES: NOTES: per Acre Per 1000 sq. ft. Straw or Hay 1h - 2 tons 70 - 90 lbs. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover) or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 1500 lbs. winter cover or during hot, dry periods.' Apply as slurry. Com Stalks 4 - 6 tons 185 - 275 tbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 tbs nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cu. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in fine Shredded turf areas. Apply with Bark mulch blower, chip handler, or by hand. When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 2000 lbs./ac. or 45 lbs./1000 sq. ft. Source: Va. DSWC PIPE OUTLET CONDITIONS A A PIPE OUTLET TO FLAT AREA WITH NO DEFINED PLAN VIEW CHANNEL 1La 0 d SECTION A -A FILTER CLOTH KEY IN B -9 : RECOMMENDED FOR ENTIRE PERIMETER A A 3do (MIN.) do ' — ---- —--- - ' _: PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW A L a oar It SECTION A -A FILTER CIA'[H KEY IN B"-9": RECOMMENDED FOR ENTIRE PERIMETER NOTES: L APRON LINING MAY BE RIPRAP. GROUTED RIPRAP, GABION BASKET. OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER. BUT NOT LESS THAN 6 INCHES, Source: Va. DSWC B/M 1992 Plate 3.18-1 III - 157 3.36 TYPICAL ORIENTATION OF TREA TMENT — I (SOIL STABILIZATION BLANKET) SHALLOW ON SHALLOW SLOPES, STRIPS OF NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. BERM WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND ANCHOR IT BEHIND THE BERM. BRING MATERIAL DOWN TO A LEVEL AREA BEFORE TERMINATING THE INSTALLATION. TURN THE END UNDER 4' AND STAPLE AT 1r INTERVALS. ON S7EEP SLOPES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. 4" 1 Y IN DITCHES, APPLY PROTECTNE COVERING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE DrTCH IF AT ALL POSSIBLE. Source: Adapted from Ludlow Products Brochure 1 RIPRAP Source: Va. DSWC Plate 3.20-1 III - 187 B/M 1992 3.36 TYPICAL TREATMENT — I (SOIL STABILIZATION BLANKET) INSTALLATION CRITERIA ANCHOR SLOT if NOTES APPROXIMATELY 200 STAPLES REQUIRED PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & CHECK SLOTS TO BE BURIED S' TO It. 1r MAX. 4:1 OR FLATTER G MAX. STEEPER THAN 4:1 JUNCTION SLOT EDGE AND ENO JOINTS I I I I I I I CHECK SLOT TO BE SNUGLY ABUTTED (JUTE MESH WILL HAVE I I I TERMINAL. FOLD STAPLED LAP JOINT IN LIEV OF EDGE JOINT ) LAP JOINT r MIN. I I I I I I I TAMP FIRMLY (JUTE MESH ONLY) I I I I ANCHOR SLOT 5' MAX. 4:1 OR FLATTER 1 3' MAX. STEEPER THAN 4:1 1 I 1 1 r 6 T TO 1r 6 I I I i t I I I I �CHECK SLOT I I I I r —� �1'Tor TAMP CHECK SLOT I I I I FRMLY SAN— VAR. VAR. ` 6' To1r e' TO a" MIN. PLAN VIEW STAPLING DIAGRAM CHECK SLOTS AT MIN. STAPLE FORMED FROM NO.11 STEEL WIRE. 50C—C INTERVALS: 8" STAPLE MIN. LENGTH FOR SANDY SOIL. NOT REQ.'D WITH ALL 6' STAPLE MIN. LENGTH FOR OTHER SOIL 'COM BI NATION' BLANKETS Plate 3.36-1 Source: VDOT Road and Bridge Standards TERMINAL FOLD r Plate 3.36-2 SEED APPLICATION DATES SPECIES APPLICATION RATES Sept. 1 - Feb. 15 50150 Mix of Annual Ryegrass (lolium multi- florum) & Cereal (Winter) Rye (Secale cereals) 50 -100 (lbs/acre) Feb. 16 - Apr. 30 Annual Ryegrass (lolium multi-florum) 60 - 100 (lbs/acre) May 1 - Aug. 31 German Millet 50 (lbs/acre) FERTILIZER & LIME • Apply 10-10-10 fertilizer at a rate of 450 IDS. / acre (or 10 lbs- 11,000 sq. ft.) + Apply Pulverized Agricultural Limestone at a rate of 2 tonstacre (or 90 Ibs.11,000 sq. ft.) NOTE: 1 - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. 2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. 3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bull tin # 4. 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs TABLE 3.32-D PS (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA EED' LAND USE SPECIES APPLICATION PER ACRE Tall Fescue' 95-1007 Minimum Care Lawn Perennial Ryegrass 0-5% (Commercial or Residential) Kentucky Bluegrass' 0-5% TOTAL: 175-200 lbs. Hiah-Maintenance Lawn Tall Fescue' TOTAL: 200-250 lbs. Tall Fescue' 128 lbs. General Slooe (3:1 or less) Red Top Grass or Creeping Red Fescue Seasonal Nurse Cropz 2 IDS. 20 lbs. TOTAL: 150 lbs. Tall Fescue' 108lbs- Red Top Grass or Creeping Red Fescue 2 lbs. Low-Maintenance Slope Seasonal Nurse Crop2 20 IDS. (Steeper than 3: 1) Crownvetch0 20 I TOTAL: 150 lbs. 1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at http,//sud an. cses.vt. ed u/htmifTurf/turf/publications/ou bl ication s2. html 2 - Use seasonal nurse crop in accordance with seeding dates as stated below: February 16"' - April ............................... Annual Rye May 1" - August 15 ............................ Foxtail Millet August 1 e - October ...... Annual Rye November - February 1 e ....................... Winter Rye 3 - Substitute Sericea lespedeza for Crownvetch east of Farmville, VA (May through September use hulled seed, all other periods, use unhulled Sericea). If Flatpea is used, increase rate to 30 lbs./acre. If Weeping Lovegrass is used, include in any sloe or low maintenance mixture during warmer seeding periods, increase to 30 -40 FERTILIZER & LIME • Apply 10-20-10 fertilizer at a rate of 500 IDS. / acre (or 12 lbs- / 1,000 sq. ft.) • Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) NOTE: - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin # 4. 2003 Nutrient Management for Development Sites at httD://www.dcr.state.va.us/sw/e&s.htm#pubs TP 1992 3.38 BOARD FENCE t' Ilr: �. .7 00 .. �+IT CORRECT TRUNK ARMORING r TRIANGULAR BOARD FENCE Source: Va. DSWC Plate 3.38-2 Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com H O 2 C) 1 r W Uw U z a z crZ W Q � C\I � "�_ ¢_' Z LLI O EL rn o w } z I„ I„ I m O � Z Z J o o U Q z oN < m O EL o to J a UZ W 0 I� < MW W J SEAL ee®�s+oa i" 4f a ®yt OGg fi (KEV Tj{ONYPFNNOC l c. No.037G23 J O/05/22 H6%O.VAL E'G�Mj� SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE E&SC DETAILS PROJECT NO. 50119298 CO.,05 SHEET NO. III - 353 III - 361 III - 362 III - 401 1 2 3 4 5 E C f 9 Fj Il I \ \ \ \\ \\\Ill 11 I I \\ \ \)\ J III 11 \ \ \\\ \\\\Illlll� I \ 111 11)-,--PAR KZG\ 1\\ LOT \ \ \ \(\ / \ t\\\\\\I N/F \ I I \\ I I ITEWAS4, L.L.C\ D.B.\3860, Pg. ( l \ I I I \ (I\\1 \ \ J 1(55 G68 PLA TRV -Pj5,0�1QQ0b-omo -:MlS€NZ1jS sl r1335RHAMGIRO AL EMA LI`CQUN* �ERV CILLT AHORIIIC D. 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HSGB \ \\ DEVELOPMENT MIX �bI>AM IAL P . 670 1 \ \\ \ k II 1 1 l\ \ \ \ \ \ ✓ \ \ \ \ PRESENT N: `L �0 00 01 BO I I IIII \ \ \ > / / ST%t \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ��CONVALESCENT ITJ{I 1 s �Nl(lAL\ \ 111\\ I \ \ \ �`\\` /� — __— E VA\CAN\T \ \\\ \ \ — \ \ \ \ \ I ( \ 1 \ \I I \ / J �' — — — \ J I \\ \ o L _�- — — \ I \ \\ \\ 1540 FO PLI B b3\ \ /// GRASS I \ I I l 1 \ AREni ( l l /// 111 11 \ \l o I J - I N/F' AD X � �.- — f- —\ / IIRF l 11, ,l /)) J 1 / x ( \ \ (I \II111)\(1 / \ I) I / \ I I \ )\ ( / ( I i #6 ( DOMINION CRANE & RIG ING INC, — RF \ \ \\(l\\�/\ / ` — \ )\ \ \ I 1 1 JI 11 1 `I I I ) I 11 \ / / / I / 1 \\ \ ( I \ i f 1 1 D.B. 1237, PG. 59 AS c (LD) ( \ \ \ I IIII \ rA I : 0 1 0-00-00- 1 Do ,\, J / / / / / ) / I I I I 11/ / \\ I / I\\\ \\\ \\ \) 1 \ 1) \ I I \\\ Zbr�i�ic�, Li�Gr�T� Ii�Dus R _ l \ } I I / I I } \ / \ \ \\\ \ Z ) / ) \I \\ \\ \ ((\ \ \ ( 1 I 7NR1YIC R PA IF� \ 50' RIGHT F WAY F2 0G I I I. I \ / / \ \\\ \ I \\ \ \ / \ \ \ \ \ \ \ PARKING / 1 PA KI ) I I l l 1 I (/ / / J ( \ \Ill 1 / 1 ! r / — \\ ; \\�E \ \SOT \ e.B. 306, P�.18� I �Oj l J l / J 1 I l 1 I J (f // \\ \ \\ \ \ \ \ \ \ \ \ \\ \\ \ \\�5`AVbN'&TREET EXT UNITED RENTALS u.B. �48, P(,. 10f1 1 f I / / 1 J J III I / I I/IJI r I / ALBEMARLE HEALTH & REHABILITATION CENTER / \ / / J ()) fllllf Ill \\ \\\\\\l\ �\�1\�\\\\i\\ \\ I\\`� \ I 1 1 I I) \ � _ / / � III j) 1 J)� of / � / / / �✓Irll��/�l J11If[I 1\\\\l 1 ( \ \\\\ \\\\ \\\ \\ \\ \ \\\\ \(\\ /\III \ \ \\\ \ \ — / I / fl1 \ l ! // 1 1 \\ \ \ \ \ \ / I 1 \ \ / III 1 IIl\I I/ N1\ & 72C3 /JII\�\ I HSGB \\ GENERAL NOTE \ \\ ° I 1 \\\\ \\\ \ \ \ \ \ \ \ \ \ \ \1\ \ \ 1 ( 11111 l ( I I (I Il \\\ 1. APPROXIMATE LOCATIONS OF SOIL BORINGS ARE SHOWN. SEE GEOTECHNICAL ENGINEERING REPORT PROVIDED BY SCHNABEL ENGINEERING DATED FEBRUARY 7, 2020 SOIL PROPERTIES \ \1\\\\\\\\\� _�11I\IIII Il\\\\ \ IV)), \AN — \\\\\\\\ PARKINN(, 1 ff \ \ 14 M\LL CREEK RIVE +PARKING — �_ / 0 III I I I I I I 1 72C3 1 I I I 1 \ \ \ \ 1 1 1 I / — \\\ \ \(` 77 >� / HSG B I 1 1 \ \ \ \ \ \ — \ \\� / I 1 1 \ \ 32C HSG \ PAR�AM \1V#9 \ \ J J \ (lllllllllll\\ \ ( ( ((IIIII of At�n DMINI3TR,ATION RM 149 V \ 1 I I \1I (PAtt 910 -TI -Me 00 I Z ING: R15 RESIDENTIAL \\\\ l I / \ i \ \II III I \ \ _ \jy`/�`�6SENT USE: FIR STATION (STAFF) \ I \ \\ 1 \^ I \ \ \ I \ \\\\\ \ \ \\\\\\\ 1 _�=——'i/ir / J I \\ 1515 FOUN RS PL \\\ I \ \ \ 7% N/F CREE MILL L`LC BV!<= � lot \~ RARCELID: 091'QO-00-0 -002D z _..—� HSGB \'��� \\\ZONING: PD-S PLAN ED L9RtviENT SHOP ING ENTERS \YACAN� \ \ 1 \\\\ \\\\\\\\\\✓/ / / / �\ \ N\ \\\\\\ 13c MOUNTAIVS, �IEW I 1 c \ I \ \L I ELEMENTA Y SCHOOL \\I \ \ I 1 I PARKING J LOT J (I FIRE RESCI STATION A / MAP UNIT NAME HYDROLOGIC UNIT CODE 13C Catoctin Silt Loam, 7 to 15 percent slopes, very stony B 32C Orenda Silt Loam, 7 to 15 percent slopes C 58C Myersville Silt Loam, 7 to 15 percent slopes B 63B Orange Silt Loam, 2 to 7 percent slopes C/D 72B3 Rabun Clay, 2 to 7 percent slopes, severely eroded B 72C3 Rabun Clay, 7 to 15 percent slopes, severely eroded B 77 Dan River-Codorus Complex, 0 to 2 percent slopes, occasionally flooded B Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberryxom O Q Q W >- Uw UE5 z� � a z �z W Q LN p �� U) Y Cl)z w If- 5 F, LU � w o �_ O LU Z J Q o r D- Q z _ 0 N o w m O � Lo J a Uz � LLJ J 0 Q Q LL] W Q SEAL ee®�s+oa Oa Gg fi � t rrFF110NV PFNNOC ro LIc No.037023 10/05/22 4`Y' @�6fONAL SCALE 0' 30' 60' 120' SCALE: 1" = 60' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE SOILS MAP PROJECT NO. 50119298 COmO6 SHEET NO. 1 0 4 d � C C G Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com rr O 2 Q Z) rr Q w>- Uw z a �C.)z w z Q o U)> cn z w o LU z ::) Lw r o - U) O Z J o LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®A Oa Gg fi i 1 4 JIVVPFNNOC ro VC. NO.037023 10/05/22 4`Y' SCALE 0' 30' 60' 120' SCALE: 1" = 60' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE OVERALL PLAN PROJECT NO. 50119298 C0007 SHEET NO. 1 1 2 1 3 1 4 1 5 E Al A Fj \ / / / /I - \ \ IN, \1 \ \ \\ \\ T= - �/ / 1 \ \ \ \ 1 \ \ \ \ I \ \ \ \ \ \ \ \ \ \ ` \ \ I \ \ \ \ \ \ \ ILL CREEK RIVE \ ~ \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \\ I \ \ "� PARKING \ \ \ \IN,\ \ \\\ \\\\ 1 1 I I � \ I / \I \ LOT \ — \ \ \ \\ \ \�\\\ _ __- \ 1 � II / ��•\ \ \ \ \ \IIII f--___=\\ \ \,` \\\ \\ \( ( \ \III \ ` \ \ \ \ \ \\ \\\\ �\ \ \ \� c (� _ _-_ - -� \ \ I I I \ \ )\( / I I11 \ \ \ _ \ \\ I 1 1 \ I \ \ } I) \_ \�\\\\\� \ i/ �/� \ I 1 \ \ \ I ARKING \ 1 l ( \ \\ LE 1 \ \ \ l(1 I 1 \ I I ) ( /// / / \\� \ \\\� \ r ✓ / // / /( / \ I I \ 1 LOT \ \ 1 )1 \ I 1 ( 1 \ PAR�AM CIR� _ _ \ I / I 1 (I �- 1 / I 1 / ^ ^ \ \\ \ \ �\\� \ // / �\\ / \ 1 \11 J/II I1 l I I / r �\ o - I / \ \ _\ \ \ \ \ \ \ \ \ / / IIII \ \\'� \ _ \ IN \ -\ illllllllllll\ \ / l I I\ / \ ��\\��� ====_- \\ '�r \ \ \ I�\ I / \ \ 1 T V#s \ \ / ) 1 �111111III 11 \ \ \� \Ill 1 I_ \ I\ II Hit \ 1 / I� \\ \ - \\\ \\\ \`� = ----\\ IN 1) \ 1 1 / �_ \ ( ( III\\\ \ ll (l \\\\ \ / \ \ \ _ --_ / \ \ \ \ 1 ( \ 111 \ ( ( ((IIIII \ \\ \ \\\ i _ \\ \ \ \ - J \\ \ \\gbVr�Y OF Ate n \\ ( \\ J r I / 1 /III ( l \ J \ \\ IN \\ \\IIII II\ 1 1 ( \() ,—PARKJNG_ \ n \ \ \ I !IIIII\\\\\\\ \ / 1 r \ \ IN, I, \ \I \\I �DMINT$TRATIONR1oI1a9 \ I \ \ I / \ \ \ I\ LOT \ \ \ \ \ \ \ J\ \\\\\\\\\ \ 1 // l///r \ \\ \\\\ \� / \ \ I D.B .,P�i.— \ \ \ I\I 11 \\ / I I I I I I 1 MONTICELL / / \\\ \ \ \ C1.02 \ 1 111 _ \ \ \ \ \ 1\\\\ I 1 / / \ \ \ \ / I IIII PAKULL ID: 09100-00-00-002EO 1 (\\ I / I I I FIRE RESCU \ \\ \\ 1 JJ1 1 ( \ 1 \ \\\\\ i J I I I (( IIIII ` \\ \ I' ( Z ING: R15 RESIDENTIAL \ \ / 1 r\ I ( I 1 ( STATION C 1.03 \\ \\ \ \\\\\\ \ 1 1 \ \ \ — r= ?� J I Fi SEU3E: FIRE STATION (STAFF) I \\ 1(\ / \\\\\ N/F \ `� \ \ \ \ \ \11I1II1I II( I(//1//( ,. \\ \ \�-�- �f , _ O \ I I 1 I ,� \ \ \ \ \ — ; �� F�r /r/ J JJ I - \ ` \\ l 1 \ I ITEWAS , L.L.C\ I i \\11 II\ I 1 \\ ^ \ \ ___ \ 1515 FOUN RS PL \ \ I I \ \ 1 IIII Il { \ \ 1 \\\ \ \ \ \\\ 1 \ I\ I \ ( l I I I I I II)1) \\ 1 \\ \ \ D�1 5, PG. 168 (PLA \ \ \ \ — \ i \'WNIN\\\\\\\\\ \\\ \\\\\\\\\ \ P a�ceL l o�, QQ o�-WII00a0,_ — 1 \ ` ` \ N/F Ill\ \ \ \ \ \ J CREEKMILL L`LC I \\ \\\\\\\\\ \\\ \\\\\ \ \\ ` /\\\ _ - �� �� r '^ul —„ 7 _ _ // \ \o \ / \ \ \ / \ / / / / / I I \ \ J 1((1 I I I I I I I r \ _ \ 1 - \ ( I I 1\\ \ III 1 / I �\-- / F = ;�,� - _ ,_- �\ � D.B. \ I I I I I �\ RARCEL ID: 091 0 00-0 -002D 1 ( \ \\\ 1 1RLL- -:Z-TEC/ ✓ % z `�—�� \'`�` \ \�Z9NING: PD-S PLAN ED \ \ \\ \ / 1 ! 9RIviENT SHOP ING OENTERS \ \ \\\\ \ \\\` � - _ _ \\ \ \ \ \ \\ \\\ \ \ \ / \\ \ \ \ \ J 1 \ \ I 1 \I1\I11J II r1335 PARHAM-GIRGLE- / ° llI//\\ ( \\ � SE: VACAN� \ \ \\\ \\ \\\\ \\\\\/ // \\\ \ \ ��\\\��\\\�v�_.\ \ \\\\\� -�\ \ \-\�\\\ \ \\\��_P \\\\ \ 11\ II II 11\ ( \( / r)111(I IIII\\ I1 AL EMA L�COLIN Yl r / _ _ I \S RV1 AI�THORI�C / / \ /I\ ( I I 1 1 \ I \ D.9. 108'9, PG-670 / \ \ IR` \ \ \\\ \ \\\4N�Y \ \\ \ \ \ \ 4SE)alA�i \ � � \_ >�- III III IIII . / /// A I /�_ _ \ \\ \\\ \ \ II FINANCE \ \ \\\ \ \\� \ \\\\\ \\ 1 I / / _ v- _ I I�� Ir \I 1\\ / �_ ADMINISTRATION RN1149( \ // \ \ \\�I \ I \ \ I 1 I I P/NRCI=LEAD/09100-00-00-001#0 Z N NG' R1 dtESl NTI / Q I / — \ \ P . \ \ \ \ \ \ III ((�� \ \ \ \ I \\ ARC I����Q�-0 �Q01�0 \ \ iVl NAGED STEEP \ \ `\\\ / \ \ \Q \ �\ R \\\ \\\ �/ / \ \ — \ \ \ \ — \ \ \\\ \\ /� \ \ \\\ \\ \\ \\ \\ \\ \ \ \ / I I I I \ \ \ D.B. , P \ I ID' 09100-00-b02E0 \ \ \ \\\ \ III / / — _ — ) \ I f \\\ \\\ \\ 1\\ Pp \\\ \\\\ \\ I / —� \ I 11111 ZONING-RI�RESID�NTFAL \\\\\ / / I I I } I J PRCLSE�T SE: VACANT / // 11 I i / F�'EIDE TIAi LI�ND \ 4�AC \ \ \ \ \ \ \ \ \\\ \ \ \ \ \ \\�\\\ // / l \ZOAI�C�: i�1 R4� �1AL 1 \ \ �� \\ - -- \ \\ \\\\ \ i \ \ \\ \ \\ \\� — _ 1 \ \ / _ — �/ \ \ \ 1 11 P ESENT ITSE. 112E ST TIC{N \\\\\\ \\� \\�\ \ \\ 1 \ \\\ // i / _ _ / /// I \ \ II � \ \ \ \ \ \� 1 \ \ \ / /� I I I 1 \\\ 1 I 1 / \ I Ill F)\ \ \ — _ ( 1 I I 1 \ I I I ( \ / \ \\ \\ \ \ \ \ \\ \v \ \\ \ \ \ \ \ \ ;/// \ �73�\A \ �\� - \ \\ \ \ \ / --- / \\ ( \ \\ \ \\\ \\\\ 1 I \ \ / _ , - / I / \\\ _ 11 v \ \ 1 J I 1 I 1 \\\ — — - I `\ \ ( III \ 1 \ (III \ 1 \ \ \I 1 I 1 1 I I // NIP / S�ETE \\ I \ \\ \\ \ AL/BEM/jRLE (�O NTY / — \17�39 A�%O��f2��T\\\ \\ \\ \ � \ \\\ \ \\�\\\\ /\\ \(l\1 1 } 1 \ 1 I \ \ I (/ Ek�uC / / \ \ \\ I� \ \ \\ ��\ \�\ \ '� \\ \\\�\\\ \\\\�/� \ \ \\ \ \\\ \ \ \ \\\\ \\ \\\ 1\ / / - _ _ _ / / \ IIII I I \ \ \\\\ \\ \ \ \ \\ \\ � II II// _�� � / / I I I �\ �n Ji 11j I 1513 F\OUND�ERS�PL �\ \\ \ \\ Ill! 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SURVEYED INFORMATION SHOWN IN BLACK AND GIS INFORMATION FADED TO GRAY FOR CLARITY Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Z Q W>- U W z a �U � � z z � 0LN W Q p U) >- cn z w W = Jo Lo I- U) J z J o LU Cc Q z CDo LU _ N m O � LL � a Uz LLJ J 0 Q Q W m Q SEAL 000"o. s 10 Oa Gg fi � t .7 VIN I , ONVPFNNOC ro LIo. ko.031G23 10/05/22 4`Y' �60 VAL Y" — 0� SCALE 0' 30' 60' 120' SCALE: 1" = 60' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE EXISTING CONDITIONS PROJECT NO. 50119298 C1001 SHEET NO. 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I *8, PG. I I 1 104 / I I I I 1. INSTALL PAVED WASH RACK AND TEMPORARY CONSTRUCTION GATES & FENCING. 2. INSTALL INLET PROTECTION ON EXISTING INLETS. 3. INSTALL SILT FENCE, SUPER SILT FENCE, AND TREE PROTECTION. 4. CLEAR AND GRUB EXISTING TREES. TEMPORARILY SEED ANY DENUDED AREAS THAT WILL REMAIN UNDISTURBED FOR MORE THAN 7 DAYS. 5. INSTALL TEMPORARY DIVERSION DIKES AND TEMPORARY SEDIMENT BASIN. Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.conn fz O 0 Z Q W>- UUz o N a z �z W Q 0� U) Y cn z w p LU w o U) O LU Z oCc Q %J _ ` 0 N O LU m O� Lo J a Uz U LLJ J 0 Q Q W m Q SEAL 4*0q,9oa �gALIb ®'A Oa Gg fi 41N,� , ONVPFNNOC ro VC. 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INSTALL PAVED WASH RACK AND TEMPORARY CONSTRUCTION GATES & FENCING. INSTALL INLET PROTECTION ON EXISTING INLETS. INSTALL SILT FENCE, SUPER SILT FENCE, AND TREE PROTECTION. CLEAR AND GRUB EXISTING TREES. TEMPORARILY SEED ANY DENUDED AREAS THAT WILL REMAIN UNDISTURBED FOR MORE THAN 7 DAYS. INSTALL TEMPORARY DIVERSION DIKES AND TEMPORARY SEDIMENT BASIN. 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I I ( 1739 QVOIN \ \ \ \ o \ C \\ \ \ I I \ \ \\ 1 I I 1 W 0 I I I \ I I \ ALBEVAR4E CO4 NTY \ \ \ 1 I \ I \ i \ \ \STREEY EXT \ \ \ \ \ \ 5 S€RVIPE AUTHORITY \ \ I \ I \ \ \ \I \ \ / I \ \ \ \ \ \ \ 1 \ III I I \ \\P.B. oast PG. s7�o 1 I \ IIII 1 I I \ I / / 1 \ PARCEL I D: 91 0-00-00-001 BO 5�s AONIlN�c R RZESIDENTIAL \ I / \ 1 I I I \ \ l \ \ \ / / I / \ \ \ \ \ C \ I PRESENT\USE�VACANT% �TIAL \RESIDE �ND I�1-b1 1 \ \ I 1 \ \ \ I 1 I \ \ \ 1 \ I 1\\I \\ \\ ---- �/ I \�� \ \ \ 1 \ D� I I \ 1 I I I I I. l \\ \ 1 I ( I I ID\ \ I \ I I \ USE SOIL STABILIZATION \ \ \ \ GP I 1 585 ` 1 f%PPRpX. 10' Ll MOS IfASEMENT \ (BLANKET / MATTING) ON SLOPES \ �P D\B. 4399, f G 2`�1 \ \ GREATER THAN 3:1 (TYP.) \ \\ \\ \\� FH \ \ FP I I \ \ \ \ \ \ cam+ \ CIdAIN LINK FENCE � \ \ T \\� __ TRV#� \ \ \ \ 1 1 I I I I l \ \ I \ \ s j �i SETBAC — \— — — _ 1_ I \ \ \ \ \ \ //A,, \CID - 1 40 e — o. os�— �' 4\DON\1:_9�"D:PG 5— ( \ 1 I \ \ \ I \ \\I \\\ \\\ \\ \PA CE ID : 0,100-00-00 -001b0 o ( EOIG.LI�tT INDUSTRY \RENESERVCEREPAIR P 44QkNA \ \ GAGE \ \ PARKING \ \ \ \ \ \ IIII I \ I \\\ \ \ \ \ \ \ \\ \\ I \ I I \ \\I I I \ \\ I \ 1 \ \ LOT 745A+ONSTREET T \ 3.02 CONSTRUCTION CE O ENTRANCE 3.03 CONSTRUCTION ROAD R STABILIZATION 3.05 SILT FENCE SF -M--K--M- 3.05 SUPER SILT FENCE SSF Xa 3.07 STORM DRAIN INLET PROTECTION IP O 3.08 CULVERT INLET PROTECTION CIP O 3.09 TEMPORARY DIVERSION DD DIKE 3.13 TEMPORARY SEDIMENT SB BASIN 3.18 OUTLET PROTECTION OP 3.20 ROCK CHECK DAMS CD 1 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS 3.35 MULCHING MU 3.36 SOIL STABILIZATION BLANKETS & MATTING 3.38 TREE PRESERVATION & TP O TP - PROTECTION 3.39 DUST CONTROL DC 610 — — — 6' CHAIN LINK FENCE 1 UNITED RENTALS I. \ I 50' RIGgT OF WAY I D.B. 360, PG. 185 D.B. 3(48, PG. 104 / I ( I ( 1 I I ( 1 7.. 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J/ Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Z Q W>- Uw z N- a �Uz U..I z Q p a U) CE Y cCl)z w � o w z � w ~ - o _j U) O Z J o LU Q z _ O N O w m O� Lo J a Uz U LLJ J 0 Q Q w m Q SEAL eeeec+oa 8gAI.IIf ®y1 Oa Gg fi i 1 NAN ONVPFNNcc ro LIc No.037023 10/05/22 4`Y' SCALE 0' 15, 30' 60' SCALE: 1" = 30' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE E&SC PHASE II PLAN PROJECT NO. 50119298 C2mO5 SHEET NO. 1 2 3 4 5 PP OX. 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DEMOLISH EXISTING ITEMS SHOWN TO BE REMOVED. 2. INSTALL PROPOSED STORM SEWER SYSTEM AND INLET PROTECTION. 3. ROUGH GRADE THE SITE. EROSION CONTROL BLANKETS (EC-2) SHALL BE INSTALLED ON ALL SLOPES STEEPER THAN 3:1. I \ \ I I r rr l/ /�// 4. INSTALL ROCK CHECK DAMS. / A/) \ / / \ / 5. INSTALL SITE IMPROVEMENTS. 6. PERMANENTLY SEED UNPAVED AREAS. SLOPEMASTERTM CLOVER BLEND OR EQUIVALENT LOW -MAINTENANCE CLOVER BLEND ALBEMARLE HEALTH & / TO BE USED ON SLOPES 3:1 OR GREATER. INSTALL LANDSCAPING AND FLUSH DETENTION SYSTEM OF ANY SOIL. CONVERT � \ / l l REHABILITATION CENTER \ \ / TEMPORARY SEDIMENT BASIN TO PERMANENT SWIM DETENTION BASIN. (0l1(h ( > / J / / / \ 7. UPON SUCCESSFUL GERMINATION OF THE PERMANENT SEED TO MINIMUM STANDARDS, AND UPON APPROVAL BY THE LOCAL i/I )pll ! / \ ✓ / / AUTHORITY, REMOVE THE REMAINING E&S MEASURES. AM Dewberry Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Q W>- U Uz ,� o a z 0�z W Q UCE U) >- Cl)z w p � o LU z D I— LLJ J U) O LU z J o J Cc Q ` % _ 0 C O w m O� Lo J a Uz LLJ J 0 Q Q W m Q SEAL eooq c90a " �gALIb ®y� Oa Gg fi i 1 'A AN ONVPFNNOC ro �c. No.031G23 10/05/22 4A" �' '04o�*'g SCALE 0' 15' 30' 60' SCALE: 1" = 30' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACID CHECKED BY OCTOBER 5, 2022 DATE TITLE E&SC PHASE II PLAN PROJECT NO. 50119298 C2mO6 SHEET NO. 1 2 3 4 5 \_-/ - ;� --____ =; ;�; ;\\' Dewberry --_ -- __-___-_\N/F \ o� s \ \ 1 1 I11 I1 \ \ I IRS - _-=-�2$386�J, F� fa5 _ - _ _-_\ \_�_ �.� \ _ \ \ CREEK�AILL LLC \ \\ \ _---__-_-� \� \ - � - - � � � � � D.B. PG. �.6 1895 1>(P4_AY� - _ ` - - \ \ \ - - �\ PARCEL ID' 09'T00-0_00-=Ur__- PARCEL ID: 091�0-00-00-002D3 \ \ \ \ \ \ � � � \ � \ \ / / � / / � � � � � u \ ZONING: PQSC-PLANNED - _ ` ^ \ \ \ ` \ Sk ZONING: PD-SCi2LANNED \ \ \ \ \ \ \ \ \\ / \ \ \ \ \ \\\ QEV�ORME�NT SH9PPTfJG�ENT -- _ \�- D VELOPMENT SHOPPING CENTERS\ Dewberry Engineers Inc. I - \ \ \ / _ - \\ \ \ 4805 Lake Brook Dr., Suite 200 / 1 J� € \ \ \ \ Glen Allen, VA 23060 _PRESENT USE: WASH, DR�\iE'�H jU / � �c --� \ - \-�� � \ \PRESENT USE: VAC�1p�NT 1 \ \ \ \ \ \ \ \ \ \ \ \ �' / / / / / � � .COMMERCIAL LAND \ \ \ \ \ \ \ \ \ \ \\ \ \ ✓ / / - \ \ \\ \ \ \ \ Phone: (804) 290-7957 i33sPA�HfiAA �RCLF! / \-'���`-� \`� \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \\ \ / \ \ \ \ \ \ Fax: (804) 290 7928 \ \ \ \ \ \545 / \ \ \ www.dewberry.com SETBAC 1 BW 555.95 I I 50 \ \ /N/F - - / ) \ \ \ \ \ \ \ \ \ \ \ \ \ \ 1 LIMNS OF, DI TURBA CE\ \ I / BW 558.69 / / \ \ \ ALE RL CCU \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ PpiH \ \ I \\ I I I I I \ \ \ \ ALBEMARLE'COUNTY - / \ \ \S ��� \ \ \ \ \ \ \ \ \ \ \ \ I� ' I I - \ \ \ \\ \ ` \ 0 SERVI EIUTHORITY / / \ 1ER IC U H0f21TY \ \ \ \ \ \ \ \ \ \ \ s� \� 5 ` TW 569.12 \ \ \ \ 1 \ \ I \ I I I \ I \ / / / \ \ LY.B. 08 , PG\67Q \ \ \ \ \ \ \ \ \ \ \� TW 573.34 - \ 11) \ \ \ 1 D.B. 1089, PG�670J / \ ARCFLIp: b910�00- 0`0011a0 \ \ \ \ \ \ \ \ \ \ \ \ \� \ \ \ \ I I TW 568.22 \ \ \ P�\RCEL/ID: 09106 00-00-001A0 (_ J / / - \ \ \ 54\4C \� \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ 11 \ \ 1 I ZONING: R1 ESIDENTIAL / \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I I \ BW 559.22 \ \ PRESENT USE: VACANT/ / / - - \ \ ZONING: ESZID\E�I1\IAL\ \ I \ \ \ \ \ \ \ \ \ \ \ TC 573.19 / TW 570.28 uJ FESIDEN/TIAL LAND/ / / I / \ \ �973\\7�V�N STREET EXT \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` \ ` \ \ \ ` \\ \ \ \ \ \ \ \ \ T TC 573.79 1 R TC 569.26 \ \ \ \ (1 W 17g9 A 0"TRE�T kxT\ TC 568.93 BW 559.12 g \\ \ \ \\ \ \ \ \ \ \ \ \\ \ \\ \ 1\e \ N \ \ \ \ BW 566.30 A TW 568.14 0 C3 TC 568.60 7 1 \ ((\ I I I I I I I I I / / / / / \ ✓ / / / \ \ \ \ \ \ \ \ \ \ \\ \\\ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ �\ \ TW 574.28 \ \ / / ' TC 570.68 TC 568.09 \ BW 554.93 \ \ \ z o > I I I I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ TC 573.12 TC 568.20 W Q 0 o >- \ \ \\ \\ \ \ \ \ \ \ \ \ \\ \ \ TC 569.20 \ Cn Z w w z TC 570.22/ L� (n ; U \\ \ \ \ \ \ \ \ \ \ / TW5-11.46 \ r J o /-/ / / - \ \ \ \ \ \ \ \ \ \ \\ \ o 7� m Un w / I / / / / / \ \ \ \ \ \ NIF-\[NAN (�ED$�EEO'S�PE �(TY�\ \ Z Z o O Q ,,ALB MARLE COUNTY/ i \ \ 1 \ \ \__\ \\ \ \\ \ \ - - \ - \ BW 573.53 \ TC 574.99 / TW 568.54 o v7 w SE: AUTHO I / / / \ / \ \ \ 1 \ �� \ \ ��\\ \\ \ \ _ TC 574.51 BW 554.95 \ m D \ 1 \ \ \ \ i \ \ I I I I I 1 I DIED. 1089, P 70 \ \ \ \ i \ \\ \ \ , - - \ \ \ \ \ \ \ \ / �' P 554.25 \ \ ` O LL Q ( \ I ) I / 1 1 1 I I I I I { / / \ \ \ \ / / \ \- \ \ - �- - \ - - \ TC 575 496 TW 574.90 �- 555.60 \ \ \ I \ I I I I I P RCE ID:0910-00-00- 1E0 / \ - \ \ X \ \� - - \ \\ \\ \\� TW575.53 - - \ U 7 �ONI�G: R1 RESIDENTIAL / \ \ J / \ \ \ \ \ \ 1 , i '�� \ \ \ \ \\\ \\\ \� \ �- \ - \ \ \ 574.55 \ \ �P 575.00 EP 555.01 �C 554 55 \ \ \ W L PRE ENT 4SE: VA ANT / 1 I \ \ \ \ { �\ \ \\ \ \ \ 573.25 EP 574.37\ \ 1 \ IIII 1 I I I I I ( \ I I I I RESIDENTIAL L/I,ND ( J \ \ \ \ I /I I I / \ \ \\\ \ \ `�_ \�\ - \\ \ \\ \ \ \ \ \ Jr / - -i \555.90 \ J O > 1% \ \ \ \ \ Q \ R I I I I ( �� f \\ \ \ \ \ \ \ \ a •I o ' DO B�D107 PG FLETT v I \ I I I \ \ \ \ \ \ \\ \ \ \ _ _ 555.96 \ W \ I I I \ \\ \ I I \ \ \ b".. 1 aoo I / / \ \ I \ I \ I I \\ \\\ \\ \ \ \\ \ \ \ 0 556.26 1 I \ IDAF6C{ L Id: 09100-p0-00- 01 FD/ / \ IIIII \ \ 1 \ \ \ \ \ �,\ \ \ 3 M \ \ m I I I \ \ I\) () / I ZIONING/� R1 RESIDENTIAL/ / / / \ \ / /� I I \ \ \ ) \ t ( \\\\\ s \ \`r \ \ ` \ a o \ - I . 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CUT/FILL ANALYSIS: 31784.05 CY CUT, 36910.99 CY FILL /// / 2. TOP OF RETAINING WALL IS 0.5' ABOVE GRADE ON THE HIGH SIDE Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Q Lu Uw z� a � U..l z Q it p 0� a U) Y Cl) z w � o z LU � 'Cr, w - ::) O r Z J o 07 LU Q z _ N o w no O� �� J a Uz U LLJ J 0 Q Q W m Q SEAL ee®�s+oa Oa Gg fi � t �A ./OB , �o. No 7f31PFNNOC ro .031G23 10/05/22 4`Y' ,r 4�F) @�6% NAL S' r'rjj� 44 SCALE 0' 15' 30' 60' SCALE: 1" = 30' REVISIONS FINALSITEPLAN EACID ACID INITIAL SITE PLAN BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACID DATE OCTOBER 5, 2022 TITLE GRADING & DRAINAGE PLAN PROJECT NO. 50119298 C3004 SHEET NO. 1 1 2 1 3 4 5 E C U 9 W \ EP 555.00 \ \ 0 \ \ ` EP 575.00 i - - - - - - - - \ \ \ \ — — — — — — — O — \ \ \ I I I I L J I \ L J 0 0 X — \ I I \ I I \ I \ I \ 0 \ \ 0 \ \ I \ I \ \ I \ \ \ 0 \ \ L J \ L J \ \ 0 \ I \ I \ I \ \ I \ I \ \ I \ \ ` I EP 554.91 \ \ L J \ 575.00 \ L J 0 \ EP 575.00 555.00 \ \ \ \ 575.00 \ \ \ \ \ \ --- �575 \ \ \ \ \ ` ` EP 575.45 \ 555.00 \ 574.90 565.57 565.51 556.17 556.07 \ \ ` 575.00 575.0011� -576 575.00 555.00 I 31 \ 575.00 555.00 \ 5 / / Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Z Q w Uw z� �C\j a �Uz W z Q o -� D- cn z w I,-o LLI z Lw r I o - U) O Z J o LU Q % ` _ 0 N O w m O�U) a Uz LLJ J 0 Q 5Q G LW W J Q SEAL 000"o a %*gALIb ®A Oa Gg fi (KE VIN AN ONVPENNOC �c. No.037023 10/05/22 �6%O-VA L > SCALE 0' 5' 10, 20' / / SCALE: 1" = 10' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF _ 551 APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE / DETAILED GRADING PLAN 10 jo/�- i i e / PROJECT NO. 50119298 i C3007 SHEET NO. 1 9 q d ti C Al C EZ G Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I— rr O 2 Q Z) rr Q w>- Uw z a �C.)z w z Q o U)> cn z w o LU z ::) Lw r o - U) O Z J o LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®'A Oa Gg fi i 1 4 JIVVPFNNOC ro VC. NO.037023 10/05/22 4`Y' 0ONAL .'®v+5*ii6 SCALE 0' 15, 30' 60' HORIZONTAL SCALE: V = 30' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE STORM SEWER PROFILES PROJECT NO. 50119298 C401 0 SHEET NO. 1 9 q d ti C Al C i Lk Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I— rr O 2 Q Z) rr Q w>- Uw z a �C.)z w z Q o U)> cn z w o LU z ::) Lw r o - U) O Z J o LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®'A Oa Gg fi i 1 4 JIVVPFNNOC ro VC. NO.037023 10/05/22 4`Y' 0ONAL .'®v+5*ii6 SCALE 0' 15, 30' 60' HORIZONTAL SCALE: V = 30' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE STORM SEWER PROFILES PROJECT NO. 50119298 C401 1 SHEET NO. C C G Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I— rr O 2 Q Z) rr Q w>- Uw z a �Uz w z Q o U)> Cl)z w o z Lw — LU ::) O r Z J o o U) LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®A Oa Gg fi i 1 4 JIVVPFNNOC ro C. NO.037023 10/05/22 4`Y' SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description SPC DRAWN BY KAP APPROVED BY HCG CHECKED BY OCTOBER 5, 2022 DATE TITLE STORM SEWER CALCULATIONS PROJECT NO. 50119298 C4012 SHEET NO. 1 2 I\ DITC\NX \ i \ . \\\ \\ \\ \\ \ \� \ \ \\\I\111\\\ 111 \ \\ I \ \ 11\ \ \ D 111\ 11 I 1 I i I RWSA W>PTER TANK \ \ ELL TQWE SIT# \\ \ \ \ \ \ I I1 \ \ 1737 AVON STREET EXT. 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N0. 037023 4 10/05/22 s9®v�eew SCALE 0' 15' 30' 60' HORIZONTAL SCALE: 1" = 30' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE DRAINAGE DITCH PROFILE PROJECT NO. 50119298 10+00 10+50 11+00 11+50 12+00 12+50 12+75 C4013 SHEET NO. E C f 595 X Fj y I 2 P� \ \ U >� \ \ \ \ \ \I 3 4 5 I 1 III 1\ \ \ \ \ ITC Illlll I I J I \ 4 i NO f \/-�'\\Illlll '— �jlllllllljl/ i\ %O� � i-r � \ \ 1 ___ � �_ = ���`� \ 01 i / // //, R� //// / / (lllli`l1(lllll I1 \\\111\J ��� \\ \ ► 11 l II ��I� /\\ �/l/\\\1\\< I I/ L 'AI I I �/ ill I. I / 1\ \ \ / II,.II I.1 DITCH-2 12% 0.04% 595 DITCH 2 - CROSS SECTION 1 595 595 Mill] 5901 20+00 20+50 20+75 DITCH 2 - CROSS SECTION 2 585 585 25+00 25+50 25+75 �i._ mv Dewberrvi Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com fz O 0 Z Q W >- Uw z� C a �Uz wQ z o �� U)> cn z w �� o w� I- I— w O U) O LU z J o J Cc Q % _ ` 0 N O w m O � �� J a Uz U LLJ J 0 Q Q W m Q SEAL eeeec+oa h ®'A �gALIb Oa Gg fi AN ONVPFNNOC ro VC. No.037023 10/05/22 4`Y' NAL d'0®v'5e4w SCALE 0' 20' 40' 80, HORIZONTAL SCALE: 1" = 40' 0' 4' 8' 16' VERTICAL SCALE: 1" = 8' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE DRAINAGE DITCH PROFILE PROJECT NO. 50119298 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 28+75 C4014 SHEET NO. 1 0 q d � C C E G Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I— rr O 2 Q Z) rr Q w>- Uw z a �Uz w z Q o U)> cn z w o LU z ::) Lw r o - U) O Z J o LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®'A Oa Gg fi i 1 4 JIVVPFNNOC ro VC. NO.037023 10/05/22 4`Y' 0ONAL .'®v+5*ii6 SCALE 0' 15, 30' 60' HORIZONTAL SCALE: V = 40' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE DRAINAGE DITCH PROFILE PROJECT NO. 50119298 C4015 SHEET NO. 1 0 4 d � C C G Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I— rr O 2 Q Z) rr Q w>- Uw z a �Uz w z Q o U)> cn z w o LU z ::) Lw r o - U) O Z J o LU Q % _ ` 0 N O w no O� �� J a Uz LLJ J 0 Q Q 73 w m J Q SEAL 04"9oa �gALIb ®'A Oa Gg fi i 1 4 JIVVPFNNOC ro VC. NO.037023 10/05/22 4`Y' 0ONAL .'®v+5*ii6 SCALE 0' 15, 30' 60' HORIZONTAL SCALE: V = 40' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE DRAINAGE DITCH PROFILES PROJECT NO. 50119298 C4016 SHEET NO. / f 9 585 50+00 50+50 18" RCP �581 \ I 1 2 I I� `J V W � 5 S 3 \'d. A \ J TRV#3 I/ el s \ L- SAN 01 on 1 1 1 //// i ���i � \ �•'/® / � \`� \\ I III\\�/ �I 1 \ GRASS AREA L —'IIR � \ \\��\I\I \III\\\\ IV \\ STON L / / / \ ` AL DITCH-5 585 51+00 1 o1+ou 01+ro DITCH 5 - CROSS SECTION 585 585 50+00 ou+ou ou+ro Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O i ) Z Q w>- Uw z C a z �U U..I z Q p �� a U) >- cn z w a > 11 � w � — Lu -1 O I- z J O o U) LU J Cc Q % _ ` 0 N O w m O � �� J a Uz U LLJ J 0 Q Q LU m Q SEAL ee®�s+oa �gALIb ®'A Oa Gg fi i 1 KWIN A ONVONY , ro LIo. No.031GPFNNOC 23 4 10/05/22 SCALE 0' 15, 30' 60' HORIZONTAL SCALE: 1" = 40' 0' 3' 6' 12' VERTICAL SCALE: 1" = 6' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE DRAINAGE DITCH PROFILES PROJECT NO. 50119298 C4017 SHEET NO. 1 2 3 4 5 C C C X Ditch Computations .•, Dewberry LD-268 PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH / Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch 1 <ALIGNMENT> H dr logy Ditch Geome try Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2yr 10yr 2yr Bottom Depth Left Right Lining Lining n Ditch Ditch 10 yr 10 yr 2yr 2yr Tractive Lining Lining Free- Capacity From Station To Station LT 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force "i" Adeq? Adeq? board Adeq? Upstream Downstream RT (acres) (acres) (acres) (min) (min) (Irl (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) IbsftZ (MaxV) (Max tallow) (ft) 012+00.00 012+54.00 578.44 572.76 0.121 0.90 0.060 0.50 0.461 0.30 0.277 0.277 5.00 5.00 6.64 5.04 1.84 1.40 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.105 0.16 2.62 0.29 3.67 0.80 YES YES 0.84 YES 011+00.00 012+00.00 587.94 578.44 0.073 0.90 0.051 0.50 0.190 0.30 0.148 0.425 5.67 5.48 6.46 4.94 2.75 2.10 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.095 0.16 2.49 0.29 3.49 0.72 YES YES 0.84 YES 010+00.00 011+00.00 600.00 587.94 0. 772 0.90 0. 117 0.50 0. 447 0.30 0. 887 0.087 5.00 5.00 6.64 5.04 0.58 0.44 1.00 1.00 2.00 2.00 2-EC-2Ty2 2 0.045 NA 0.121 0.16 2.81 0.13 2.58 0.91 YES YES 0.84 YES Ditch Computations �•••••l 66aal LD-268 Dewberry 14 PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH/ Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch 2A <ALIGNMENT> H dr logy Ditch Geom try Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2yr 10 yr 2yr Bottom Depth Left Right Li Lining n Ditch Ditch 10 yr 10 yr 2yr 2yr Tractive Lining Uning Free- Capacity Upstream Downstream From Station To Station LTRT 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force"T" Adeq? Adeq? board Adeq? (acres) (acres) (acres) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) (Ibs/fe) (MaxV) (Ma xTanow) (ft) 025+00.00 025+85.00 0.045 0.90 0.00 0.50 0.077 0.30 0.064 0.064 5.00 5.00 6.64 5.04 0.42 0.32 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.055 0.31 2.72 0.27 2.52 0.71 YES YES 0.69 YES 549.16 544.52 _____________ 024+00.00 025+00.00 0.079 0.90 0.00 0.50 0.056 0.30 0.088 0.088 5.00 5.00 6.64 5.04 0.58 0.44 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.056 0.31 2.75 0.27 2.54 0.73 YES YES 0.69 YES 554.73 549.16 023+00.00 024+00.00 0.076 0.90 0.00 0.50 0.091 0.30 0.096 0.096 5.00 5.00 6.64 5.04 0.64 0.48 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.053 0.31 2.67 0.27 2.47 0.69 YES YES 0.69 YES 560.00 554.73 022+00.00 023+00.00 0.0785 0.90 0.00 0.50 0.037 0.30 0.082 0.082 5.00 5.00 6.64 5.04 0.54 0.41 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.112 0.31 3.89 0.27 3.60 1.46 YES YES 0.69 YES 571.19 560.00 0.093 0.31 3.55 0.27 3.29 1.22 YES YES 0.69 YES 021+00.00 022+00.00 0.063 0.90 0.00 0.50 0.037 0.30 0.068 0.068 5.00 5.00 6.64 5.04 0.45 0.34 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 580.50 571.19 020+00.00 021+00.00 0.049 0.90 0.00 0.50 0.09 0.30 0.071 0.071 5.00 5.00 6.64 5.04 0.47 0.36 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.106 0.31 3.80 0.27 3.51 1.39 YES YES 0.69 YES 591.13 590.50 ,s, Ditch Computations _: Dewberry® La26s 'Rip, PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH / Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch 2B <ALIGNMENT> Hydrology Ditch Geometry Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2yr 10 yr 2yr Bottom Depth Left Right Lining Lining n Ditch Ditch l0yr l0yr 2yr 2yr Tractive Lining Lining Free- Capacity From Station To Station RT 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force"T" Adeq? Adeq? board Adeq? Upstream Downstream (acres) (acres) (acres) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) Ibs/ft� (MaxV) (MaxTallow)(ft) 028+00.00 028+50.00 529.56 524.36 0.032 0.90 0.000 0.50 0.056 0.30 0.046 0.046 5.00 5.00 6.64 5.04 0.30 0.23 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.104 0.31 3.75 0.27 3.47 1.36 YES YES 0.69 YES 027+00.00 028+00.00 533.83 529.56 0.046 0.90 0.000 0.143 5.69 5.75 6.45 4.89 0.93 0.70 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.043 0.31 2.41 0.27 2.23 0.56 YES YES 0.69 YES 0.50 0.188 0.30 0.098 026+00.00 027+00.00 543.42 ..215 6.16 6.25 6.33L6.03 1.36 1.03 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.096 0.31 3.60 0.27 3.34 1.25 YES YES 0.69 YES 533.83 0.053 0.90 0.000 0.50 0.078 0.30 0.071 025+85.00 026+00.00 544.52 543.43 0.003 0.90 0.000 0.50 0.010 0.30 0.006 0.006 0.08 0.09 7.96 0.05 0.03 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.073 0.31 3.14 0.27 2.90 0.95 YES YES 0.69 YES towel, Ditch Computations �•••• LD-268 Dewberry • PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH/ Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch 3 <ALIGNMENT> Hvdrologv Ditch Geom try Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2yr 10 yr 2yr Bottom Depth Left Right Lining Uning n Ditch Ditch 10 yr 10 yr 2yr 2yr Tractive Lining Lining Free- Capacity From Station To Station 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force"T" Adeq? Adeq? board Adeq? Upstream Downstream RT (acres) (acres) (acres) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) (Ibs/ft2) (MaxV) (Max Tallow) (ft) 032+00.00 032+50.00 593.82 590.78 0.037 0.90 0.000 0.50 0.075 0.30 0.056 0.056 5.00 5.00 6.64 5.04 0.37 0.28 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.061 0.29 2.80 0.25 2.59 0.76 YES YES 0.71 YES 031+00.00 032+00.00 0.057 0.90 0.000 0.50 0.230 0.30 0.120 0.120 5.00 5.00 6.64 5.04 0.80 0.61 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.097 0.29 3.53 0.25 3.26 1.22 YES YES 0.71 YES 603.49 593.82 030+00.00 031+00.00 0.054 0.90 0.000 0.50 0.036 0.30 0.059 0.059 5.00 5.00 6.64 5.04 0.39 0.30 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.087 0.29 3.35 0.25 3.10 1.10 YES YES 0.71 YES 612.21 603.49 4;�;, Ditch Computations see ,•iiis Dewberry® • PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH/ Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch EX-4 <ALIGNMENT> Hydrolo Ditch Geom try Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2 yr 10 yr 2 yr Bottom Depth Left Right Lining Lining n Ditch Ditch 10 yr 10 yr 2 yr 2 yr Tractive Lining Lining Free- Capacity From Station To Station RT 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force"T" Adeq? Adeq? board Adeq? Upstream Downstream (acres) (acres) (acres) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) Ibs/ftZ (MaxV) (Max Tallow) (ft) 041+00.00 041+19.00 576.96 575.01 0.007 0.90 0.000 0.50 0.006 0.30 0.008 0.008 5.00 5.00 6.64 5.04 0.05 0.04 0.50 1.00 3.75 2.75 5-EC-3 Tyl 6 0.036 NA 0.103 0.76 7.14 0.68 6.66 2.54 YES YES 0.24 YES 5.00 0.50 1.00 3.75 2.75 NA 040+00.00 041+00.00 0.041 0.90 0 0.50 0.032 0.30 0.047 0.047 5.00 6.64 5.04 0.31 0.23 5-EC-3 Tyl 6 0.036 0.100 0.76 7.06 0.68 6.59 2.48 YES YES 0.24 YES 587.00 576.96 Ditch Computations =•�•�' Dewberry LD-268 '• PROJECT: ACSA Avon Maintenance Facility COUNTY: Albemarle DATE: 9/29/2021 ENGINEER: PGH / Dewberry Engineers Inc. DITCH IDENTIFICATION: Ditch 6 <ALIGNMENT> H dr logy Ditch Geom try Hydraulics Invert Area C Area C Area C Incr Total Tc Tc 10 yr 2 yr 10yr 2 yr Bottom Depth Left Right Lining Lining n Ditch Ditch 10 yr 10 yr 2 yr 2 yr Tractive Lining Lining Free- Capacity From Station To Station 1 0.9 2 0.5 3 0.3 CA CA 10 yr 2yr i i Q Q B Y Slope Slope Type Width Curve? Slope Depth Velocity Depth Velocity Force"T" Adeq? Adeq? board Adeq? Upstream Downstream RT (acres) (acres) (acres) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (ft) (ft) (H/V) (H/V) (ft) Rd (ft) (ft/ft) (ft) (ft/sec) (ft) (ft/sec) Ibs/ftZ (MaxV) (MaxTallow)(ft) 010+00.00 011+44.00 572.76 573.25 0.160 0.90 0.016 0.50 0.197 0.30 0.211 0.211 5.00 5.00 6.64 5.04 1.40 1.06 1.00 1.00 2.00 2.00 2-EC-2 Ty2 3 0.045 NA 0.003 0.16 0.47 0.29 0.66 0.03 YES YES 0.84 YES Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com I- rr O 0 Z Q W _ Uw z� � �c\j a z �U W z Q � -� U) j Cl) z w p o z w L rn w _ > O r zJ0�J Q o cn w °C Q z _ o N O w m O� �� J a Uz U LLJ J 0 Q< LL] W SEAL 0000000 �gALJb ®A 01 Gg fi i 1 tlCE ONYPENNOC ro Lc. No.037G23 O.t+ 10/05/22 Cr _' SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY DATE SPC KAP HCG OCTOBER 5, 2022 TITLE DITCH CALCULATIONS PROJECT NO. 50119298 C4018 SHEET NO. E C I 1 2 3 4 5 \ \ \ \ \\\\G2PRD-S- RAIt�AG� l\P.SE E T ^ \\ \7 I \ ( ( I \\ \�(D9 I I ___ \\\\\\\\\\\ \\\\ \ \ \ \ \ _ \ 1\\\\ 1 / \\\\\�\\�\\\\\ \\\\\�\\ \\\ \ ``; ��� __ --_ ;��\ \\\\ \� _----_ kk \\ \ \ \ \ \ \ ) \\ \ \ \ \ I \\IIII\\I `\\1 111\\1\Il \\ Rey \ \ \ \\\III 1 \\\ \ 11 Illllll\ \1 \ \ 1 \ \ 1 \\\\I\\\\\\ \ � \ APPROX G) O �/i / / / \ 1 \ \ J INV'5418 \ \ / \ � � � —� -- � � �� �/ ) III I \\ / ) cO.e.442 \ \ TRV#8 \ s / 1 > I1 I I I \\\ \ 11\ I1 — — \\� \\\ I \ J i ��OX /RIP RtP 1 j / 5 INV= 05.92 / ACSA \ T RLI \ \ \ \\ // / I I \ \ APPROX. 20'AESA\\ \\ 1 \ 4 \ \\\ \ \ \kk WV NC r \ 2 A SA WA ERL N \ \ \ 54 / / / / \ \ \ �,o, \ f / _ i — — \� �/ 1 \ \ / Q \ \\ , G T \ \ \ \ V- 05 862_ WATERLINE SE ENT \ \N / \ \ \ \ \ \ \ \\ \ \\ \ \ \\\ \ \ I \ \ \ WMH\ �\ \\ 1 I PATH I \ \ \ 12"CMP — \ J pATH I I I I I I I I 411 \ \\ \\ CK` \ \T\ \ \ 1 T� r—� \�_-�-\ INV' IR \\ J/� / I \ \ \\\\\\ \\\� A\\ \ \ \\ \\ \ \ \ \ \ \ \ / \\\\\ \ 2 \ \ \ \ \ \ \ \ \\ \ \ 1 \ \ \ \ \ 0.03 we °�\ "'\\\ 1 III CPP �/� I �j T \\ \\ III _ —_ \ \I \III\I I ` ��� \ \ 1 \ \ \\\ \ \ \\ \ \ \ \\\ \\ \ — — — — : �G� '\ \ ` TRV#3 j j� ^ / \\\ I \\ \ \ \ = �. 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STREEN EXT \ \\ I\\ \ / I lk N v GP �- — �� _ \ \\ \ 1\ \ \\ \ ✓ �� ---_ �\ / —\\I\ \\\I\ 11\ >111 \ GP GPTE ( I\I'\\I _ 8 \ \ \ I \ \I / /S $� rn �� i — — — — _ — — _ -\\\\` ✓ 1 111 `` \\\\ \ \�` / /j // ? 1X�/ \\ \\CkgIN LINK FENCE \ I \ 7 TR k, \ I I I III \ I /,/� //// / \ \ \ ► ( �/ 610 — — —\y /�/ //// GRASS 1 \ / / I I I I / 1 / AREA L L J 1 \ \ I / / / / "/ � ` �/}IIIII(/ /_ �IIRfII�II/IIIIIII(lll/l / \ o \ \ / 6' CHAIN LINK FENCE /100 / 1 II I Nl / it 10Aq (�//// \ ~ \ PARKING \ LOT \ \ \ 1 1 1 I I PAROKIIVG / / 1 / / / / / I I 1 ^ 1 1� j1111///� llllll� \ I I /l l II I /I /I /I /l f l IIII \✓\� IIIII//111j11)), ll�� � — �III�IIl1/ f/ / \ \ — / / / / / I I I 1 I / I 1 /III I I I (ll IIIII\ /11111111\<< //, IIIIIIIII�IyI�� �I \; \\\ \\ \ \ \ — — / / I I I I / // I1 1 I l / I/ / ��1Pd�1�IIIII III\\� \ 1 I 1 1.OI IIIIIII ICI \\\\` �\ n/ \\ \ \\\\1 \11 STON ALL / 1 \ _ — \ , \ \\ \ \ / \ I \\\\ \ \\ I I 1 / �lll�/1111111I I I / 1 I / I ALBEMARLE HEALTH & / REHABILITATION CENTER LEGEND IIIIIIII[I IIIIIIIII INLET DRAINAGE AREA 0°a(T.) DRAINAGE AREA SYMBOL Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Z Q Lu >— UU z C a z � W z Q �o � (n � >- cn z w � w � LU 5 O J Q o o ErZ Q z _ 0 N o w m O� Lo J a Uz LLJ J 0 Q Q LU W Q SEAL e,v"90. s � -Aur a Oa Gg fi ONVPFNNOC ro �o. No.031G23 10/05/22 4`Y' @�;fifA 'AL SCALE 0' 20' 40' 80, SCALE: 1" = 40' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY SPC APPROVED BY KAP CHECKED BY HCG DATE OCTOBER 5, 2022 TITLE INLET DRAINAGE AREA MAP PROJECT NO. 50119298 C4019 SHEET NO. 1 2 3 4 5 I�r C GATE REC FENCE FENCE C 3 SIDE VIEW TOP VIEW VHKItJ NOTES SIDE VIEW GATE MOUNTING POST FENCE LINE FENCE POST GATE MOW"` ^^"T FENCE MOUNTING F DETAIL A a B ISO VIEW DETAIL B 8" THICK PLATE 8" BOLT 2"x2" TUBE TransPort cantilever gates are designed to meet all requirements of ASTM F2200, Safety mesh supplied but not shown for clarity. NOTICE To PERSONS RECEIVING THIS DRAWING AND/DR TECHNICAL IEptNAimN Anerlstor Perimeter Security USA Inc claims proprletry rights to the materld disclosed here This drawing and/or technical Information Is Iss Inconfidence for engineering Information only and may not be reproduced or used to nawPocture anything shown or referred to UNLESS OTHERWISE SPECIFIED TOLERANCES xx = .IRA x7(X% t � ANGLES t DS' ��T� ! 1/D SURFACE FRESH �h I ORAyINg COPLEs WITH ASE Y14.5N - 1994 TRANSPORT II CANTILEVER GATE 6'-24 INtlI E 3 TIGRD ANGLE ppp,EOTIR!+EEI DATE CREATED 7/19�2018 DRAWN BY nathan ESIQED BY nathan hereon without direct written permsslon from �yw�V-� A . e`�p DOCUMENT ID ter Perimeter Security USA Inc to the use This draw This 'raring an technical Infornation is the / TOP VIEW property of Ameristar Perimeter Security USA In Is loaned for MA I assistance to be recu when Its Ike has been serMed rlstar Perimeter Security USA In Tulsa BRAVING MINER (ALT ID) TRANSPORT II 6ft-24ft CLASSI 1. REFER TO GATE OPERATOR NOTES FOR ELECTRICAL AND OTHER CONTROLS TRANSPORT II CANTILEVER GATE 61-241 N.T.S. CONTRACTOR IS RESPONSIBLE FOR A COMPLETE AND FUNCTIONAL GATE OPERATOR, INCLUDING ALL NECESSARY AND SPECIFIED CONTROLS. GATESTNEE PABIR AUI0RHR&4R1EFJ3B DOOR KING PRODUCTS; EQUIVALENT PRODUCTS WILL BE CONSIDERED SUBJECT TO OWNER APPROVAL; Y/z HP VEHICULAR SLIDE GATE OPERATOR, 115 VAC, MAX. GATE WEIGHT 1,000 LB: MODEL # 9150-384 115 VAC - 3.3 AMP HEATER AND FAN KIT (FREEZE PREVENTION): PART # 1601-154 INFRARED THRU-BEAMS (TWO NEEDED), 50-FOOT MAX. SENSING DISTANCE: MODEL # 8080-050 SUPPORT POST CONTACT SENSOR, 5-FOOT EDGE: PART # 8080-070 TRANSFORMER (FOR THRU-BEAMS), 20-VA, 24-VOLT, AC OUTPUT: PART # 1804-059 ADDITIONAL CHAIN (20' LENGTH): PART # 2600-442 EXISTING LOOP DETECTORS TO REMAIN IN PLACE; REPLACE AT CONTRACTOR'S EXPENSE IF DAMAGED DURING CONSTRUCTION STAKE ; 10 MIL PLASTIC LINING / STRAW BALES n A VISIBLE SIGN l;O NICRM STAKE i— RN" --'I' APNEA STRAW BALES 10 MIL PLASTIC LINING T— T NATURAL GROUND 3+ SECTION A -A VISIBLE SIGN BELOW GROUND CWCRF STAKES �. WMMO1f •9 Min. -� AREA 10 MIL PLASTIC + /LINING NATURAL GROUND � I SECTION A • A WOOD PLANKS ABOVE GROUND CONCRETE WASHOUT AREA N.T.S. Source: Ameristar <\\/\\\ — �100-YR WSE = 532.05 TOP OF ==,;�7,0-YR WSII_ INV = 531.9 11 1-YR WSEId 530.92 i . < • Q I c c c yF 7 �< 3" ORIFICE • . ' • . 1 < c.:. �. . TOP OF ORIFICE I / < , < G INV =530.25 is < i�'.. c'r•f�V.. I < ,..I. Lft.•', BOTTOM OF DITCH <• INV = 530.00 20' SWM 2 - WEIR WALL 36" FOOTIN 1 8' O.C. NOM. (SEE NOTE 2) i ill NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��I I 1 %4" FORERUNNER TM RAIL (SEE CROSS-SECTION ON PANEL DRAWING) 3" x 12 ga. POST 1" x 14 ga. PICKET BRACKET OPTIONS PANEL BRA( SPECIALLY DESIGNED -POINT CONNECTION ENSL FIXITY OF RAIL ENDS INCREASED STREN INTERNAL RETAINING D VARIABLE PITCH CONNECTION SYSTEM F R EASE OF INSTALLATION, HIGH AN LE BIAS ABILITY AND ELIMINATIO OF nr UNSIGHTLY EXTERNAL FASTEN RS. LUo� UNIFORM ZINC COATI (HOT DIP GALVANIZED) o BASE MATERI UNIFORM ZINC COATI (HOT DIP GALVANIZED) ZINC PHOSPHATE CONVERSION COATII EPDXY BASE CC "NO -MAR" POLYESTER POWDER FINISH NOTES FORERUNNER TM REAL DOUBLE -WALLED "U"-CHANNEL SPECIALLY FORMED HIGH STRENGTH ARCHITECTURAL SHAPE 1. POST SIZE DEPENDS ON FENCE HEIGHT AND WIND LOADS. SEE AEGIS HIT"" POST SIZING CHART. 2. PANELS ALSO AVAILABLE FOR 6' ON CENTER POST SPACING 3. ADDITIONAL HEIGHTS AVAILABLE ON REQUEST. 4. THIRD RAIL OPTIONAL. 5. VALUES SHOWN ARE NOMINAL AND NOT TO BE USED FOR INSTALLATION PURPOSES. SEE PRODUCT SPECIFICATION FOR INSTALLATION REQUIREMENTS. AEGIS II CLASSIC 2/3-RAIL N.T.S. - WIDTH VARIE: 3/8" SAWED JOINT X 3/4" DEPTH; FILL WITH SEALANT 'CONCRETE PAD WITH #4 REBAR SPACED AT 12" O.C. EACH WAY LIGHT BROOM FINISH A •. ^ A 6" COMPACTED AGGREAGATE BASES VDOT #21A ON COMPACTED _ SUBGRADE #4 DOWEL WITH STD. 900 HOOK AT 12" O.C. WITH 24" HORIZONTAL LAG 8„ CONTINUOUS #4 NOTES: 1. PROVIDE CROSS SLOPE: 1/5% MIN.; 2% MAX. 2. PROVIDE EXPANSION JOINTS @ 30--0" MAX 3. PROVIDE TOOLED OR SAWED JOINTS @ 6-0" O.C. MAX CONCRETE DUMPSTER PAD PAVEMENT N.T.S. VDOT A-3 CONCRETE TOP OF CURB 1 4" MIN. CURB CUT N.T.S. 2" R 0% CROSS SLOPE " Source: Ameristar 1 TOP OF CURB CONTINUE STONE BASE FROM ADJACENF PAVEMENT SECTION UNDER CURB Source: Dewberry Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 w .dewberry.com O 2 0 Z Q Q w>- Uw z� C a �Uz w z Q o �� U)> cn z w o o z UJ W _J O r Z o o U) Lu Q %J ` _ 0 N O w m O� U-o J a Uz � J 0 Q< �w W Q SEAL ee®�s+oa Oa Gg tl ti 1 o vkf ) , ONVPFNNOC ro t,c. ko.037PE 10/05/22 4`Y �' @�6 O-VAL '04 SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY NTF APPROVED BY KAP CHECKED BY ACO DATE OCTOBER 5, 2022 TITLE CONSTRUCTION DETAILS PROJECT NO. 50119298 C5002 SHEET NO. 1 STORMWATER MANAGEMENT NARRATIVE PROJECT DESCRIPTION 2 41 STORMWATER MANAGEMENT - WATER QUANTITY: THIS PROJECT WAS ANALYZED FOR THE 1 YEAR AND 10 YEAR STORM EVENTS TO SHOW COMPLIANCE WITH IIB STORMWATER MANAGEMENT WATER QUANTITY REQUIREMENTS. SEE SHEETS C6.06-6.07 FOR THE PRE AND POST DEVELOPED DRAINAGE AREA MAPS. PLEASE SEE COMPUTATION BOOK FOR STORMWATER MANAGEMENT CALCULATIONS. 0 5 THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT A MAINTENANCE BUILDING, ACCESS ROAD, TRAINING AREA, FUEL STATION, AND VEHICLE WASH AREA FOR THE ALBEMARLE COUNTY SERVICE AUTHORITY. THE PROPERTY IS LOCATED ALONG AVON STREET EXTENSION IN ALBEMARLE COUNTY. THE PROJECT ALSO INCLUDES THE CONSTRUCTION OF A DETENTION POND. THE TOTAL DISTURBANCE FOR THIS PROJECT IS APPROXIMATELY 7.31 AC AND A TOTAL OF 3.04 ACRES OF IMPERVIOUS WILL BE ADDED. THE SITE DRAINS TO 3 OUTFALLS - 2 OUTFALLS ARE ALONG AVON STREET EXTENSION AND FOUNDERS PLACE THE TWO ROADS THAT BORDER THE SITE. THE MAIN OUTFALL IS IN AN EXISTING CHANNEL ON THE NORTHERN SIDE OF THE SITE. THERE ARE HSG B AND D SOILS ON THE SITE ACCORDING TO THE NRCS SOIL SURVEY BY THE UNITED STATES DEPARTMENT OF AGRICULTURE. THE PROJECT IS LOCATED IN THE MOORES E CREEK VA HUC 6. THIS PROJECT ADHERES TO THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY IIB STORMWATER MANAGEMENT CRITERIA TO MEET WATER QUALITY AND QUANTITY REQUIREMENTS. C C /U, STORMWATER MANAGEMENT - WATER QUALITY WATER QUALITY WAS ANALYZED USING THE NEW DEVELOPMENT CRITERIA FOR THE VIRGINIA RUNOFF REDUCTION METHOD. A SUMMARY OF THE VRRM CALCULATIONS IS BELOW. THIS ANALYSIS DETERMINED THAT THE REQUIRED PHOSPHOROUS REMOVAL FOR AVON MAINTENANCE YARD PROJECT IS 6.02 LB/YR. THIS REMOVAL WILL MET THROUGH THE PURCHASE OF OFF SITE NUTRIENT CREDITS. SEE SHEETS C6.02 THROUGH C6.05 FOR THE EXISTING AND PROPOSED LAND USE MAPS. NEW DEVELOPMENT VRRM SUMMARY Virginia Runoff Reduction Method Workshe st DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet -Version 3.0 BMP Design Specijicutions L15C 2013 Draft Sods & Spero Site Summary Project Title: Avon Site Date: 44799 Total Rainfall = 43 inches Site Land Cover Summary A soils BSoils CSoils DSoils Totals %of Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 3.72 0.00 0.29 4TI 55 Impervious Cover (acres) 0.00 3.11 0.00 0.19 3.30 45 7.31 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.54 Treatment Volume (it) 1 14,344 TP Load (lb/w) 9.01 TN Load (Ib/yr) 64.47 Total TP Load Reduction Required (lb/yr) 6.02 Site Compliance Summary Total Runoff Volume Reduction (its) 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 9.01 (Ib/yr) Remaining TP Load Reduction (lb/yr) 6.02 Required NUTRIENT CREDIT AVAILABILITY LETTER Rivanna River Nutrient Credit Bank JJ- - = Certificate No. James-039 September 9, 2022 Samantha Collins, EIT 10 Dewberry - Staff Engineer 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060-9278 D 804.205.3331 C 804.445.3412 s KL: HUl-ULUSU2U4 Phosphorous Requirements - 6.02 lb/ yr Project Name - Albemarle County Service Authority Avon Maintenance Yard Address- 1737 Avon St. Ext., Charlottesville, VA 22902 County - Albemarle County, VA Dear Samantha, This letter is to confirm the availability to your project (referenced above) of authorized Nutrient Credits sufficient to meet the your above referenced estimated requirements of Nutrient Credits at our Rivanna River nutrient offset credit bank facility (the "Bank"). The Bank has been registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Reduction Implementation Plan for the Bank dated November 2017. which was authorized by (DEQ) on September 5. 2018. The Bank has been authorized to provide Nutrient Credits for use in the James River watershed. These credits are transferable to those entities regulated under DEQ's Storm Water Management program in accordance with VA Code 62.1-44.15:27. The sale price per sphorous credit is $12.500.00.This pricing is valid through October 30, 2022. Hotel S et C ' al�Bank or By s M r„ _f Thol s James Ross'II 540- 87-0171 River Nutrient Offset Trading Bank, 31 Garrett Street, Warrenton, Virginia 20186 CHANNEL PROTECTION CHANNEL PROTECTION IS MET ON THIS PROJECT THROUGH ENERGY BALANCE ANALYSIS, SEE CALCULATIONS ON THIS SHEET. THE POST -DEVELOPED 1 YEAR DISCHARGE IS LESS THAN THE ALLOWABLE DISCHARGE. 1 YEAR DISCHARGE - PRE (CFS) 1 YEAR DISCHARGE1 PRE OFFSITE (CFS ALLOWABLE DISCHARGE (CFS) 11YEARDISCHARGE - POST (CFS) A01 0.69 2.00 2.11 1.57 A03 0.93 2.06 1 2.22 2.18 Avon Maintenance Yard Outfall: A01 Ragan a, SPC Albemarle County Channel Type: Natural Checker: RCG Dewberry Water Resources Engineering STEP 1: Determine the Pre Developed, Forested, and Post Developed Conditions within the disturbed area. Pre Developed Conditions Forested Conditions Post Developed Conditions Weighted CN= 56.0 Weighted CN= 55.0 Weighted CN= 78.2 Area (ac) = 637 Area (ae) = 6.37 Area (ac) = 6.19 P (in.) = 3.04 P (m.) = 3.04 P (in.) = 3.04 STEP 2: Determine the peak discharge for each area. Pre Developed Discharge Forested Conditions Discharge Post Development Discharge S 7.9 S 8.2 S 2.8 Is 1.6 Is 1.6 Is 0.6 Q (in) 02 in Q (in) 0.2 in Q (in) 12 in Volume 0.123 ac-ft Volume 0.109 ac-ft Volume 0.603 ac-ft Total Total Forested Peak Predevelopment Discharge 0.34 cfs Discharge 0.69 cis STEP 3: Calculate Adjusted CN value using Runoff Reduction provided in BMPs (if applicable; Runoff B MP Reduction to as Qpost without RR = 1.2 fta Qpost with RR = 1.2 tt' Adjusted CN= 78 ft Total= Ole STEP 4: Calculate Qom, using the energy balance equation. Only apply the improvement factor to the disturbed area. Energy Balance Equation: Qoer<m 5LF.x(Qe.,_111x RVn D..awls)/RVII , hnprovement Factor 0.8 Qo� 15 [Total Predevelopment Discharge (Offaite Volume + (Improvement Factor x Pre -Developed Volume) / (Post -Development Volume + Offarte Volume)] Qab,,,a„ 0.11 cfs STEP 5: Calculated Maximum Allowable Peak Discharge, Maximum Allowable Peak Discharge = Maximum (Q,.na Q .. .. t, never greater than Total Predevelopment Discharge Qf = Total Forest Peak Discharge x(Forest Volume+ Otfaile Volume/Post-Development Volume +Offsite Volume) Qf 0.06 cis Allowable Site Area Peak Discharge + Offsite Area Peak Discharge - Detained = (Energy Balance) 0.11 cfs 2.00 cis Maximum Allowable Peak Discharge 2.11 cis STEP 6: Ensure Q i is less than the Maximum Allowable Peak Discharge Qamae.<wsrs 1.57 cfs Channel is Ad quasi Avon Maintenance Yard Dothan: A03 Engineer; SPC Albemarle County Channel Type: Natural Checker: RCG Dewberry Water Resources Engineering STEP 1: Detemine the Pre Developed, Forested, and Post Developed Conditions within the disturbed area. Pre Developed Conditions Forested Conditions Post Developed Conditions Weighted CN= 56.7 Weighted Cris = 55.4 Weighted CN= 78.3 Area (ac) = 6.66 Am (ac) = 6.66 Area (ac) = 6.67 P (in.) = 3.04 P (in.) = 3.04 P (in.) = 3.04 STEP 2: Daternme the peak discharge for each area. Pre Developed Discharge Forested Conditions Discharge Post Development Discharge s 7.6 S 8.1 S 2.8 Is 1.5 Is 1.6 Is 0.6 Q (in) 0.3 in Q (in) 0.2 in Q (in) 12 in Volume 0.139 an-ft Volume 0.120 ac-ft Volume 0.653 ao-ft Total Total Forested Peak Predevelop rent Discharge 0.36 cfs Discharge 0.93 cis STEP 3: Calculate Adjusted Chi value using Rumff Redaodon provided in BMPs (if applicable; Runoff B114P Reduction ft Qpost without RR = 12 fta Qpost with RR = 1.2 tt' Adjusted CN= 78 it Total = 0 to STEP 4: Calculate Qom, using the energy balance equation. Only apply the improvement factor to the disturbed area. Energy Balance Equation: Qx,," 5 LF.x(Q,, D. ,,wx RVin_a,&,,,)/RVD,,d�w Improvement Factor 0.8 Qob ,, < [Total Predevelopment Discharge (Ofrsite Volume +(hnprovement Factor x Pre -Developed Volume) / (Post -Development Volume +Offsite Volume)] Qdi, k 0.16 cfs STEP 5: Calculated Maximum Allowable Peak Discharge, Maximo n Allowable Peak Discharge = Maximum (Q,.na Q .. .. ), nevergreater than Total Predevelopment Discharge Q,_n = Total Forest Peak Discharge x (Forest Volume +Offsite Volume)/ Post -Development Volume +Offsite Volume) Qa,,,, 0.07 cis Allowable Site Area Peak Discharge + Offsitc Arco Peak Discharge - Detained = (Energy Balance) 0.16 cis 2.06 cis Maximum Allowable Peak Discharge 222 cis STEP 6: Ensure Q,a-ow is less than the Maximum Allowable Peak Discharge Qr-w,wwws 2.18 cfs, Channel is Adequate FLOOD PROTECTION FLOOD PROTECTION HAS BEEN MET ON THIS PROJECT BECAUSE THE POST -DEVELOPED 10 YEAR STORM EVENT FLOW IS LESS THAN THE PRE -DEVELOPED 10 YEAR STORM FLOW. 40 COUNTY OF ALBEMARLE Department of Community Development �h L�tP Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com cc 0 2 Q Ll UJ U) I- 0 W J Ir CQ G w In J SEAL Two Itz W z a z0CE Q it zw��z p U) Y UJ - W �_ ::) O to U) Lu ZQ J o CDCc Z CD Cd O W \\\ C C Ir LL N Q m J a U) Z 0 > Q ee®�s+oa /3 �gALlb ®yi Oa Gg rl ti 1 kNANU40(�V VPFNNOC ro l c No.037023 10/05/22 4`Y' r �rz SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY SPC APPROVED BY KAP CHECKED BY HCG DATE OCTOBER 5, 2022 TITLE STORMWATER NARRATIVE PROJECT NO. 50119298 10 YEAR DISCHARGE - PRE (CFS) 10 YEAR DISCHARGE - POST (CFS) A01 9.68 5.61 A03 10.83 6.57 C&01 SHEET NO. 1 1 2 13 4 1 5 Em 0 If 0 �- -ff- — — — — — �� 1�86�1, FG f�a5 — — — - CREE ILL LLC \ 1 I W— — — — \— — — —� — \\ �\ \\ \ \ I I \ \ 1 1 I I I I \ �.Li 1895 z Y6S(P�PT� — _ _ \— \\ — \ \\ \ \ \ \ D.B. , PG. \ / \ / \ \ \ \ \ \ 1 1 I \ \ \ / / / / / — — 5 5 \ \ \ \ \ \ \ \ \ \ �� � PARCEL ID: 091d0-00-00-002D3 \ \ \ \ \ \ \ \ /�' 7 —�45 \ Ste\ \ \ \ \ \ _ _ _—_—__ —_ \\\\ \ I \ \ \\ 5 \ ZONING: PQSC-.Se— —� � � � � \ \ \ \\ ` \ ` ZONING: PD-SCRLANNED 12E\�ELOWME19T SH9PPTT`7G�EP�TEFTS- \ ` \ \\ \ \� \\ \ �\ \ \ \D€VELOPMENT SHOPPING CENTERS\ PRESENT USE: WA&I, RIVE t'H3Ll ` \\ \\` \\ \ \\ \\� �` \� \ RESENT USE: VAC LA�NT -+335 PA6AM O(RCLF/ \\ \\\� \` \\ \� \\ \ �O\ ERCIAL \ \ \ \ �1 \\ \ \\\ �� \\ \ \ \ I I \ \ 2 A SIA ATEN \ \\ \ \\\ 54/ \\ ELE 181�(, F�G`�J0 91 WMH — / I ✓ — \ _ IRF \ \ W \ \ \ y1I y . 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PG. 104 / I I PARKI�G VRRM LAND COVER LEGEND SOILS LEGEND MAP UNIT SYMBOL MAP UNIT NAME H.S.G. y FOREST (6.20 AC) 13C CATOCTIN SILT LOAM, 7 TO 15 PERCENT SLOPES, VERY STONY B 0 IMPERVIOUS (0.26 AC) 58C MYERSVILLE SILT LOAM, 2 TO 7 PERCENT SLOPES B 63B ORANGE SILT LOAM, 2 TO 7 PERCENT SLOPES D ® MANAGED TURF (0.85 AC) 72B3 RABUN CLAY, 2 TO 7 PERCENT SLOPES B _ = SITE AREA (7.31 AC) * Dewberry. Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O Q W UUz O - a Z Erz WQ J ^ LL CR C) (�} cr cr Cn z W o 0_ o w_j W O I— z g U7 LU J oc Q %J `_ O N O W m O LL o J a Uz LU J 0 Q Q MW W SEAL �O— *gALTg OYpea G i O A x ONY PEM►yp o Lic. 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SOIL BOUNDARY SHEET NO. 1 2 3 4 5 �DW - - _- __ - -- - -� �.1�.�86�1, F-U` 'fa5- _ — _ _ �._ \ \ � _� �� \� \\ \ CREEK�AILL LLC \ I \ I I I I I(J1f� I \ _ ' / / - \ �- \ \ �- l• \ -\ \ \ \\ \\ \\ \ \ I \ \ \ V` I I 1 \ \ \ - - - ' - - �.6 1895, Iz Y6S(P�PT� - _ _ - \ \ \\ \ \ \ \ D.B. , PG. \ / \ / \ \ \ I I \ \ / / / / - - 5 \ \ \ \ \ \ \ _ - - - - - - PARCEL 10 0970fLII0 00�02D�—_ - - - - �_�_� �` _ \\ \� \ PARCEL ID: 091(]0-00-00-002D3 \ \ \ \ \ \ \ /�' _ _�45 \\ \ \ \ \ ZONING: PQSC--PLANE= - _ \ \ \\ ` \ \ ZONING: PD-SCRLANNED QEVELOWME'llGT SH9PPTNG�EP�TEFTS- - - \ \ \ \\ \D€VELOPMENT SHOPPING CENTERS\ I \ I PRESENT USE: CAR WA&H,RIVE -(H3U - — \ \ `\ \ \ \ \� \\ \ C I / \ _ - - ✓ \\ \\ \ \\ \ \ \\\_ \\ \ COMMERCIAL LANONT ( 'r I I ( i / J J 1 — -+335 PA6AM G(RCLF/ \` 111 ( b� \ \ \ \ \ \ \ \ \ 2 ' A SI% AYE L IN \ \ \ 545 ME \41\1k,rG 091 \ \\ \ \� / '/ /��/VVMH w W \ I ( THORITY N/ACLIE R\\\LE C \G\UN\\F A(LBEMARL/COUNTY ER�IUH\/S U�B088, PGl679 \\ t A\ N \ \ \\ \ \ \\ \\ \ \ \ I \ \ I \ II I I �\Ip: b910Z)100-R0-\001)@.0D.B1089PG�67ARPARCE/ID: 09100 00-00-001A0 J ( / \O 5�C ZONLNG: R1 ESIDENTIAL ZNrv: R1 RELIDEf\_nAL\ PRSENT U E: VACANT/ ESIDEN IAL LAND/ \ \\ \ \1737; VON StREI EX 1 9 A 0N\STR T 4X I I \ \ \\ \\ \\\ \\ \\\ \\\ \\\ \\ \ \\ \\\ \\\\ \\\\ \ \I\I I �l IIII I I ♦• I I I I /1 Jl /J // / 1 / / —J I \\ \ \\\\\\ \\\/\\�\\\\ \ \\\\ \ \ \\ \ \ \ \ \\\\\\\I N/J= ALB MARLE COUN /SERVICE AUTHO I 1 \ 1 \ I \ 1 I I I I I ( I DIB. 1089, P 7o \ (\ 1 I) / I I I I I I I P RCE ID: 09100-0 -00-�0 1 EO �ONI�G: R1 �ESIDE� AL / PRE ENT SE: VA ANT RrsIDEMIAL L�ND ( ��"Eli \ \ \ \ IIIII \\ ? /, \ 1�'I,I \ �_�\\- \ 1 \\\1\ \ I) IR I I I I ( \ 1 I I I \ \ ��\�� f s \\\\ 41 \\\\\ \ \ \ l l I11 ( I \ \ I I \ I I \ I\ 1 I ID aINAIFD W\/SHIFFLETT I \\\ \ I I \ \ \ \ II D.B.I1074, PG1400 I / \ \ \ \ )PA6 L I I7: 09100-p0-00- 01 FQ / / / \ I I I \ I \ \ I \ �\ \ \ \\ \ \ \\q' \ \ 1 I I I I I \ \ \ \ \ II ZION�NG�' R1 RESIDENTIAL/ / / / / / \ \ / J/IORIESE� TM.SIIITGLE/i ILY I 1 i29/AVPN Sf REE/ Ef//T I J I I \ \ \ I I � \\\\\ \\ I I 1\\ \ �j N/If 1COUN%/LBEAR E SUo\\ \ Dl3. 1 PG. 17 I 63 1 1 I I I PA�CE� ID: 000-00-00-001AW S D ONNG: \ \ 1 \ \ \\ \\\ \\\ \ \\\ \ \ \ \\\ \\\\\ RI RESI[ ENTIAi Iji 1 IIPI �I SVACANT/\NT USE: �/I1 R DliNTIAL ILAND\1rx\ W t-AI Sac G 1 \\ \ \\\\ \ 6"CHAIN\INI \\ 1 1 1 1\ \III) FEr CEI I\\ \\ \I1 \ \ \ 1 1 Ill I I RWSA WI TER TANK CELL T'QWE SI \\ 1 \ I X = I I I I I 1 \ \ \ N/F ! \ \ \ \ 1 I1 1 \ 1737 AVON STREET EXT. 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SCALE 0' 15' 30' 60' SCALE: 1" = 30' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description SPC DRAWN BY KAP APPROVED BY HCG CHECKED BY OCTOBER5.2022 DATE TITLE PROPOSED LAND USE PROJECT NO. 50119298 C6m04 SHEET NO. 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No.031G23 10/05/22 4`Y' r aq)rz SCALE 0' 30' 60' 120' SCALE: 1" = 60' REVISIONS 2 10/05/22 ACID FINAL SITE PLAN 1 11/29/21 ACID INITIAL SITE PLAN No. DATE BY I Description DRAWN BY SPC APPROVED BY KAP CHECKED BY HCG DATE OCTOBER 5, 2022 TITLE EXISTING DRAINAGE AREA MAP PROJECT NO. 50119298 C6mO6 SHEET NO. 1 2 3 4 5 "'LL CREEK ILRIVE 1 1 1 I I I PARKING } ! \ I 1 \ LOT \ \\ \ \\\\\ \ \ \ \ \ \ \ \\ \\ \ \\ \ \ — l 1 1 1 I I \ \ 11 I 4" I 1 \ 1 l \ E 1 ( \ \ \/// — \ \\\ \�\\\ \\\ \ \ \ \\ / 1 BARKING \ 1 \((ll \ LE 1 \ \ /I/1 IIIII(1 1 1 \ I I ) II//!/// \ \\�� \��\ ��\�\\\� ����� ��\�\\\\\\\ \\\\\\ / �/ / \ \� \ \I I 1 \ \ \ I I LOT 1 \ CIR� I ( I 11I \ \\\ \\ \\ // (/ \ I \ \ \ \ \l)1 1111( 1 \ pAR�AM 1/ I I/^^� \\\�\\ \ \ \ \ / \ \ I I \\ 1 // �� \\\\\ \ \\\\\ \\�\\\�����——===�A03 \\ / \ \ T V#9 \ \ ) (llllll11111 \ \ \ (l _ / \ I 1 11 / \\� \\\�\\���\\ \\\\\\\\ \\\\ \�������� =__ _ ��� \I \ \\\ \ \ \\\ \ \ \\ �— — — _ \\\\ \\ I / \\ I \\ \ �_ — \ \\lll �\ l 11 S ,PAR c_ \ ^ \ \ I 1 \\\\\\ \ \\\\ \I II\\\ \\\ \\\\\ \ 1 \ — \ \\\II \ \� I I l 1\1 l }II } LOT — \ \ \ \ \ ` I111111 \ \ \ 1 // Jl /l r \\ \ \ \ \ J \ \\ 1 l \lI 11 \\ 1 \ \\ 1 ( \ / I I (I I MONTICELL \ l ( l \ \ } \\\\\\\ / \ \\\\X\\\ = �/J / \ \IIII\\I\\I\\\IIII\ \II\\ ll l \ 1\\�\\ \�lll� I\\� / I I I 1 ( FIRERESCU / J \ \\ \\\\\\ \ JIJIIIr_ \ \\ / 1 1 1 1 \\\ \\ \\ \ _ I I'll 1 I III III III 1 \ \\I\\ 1 } 1 \ III I I STATION \ \ \ '/// J I I IIII II \ \ \\/JIII I r / \ \ \ 11\ 1JI I I l 1 \ \ \ ! r /i// 1111 � /iii ll� I J (D E,2 OGDRAI GE EASEMENT \ \\ < < l I ll l \ \ II \ A01 , \ DBKYS,9,8DSi5ieLU / II TRV#� IiVA�PaDd,S , F=\ N� 1 � E AO1BYPASS=6.25ACJn r \\\ \\\\ \ \ \ y� G TES{, INE \ /� ( I 1 \ WA \ PJSE NE ✓ \ \ ` pqG 0 ( / WATERLINE SITE AREA = 1.14 AC \ \ \ \D 1 \\ C \ IN _0B \ \ \ll } I ((( / — _ \ \ \\ \ \� \\� ������\` \ \ \ \ 1G RI cN = 70.6 ��\ \\ \\ \ CMP PATS \ / / TC PATH = 6.2 MIN \ \ 1 \�� \ l ( I I STORMWATER— \\\\ \ I 1 III 1 — RE es-.r--- — — ACCESS EASEMENT o i�I/ / — — — — — _ ( l I ( \ 11 1 \ \ I ( / / / � / �— \ \ \ \ \\ \ \ \ \ \ �\��y\` �\�\\ \ �H \ �/ \ y\ \ \ \\ \ \\\ \ � \\ / '—_� \ \\\\ \ � �p`III� T \. v � 1 -`SANRARY SUA EWERS \ \ 11\ (I I ll \ 11 \ / / / / / \ \ \ \\\\ \\ \\\ \\ \ \\ i\\ \ \ \ �. PA I I I\\ `\\\ \ \\\ \\\\ \\\\ \ \\\ \\ \\ \ I \ \ O C\P J \ \ EASEMENT I I D I 1 1)\ \ 1 1 \ \ 1 1 / / \ \ \\\ \ \ \ \ I I \ \\ \ \\\ \ \ \ 1 \\ \\ \ 4415 15 9P�A Did ( \ \ 111(I I \II � l I \ \\\ _ // / I 1 1 ll)} I II► I I 1 1 1 1 / 1 / / / / \ / / / \ � \� \\iu\\\ \ \ \\ \\\\\ \\\ \�\ � \\- / // \ \\ \ �\\ 5 — — — 1 c�6 11111111 ( ��� \ / \\ —_—_— — 1\�\\\I\ \\\\ \\\\ \ \ \\\\� \ \ \\ \ I\ \ \ (\\ \ \\1\1 �r AO 3 BYPASS = 6.71 AC \ \ \ SITE AREA = 0.19 AC \ \ — `\ CN = s35 — \ I ( \\l I \ \ I I \ \ SWM1 DA�\ TC PATH = 5 MIN— \ \ \ \ \ ) I RI — \\\— \I/ ( /�\ 1 I ( Ill(I \1 III(► ` \ `\\\\\ \ �y \�\ \\`\ ` // \� ( r� SWM2DA=0.33AC \`\�IIIIII( \ /\ _ / \ \\ \ \ SITE CN=77329AC N I \\Il } t / \� \ 1 \ \ \ \ \ \ \ \ \ / �¢ �@ \ r� TC PATH = 5_0 MIN I, \\\\`�— \\\ IIIII ( I I I I I I I ( I \Ill \� r _ , \ \ \ \\ \ _ _ �, _ OFFSITE AREA = 0.04 AC w ! tl, I I I I I I\\\\e\.1. N� \ ` ——/\CN = 61.0C /( I 1 l` i , / E4 E \\ (\r1Q( I II I I ( AO2DA=1.46AC ( 1 Ill\\ I 1 \\ \\ \ I l \� \ \ 1\ — �- ® I \\ TIC SITE AREA = 0.52 AC IIII i } J % \ I \ \ ° SWM 1 DA = 6.37 AC o (L\\ I I)1 I 1 I \ 1 CN = 83.1 ( l 1 RW A WATER TANK 1 C \ SITE AREA = 5.05 AC I 1 l I I \ I I \\\\\\ \\\I (l I TC PATH = 5 MIN \ l}l l l 1737 AVON STREET EXTI. I `` ITE \ CN = 80.1 TC PATH = 7.0 MIN \\\\\I l \ \i(( III \ \ l 1) II 1 I \ \ STA \ OFFSITEAREA= 1.32AC ll 11 \ \ \ I IIIII \ \\ > \ \ CN=73.o y / /�\ _ \�\\ \\ IIII\\I\ \� �— J ' I \ / _ _ 1 tl�\ \ \\\\ J / TC \� \ / /—\ \ \ �/% \ Illlll I I \ 1 1 1 \ \\\\ \ — — — 1 \ �\ 1 ✓ _ _ ,`_— \ l I l N I 1 ABP099, ryGY MOS EMEI\TCON$TRUCTION EASEMENT \ / GAE F P \� \ \\\\\\�CI\�INK� FENCE ,\ __ F � \\\ \ 1 \ 9 / r \\\ )�\�\\\TR#5 \ // \\ \\ I l 111( 1 _ _ _ �i/i \ 4� cRAs`s I \\1(� JIllII11 J �111 )I WV \ r 5 — \ \ � / ARE/�i`,I((�/ 1 Ill(( <) I o RF I/ ////\ ` / /�\ \ ll l(I II \ ll } \\ ll1 o \" /� _ # I \ DNA / — \ I\\ \\\ \\ 1 \ 1 1) 1 l � I VA4 PROPOSED TEMPORARY S�CHAINU KFENCE CONSTRUCTION EASEMENT \ 11 IIII( \,(\1�� < \ I I\ 1 \ \ \ \) l \ I l l IIII( �, \ 1 \ \ \ \ \ \ I I PA KI G) � I / / I � � /J \- / \\\ \ \\ \ \1 \ \ I l \ \ \ \ I?PLb \ \ \ \ \ \ PARKING / ( `'a I II 1 II �) / / / ( \ \\\IIII I\ \\ \\ \ \\ \\\\\ \\\\ I11 1 I \\\\\\\ I \\ \ \ \LOT\ 1 \ \ \ \ \ 1 \ \ \\\ \ \\\ \ \ \ 1 \ UNITED RENT I / I I I f / / ' ll 1 / IIII / \ I Ill � I / ALBEMARLE LTH &JlljlllJ �/ I B \\\\ \\1\ \l1111 I \ //llilll(I( lI� J REHABILI NCENTER \ / /J ())IIIppIlt \\ \\\\ \\\ \\�1\\\\\ 1\\ \ \ \\\� l 1 11) — / / I III j) I I )J III / � / / / (<✓I/ll��/�l \ \\ 11 \ M L E K AMEN\ (\ \ 111111\ \\ \ \ \( \\ 11 \ \ KlR3 n� / f l l / / (I l l \\ \\ \ \ \ \ \\ \ S�TEIc�ho�osE�\\ \ \ \ / / I I I 1 I l / /qII�II r \ Ilk\ \ / 1 I I l ��N�� 1 \ I , TIA�QONS\G O%JP, \ \ \ — ' bA E o zq/ 21\ l\ �� \ / I III I I l 1 I) 1 II\� \ \ \ ( \ \ _ \\ \ \ �� \ / ( l I / I 111\\�\\\`\/ f l / ��'/ (I I \� \ \ / // I \ \ \\ \ \ \ I \ ° I I \\ i/��/ l\11111\ \ \ \ \\\\\\\ / > )111 1\ \\\ \ \ \ \ \ \ \ \ \ — — — / / \ 1 / r I 1 1 \�\\\\\\\ (\l/��� / \ \ \ )l/l ! \ \\ \ I / — / I J / \ / f l / \J \ \ ll \ \ \ \ \ \ ` — — — — l / \ 1 ) /) l 1 I I I \ 1 \\ \ \ ' \ / \ \ / l \\ \ / / 1�. / l _ \\ \ 1\\\\ `= _---_—__ __ \ / \ \\\111111111111\\\1 \\ ^\_ — \\ \ l \ � I l --- /r \ \ /// \\\\\\\\ \\\\//\\� 1 \ \ \\ \ \ \ 1 — — \ / \\\\\ \ \ \ 1 / ! / / II —\ 11 r \\ 1\ I \ _ (IIIII\\ \/IIIII\ DRAINAGE AREA LEGEND Ill I \\ \ \\\\\ �__ _ —_ — \ \ \ \ I / l \ LIMITS OF DISTURBANCE \\\\\ 1 \l \ \ \\\\��\�\11 \\— \ PARKINS \ \ \ \ U \ \ \ \ DRAINAGE AREA BOUNDARY \\l\�\ \\ \\ 1\\\l \ \f I f 1 \ \ ( ` \ a I / I \\\\\\ 1 I 1 1\1) IIII )}11III1Illl111I l \\\�\\ \ \ \\ \\ \\ \ \ \t\\\ \ \\ \\\ \\I \1 l \ r 1 1 \ \ — I \ \ I I I I l 1 I TC PATH MOUNTAINVIEW / L \ \ I IL I ELEMENTA3 SCHOOL \ \ 1 \ JJ I III I) 11I1 l l\ \\\\ \ \ \\ x\ *Dewberrvi Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com tY O IJ Z Q W >- Uw z c a �Uz W z Q UCE U) Cl) z w o M LUJ � w o U) O Z o LU Q %J _ ` 0 N O w m O� Lo J a Uz � LLJ J 0 Q Q MW W Q SEAL ee®q�c+oa Oa up tl D 'A tl�/ a� , J VPFNNOC ro I,C. No.031G23 10/05/22 4`Y' waF SCALE 0' 30' 60' 120' SCALE: 1" = 60' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description DRAWN BY SPC APPROVED BY KAP CHECKED BY HCG DATE OCTOBER 5, 2022 TITLE PROPOSED DRAINAGE AREA MAP PROJECT NO. 50119298 C6m07 SHEET NO. 1 SWM 1 -SEDIMENT BASIN PLAN VIEW 2 3 4 5 E C i fv w 121, CMP - - QP `- \`OUTLET PROTECTION \ �y 515 SEE SHEET C2.06 \ - - - \ \ \ \ \ \ \ \ \ \ M U B/M - _ 3_8 ca \ \ \ \ \ 525 \ \ \\ \ \ \ \ 2-6.25X6.25 \ \ \ \ \ \ I ANTI SEEP COLLARS 515 53 60' DIAMETER TOP = 526.9' 525 SEE DETAIL ON THIS SHEET I 8. 52 / 3:1' - - - \ I / 3:1 B / -- - -- \\ IIII III '�Il 1 Cn \_ \ I I I Il I l l 11 l lcn N -- - - -- IN)O i/ / BAFFLE O / /vt - / / SEE SHEET C0.05 FOR DETAIL- �\\ - \\1100 _- III -- III �II�I1111 IIII I J// /au ---- 1111-TS -pS--_�----- I I _ �---- 0' 20' 40' SEDIMENT BASIN Z < WET STORAGE DRY STORAGE 0 BAFFLE BARREL j 00 ZQO Co H < W U U U U W TO H LLI �O OF - Lu�H DO H 2 x G 2 Z F Q v w... W W'-' W Lul W Ld`-' W J W> W Q w <> U> LL~ 0> C Z p 0 ui J H 0_j Z W H 0 W f0 Z `-' JCY a v JC]} o J2'r o J0� 2 LdLu w �U Ld JJ �w rJ J> Waw o-w �j0 oLL w J aw of W � of r > O>0 O>cy 0 U)_j W p� Uw N W �a)J W OJ H W S< <Z J 0< W d� < Z W 0 >OO F [Y W �0T m Hm o m o w w 0 o LL d - z a. T CL m 1 6.37 427 431 427 918 518.5' 526.9' 523.05' 521.45' 527.46' N/A 530.0' 1.7 70.0' 527.5' 102' 30" 518.5' 515.0' NOTES: 1. NOTIFY AND COORDINATE WITH ESC INSPECTOR AT THE START OF EMBANKMENT CONSTRUCTION. A GEOTECHNICAL ENGINEER SHOULD BE PRESENT DURING AND AFTER CONSTRUCTION TO MONITOR, REPORT AND VERIFY STABILITY AND COMPACTION OF DAM. 2. A CUTOFF TRENCH SHALL BE EXCAVATED ALONG THE CENTERLINE OF THE DAM. THE TRENCH MUST EXTEND AT LEAST 1 FOOT INTO A STABLE, IMPERVIOUS LAYER OF SOIL AND HAVE A MINIMUM DEPTH OF 2FT. THE MINIMUM BOTTOM WIDTH SHALL BE 4 FEET. THE SIDE SLOPES SHALL BE NO STEEPER THAT 1:1 SEQUENCE OF CONSTRUCTION NARRATIVE STEP 1: INSTALL E&S PERIMETER CONTROLS PRIOR TO CONSTRUCTION, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSIONS. UTILIZE SWM 1 AS TEMPORARY SEDIMENT BASIN DURING CONSTRUCTION. EXCAVATE / GRADE UNTIL THE APPROPRIATE ELEVATIONS AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE SEDIMENT BASIN. INSTALLATION OF THE PERMANENT CULVERT AND RISER STRUCTURE SHOULD BE INITIATED DURING THE CONSTRUCTION PHASE. STEP 2: EXCAVATE THE CORE TRENCH AND INSTALL THE PERMANENT OUTLET PIPE, INCLUDING THE DOWNSTREAM RIPRAP APRON. INSTALL THE RISER TO THE INVERT ELEVATIONS AS SHOWN ABOVE. STEP 3: CONSTRUCT THE EMBANKMENT IN 8 TO 12 INCH LIFTS AND COMPACT THE LIFTS TO THE APPROPRIATE ELEVATION. CONSTRUCT THE EMERGENCY SPILLWAY. STEP 4: ASSEMBLE MATERIAL ON SITE, MAKE SURE THEY MEET SPECIFICATIONS, AND PREPARE ANY STAGING AREAS. CLEAR AND STRIP THE PROJECT AREA AND CONSTRUCT SITE TO DESIRED SUBGRADE. STEP 5: AFTER COMPLETION OF CONSTRUCTION OF THE SITE, STABILIZE THE ENTIRE DRAINAGE AREA. THE PERMANENT DETENTION POND SHOULD ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. STEP 6: TO CONVERT SEDIMENT BASIN TO DETENTION POND, DEWATER AND DREDGE THE SEDIMENT BASIN AFTER THE SITE CONSTRUCTION IS COMPLETE TO REMOVE SEDIMENT AS NECESSARY. STEP 7: EXCAVATE/ GRADE UNTIL THE APPROPRIATE FINAL ELEVATIONS AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE POND. FINISH CONSTRUCTING THE EMBANKMENT TO THE PERMANENT ELEVATION AND INSTALL THE ACCESS ROAD. INSTALL ANY INTERNAL BERMS IN 8 TO 12 INCH LIFTS AND COMPACT TO THE APPROPRIATE ELEVATION. STEP 8: STABILIZE EXPOSED SOILS WITH TEMPORARY SEED MIXTURE APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL POOL SHOULD BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW. ST'D. SWM-DR TRASH RACK FM q OUTLET PIPE ELEV = 518.50' 4" X 4" WOOD POST SET IN 12" (MIN) DIAMETER CONCRETE POUR 2' BELOW GRADE (MIN) STANDARD PIPE HANGER OR 1" X 2" METAL CLAMPS WITH I -POLES FOR 4' DIAMETER BOLTS &NUTS POLYETHYLENE 8" DIAMETER PERFORATED POLYETHYLENE DRAINAGE TUBING SIDE VIEW (TYPICAL DETAILS) 0.5' ORIFICE PLATE WITH WELDED 1" LIP 3.1' FROM RISER TOP TO TOP OF EMBANKMENT 2.54' OF FREEBOARD TO TOP OF EMBANKMENT - - i-- - - 1 2' MIN DRY STORAGE ELEVATION WET STORAGE ELEVATION ST'D. SWM-DR TRASH RACK OF EMBANKMENT=530'• -25-YR EL.=527.46- �1- TOP OF RISER=526. MENT CLEANOUT EL.=521 BOTTOM EL.=518.50' STORMWATER MANAGEMENT DRAINAGE STRUCTURE (STD. SWM-1 TYPICAL) SWM-DR TEMPORARY SEDIMENT BASIN CONFIGURATION NOT TO SCALE PROJECT: Avon PROJECT #: 50119298 LOCATION: Albemarle County DESIGNER: SPC BASIN #: 1 DATE: 9/9/2022 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Total area draining to basin: 6.37 acres. Basin Volume Design Wet Storage: 1) Minimum required volume = 67 cu. yds. x Total Drainage Area (acres) 67 cu. yds x 6.37 acres = 427 cu. yds. 2) Available basin volume = 431 cu. yds. at elevation 523.05 3) Excavate 431 cu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4) Available volume before cleanout required. 33 cu. yds. x 6.37 acres = 210 cu. yds. 5) Elevation corresponding to cleanout level = 521.45 6) Distance from invert of the dewatering orifice to cleanout level = 1.60 ft. Dry Storage: 7) Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds x 6.37 acres = 427 cu. yds. 8) Total available basin volume at crest of riser* = 1,349 cu. yds. at elevation 526.90 * Minimum = 134 cu. yds. / acre of total drainage area. 9) Diameter of dewatering orifice. 6 inches A = flow area of orifice, in square feet d = diameter of circular orifice, in inches h = average driving head (maximum possible head measured from radius of orifice to crest of principal spillway divided by 2), in feet Q = volumetric flowrate through orifice needed to achieve approximate 6-hour drawdown, cubic feet per second S = total storage available in dry storage area, cubic feet h = 1.80 ft. S = 24764 cu.ft. Q = S / 21,600 seconds = 1.15 cfs A = Q / ((SQRT(64.32 x h)) x 0.6) = 0.18 sq.ft. d = (2 x (SQRT(A / 3.14))) x 12 6 in. Diameter of dewatering orifice should never be less than 3 inches in order to help prevent clogging by soil or debris. Basin Volume Desian (Cont FRONT VIEW (TYPICAL DETAILS) TEMPORARY DEWATERING DEVICE TEMPORARY WATER QUALITY ORIFICE, EL=523.05', DIA=6" Diameter of dewatering orifice. (cont.) Note: Flexible tubing used should be at least 2 inches larger in diameter than the calculated orifice to promote improved flow characteristics. Calculated Drawdown Time = 5 hours Preliminary Design Elevations 11) Crest of Riser = 526.90 Top of Dam = 530.00 Design High Water= 528.00 Upstream Toe of Dam = 518.50 Basin Shave 12) Length -to -width Ratio = L / We We = A / L = the effective width A = the surface area of the normal pool L = the length of the flow path from the inflow to the outflow. If there is more than one inflow point, any inflow which carries more than 30% of the peak rate of inflow must meet these criteria. L = 87.00 ft. * *varies A = 4,488 sq.ft. We = 51.58 ft. Length -to -width Ratio = 1.68661 If > 2, baffles are not required If < 2, baffles are required X Runoff SEDIMENT BASIN ROUTED USING PONDPACK / HYDROCAD AND SCS METHOD Principal Spillway Design 13) Trash rack and anti -vortex device Riser Diameter = 60 inches Diameter = 90 inches Height = 29 inches (From Table 3.14-D of the Virginia Erosion and Sediment Handbook third edition 1992) Anti -Seep Collar Desian 16) Ls=Yx(Z+4)x(1+(S/(0.25-S))) Ls = length of barrel in the saturated zone, feet Y = the depth of water at the principal spillway crest, feet Z = slope of the upstream face of embankment in Z feet horizontal to one vertical S = slope of the barrel in feet per foot Y = 8.40 ft. Z = 3.00 ft. S = 0.0343 ft./foot Ls = 68.15 ft. 17) Number of collars required = 2 Dimensions = 5.9 x 5.9 (From Plate 3.14-12 of the Virginia Erosion and Sediment Handbook third edition 1992) Final Design Elevations 18) Top of Dam = 530.00 Design High Water= 527.46 Principal Spillway Crest = 526.90 Dewatering Orifice Invert = 523.05 Cleanout Elevation = 521.45 Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area " (if excavation was performed) = 518.50 Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberryxom fr O 0 Z) Er Q w U w z ,� c < �Uz w z Q p 0Er m � Y Cl) z w o- F Lw w - O r Z J o o U O LU Q Z _ N U W m O� LLo < a Uz U Uj J 0 Q Mw W SEAL eeoq 900 'sgAur WIA Oa Gg tl i OKEVIN AIt- /y P � )N ro �c. No.0VFNNOC 37023 O.t+ 10/05/22 4`Y' r �rz 9d 4 SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description SPC DRAWN BY KAP APPROVED BY HCG CHECKED BY OCTOBER 5, 2022 DATE TITLE SEDIMENT BASIN DETAIL PROJECT NO. 50119298 C6mO8 SHEET NO. 1 SWM 1 - DETENTION POND PLAN VIEW 2 3 4 5 E 0 W W \ OUTLET PROTECTION \ \ \ \ \ \ \ \ \ \ SEE SHEET C2.06 \ \ \ \ \ v 2+50 + \ \ STORMWATER MANAGEMENT \ \ \ \ \ \ \ FACILITY AND ACCESS EASEMENT \ \ \ \ \ \ \ \ \ \ FENCE\ \ SWM 1 SUMMARY DETENTION POND OUTLET STRUCTURE - SWM 1 SWM DRAINAGE AREA DESIGN 10-YR WSE DESIGN 100-YR WSE FREEBOARD (100-YR) PRE-TREATMENT METHOD STRUCTURE TYPE TOP OF STR ORIFICE (AC) (FT) (FT) (FT) (FT) (FT) 1 6.37 526.92 527.95 2.05 GABION BASKETS SWM 1 526.90 518.5 SWM 1 - DETENTION POND PROFILE VIEWS PROFILE A -A 550 — — W T =� 5i 0' 20' 40' 550 _. IN all 1�m FAFAA 1 ME INN --, �M ��—■■_—�fii -��INVAI t1 I■■���-� �■ rNOME EIIIE.■����� no • 1 11 • . • 1 WAN 1 - ■■— — -■ 1 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+25 TOP OF DAM ELEV = 530.00 RISER CREST L ELEV = 526.90 1 - 16" X 12" ORIFICES INV = 525.90 30" RCP OUTLET INV OUT = 518.50 2" ORIFICE INV OUT = 518.50 BOTTOM OF POND INV = 518.50 BOTTOM OF CONCRETE INV = 515.50 HDPE TRASH RACK 100-YR WSE = 527.95 10-YR WSE = 526.92 1-YR WSE = 524.22 60" DIAMETER CONCRETE RISER — TRASH RACK FOR ORIFICE SEE VDOT ST'D - SWM 1 FOR DETAIL STORMWATER MANAGEMENT BASIN RISER - VDOT STD SWM 1 N.T.S. SWM1 DISCHARGES 1- YEAR = 0.25 CFS 10- YEAR = 4.86 CFS 100- YEAR = 63.36 CFS SWM 1 WATER SURFACE ELEVATIONS: 1- YEAR = 524.22 FT 10- YEAR = 526.92 FT 100- YEAR = 527.95 FT PROFILE B-B 555 555 NOTES ME ■ Ez 1EIIIIE mil ■ME ME ■ ME ME tr��' ME ME ME ME ME ME sm _,— ME ME • • • ..� ME ME L_,— ME ME ME -r'— _ 1 _��� 1 • 11 •■���■� •1 NME MI EWAmEIIM • 1 .• . .•Lo 1 1 0+00 0+50 1+00 1+50 2+00 2+50 TOP LAYER OF GABION BASKETS GROUND N kTION = 519.0' PLAN VIEW TOP OF GABION BASKETS ELEVATION = 521.0' _ BOTTOM OF GABION BASKET ELEVATION = 518' SIDE VIEW 1. GABION BASKET WILL FOLLOW VDOT ROAD AND BRIDGE SPECS - SECTION 610 - GABION WIRE MESH WILL BE ATLEAST 12 GAGE AND A MAX LINEAR OPENING OF 4.5 INCHES. BASKETS WILL BE FILLED WITH CLASS Al STONE GABION BASKET DIMENSIONS IS 3FT WIDE X 6FT LONG X 3FT HIGH 3+00 GABION BASKET DETAIL 1 "=30' HORIZONTAL SCALE 1 "=6' VERTICAL SCALE N.T.S. Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com O 0 Z Q Q W>- Uw Uz z� a �z W Q p 0� Fr � 5 Y cn z w I,- � o w z Lw r co, _ U) O LU Z o Q %J _ ` 0 N O w m O� J a ULLJ z J 0 Q Q W m J Q SEAL 4'v"9 o a -'NgALIb 0'A Oa Gg fi 41 �NA PNUV ONVPFNNOC ro VC. NO.031G23 10/05/22 4`Y rz '04o'g SCALE REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description SPC DRAWN BY KAP APPROVED BY HCG CHECKED BY OCTOBER 5, 2022 DATE TITLE SWM 1 DETENTION POND DETAIL PROJECT NO. 50119298 C6m09 SHEET NO. 1 2 I 3 I 4 5 E C 9 Cj M.ILLC RIVE \ \ I I 1 I I 1 I \ PARKING \ \ \\ \\ —_ \ I,LOT \ \ \ \ \ \ \ \ \ \\ \ \ \ \\ �� ✓ — — — — �� — /i \\\ \\\ \\\ \\\\ \\ \ \\\ \ - - - - >I III I I 1 \ 1 \ \ \ l ( \ 1 l I I \ \ \ \ \ 1 1 I \ )11 / \ \ \�\ \\\ \X\\�\\\\�N\ (_ - _ => /� )%i \ 11 III 1 \ / /// - - �\ \\ \\\ \ \\\ \�\\\ \ \ \\ \ ARKING ( 6 �C ���4\ \ \ "I r / j/ / / / \ '° I I 1 \ \ \ I 1 LOT / > I 1 \ \ / / \ \ \\\ \\\ \\\ \\\\\ \\ \ \ \ \I )1 \ II ( 1 PAR�AMCIR� - - \ /lllll IIII 1 1 / 1 I ^ ^ \ \ \\\\ \ \\\ \\\ \\\ \\\\ / \ \\ \\\\\ \\\ \\ \� \\\\\\\ \� / (/ / �\ �, �1 \ 21IIIIIIlllll\\\\\1/i�J llllllll / (�\\\\\\\�,_=_) \ / \ \ ( II11\ \ IIII \ \ \ \\\\ \\ \ \\\\\\\"-='\\\\ 1 \ 1 f l \\ N \\\ \ \\\ \ \\\ \\\� \ - - \ T V#9 \ J J 1111111 \ - \ I I 1 / \ \\ \\ \ \\\\\ \\\\\�\\\ \ \\\\\1(I�� _ \\\\\\\_/ I \\� \��\\\\\\\ \\\\\\\\ \onlvoFA=====��\\\\l \ 1 I I / / \ \\\\\IIf�\� \\\ \\\ �' _ l l I I I ( l l \\ \ \ \lll IIl ) 11 L ,PAROKJNG_ , \ ^ \ \ \ \\ l I 11111111\\\\\\ \ \ \\ 1 //1/ (� \\\\�\\\ \ i I11 \\\\11111\\\\\\ 11\\\\�\111 �DMINISTF6ATIONR1011a9 '\-\\\\\\\\l \\ ✓ I I \ \ \II I \ D.B. , FAG. — \ \ \ \\ 1 I MONTICELL \ \ I \\\\\\\ / \ \\\\\\ / \ \\\ 1 1 \\ \ \ \ ((/ l J 1 /1 r \ \ \ \\ / / _ / \1 1 \\1 \ 1 11\ \1 \II \ 1l l IPAI,2CEL ID: 09100-00-00-002E0 I \ \\ \\I ( ( \ / I I 1 FIRE RESCU \ \\ \\ / \ \ \ / — _ _ _ I I I III 11 I I I) I Z ING: R15 RESIDENTIAL \ \ \ 1 \ 1 \\ I I 1 \ \ \ \ I \ 1\ / 1 1 ( I STATION \ /// I 1 II III ( ENT USE: FIRE STATION (STAFF) 1 \ \\\` 1I N/F / JJI I \ \ \ \ 1 \ \\ \I I \ ( 1\ \ 1 J I RV# \ ITEWAS L.L.C� \ 1 1 \\\11 l�1 I 1 \\ � \� ` ` _ �_ /ii l� //ll 1► \ l \ I \ / \ \ \\ \ \ I ( l D.B. 86o,P .155 \ \ \ \ 1 \\\\\\\\\ \\\ \\\\\ 1 \� — — — / / \ \ l 1 I �\\\ 1 ( 1515 FOUNDI€RS PL \\\\ \ ll I 1 \ \\\ I \ \ 1 \ I \ II ,�5, PG. 168 (PLA \\ 11 \\ \\\ P I : 0�1�0�-oaD1 _— — \ ` TRV#� N/F I l \\ / \ o 1- 1 \� \\ \ \ \ \ _ / / /// I I \ \ 1 I I r \\ \ 11 1 1 P CREE MILLLLC 1 \ \\\\\\\\\ \\\ \I\\\ \1\ l /// — — — \\ \\`` (\(` /(( L \\ I I+� === \II\ I J \I F= =� __���=\\ D.B��,PG. 1111�11�111�11111� R4RCEL ID: 09TQ0-00-0 -002D (\ \ \\ \ _ �—TF�RIl�\� \ \ \\ZONING: PD-S PLAN ED \\��L9RWiENT SHOPPING OENTER 1 ( / \� SE:\iACAN \ \ \ \ \\ \ 1 \ \ I 1 III �1335IAnn6IRc[� / \ \ �\ \�� t I \ \ \\ \ \ \ \ \ \ \\ \ I \ \\ \\\ \ \ \'CMP `C ` / 1 1 I I \\ ✓ P \ // '- /- '� \\\\ (\IIIIIII \ �lll \ \ I I / ALqEMA Lt`ColIN r\'C'C \\� '� \ \ IR _ — — \\\ ( \I ( I I IrRV C AL�HORII�C / — \ \ \ \Nil'\ \\ \ \ \ \ \ w / — \ \\ \ \\\ \\� \\\ \ \ \\ \ °' IR 1�f ill i L —FINANICE RC C� -` \ 1 I I\ / ��E)uIA�L C1 � \\ \\\ \\ \\ \\ \ \\\ \ \ \ O \I\ \ I / ( ADMINISTRATION RAIL 1491 � \ 1 1 1 \ \ D..1 o8s, 6PG 670 / \ \ RYA€ AU\1 kl \\� \ \ \ \\ \ 11 III ( 11 I I I P/ RCIEVID/0910U-00-0A-001#0 J / — \ \ \\ \ _ \ \\ I D.B. , P�j. \ Jl l I I II111 I 1 I I / ZQN G' R1 6cal ENT\ / / — \ ARC �Q�-0p�Q01�0\ \ \ ` \\ \ \ \�\ \ \ \ \ \\ P \\ \\ \\ I\\ \ WIRC L IDS 09100-00-00-IJ02E0\ \ I PRES DE TIALVA VACANT / / �� 1 \ \ \Z 4\AC \\`�1AL \ \ \\\ J //I I / 1 I 1 1 \I1111 I III I I I I I I I �/f / /� �\� \�\ \�T'O�� \\ \\ \\ I I l 11 1 \I\J I (I I I I L/B� Ll�o NTY - \nos AJo s \\\\ I 1 \ l\ 9R }� / \ \\ \\ \\\ \ O $EkwcjFAUTHORIyIL PARGtiLIID:109'i'000-oo-oefEo I 1 I\ I k I G: 1 E IDEt�TIAL \ \ \ \ \\ \ I \ \ I(1 1 \\ \\ 1 I \\llll\ I (111((\ \\ �RErTU�E:vA A E�ITNITI IL LAND /� / / \\ \� 14 \ \ \ `� J \ \\\ \\\ \ \\ \ -- I ° \ \ \ \\ YII IN \ 1 \ \I 1 i \\\ �� \ \III I \ \) I 1 \\11 l I ( ( I /F / \ I JI N W. 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Ill / / 1 1 11111111 \ )N \\ / \ \ \ SI�aTEI�HO AOSEp\\ \ \ \ / / I J J I I 1 l \ / / ( (IIIII r \ 1 3.18 OUTLET PROTECTION OP \ i \ \ / / 1 I I l I ((( "1 ( EXISTING TREE \ I \ \ \ \ \\ 1 l \PLp N� 1 \ 1 I \ R R °-�'C \ / / / ) ( I III I / /\\\\\\�\ TA�QONS\G O%JP,)1\� \ \ \ l^ \ \ DA EQ o>\/zq/ zt\ l \ �� \ \ / / _ 1 I I ( I / I II \�\\\O\ \\\�\ \ \ \\ \ \\ \ \ \\III / l \\\ \ \\\ \ \\ \ \ \ \ \ , \ \ \ \ / o III ( I 1 I \\\ 1 \ / / l l 1 1 11 \\ �\\ \\ ��) • J t � / \\\\\ \\\\ \ \ \ \ \ ) \ \ \\ I \ \ \\\ lNN \— \ \ \ \ NN PARKIN\(', \ \ \ \\\N \\ \ \ \ \\ 11\\ \\\ \ \ \1 \ \ \ \ \ ( I \ �\\\ \ \ \ \ \ \ \ \ \\ \\\I 14 MOUNTAIN IEW \ \ / L ELEMENTA Y SCHOOL �111111�� \ \ \\\ \ l I 1 11\ Wo 3.20 ROCK CHECK DAMS CD 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR 3.31 TEMPORARY SEEDING TS ------------- EXISTING PROPERTY LINE 3.32 PERMANENT SEEDING PS PROPOSED ASPHALT PAVEMENT 3.35 MULCHING MU vvvvvv vvvvvv PROPOSED OVERLAY ASPHALT PAVEMENT 3.36 SOIL STABILIZATION BLANKETS &MATTING vvvvvv 3.38 TREE PRESERVATION & TP O TP PROTECTION PROPOSED CONCRETE PAVEMENT .� 3 39 DUST CONTROL DC EROSION & SEDIMENT CONTROL SEQUENCE - PHASE II 1. DEMOLISH EXISTING ITEMS SHOWN TO BE REMOVED. 2. INSTALL PROPOSED STORM SEWER SYSTEM AND INLET PROTECTION. 3. ROUGH GRADE THE SITE. EROSION CONTROL BLANKETS (EC-2) SHALL BE INSTALLED ON ALL SLOPES STEEPER THAN 3:1. 4. INSTALL ROCK CHECK DAMS. 5. INSTALL SITE IMPROVEMENTS. 6. PERMANENTLY SEED UNPAVED AREAS, INSTALL LANDSCAPING AND FLUSH DETENTION SYSTEM OF ANY SOIL. CONVERT TEMPORARY SEDIMENT BASIN TO PERMANENT SWM DETENTION BASIN. 7. UPON SUCCESSFUL GERMINATION OF THE PERMANENT SEED TO MINIMUM STANDARDS, AND UPON APPROVAL BY THE LOCAL AUTHORITY, REMOVE THE REMAINING E&S MEASURES. r{{ Dewberry Engineers Inc. 4805 Lake Brook Dr., Suite 200 Glen Allen, VA 23060 Phone: (804) 290-7957 Fax: (804) 290-7928 www.dewberry.com fz O 0 Z Q Lu Uw z� C a �Uz W z Q a- o U Cl) z w LU I— w O -j � U) O LU z J o J Cc QCD _ z N o w no O� �U J a Uz U LLJ J 0 Q Q LL] m Q SEAL ee®�s+oa �gALIb ®'A Oa Gg fi D �A 0��/ , ONVPFNNOC ro IJc. No.037023 O41, 10/05/22 NAL '04oY,."*'g SCALE 0• $0, go, SCALE: 1 •• = 60' REVISIONS 2 10/05/22 ACO FINAL SITE PLAN 1 11/29/21 ACO INITIAL SITE PLAN No. DATE BY Description NTF DRAWN BY KAP APPROVED BY ACO CHECKED BY OCTOBER 5, 2022 DATE TITLE POLLUTION PREVENTION PLAN PROJECT NO. 50119298 C6m10 SHEET NO.