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Home My WebLink AboutWPO202100070 Plan - VSMP 2022-01-27 (2)SHEET INDEX (WPO PLAN SET) Sheet Number Sheet Title CO.00 COVER SHEET C1.00 GENERAL NOTES AND DETAILS C2.00 OVERALL LAYOUT — KEY PLAN C3.00 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS C3.00A STORMWATER POLLUTION PREVENTION PLAN C3.01 —C3.03 EXISTING CONDITIONS C4.00—C4.02 EROSION AND SEDIMENT CONTROL PLAN — PHASE I C4.03—C4.05 EROSION AND SEDIMENT CONTROL PLAN — PHASE II C5.00—05.02 DEMOLITION PLAN C6.00—C6.02 LAYOUT PLAN C7.00—C7.02 GRADING, DRAINAGE AND UTILITY PLAN ALIGNMENT PROFILES C9.00 STORMSEWER PROFILES C11.00 PRE AND POST LAND COVER MAPS C11.01 PRE AND POST DRAINAGE AREAS C11.02 STORMWATER COMPLIANCE C11.03 STORMWATER CONVEYANCE CALCULATIONS C11.04—C11.05 STORMWATER QUANTITY CALCULATIONS n�n022 MAINTENANCE OF TRAFFICPLAN C1n * CROSSED OUT SHEETS CAN BE FOUND IN ROAD PLANS. SURVEY NOTES: THIS TOPOGRAPHIC MAP WAS PREPARED FOR: WORRELL LAND AND DEVELOPMENT COMPANY LLC THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT. SOME EASEMENTS OTHER THAN THOSE SHOWN HEREON MAY EXIST. TMP 78-2OC6 IS ZONED: PLANNED DEVELOPMENT MIXED COMMERCIAL THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X (UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY. MAP 51003CO289D DATED: FEBRUARY 4, 2005 THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78 PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE ALBEMARLE COUNTY, VIRGINIA WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; THAT THE IMAGERY AND/OR ORIGINAL DATA WAS OBTAINED ON OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE BOARD OF ARCHITECTS, PROFESSIONAL ENGINEERS, LAND SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY. NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY UTILITY MAPS, AND FIELD VERIFICATION.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THEY AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. MISS UTILITY TICKET FOR THIS PROJECT: A928302357-OOA A928302384-OOA A928302410-OOA LINC LN SURVEYING Innovation. Integrity. Vision. 632 BERKMAR CIRCLE CHARLOTTESVILLE, VIRGINIA 22901 OFFICE: 434-974-1417 FAX: 434-974 -1776 www.lincoinsurveying.com LEGEND PROPOSED OVERLAY EXISTING PAVEMENT ASPHALT PAVEMENT m CULVERT OR STORM SEWER PIPE 212 DRAINAGE STRUCTURE NUMBER SANITARY SEWER LINE WATER LINE 174�,/ PROPOSED FINISHED GRADE CONTOUR ELEVATION Elp DENOTES EDGE OF PAVEMENT TIC DENOTES TOP OF CURB /-/C DENOTES FACE OF CURB (MEASURED TO BACK OF ANY ROLL FACE CURB) L31C DENOTES BACK OF CURB EXISTING WORRELL DRIVE IMPROVEMENTS WITH WATER SERVICE EXTENSION FOR 355 WORRELL DRIVE VSMP IWPO2021=00070 ALBEMARLE COUNTY, VIRGINIA MAGISTERIAL DISTRICT RIVANNA �a 0 1 ° C] 20 0 0 0 250 d a 0 0 L SITE �� n P r U OOAP HANSENS 0 NTAIN RD y EFF��s 64 250 � o ro 0 VICINITY MAP Scale: 1" = 2000' FILE DISCLAIMER: IF THESE FILES ARE MODIFIED AFTER RECEIVED, THE RECEIVER AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS, OUR FIRM "RK&K", FROM AND AGAINST ANY AND ALL CLAIMS, SUITS, LOSSES, DAMAGES OR COSTS FROM THE USE OF OUTDATED DESIGN FILES. THE OFFICIAL DOCUMENTS OF RECORD ARE THE PAPER, MYLAR, OR VELLUM DOCUMENTS WHICH BEAR THE COMPANY SEAL AND SIGNATURES. IF DIGITAL FILES HAVE BEEN PROVIDED TO THE CLIENT AND/OR CONTRACTOR, THOSE FILES ARE FOR CONVENIENCE ONLY AND DO NOT SUPERCEDE THE SIGNED PLAN SET. BP = BRADFORD PEAR TREE BPP = BLACK PLASTIC PIPE BIR = BIRCH TREE CO = CLEAN OUT CED = CEDAR TREE COMM = COMMUNICATION CM = CREPE MYRTLE TREE CMP = CORRUGATED METAL PIPE DIP = DUCTILE IRON PIPE FH = FIRE HYDRANT GV = GAS VALVE GNDL = GROUND LIGH GINKGO = GINKGO TREE GUM = GUM TREE HH = HANDHOLD HEM = HEMLOCK TREE HOL = HOLLY TREE ICV = IRRIGATION CONTROL VALVE IS = IRON SET IF = IRON FOUND JM = JAPANESE MAPLE TREE LP = LIGHT POLE LOC = LOCUST TREE MAP = MAPLE TREE OHC = OVERHEAD COMMUNICATION OHE = OVERHEAD ELECTRIC PVC = POLYVINYL CHLORIDE RCP = REINFORCED CONCRETE PIPE SP = SIGNAL POLE SYC = SYCAMORE TREE S = SIGN SSMH = SANITARY MANHOLE SDMH = STORM DRAIN MANHOLE TP TELEPHONE PEDESTAL TVP TELEVISION PEDESTAL TW = TOP OF WALL TREE UNKNOWN SPECIES WLO WILLOW TREE WM = WATER METER WV = WATER VALVE 12TREE25 = 12" TREE 25' CROWN SPREAD +480.50 = SPOT ELEVATION 6 = GAS LINE E = ELECTRIC LINE —tom = SEWER LINE D = STORM DRAINAGE LINE = OVERHEAD UTILITY w = WATERLINE C = COMMUNICATION LINE = TELEPHONE LINE w — = FIBER OPTIC LINE BEFORE YOU DIG CALL 1.8111, PROTECT YOURSELF, GIVE THREE WORKING DAYS NOTICE N O N o0: N W m J � W U OWNER Z WORRELL LAND AND DEVELOPMENT COMPANY LC POST OFFICE BOX 5386 C> CHARLOTTESVILLE, VIRGINIA 22905 U ATTN: MR. ANDREW J. DRACOPOLI z Z � z PHONE: 434-977-6803 0 o E-MAIL: worrellCcstone.net > W Z a ENGINEER Z N o N RK&K, LLP a o 2100 E. CARY STREET, SUITE 309 RICHMOND, VIRGINIA 23223 ATTN: MALACHI MILLS, P.E. PHONE: 804-782-1903 w o w FAX: 804-782-2142 w C:) Q I-- E-MAIL: MMills@rkk.com = 0 U U z W U PARCEL ID# 07800-00-00-02OC6 ADDRESS 384 WORRELL DRIVE CHARLOTTESVILLE, VIRGINIA 22911 ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL (PROPERTIES ARE SUBJECT TO PROFFERS PER CASE ZMA-1996-0003, ZMA-2001-00015) PROPERTY AREA: 25.243 AC TOTAL LOD AREA: 2.17 AC UTILITIES YES NO COUNTY WATER ® ❑ COUNTY SEWER ® ❑ (ACSA) SPECIAL FLOOD HAZARD AREA INFORMATION SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[:] NO ❑X ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) 168 SPOTNAP ROAD CHARLOTTESVILLE, VIRGINIA 22911 CONTACT: JEREMY M. LYNN P.E. 434-977-4511 APPROVED by the Albemarle County Community Development Department Date 03/02/2022 File WP02021-00070 APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNER/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMENT OF TRANSPORTATION HEALTH DEPARTMENT T N 0 N rn CD CD C) W Q 0 W W Z_ C� Z W 2 ii (D H z O U W Q w m J Q U) co Q W Y U W 2 U O N V) N J � J N �. N 0) O N M M �MoNp ~ O LWIJ ? CO � � M i UON U) W U 00 O N LwLI U) Of O N LO eM rn r- *k Ib O 3 CL J J Y W a a w IJ1 W Z GENERAL CONSTRUCTION NOTES: 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 SEDIMENT 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 III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES): 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. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS: 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. B. 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. tO.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:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE 0 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 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED 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 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED 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 REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% 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 DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS: 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. GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 3 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4 ) - INITIAL BACKFILL A_MIN UNSTABLE a" a^ AS �8 STONE ACSA �IA13Lt SUIL UK KUUK' STABLE SOIL OR ROCK NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED 1N 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 TD-2 GRADE I AIR RELEASE VALVE " \V BRASS OR BRONZE PIPE BRONZE GATE XIAI SOLJD CEMENT BLOCKS TYPE "K" SOFT COPPER STOP STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD-20 2016 ROAD & BRIDGE STANDARDS NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE. 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (A" DEPTH) OR INCREASED AS MUCH AS 3" 121" DEPTH)IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO IDJUS�MEM N THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE N DEPTH. B. CO-2 IS TO BE USED ON ROADWAYS MEETING THE REQUIREMENTS FOR CG-6 AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, IN THE BECTON ON GS URBAN STANDARDS. o. . D.; T D•; e :e D,;TD•;T A e.. e'.-A. D,;TD,;TD Z 2 N a PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE --� �I ADJUSTABLE TRAFFIC RATED II VALVE BOX W/ LID u F-1 M.J. GATE VALVE LINE 2500 P.S.I. CONCRETE 8 n 2'x 2' BEARING AREA. THRUST BLOCK •,d a. C < a A NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9 1" COMPRESSION " 3/4" MALE PIPE COUPLING OR APPROVED EQUAL NOTE: NO SWEATED FITTINGS DUAL SERVICE I" TYPE "X" SOFT COPPER SINGLE SERVICE NOTE: 1) SADDLES SHALL RE USED ON PVO PIPE. 1/8 BEND COUPLING -\ ems_ SURFACE BASE 0 TEE FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 2' I` R V COMPRESSION • 3/4" MALE PIPE COUPUNO OR APPROVED EQUAL FOR USE ON OETACIED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. IRGN uD --- MSHED GRADE J `CC✓PI+RATION STOP C ` `4,�'.�A�" BRINE Cf SPRY SAND CR OUST UNDER :+ yR�,Ky�-e,. yr.,y.•;A*� 4' CAMEIEN GRAIN PIPE, 1Y BC( AND SITTER (2-NCH i Llf.:+,• T'?. LONG STONE POCKET. VDOT MINIMUM TXLTNES�'H?1T'L?per (y r� SPEC. 2aT, Na 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) CG-z 2" RADIUS SU�ASE e. e.. n 0 z D.; D. SURFACE •D .D'.' BASE SUBBASE e" 1z ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED SPECIFICATION �UC�T REFERENCE II STANDARD 6 CURB ROAD AND BRIDGE STANDARDS 105 REVISION DATE 1 SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION zo1.o1 2016 ROAD & BRIDGE STANDARDS NTS FIG. W-6A 18" 6 PIPE SLOT (2 PLACES) COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID 18" METER BOX 6" EXTENSION NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 2016 ROAD & BRIDGE STANDARDS 4" DIAMETER BRANCH AND VALVE - BOX PLUG VARIES WATER MAIN--/ \-RESTRAINED JOINT FITTINGS ON-LINE (TYPE "B") vANc"' THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP LUBRICATE ALL THREADS THRUST BLOCK Li RO METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-B TD-13 TD-19 EMBEDMENT 6-MIN SPRING LINE O OF PIPE NO. 68 STONE - - REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL >CONDMONS ARE UNSTABLE NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3, WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD-34 CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE. 4000 PSI F PRECAST. 3. COMBINATION CURB N GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURD) SHALL BE PAID FOR AS RADIAL COMBINATION CURS W GUTTER. 4. FOR USE WITH STABILIZED OPEN-GRAIEO MANAGE LAYER, THE BOTTOM OF THE CURB S GUTTER ""u: BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF 00-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS. D e A MAY BE CONCRETE )PTION OF THE CONTRACTOR A JYLUHCFI IVR �UDO'T" REFERENCE COMBINATION 6" CURB AND GUTTER ROAD AN[) BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 2016 ROAD & BRIDGE STANDARDS 3000 PSI CONC. BASE BENCH SLOPED TO FLOW o CHANNEL 1/4" 1' MIN 1 �t ✓ BRANCH 12" T ) ►t-- N 0 N N O N w 41 m J W O U o cn z � w z U U I } UT Z � z U O U) U > W cr LU [if a w a- Z Q o04 d o W � U Q U) F_ U Z W W J w g W W z C) 0 Q�_ 0�z > z �a Q o- Z U) Lij O ui Q W O Z J 2 m J w J NQN LJ_ w rrz V N � C] CD ¢ (V co ❑ C) Lo CD Wco W O rn W y Z 4# Q Z I:Q m ❑ W U C) ��tlzt ♦♦ �.� A O� N J W 7^ N O o h �0'jY00 J TD-27 Cn o N M ACSA GENERAL WATER & SEWER CONDITIONS: September 14, 2021 Lu M 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE (� j CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF Q J CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. W p 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE Lij Z Co PLANUNDERGROUNDS AND WHERE LSHOWN INES ARE STORUCTURESO IISANELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE 0ALL J ~ 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. C7 Q 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. �- 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). Q c 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM Q Z I THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND U O N WATER LINES, ETC. z 1,20 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE Q uOF O Lu THE LIE. W c 10.TREESSION ARE NOT PERMITTED IN THE ACSA EASEMENT. 11.THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION REGARDING BRASS FITTINGS CL EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12.THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL N 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. hf 0 6 13.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 J W INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. P E 14.THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE a 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. 15.ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. o .16 16.PRIOR TO BACKFLOW 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. 0 17.A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE rz T, RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. w CROSSOVER w N O RICHMOND RD (RT 25p) m Ir Is Ark Engineers I Construction Managers I Planners I Scientists 2100 EAST CARY STREET, SUITE 309 RICHMOND, VIRGINIA 23223 (P) 804 782-1903 (F) 804 782-2142 RUMMEL, KLEPPER & KAHL, LLP ��*J TH 0 c 1 /21 /22 M.M. MILLS ] DATE: 06/09/2021 ENGINEER: MMM CHECKED: ABS CAD: OJG JOB#: 19352 WORRELL DRIVE IMPROVEMENTS ROAD PLAN ALBEMARLE COUNTY, VIRGINIA OVERALL LAYOUT - KEY PLAN SHEET PLAN REVISIONS - C2.00 10/20/21 PER COUNTY COMMENTS JULY 2021. 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. SCALE 1 "=60' GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 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:OOPM. 15.BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS AND DAMAGE TO ANY PUBLIC STREET BECAUSE 0 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 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED 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 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED 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 REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% 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 DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. AL EROSION AND 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 4VAC50-30 EROSION AND SEDIMENT CONTROL REGULATIONS. 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 THE 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 PLANT 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 WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-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. EROSION CONTROL NARRATIVE PROJECT DESCRIPTION: THIS PROJECT CONSISTS OF THE WIDENING OF WORRELL DRIVE, RECONSTRUCTION OF PRIVATE ACCESS ROADWAYS, ADDITION OF SIDEWALK PATHWAYS, CONSTRUCTION OF A STORMSEWER SYSTEM, AND DOMESTIC WATERLINE INSTALLATION. EXISTING SITE CONDITIONS: THE EXISTING SITE IS MOSTLY OPEN SPACE / MANAGED TURF WITH THE EXCEPTION OF THE EXISTING WORRELL DRIVE AND PERIMETER TREES. ADJACENT AREAS: STATE FARM BOULEVARD BORDERS THE PROPERTY TO THE NORTH, U.S. ROUTE 250 (RICHMOND ROAD) BORDERS THE PROPERTY TO THE EAST, PETER JEFFERSON PARKWAY BORDERS THE PROPERTY TO THE SOUTH, AND MARTHA JEFFERSON DRIVE / MARTHA JEFFERSON HOSPITAL BORDERS THE PROPERTY TO THE WEST. OFF -SITE AREAS: N/A DOWNSTREAM DRAINAGE: THE RECEIVING DRAINAGE SYSTEM FOR THIS SITE CONSISTS OF SEVERAL ON -SITE PONDS. THE ON -SITE PONDS DRAIN THE PROJECT AREA TO THE HICKMANS BRANCH TRIBUTARY WHICH ULTIMATELY DRAINS INTO THE RIVANNA RIVER. SOILS: THE PREDOMINANT SOILS ONSITE ARE RABUN CLAY LOAM (71C & 71D). TYPE % SLOPE PERMEABILITY EROSION HAZARDS K FACTOR HYDROLOGIC SOIL GROUP 238 YADKIN CLAY LOAM 2 TO 7 0.00-0.06 IN/HR MODERATE 0.28 B 26B3 DYKE CLAY LOAM 2 TO 7 0.00-0.06 IN/HR MODERATE 0.37 B 71C RABUN CLAY LOAM 7 TO 15 0.00-0.06 IN/HR MODERATE 0.24 B 71D RABUN CLAY LOAM 15 TO 25 0.57-1.98 IN/HR SEVERE 0.24 B CRITICAL EROSION AREAS: VEGETATION PRESERVED: NO VEGETATION IS PROPOSED TO BE PRESERVED WITHIN THE PROPOSED RIGHT OF WAY. EXISTING VEGETATION ADJACENT TO THE PROJECT RIGHT OF WAY ARE TO BE PRESERVED. THESE TREE SAVE AREAS, ALL WETLANDS AND BUFFERS ARE TO HAVE TREE FLAGGING INSTALLED AS SHOWN ON PLANS PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITIES. FINAL STABILIZATION: FINAL SITE STABILIZATION TO BE PROVIDED ONCE FINISHED GRADING IS COMPLETE, SEE MIXTURE RATES PROVIDED ON THIS SHEET. DUST PROTECTION: IF DUST BECOMES A PROBLEM DURING CONSTRUCTION, A WATER TRUCK WILL BE REQUIRED ON -SITE AT ALL TIMES, AND DUST MUST BE CONTROLLED IN ACCORDANCE WITH STD. & SPEC. DUST CONTROL, IN THE LATEST VERSION OF THE VA EROSION AND SEDIMENT CONTROL HANDBOOK. NOTE: 1. E&S CONTROLS MAY BE REMOVED ONLY UPON THE APPROVAL OF THE COUNTY ENVIRONMENTAL INSPECTOR. 2. CONSTRUCTION SITE OPERATORS ARE REQUIRED TO CONTROL WASTE SUCH AS CONCRETE TRUCK WASH OUT, CHEMICALS, AND LITTER AT THE CONSTRUCTION SITE THAT MAY CAUSE ADVERSE IMPACT ON WATER QUALITY. CONTRACTOR TO PROVIDE SWPPP AND MAINTAIN PLAN ON -SITE DURING CONSTRUCTION OPERATIONS. 3 Soil Map -Albemarle County, Virginia 38° 1'S2'N M° r'7'N n Iffl 72M 72M naaao nano nasoo nmoo nano nasao 3 s Map Sole: 1:6,860 iFpited m A p7tvait (8.5" x 11") sheer. Mew ,nN` 0 100 200 AIM 600 N FeE< o aoo eoo 12Ip 180D Map pmlection: Web Varsh:r Conwocordinat: WG584 Edge tics: UFM Zane 17N WGS84 I iSUn Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Map Unit Legend 12/17/2019 Page 1 of 3 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 23B Yadkin clay loam, 2 to 7 percent slopes 10.2 20.6% 26B3 Dyke clay loam, 2 to 7 percent slopes, severely eroded 2.1 4.3% 71 C Rabun clay loam, 7 to 15 percent slopes 13.0 26.1 % 71 D Rabun clay loam, 15 to 25 percent slopes 22.1 44.4% 2 X 4' WOODFRAME Mix19�e� DROP INLET 3' MIN. �� -- AT CORNERS PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION GRIP LINE PROTECTIVE DEVICE MAXIMUM LIMITS OF CLEARING AND GRADING -� PROPOSED GRADING 16" - SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. SILT FENCE DROP INLET PROTECTION STD. & SPEC. 3.07 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) r.0 MIN. 5' � •IN# WHERE DRIPUNE IS LESS THAN 5' CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES TREE PROTECTION STD. & SPEC. 3.38 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK NO WIRE BACKING 4' PROVIDE I" TUCK OR SUITABLY REINFORCED TOP END SECTION EMBED 8" OF FILTER CLOTH IN TRENCH TO ANCHOR BOTTOM OF CLOTH. COMPACT THOROUGHLY Nyjrr:RTAIN�:12[Q:�19mr 16" - F�or� WIRE MESH 411 PROVIDE I" TUCK OR SUITABLY REINFORCED TOP END SECTION i IN TRENCH TO ANCHOR BOTTOM OF ri nTH. COMPACT THOROUGHLY MESH SHALL BE A MINIMUM OF 14 GUAGE AND SHALL HAVE A MAXIMUM MESH SPACING OF 6". SILT FENCE STD. & SPEC. 3.05 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK GRAVEL FILTER -� L12"- RUNOFF WATER O d SEDIMENT �I �IIIIII G CONCRETE GUTTER II12"a SPECIFIC APPLICATION WIRE MESH FILTERED WATER o d d e ,p = a IT R\\ PA CURB INLET 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, #357 OR 5 COARSE AGGREGATE r STONE L_ MIN: CONSTRUCTION ACCESS'.. 3" SV-2A ASPHALT TOP ( Ol RSE i% 2% `- 5" MIN. 21A AGGREGATE BASE PROFILE / t� *MUST EXTENT FULL EGRESS A TO SEDIMENT POSITIVE DRAINAGE OF INGRESS AND EGRESS + TRAPPING DEVICE OPERATION rFLLTER ,CLOTH EXISTING I EXISTING PAVEMENT MIN. POSITIVE DRAINAGE I TO SEDIMENT Z% TRAPPING DEVICE SECTION A -A A rnirdIInun water tap of l'uich lnnst be inStallecl with a ininfintun 1 inch ballcocic shutoff vatve supplying a wash hose with a diameter of 1.5 inches for adequate_ constant pressure. Wash water mast be carried away from- the entrance to an approved settluig area to remove sedu iettt. AD sediment shalt be prrverted from-- enteiing stoml drains, ditches of w•atercotu:ses. PAVED WASH RACK NO SCA I N O N o N W m O � W U O � U (n z � z 0 U o L Lij d W I IL a o a_ O \ o_ LU LU �p J U) LU0 U Z U U In O z 1.1i z 2E Q O U) LU z U J z Q Z > W W Q Z 0 a D Q 0 _ Q 0 w z Q L LI Q U) Q U) C) W m Q O J Q O z 'L^JrJ' I L O> U) Of LI J N CD to C') Q CD V CD LU0 Cy') LU LU Y Z z C) Q 1:Q 0 LU U U r1 O N (N N J J Ea � 0) O N M 1,J. 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C-) Z mo �Nm� (7 C ;u m7 K 0 X m o 3 Ko: C U) Z 0 U) 0 z 0 0 0 2100 EAST CARY STREET, SUITE 309 RK K RICHMOND, VIRGINIA 23223 (P) 804 782-1903 (F) 804 782-2142 Engineers I Construction Managers I Planners I Scientists RUMMEL, KLEPPER & KAHL, LLP �TH 0 c 1 /21 /22 uo M.M. MILLS ] DATE: 06/09/2021 ENGINEER: MMM CHECKED: ABS CAD: OJG JOB#: 19352 WORRELL DRIVE IMPROVEMENTS ROAD PLAN ALBEMARLE COUNTY, VIRGINIA STORMWATER POLLUTION PREVENTION PLAN SHEET PLAN REVISIONS - C3.00A 10/20/21 PER COUNTY COMMENTS JULY 2021. 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. SCALE o PLAN SHEET KEY ocaie: l = ODU TMP 8 20C, \ UNIVERSITY OF \ VIRGINIA FOUNDATION D,B. 2712 P. 325 D.B. 1874 P. AVE � � d, � I � ,.__i.,, I I -� C3 • ,(/ 482 PLAT SEE \ \ ti.." I I I / \ \ 2� I / �`\ VOO \ /" :..:;;:. _�o ". \ 1 s \4,1..-_ • I i� • )`�i1'rs � (•log I I � I I � I I �rj 20 \ �8�9 \ z-� �i.�4° ox s, \ � I � - \ \ o \ 9 (• ,' \ :. "::.:; :1":... I � s F�' ` / y _ I 5 7 6 \1 I N3 WOR4EL ND ANDDEV LAND I ELOPMENT FF� COMPANY LC �. . s� F°o�� I ....... / I I I I I I I I I TMP 78 z I dRcs p 0, 5.243 AE� s: s a, q r 9oQsr2 s� s �s r26 T9 s r0 do 9 �s'TT'S SURVEY NOTES: TMP 78-311 ' MARTHA , 734 s2v D.B. 3799 PJEFFERSONHOSPII (} DI fD.BCP SD,B2. 11 PLAT D,B. 2126 P, 204 PLAT ° 393 PLAT I • I ' � / / / \� r THIS TOPOGRAPHIC MAP WAS PREPARED FOR: WORRELL LAND AND DEVELOPMENT COMPANY LC THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT. SOME EASEMENTS OTHER THAN THOSE SHOWN HEREON MAY EXIST. TMP 78-2OC6 IS ZONED: PLANNED DEVELOPMENT MIXED COMMERCIAL THIS PROPERTY LIES IN AN AREA DESIGNATED AS ZONE X (UNSHADED) (AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON MAPS BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY, MAP 51003CO289D DATED: FEBRUARY 4, 2005 THIS TOPOGRAPHIC SURVEY OF A PORTION OF TAX MAP 78 PARCELS 2006 AND 2005, LOCATED ON WORRELL DRIVE ALBEMARLE COUNTY, VIRGINIA WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF CHRISTOPHER B. KEAN FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; THAT THE IMAGERY AND/OR ORIGINAL DATA WAS OBTAINED ON OCTOBER 24, 2019; AND THAT THIS PLAT, MAP, OR DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. I HEREBY CERTIFY THAT THIS TOPOGRAPHIC SURVEY, TO THE BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, IS CORRECT AND COMPLIES WITH THE MINIMUM PROCEDURES AND STANDARDS ESTABLISHED BY THE VIRGINIA STATE BOARD OF ARCHITECTS, PROFESSIONAL ENGINEERS, LAND SURVEYORS, CERTIFIED LANDSCAPE ARCHITECTS AND INTERIOR DESIGNERS. I ALSO CERTIFY THAT THE BOUNDARY SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY. NOTE: THE LOCATION OF EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ONLY. UTILITIES ARE LOCATED USING UTILITY COMPANY LOCATIONS, CITY/COUNTY UTILITY MAPS, AND FIELD VERIFICATION.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, THEY AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. MISS UTILITY TICKET FOR THIS PROJECT: A928302357-OOA A928302384-OOA A928302410-OOA LEGEND BP = BRADFORD PEAR TREE BPP = BLACK PLASTIC PIPE BIR = BIRCH TREE CO = CLEAN OUT CED = CEDAR TREE COMM = COMMUNICATION CM = CREPE MYRTLE TREE CMP = CORRUGATED METAL PIPE DIP = DUCTILE IRON PIPE FH = FIRE HYDRANT GV = GAS VALVE GNDL = GROUND LIGH GINKGO = GINKGO TREE GUM = GUM TREE HH = HANDHOLD HEM = HEMLOCK TREE HOL = HOLLY TREE ICV = IRRIGATION CONTROL VALVE IS = IRON SET IF = IRON FOUND JM = JAPANESE MAPLE TREE LP = LIGHT POLE LOC = LOCUST TREE MAP = MAPLE TREE OHC = OVERHEAD COMMUNICATION OHE = OVERHEAD ELECTRIC PVC = POLYVINYL CHLORIDE RCP = REINFORCED CONCRETE PIPE SP = SIGNAL POLE SYC = SYCAMORE TREE S = SIGN SSMH = SANITARY MANHOLE SDMH = STORM DRAIN MANHOLE TP TELEPHONE PEDESTAL TVP TELEVISION PEDESTAL TW TOP OF WALL TREE UNKNOWN SPECIES WLO WILLOW TREE WM = WATER METER WV = WATER VALVE 12TREE25 = 12" TREE 25' CROWN SPREAD ,480.50 = SPOT ELEVATION G = GAS LINE E = ELECTRIC LINE = SEWER LINE D = STORM DRAINAGE LINE = OVERHEAD UTILITY = WATERLINE = COMMUNICATION LINE TELEPHONE LINE � - = FIBER OPTIC LINE SURVEY CONTROL NAME NORTH EAST ELEVATION T-18318001 3896684.28600 11499899.30400 529.59 T-18318335 3897031.47800 11500126.57700 483.06 T-18318336 3896788.28800 11500218.44700 485.83 T-18318365 3896998.42800 11500314.37000 470.05 T-18318366 3896907.82000 11500207.34300 486.34 T-18318534 3897257.21900 11500299.08400 495.66 T-18337063 3897142.01300 11500418.98300 494.51 T-18337064 3897378.74900 11500446.18800 505.92 T-18337291 3897308.91500 11500478.27700 502.11 T-18348011 3896853.75300 11499727,73700 530.14 T-19282227 3896931.20600 11499825.13400 519.22 T-19262286 3896829.92600 11500088.15500 502.16 T-19282692 3896950.01800 11499620.27700 533.47 T-19264075 3897427.78100 11499790.60700 529.60 T-19284076 3897122.67000 11499688.36700 535.14 T-19284281 3897032.70600 11499584.52700 538.64 T-19285218 3897171.28200 115OO2O9.76200 478.13 SURVEY DATE: OCTOBER 31,2019 T-19287285 3897578.77400 11499497.20700 527.27 NAVD '88 VERTICAL DATUM T-19287405 3897323. 76600 11499574. 92900 536.53 //sc j� m / �60/ / N vo6 m 7 � Ci (r1 I tv 20' LINC LN SURVEYING Innovation. Intearity. Vision. 632 BERKMAR CIRCLE CHARLOTTESVILLE, VIRGINIA 22901 OFFICE: 434-974-1417 FAX: 434-974-1776 www.lincolnsurveying.com 0 20' SCALE 1"=20' N 0 ' N o s N W m � U 0 N W Z U 8 Z z O U V W 1' W a a Z o \ Q a_ oa_ 1-- W b W o Q N n LU M U U C/) T N O N a) 0 O W Q El ii Q' H Z 0 W J Q' Q W m J Q U) m ❑ W Y 0 W 2 0 O O N Lu M (/5 N 0 U 40' ` w` 0 0 O U CD Z U) X W N LO eM G) m 0 I \ j / ! 1 01 I I o q�S POND I a WSEL=±473.47 I l I / WORRELL LAND AND / \ DEVELOPMENT COMPANY LC 7MP 78-2006 2 5.2 4- °G °° I Vy Gr,e..A Cb Cp l l �-♦cG''� ♦ ♦ !-z7♦ ♦g.Q,.♦ As 's�Gp *00 Paz s19 (DO sX. 19 / Q //♦ ♦ / / rT1- o,p '�� • � _ � 1 \ \ s �,� I g I ♦ / iG^' f '� jrT - �`�1- 4'lg \; \ / - J I \ \ \ \ g10 �G / F s /I `• , �o / I s°9 1 ♦ / / Gy2s �.% � � � ' - - � \ kocl • Q / ' / t \ \ s��F'�F / / • � two I / y�''sGr / i // / v --.�� \ \ . \ \ \\ / / �'o ' ( \ \ \ I G/A s/o // �\ 0\G\ �ss qsds � 1 \\ \ \N\ \ \\\\\ \\ \\ •oG / g �cam�O J,2c/ A\ \ I �"q �A I / 00, QQ F92 / I > � - 1 ✓ -.�� / / / / / / / / I / 1 \ I � I °I g>'�22 o I \ \ \ \ \ \\ I / s's 'o ;- • ? / \ \ \ \ Y o \ sti Fs \ \ \ \ \ \\�<°es aoA9s •o 1 T' l I I I \ �� \ I I I I I I I I / \ N\ o (a �O gs I I I I I I \ \ \ \\ \ \\ \ \� \ - � � 96, q I G' 1 1 / 9 J?iy\ 9° � ti / / / / I I \ 1 •• v I 00 I \ \ \ i / / / I ( \ \ \ i 1 / m/ / I \ \ \ \ \ \\\\ \ \ f c� g \ I\00 I COco .0 I gS4o \ 1 '" Is i- '�a`OA G �� •l:' `2 ` \g °\\ \ k' I 'sl I POND �. 1 �ti3ss�'jy l I \ \ \ \\ \ \� \� Vb ,� \ I - Z 2 0° F, -s s .6,• j ° �\ \ '•I I I I / I L-±468.08 T q s e / o s ( \ WSE s.. cp / \ \ / OD r*I I I a1�s22e \ °� I \ \ \\ 11 I / // \\ gs l\zX� / �S 1 f / I I 1 gs's \ \ \ \ \ \ \\ �\ I cp � \� / 9� i N / // pog \` l \1 f cG�� / �� •. > I � � / )/ i I X96A355 9/° WORRELL g' I 1 DRIVE T / / o / TL / l / j g°s's�J ' \ \ 1\ / T T T�g ss m�' ss ,� ;� J�� l / // / •//� / l / PARCEL "UV° 1 / ,-\ / �m \ \ c� / � s° s9ps°. C7 �� f/,2 / i ys / / / �s 0.400 / i \ ___ / \ mo_ \ 9 1 I T J�r9.2)9, i I s ° o -2005 I 1C,b 0OTMP 78 a00/ 9 O PAVILION PROPERTIEFOUR om '�I� INST: 2020LLCs • gg661 � /D.B. 5276 P. 0427-0043o� 0re!° pAy r� , '4 94 _ 0 2' gy / G9 / ,?SJ _ / / _ - - / JS 9 °q I� \ pew I I I PLAN SHEET KEY 1 Scale: 1" = 500' s - - - _ rs / \ \ \ \ �cgg�22rO I ° I ' \ \ / / \ 6c0 yF/9e�' <, 0 q ry 2s00L g9�'s \ \ \ ,9g 9�y9y°,'titi / ?O 9, A�9s GF,y I l \ rti I I'V ' I I 8s 9°qg s / s I LEGEND: SURVEY CONTROL BP BRADFORD PEAR TREE PVC = POLYVINYL CHLORIDE BPP BLACK PLASTIC PIPE RCP = REINFORCED CONCRETE PIPE NAME NORTH EAST ELEVATION SIR BIRCH TREE SP = SIGNAL POLE CO CLEAN OUT SYC = SYCAMORE TREE T-18318001 3896684.28600 11499899.30400 529.59 CED CEDAR TREE S = SIGN T-18318335 3897031.47800 11500126.57700 483.06 COMM = COMMUNICATION SSMH = SANITARY MANHOLE T-18318336 3896788.28800 11500218.44700 485.83 CM = CREPE MYRTLE TREE SDMH = STORM DRAIN MANHOLE T-18318365 3896998.42800 11500314.37000 470.05 CORRUGATED METAL PIPE TP TELEPHONE PEDESTAL DIP DIP DUCTILE IRON PIPE TVP = TELEVISION PEDESTAL T-18318366 3896907.82000 11500207.34300 486.34 FH =FIRE HYDRANT TW TOP OF WALL T-18318534 3897257.21900 11500299.08400 495.66 GV = GAS VALVE TREE = UNKNOWN SPECIES T-18337063 3897142.01300 1150041B.98300 494.51 GNDL= GROUND LIGH WLO = WILLOW TREE T-18337064 3897378.74900 11500446.18800 505.92 GINKGO = GINKGO TREE WM = WATER METER T-18337291 3897308.91500 11500478.27700 502.11 GUM = GUM TREE WV = WATER VALVE T-18348011 3896853.75300 11499727.73700 530.14 HH HANDHOLD 12TREE25=12" TREE 25' CROWN SPREAD T-19282227 3896931.20600 11499825.13400 519.22 HEM HEMLOCK TREE +480.50 = SPOT ELEVATION T-19282286 3896829.92600 11500088.15500 502.16 ICV ICV HOLLY TREE = IRRIGATION CONTROL VALVE =GAS LINE T-19282692 3896950.01800 11499620.27700 533.47 IS = IRON SET E = ELECTRIC LINE T-19284075 3897427.78100 11499790.60700 529.60 IF IRON FOUND �� = SEWER LINE �.= STORM DRAINAGE LINE T-19284076 3897122.67000 11499688.36700 535.14 JM =JAPANESE MAPLE TREE = OVERHEAD UTILITY T-19284281 3897032.70600 11499584.52700 538.64 LP =LIGHT POLE w = WATERLINE T-19285218 3897171.28200 11500209.76200 478.13 LOC =LOCUST TREE 0= COMMUNICATION LINE T-19287285 3897578.77400 11499497.20700 527.27 MAP = MAPLE TREE T = TELEPHONE LINE T-19287405 3897323.76600 11499574.92900 536.53 OHC = OVERHEAD COMMUNICATION Po - = FIBER OPTIC LINE OHE = OVERHEAD ELECTRIC LINC LN SURVEYING Innovation. 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IJ eafr° �Z� F1 ct 2100 EAST CARY STREET, SUITE 309 RK K RICHMOND, VIRGINIA 23223 (P) 804 782-1903 (F) 804 782-2142 Engineers I Construction Managers I Planners I Scientists RUMMEL, KLEPPER & KAHL, LLP o�y�cr,ALTH oFG� DATE: 06/09/2021 WORRELL DRIVE IMPROVEMENTS �� 1/21/22 ~ ENGINEER: MMM ROAD PLAN M.M. MILLS III 4 I IC_� No,,1 9'8'90 1 CHECKED: ABS ALBEMARLE COUNTY, VIRGINIA CAD: OJG EXISTING CONDITIONS JOB#: 19352 SHEET C3.03 SCALE AS SHOWN PLAN REVISIONS - 10/20/21 PER COUNTY COMMENTS JULY 2021. 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. I/ It I:. I :: is:. .: I W-1' I /I Scale: 1" = 500' 11 5V SF INSTALL 282 LF�/ STPs�9ss'so di s Sa6°oo'so"W - - - - °Il�SILT FEN�a1) \ TP s S46°00 50"W — — i I �Op `�o IIf p r S: Ln s..9 6p s'2u�sssTTq y n I n O�00 rMP 78-311A0 MARTHA JEFFEON vS 0 \OOI \400 \ T� ul D q3799 oAsD�77 734 HOPITAL N Oo TP INSTALL 42 LF n DBLAT OF SILT FENCE P39311 PLAr INSTALL 151 LF op 3pLArOOF SAFETY FENCE 007 _ _ COD o ti O,9 EROSION AND SEDIMENT CONTROL NARRATIVE: 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. ONLY CONSTRUCTION ACTIVITIES ASSOCIATED WITHIN THE PRELIMINARY LIMITS OF DISTURBANCE ARE ALLOWED. UNDER NO CONDITIONS ARE ANY CONSTRUCTION ACTIVITIES TO OCCUR OUTSIDE OF THE PRELIMINARY LIMITS WITHOUT THE PERMISSION OF THE ENVIRONMENTAL INSPECTOR. 8. 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 80LBS/1OOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 9. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% 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 DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 10. 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. I FOR CONSTRUCTION DETAILS AND SPECIFICATIONS REFER TO THE "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" THIRD EDITION, 1992. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY BE REQUIRED DURING CONSTRUCTION AT THE DIRECTION OF THE COUNTY CIVIL INSPECTOR TREE COUNT REMOVAL: ALONG WORRELL DR: 2 ALONG WORRELL OFFICE DRIVEWAY: 16 TOTAL TREES TO BE REMOVED: 18 s .0 0 D\ D0j z d� C \ poi f*1 rP Loy OSF INSTALL 195 LF \ P rP / TP UU� `N OF SILT FENCE / COD m _ m �TP / R to m m CIV / / I / 7 / / / 1 TP: EROSION & SEDIMENT CONTROL LEGEND SAF SAFETY FENCE CONSTRUCTION ENTRANCE SILT FENCE INLET PROTECTION TP TP TREE PROTECTION LOD LIMITS OF DISTURBANCE �r. 20' 0 20' 40' SCALE 1"=20' LIMITS OF DISTURBANCE: 2.17 AC N O N O C N W m J W � U in W N � V1 Z F W Z � W O � U O � U Z z U O Cn C U W 1' Lu d W of d Z O \ Q a_ o(Z ~ O LU O LU = U m Z LLI 0 J = U N C/) N a Z LLJ z LLJ Q (D _ 2 Ix 0 IZ L11 C/) Z � 0 Q OU Z LLJ Z J < 0 m c a 0�0 LLJ U N O U) rn O Q O LU ❑ W LU Z Y 0 LU U r Ok N (n j N � m '!V03 0) O N Lu M (/5 N Q � O LuCC 0 ? -� Q UO(N Co LPL I U Co O O � N kA ` m 0 �� 0. wmw U CL J 2 W CL CL Lli W / / / / / / / / / I I I II I I II Cb I so• q9 I CP�, Q F92 cn POND o I 1 WSEL=±473.47 WORRELL LAND AND DEVELOPMENT COMPANY LC TMP 78-2006 25,243 / ° / \ 9c INSTALL 59 LF SF INSTALL 10 LF ..0 \ \\ s8�� OF SILT FENCE OF SAFETY FENCE 1 ' v Q\� O d�o� o /sr ��, \ •Js INSTALL 232 LF \ / 1 TP dl 4J/ °o /T A\� OF SILT FENCE SF \ O� 0711 �sr \ a LOD �/ LOD \ \ \ \ \ \ \ g9` 61?i / / LIMITS 0F DISTURBANCE (TjP) Y iP 00� 50 TP /.i: 7 f di / _ oo Qo,� .dQ� ♦ . ♦ — `f \ ` oo� \I 1\ 1 \I 1\ I\ \\ \ ° \ \ / / o o ® ♦ / \ oD X I ♦ 00� o I \ \I \ \\ \ \ j di �o f o • � Ao \ .. ♦ pop/ ��, •//f_ s TP �— d \ \oo I\ I \\ \ \\ \ 9q \\ \\ SF INSTALL 255 LF OF SILT FENCE fp U SF \ \ \ ^\ \\ \ �TP� I \ \ / �\\ ICU \ \ s 1 J \ o / � � SILT ENOE � m 00 // / / / s ss� I INSTALL 10 LF ( o o \ I I \ \ \ \ \ SRO � / i LOD •N� - Z / / / /f qe 01 \ � GT � Ad c\ Y OF SAFETY FENCE \Tp icp1 d �o \,00� ` I Ig�� 2 l I \� \ \ Nol� di // /jrP \ o O ° TP — / \ o O \ \ \ 4rS Gp�ITl9 dl O/ ,, dl / / // // // / I II T 1 � jO d � z I \ \\ \ \ \\ \\ I � / / � / \i \ 1 � INSTALL 89 LF �\ \ \ oy �F o / / i / / S`' \� I \ 'OF SILT FENCE \\ \ \• \ �s A �r rP �� ,\ VA \ TP oo TP / INSTALL 322 LF \ \ \ /°o, O J \ vA INSTALL 10 LF / "� I SF / \ \ \ \ \ \ \\ \ by \ OF SAFETY FENCE o� oo SF �� , OF SILT FENCE I PROTECT EXISTING TREES ALONG WORRELL DRIVE AT ALL TIMES (TYP) o 00 i x x 00� O r /. �_/ /LOD X n dlT TP T� ,\ �' _ .Ij LOD—� 01 LODX��XLOD� OD di dl�oo� -e POND �� ti�s� / 1 V A \ V A• 1 �sV�/ r— // T o J D I? �� 0, R— I-- o o0 00� sF I WSEL=±468.08 \ B:�L° coI� / INSTALL 110 LF I \ pL°Fs /O/sOF SILT FENCE LOD \ F a0� o / rm° Tl�ao�� \ o LOD OD N � � j&Y1 T L m Sd � TP TP gre�e -+ � � — LOx I -a�D @ I PARCEL 0TP \ ( TP TP SF 0,400 ACRE rP �s - � - i� � < INSTALL 10 LF 0 0 � c INSTALL OF SAFETY FENCE I IIn\\ LL 150 LF TMP 78-2005 OF SILT FENCE / P11111ON PROPERTiEs :�' oo�� 1� — / / �A INST, 2020 661 �.SP�4t pq VC) �1 J / D B 05276 °P °0400, g I I \ s INSTALL 65 LF @ � I r OF SAFETY FENCE--. / o / o / / LOD INSTALL 47 LF I OF SILT FENCE / / I / PLAN SHEET KEY Scale: 1" = 500' EROSION &SEDIMENT CONTROL LEGEND >A 3.01 SAF SAFETY FENCE CE 3.02 CONSTRUCTION ENTRANCE SF 3.05 X X SILT FENCE �P 3.07 P ® INLET PROTECTION TP 3.38 TP TP TREE PROTECTION OD LOD LIMITS OF DISTURBANCE — /S / I / I / I I / N O ' N O 0: CIA ..I m LJ � U in N W Z C U U C� z z U V i La w d W Of Lu d z o \ Q J o D H Lu O Lu = U U ^O ILL] Z W Q W C/) C G 0 Ix 0 z > 1 a I— co v J Z 0 Q O z J Q U Q O Lu -1 00 J m co i— a lo�0 W U >0 N o U) CID C Q 0 Q M Lu Lu 0) w Y O Z Z m Q 2 Q O 0 Lu U U I \ T \ \ \1 1 I I \ I c's�r+P��\r \: I 1 \jeco T IN ABC SS�TO N cna I I 1 I 1\ ,:.. 2� N SVRViODAQT °s 3. t x ALL \TIMES \ a F f / 9 !any o F�B.�.yss4�so. 0��>�� Q� 8'+ro� 0. �4. ' I Lll I I,-'ti'�205 YV�'ss`� CN aCL ae ;otios�+e`er o �l \\\ \\\ II I I g no Fys��ti I CC TJ z Q U�Co 1\ W W�Co CL Lli N J c w J �n 1Iu'1 I N r -NNW to d N m N C 20' 0 20' 40' 2 N SCALE 1"=20' N LIMITS OF DISTURBANCE: 2.17 AC w .,i \ _ n — — — — — — — I ( \ \\ 1 \ O rn w f ) / O IP sue` W\ ��_---- - % y 1 I SE`j 13 / / w `�'��C _ - -;�.r• /� lid' °� � W / /N�-� �z� I �" > � : tom. �/ \ \ _ //// / -'%/ I oo P�G°j� / DC 082..E FJ3�r // \ \ 3�_ \\ / // / �/• © / \ . PROTECT AND MAINTAIN- - - _ --_- -_- - - _ - _ _ _ - N1i?a i 2T t _ _ _ -•m ` - \ / / ! / \,�o-� ACCESS TO FIRE ------ - wov --- _-_--_- 5n,00'- >- / �' m rn ci ` 1 HYDRANT AT ALL TIMES- --53 • �c------__ _--_�' � Y / - - �� / / W INSTALL 60 LF � � :•' I �, ��-�-.------- - -- - �3�`�- --,--/ // / / �7` ° � rn : f OF SILT FENC ^ m — OOl � J3!. N o \ �• •\_• �; �;`, �:'" --'- --__ / / / / p°-', ` 007 .n i N N •. N i \� \ — — — — — — — — _ / / / / .� Tp, n�n1 / OOl Co OOI INSTALL 148 LF - - - - - 401 m a0 3 :- - - _ p OF SILT FE CE •m., / ��41 �. 90L Wo �^•�---------% /., cy- LI07•, LOD o •>\ la LODX�X LOD X LOD -� Y`` m OOl DC OSF J J COD LOD — �\� O p1 vet %� a Pa: INSTALL 98 LF SF D —��o�—�-�-! — _ �7- \ o / \ ° p l / .o0 o..,:.".'..� Y-� - LOD OF SILT FENCE L0�� y = - - — _ �� \ / y� •J/ rn: XL o o Tp Q --- \ W LV�!"` LOD / w/v PROTECT EXISTING TREES _ N _ AT ALL TIMES (TYP) \ — _ _ _ _ / - - - _ o _ _ _ - _ \ \ \ \ l0 / D� J L C: \ \ \ \ \ - - - - - - - / - - - - p INSTALL 1 �028 LF O \ \ - - - ' _ -52 OF SILT FENCE \ \ �26 - , , - - - - - 5 2� ---------524-- /- //�rP� �2�------_ ---523 - - ti�a �P LIMITS OF DISTURBANCE IS / tip a (TYP) al / rP / v / o0 v ATCy F£ SyFE` �� CS 00 �o LOD PLAN SHEET KEY EROSION & SEDIMENT CONTROL LEGEND H 3.01 3.02 3.05 F 3.07 F 3.38 SAF TP TP SAFETY FENCE CONSTRUCTION ENTRANCE SILT FENCE INLET PROTECTION TREE PROTECTION LIMITS OF DISTURBANCE N O ' N O C N W m � U in N W Z U U Z z O U 0 W 1' w a- d Z Q o 0- o0- W = O No v U Z _j O U N O N Q U) ~ L1J z L LJ Q W CC G 0 Ix 0 z > L1J Ca � Z c ❑ Q O z J U Q Q � LJ 0 Q' z < 00 J m co i- a 13�0 LLI U >0 --,, _�52�,- _ - - - - o v) rn Q wORRELL LAND O cO Lu ❑LU N CM AND EgLO�MENT NAD 83 TMp COMPANY LC c6 Ui W ❑ 00 25.243 ACRES 20 0 20' 40' ❑ W U U O� INSET 'A' SCALE = 1":40' 40' ti 0 40' 80' SCALE 1"=20' LIMITS OF DISTURBANCE: 2.17 AC r Ok N (n j N � m �O V03 rn o N M � N OI N 0 0. CL Lij W CL CL W W Scale: 1" = 500' LOD SCALE 1"=40' ao ` d 0 \ O \ r rN Nam\ � oy32� � �o 0, ob rn1.O 0000 d Z° s O ZiF rpd S' �pN Z Z i Sp \ 20' 0 20' SCALE 1"=20' PLAN SHEET KEY Scale: 1" = 500' 40' I / s2O gS�Nq< pArH\ T{ � 'lS \ • j 4s — — 119.51' _ S S46°00'50"W — — — — S� �2ti vs �q/.r p OTMP 190 �BR37789-3J11 FFERSONs0os 9�HOSPITAL o s s D e 734 AS?ss.c D.B. 2 096 PP 204 PLAT S '9393 p� PLAT o ti oq �SrTq 10 5.41' S46°00'50"W EROSION AND SEDIMENT CONTROL NARRATIVE: 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 T0, 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. ONLY CONSTRUCTION ACTIVITIES ASSOCIATED WITHIN THE PRELIMINARY LIMITS OF DISTURBANCE ARE ALLOWED. UNDER NO CONDITIONS ARE ANY CONSTRUCTION ACTIVITIES TO OCCUR OUTSIDE OF THE PRELIMINARY LIMITS WITHOUT THE PERMISSION OF THE ENVIRONMENTAL INSPECTOR. 8. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/10005F, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 9. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% 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 DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 10. 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. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY BE REQUIRED DURING CONSTRUCTION AT THE DIRECTION OF THE COUNTY CIVIL INSPECTOR FOR CONSTRUCTION DETAILS AND SPECIFICATIONS REFER TO THE "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" THIRD EDITION, 1992. O i OQ1 O / \ O I I� � �00 � I N IaS s294 CG-12 (TYP) 9 / I I/ I / I / I / I / I / I 7 I I o��tiW� I otiNo°' I oon�,co� �l N w �w I EROSION &SEDIMENT CONTROL LEGEND SFF.05 x x SILT FENCE TP 3.38 IP 3.07 IP ® INLET PROTECTION oD — OP 3.18 OUTLET PROTECTION TS 3.31 TS TEMPORARY SEEDING PS 3.32 PS PERMANENT SEEDING MU 3.35 + MULCHING TP TP LOD TREE PROTECTION LIMITS OF DISTURBANCE 141 SEE 7_�, "_�rC,_373-1 h h N z wORRELL LAND AND DEVELOPMENT COMPANY LC TMP 78-2006 25.243 ACRES -PARCEL B - 3.9t ACRES r" 20' 0 20' 40' SCALE 1"=20' Cq LIMITS OF DISTURBANCE: 2.17 AC W O J N U � ^II ILLLu ] Lu < Z W z W N � O r Ok' N fn N � II II I I J / I � I D 4-3 0 di r co l� Z IP 7 N rri 179 Col (L _ = IF L m I TP -4 I 4-2 O O I 0 4-1 / I r I OP I I I PLAN SHEET KEY Scale: 1" = 500' WORRELL LAND AND DEVELOPMENT COMPANY LC TMP 78-2006 zs'2=RES PARCEL " 3.9t ACI di / TP ' &P f (� /D TP \Tp/ x 0 L / jo LEVEL SPREADER (SEE DETAIL, THIS SHEET) (L=10', W=8', D=1.5') w/RIP-RAP EC-1 TYPE Al 4.4 CYD OVER FILTER FABRIC BASE LAYER /s \\1 I I I I POND I WSEL=±473.47 I / /JJ i' \\ � � \ \ 400 Ool � o (00 A 1 V A V A A \ SF \ \ MU TS y U 6-3 TP �OLaep \ `o 00 \I \\ \\ \\ 9 \\ �� % 00\� \ \ \dl \ \ SF TP / LDO , / / / / 2LQ / \wilT� A c\ \ \ \ \ TP di I 1 A\ �F �o TA \ \ 1 \ \ > \ \ \ TP TP \ \ 0� oP off, �X col 5-1 ook Rook LOD — LODX�__X LOD r LOD 476) I 472� o \ \ 1 1 1 1 \ \\ \ \ \ \ (-• / �,A oo��J POND \\ �tiss� PARCEL A 2.0t ACRE / T r 4�6�4 e�6 ARCEL ° s 4` 0 ACRES / T4 78-2005 NSy ION PROP166 S FOUXLLC 20200000166 D. 00431/ I ' I I // / I / I I t' I !I / RIP -RAP EC-1 TYPE Al (L=4.5', W=4.5', D=1.5') 1.1 CYD OVER FILTER FABRIC BASE LAYER i i 6-1 PS / 6-2 MU � !TSd s O J W0EL-±468.08 \ �. ' co ) cp s RIP -RAP EC-1 TYPE Al 1 4s'� (L=3', W=3', D=1.5') / 0.5 CYD OVER FILTER I \ o� DRIVE #355 WORRELL / FABRIC BASE LAYER I \ II 11 I Ico1 / IcoI \ \ \ \ uO /l / \�o>,es 's.9°gAI I kq I \ q°Q�'p2j� I II \ 1�94gq°�i 0 F4/0 I EROSION & SEDIMENT CONTROL LEGEND SF 3.05 * x SILT FENCE TP 3.38 IP 3.07 P ® INLET PROTECTION OD — oP 3.18 OUTLET PROTECTION TS 3.31 TS TEMPORARY SEEDING PS 3.32 PS PERMANENT SEEDING MU 3.35 MULCHING TP TP TREE PROTECTION LOD LIMITS OF DISTURBANCE 20' 0 20' SCALE 1"=20' 40' LIMITS OF DISTURBANCE: 2.17 AC J C)W p N U U � ^II H Z W Z W W Z Cw Q C� G o N LL zLu a I-_ w i Z ^J LL LLJ 0 o Z J >a Q �0 w Q z J C) 00 J m W Q � O LU U O N rn Q C:)N O W (Vj Lu °' w Y o Z z Lu m Q 2 Q 0 ul U U r Ok N fn N � +, IV03 O M � Lu �MoN N r� 0 CL J O 00 Q Z U o uj W Co CL o a CL Ny N c w JU Lu N C C N a E2 0 a 2 N U N W �\ N Scale: 1" = 500' IP 3.07 IP OP 3.18 TS 3.31 TS PS 3.32 PS MU 3.35 INLET PROTECTION OD OUTLET PROTECTION TEMPORARY SEEDING PERMANENT SEEDING MULCHING LOD LIMITS OF DISTURBANCE SCALE = 1 AO' 40' ,p 0 40' SCALE 1"=40 80' LIMITS OF DISTURBANCE: 2.17AC N O N N w O W N m J W U W G V1 � N W m W � W O � U O U z j Z O U O U) U C Lu LLJ W 1' Of d y 04 Q O \ J O \ a z w o w � 0 U U U) N Q (/) Z Lu z w LLJ z 2i Q = O �Z > p W Z � , �a —��0Q o >a Q ��wzJ Q p� 00 m w a()�0 w U 0 o N_ U) 0 Q O N Lo p W M w w O z Q z 2 00 Q O� 0 W U U r O N (n N J O M N M J 0 03 � J Co Q �Oa Qvo LL! W oc CL o � N N N E NUjN J a r d m 0 U J rxN U N m W s, \ Iss 90 I-4A-' I SAW CUT AND DEMO ASPHALT PAVEMENT Scale: 1" = 500' / 1 II \ c I � I � � I woo \ o N LIMITS Or PLANTING BED CLEARING T DEMO EXISTING \ INLET AND 8' CMP PIPING c s ��q I 'ST� �9 • 'i x x x , x x x e DEMO AND REROUTE J EXISTING TELECOM LINE REMOVE AND RELOCATE - STOP SIGN GENERAL NOTES: -A e CV.\ntil N ' O N 04 G OZ ' N m C X SHE0 J W \NE SI //�� N MACH I 1 I / / W I I 1 1 0 I U O X I I 1 1 � I 1 I z� z I I I o g U 1 1 I I II 11 11 � I w 1 I I Z o I a d o 0 1 LU o l 1 \ \ I I Cn I / W ui I o I I 'I' `T I'• �o I I I I j I I I I ■ I DEMO EXISTING TREE I I U) I i (TYP) Z I `l,-)�0 1 I I W W Z PROTECT EXISTING I I I I I TREES AT ALL I I O I;- I TIMES (TYP) I I z I I I I j I I W Q F I I I I I I I �'�'•� I I I I I W D 0 LLJ l�■ ,8T I I � I I I I I U / 7 ° C Q LU \'•,• r i / I I I I I I LLI J j cG (2s I I •��''•• 1 11 � I � ! 1 � I PROTECT EXISTING TREES II ALONG WORRELL DRIVE AT I ALL TIMES (TYP), ASPHALT PAVEMENT �. / �\; dui /�� / Z.::.: REMOVE AND RELOCATE SPEED LIMIT SIGN m m 0 CIV / / O / / I 20' 0 20' 40' ALONG WORRELL DR: 2 1. SEE SHEETS C12.00 THROUGH C12.02 FOR MAINTENANCE OF TRAFFIC AND ALONG WORRELL OFFICE DRIVEWAY: 16 CONSTRUCTION SEQUENCING TO MAINTAIN ACCESS ALONG WORRELL DRIVE. TOTAL TREES TO BE REMOVED: 18 2. DEMOLISHED ASPHALT PAVEMENT SHALL BE DISPOSED OF TO NEAREST LANDFILL. SCALE 1 "=20' N O in a O N Co L0 CD W Co W W Y O Z Z m Q = Q 0 0 W U U r O N V) 0) o N M LL M � N � 1=Q�t 0 W ? Co rn UON �=ono W U Co o N V �n N N C C N a m 0 N C O U N N N C w J W QL CL W W / POND I I l j II o WSEL=±473.47 l I 06r �Ogs98 / I \ REMOVE, PROTECT AND RELOCATE EXISTING - - - _�' I 0,J l I \ \ \ I \\ BOLLARDS (TYP OF 18) l \ - Cp\_ / 10 IS) DEMO EXISTING INLET AND Sao ♦ ♦ ♦ c7 Q'.:. • y�� 1 \ , \\ \ \ \ \, / PROTECT SANITARY ♦ _ _ x_ \ I / ABANDON IN PLACE 12" CMP SEWER MANHOLE 00 � `�o o • ° I / / WITH FLOWABLE FILLCu r.! r SAW CUT AND DEMO - \\o I I SAW CUT AND DE MOT �� '`\.:: ; :::. / � ASPHALT PAVEMENT / / , -' � \ \ ASPHALT PAVEMEN�._...-, I : : ,/ I - � / \ \ �sS, 1 \ \ \ \\ ��, I II I i REMOVE, PROTECT AND RELOCATE EXISTING so- I _ t f I I / / '�c / I I gCP 9rL BOLLARDS (TYP OF 19) I oco.sr I_ t. o / / / 1Q \ e9�s'ti�6�s I g9 1 I \ 1, DEMO EXISTING �\'GUARDRAIL (72 LF) \ \ 1 S z I \ / • e. \ \ / aock j PROTECT EXISTING TREES ALONG WORRELL DRIVE AT 1 (TYP)A. ALL TIMES I I c9 1 , C° D / \ \ \ \\\\ \\ \ \ \\ \ /.. . ��_' '� Aga \ I Lb. �. \ \`' DEMO EXISTING J o, # C7 T INLET AND 12" _ ? •i,, I'�'s ° 9r S ILL j;''2 ( I S�'2 's � .::\ : \ II II/ I I II II DEMO GRAVELCMP PIPINGo. PAVEMENT I POND s(% 2o AND REPLACE A. .:. IN KIND WSEL=±468.08 I %oFss 1 v,, V. fm I / : ' / : ' \ , I #355 WORRELL gyq� �\ SAW CUT AND DEMO DRIVE r (n�L ( 2,� / �,, r / / ASPHALT PAVEMENT / I I I 1 1 MAINTAIN ACCESS TO I 2 T/ / / r •J� ) / I: I C CROSSOVER ROAD AT Im/ �i� r — r ( aq // l l A --1� J I II ALL TIMES i; %� '� '•, l / �� / /r�FB L' s��4�so. (0SAW CUT AND DEMO 's)o m7 I 1I1cw�o° \ •ASPHALT PAVEMENT IZ; I q,Q_10Q8�0 2 _ / �9 _Vx \ vv2 g � I 8 10 SAW CUT AND DEMO // / / / \ \\ I I I rosy''°9r / 09' I / ASPHALT PAVEMENTJi PLAN SHEET KEY GENERAL NOTES: 1. SEE SHEETS C12.00 THROUGH C12.02 FOR MAINTENANCE OF TRAFFIC AND CONSTRUCTION SEQUENCING TO MAINTAIN ACCESS ALONG WORRELL DRIVE. 2. DEMOLISHED ASPHALT PAVEMENT SHALL BE DISPOSED OF TO NEAREST LANDFILL. Scale: 1" = 500' 20' 0 20' 40' mommi SCALE 1 "=20' N O ' N O N W m � U in En W Z 8 U C� z z O U V W w W d d z CD Q J oa H W o W = LO U I— W 2 Q W z > � �z > J z \ O Lu / Q J J J m W O i U ^O N U) CID rn Q 0 N u) o W rn W W Y Z Z 2 m Q Q O0 W U U 0) o N Lu M (j) N ~ � O W? 00 CC-� cc Q UO(N �_� �Uco o N N �n N N C C N a m C 0 N U d w CL J 2 LLJ CL CL LV Lj m p m ;Zm to N N ;0 2 2cm mn v0U) Nz0 a N N 2m jo 0 >Co m� �n2 < Z O mOc Z O 2 y Z O r 1 N r D m Z O m D M o0 V1mD 0 to Z O V1� m D Z v r-D Z nOm 0O O O z�—t m M M D r D mrm m m �An S m Z z v v n r r i r Z cf) m m Ar* nY N m C, D p Z > O \ D`Z'� A� m— / G)iU �GZ7 I 1 v � (4 � • > (q \ sroatagz�•� + ! \ m ? m m y \ \ z 0 vp O / < n o \ )n13c m �� \ Cn Z N ~ p /M m X C) n N N O Z X x � O N \ \ 1 1 1 I 1 I \ 1 I I I I I I 1 / I I I I I / I / I I / I / 1 Z D m m u �D 0 A O m I fV Z m O N I 1A I C' IN I I I I I _ +— _I / LL II v ti I6sLzg I I W / I I 1 I _ _'z / y I 4 I l rl ' r 1 I / /� W / I I 1 II I � 5ZW3Hgt 'oz I I I /gZ �v II I 13 i�l I 1 1 1 I II n o s ' I I I I FNanvti e£s 11 1 11 1 11 \\ I \ \ =I 1 \ 1 1 \ \I \ Z s69£.. 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I ' I l JJ /,•' / III 1 I I I ....... \ I�ot � � \ I I I I d(/ Iet• o\ / I I I I I III 15� j l• \ \ I / 1 / g6'9Z9 '. \\\ , 1 / I I "Ch I I I V 9 ti 1 vv A y I I I I 6L'Lz9 I I 0£�g9`• \ / I 1 II I I avns\• CU £6 2100 EAST CARY STREET, SUITE 309 RK K RICHMOND, VIRGINIA 23223 (P) 804 782-1903 (F) 804 782-2142 Engineers I Construction Managers I Planners I Scientists RUMMEL, KLEPPER & KAHL, LLP r,ALTH o�y�cOFG� DATE: 06/09/2021 WORRELL DRIVE IMPROVEMENTS 1/21/22 ENGINEER: MMM ROAD PLAN �0'IV M.M.WILLS I w -- A CHECKED: ABS ALBEMARLE COUNTY. VIRGINIA CAD: OJG DEMOLITON PLAN JOB#: 19352 SHEET PLAN REVISIONS - C5.02 10/20/21 PER COUNTY COMMENTS JULY 2021. 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. SCALE AS SHOWN o I Scale: 1" = 500' Q HEAVY PAVEMENT (MAIN ACCESS DRIVES) NO SCALE 11 Z1wAZ1wAmrl "--COMPACTED • LIGHTu t, (PEDESTRIAN PAVED SIDEWALKS/PATHS) V• SCALE \ CONNECT TO EXISTING — ASPHALT PAVEMENT \ \CONNECT TO EXISTING ASPHALT PAVEMENT `�o \ cso P \ 4'> \ s• o ti PC: 30+26.61 \ \ MAINTAIN ACCESS TO \ PRIVATE DRIVEWAY AT ALL TIMES PT: 1 +26.66 \ \ END CURB WITH 45° BEVEL N L 0-2' I— — R=I55' 2+00 30+56.73 R10' 30\ ZS6�. 'o h� J V J n e.- 20' WIDE PSe �1PN� uNivEP, of O C� `yel viRGINIA FouND D.B. 27-12 P. 325A rION Q D. B_ 1674 P_ 482 PLAT PT: 21 +98.82 PC: 11 + .L 1 MAINTAIN ACCESS TO woo PRIVATE DRIVEWAY AT ALL TIMES I . • I I EEZ C �, SEE SDI ONICN / PT: 11+15.56 ' 2 PC: 21+31.54 CEO FUTURE ENTRANCE / Q� (BY o v OTHERS) PT: 21 +01.31 0/ a a 0 2 3 tp w PC: 20+56.32 PC: 10+54.13 ii I v END CURB WITH 45° BEVEL STOP BAR AND STOP SIGN (TYP) REVISED 50' PRIVATE I! STREET EASEMENT N PC: 2+84.78� I N 20+00 PI: 2+43.59 p PC: 1+55.61J SPEED LIMIT SIGN (25 MPH) • i PT: 2+35.88 _ 105 41' ASPHALT PAVEMENT S46°00'50V — �l _ — — (TYP) I I GENERAL NOTE: 1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH. WORRELL LAND AND DEVELOPMENT I COMPANY LC I v TMP 78-2006 25.24- I 1 1 — _ PARCEL B 3.9t ACRES I Pam, 00 0I=I23R\ 81 C —6 ^ R'23[ O R228• R a CG-12 (TYP) 6' ASPHALT PAVED SIDEWALK MAINTAIN ACCESS TO ASPHALT PATHS AT ALL TIMES (TYP) Note: Sign material must be encapsulated lens, Installed on the right side of the road. RI-1 Stop Siga p0' 7' 2' minimum urban, 6 rural areas W-1 STOP SIGN DETAM Curb Line PROTECT EXISTING TREES ALONG WORRELL DRIVE AT ALL TIMES (TYP) SPEED LIMIT SIGN (25 MPH) MILL AND OVERLAY 7' FROM CENTERLINE ALONG EXISTING ASPHALT PAVEMENT (TYP) SIGN IS 30" X 30" I STANDARD 4" X 4" PRESSURE TREATED PI IF 6" X 6" IS USED, IT MUST BE BRFiAK-AW GROUND 4+08.38 0 1.94 20' 0 20' SCALE 1"=20' I I D� R3Z8' o 2— t,I + 0 r Ra 3'540 2' 'f- Z m R352' I 1 m I m In m Im m C� rn I o I I I 40' LLI -0 W o J C4 U ^II CO U) I— 5W a W z Z Z > J Z O U O W < J J m W J a O a L.L D 0 a N O U) a O N U) W rn W W Y Z Z 2 m Q Q O 0 LLl U U � 0) o N M d �MaNO CL 0 Cr J OvJ zP-0, W�00 CL O CL Uj N N Lij J U E a m Z) 0 U N O U w m d c w 00, CP q9 vo o I , �F s eQ 2A 9s ss F 2 o2,��r I IPROTECT EXISTING TREES ALONG WORRELL DRIVE AT ALL TIMES (TYP) I N ,m m N CG-6 Im O LO �SPHAt r Pq.rH I � I I I I PLAN SHEET KEY Scale: 1" = 500' 6' ASPHALT PAVED SIDEWALK WORRELL LAND AND DEVELOPMENT COMPANY LC TMP 78.2006 zS z ACRES -PARCEL B - 3.9f ACRES PRC: 7+11 MILL AND OVERLAY 7' FROM CENTERLINE ALONG EXISTING ASPHALT PAVEMENT (TYP) PCC: 6+57. ASPHALT PAVEMENT SHALL BE FLUSH WITH SANITARY SEWER RIM PCC: 7+57. / / / / / NEW PARCEL LIMITS (TYP) / I PCC: /8+87.32 POND WSEL=±473.47 1 1 EXISTING PARCEL LIMITS I (TYP) 1 1 _ lo� q0 9 �2� F9 2i oA vCgy 7i'�i / 4 p % escp • c CG-12 (TYP) -PARCEL A - 2.0t ACRES WIDEN EXISTING ASPHALT PAVEMENT AS NECESSARY TO OBTAIN 24' WIDTH ALONG WORRELL DRIVE AT ALL TIMES: co , . I PARCEL "W�� N ,� 0,440wpm- ^� o TMP78-20C5 PAVON PROPERTIES /'s, NST0202000001661 F OUR LLC D.B5276 P' \ o 0427-00431 .. �� • I L i 20' 0 20' 40' SCALE 1 "=20' N O ' N O C N W m in � U W N � V1 W Z U O � U z z U O cn U i La w d W Lu d z o \ Q 0- o0- Lu p Lu C6 = U U) I..I_I 2 Q W z i (D 0 Of IY Z > J Z O U > O Lu (Y Of J J m W Q O w p Q N N o U) CID rn Q 0 Q M Lu Lu 0)Z w Y O m Q Z 2 Q 0 Lu U U CL J 2 LLJ CL CL LV J LL I i / CG-12 (TYP) PC: 13+75.40 / 6' ASPHALT�� PAVED SIDEWALK (TYP) / PC: 11 E. / �r C6.00 PLAN SHEET KEY T Scale: 1 " = 500' I / PT: 12+99.37 1 / / / / / / MAINTAIN ACCESS TO WORRELL OFFICE BUILDING AT ALL TIMES CONNECT TO EXISTING ASPHALT PAVEMENT 6" ASPHALT PATH (TYP) -PARCEL B - 3.9t ACRES W W� / NEW PARCEL LIMITS WORRELL LAND AND DEV TMP 7gL OC6NT COMPANY LC 25.243 ACRES INSET 'A' SCALE = 1":40' SCALE 1 "=2p' 40' ti 0 40' SCALE 1"=40' 80' N O N O C N W m � w O U W 0 N Z F W Z � W C U O Cn � U Z z U O Ln w V W w IL w d W Z CDQ a_ oCL ~ N Lu p Lu0 7- CD U z I..LI Q W z 0 Of Z > J Z O U O Lu ry 0 Q J Lu J m W O i Q D 0 Q N p (n co rn Q p CV u) p w rn W Lu Y Z m Q Z 2 Q 0 Lu U U r O N fN N J Ea+ d N� Woo \ Yj� S \ r� vd� / rN�p i 0 7 70 / \ y N� \ �o 7 rrm \ m l'c's CORE DRILL 15" RCP TO \ -1- r EXISTING DI-3B CURB INLET \ O o°d d�° �y\ d 00 V i� ° o r \ Z °45' s o 6 d6�6 \ N3 63, 1 -2 oo 0d.o d a d .o - d `n \SD Z� Zpd°y \ \\\ qCP TC519.05 \ EX516.61 FL518.55 � \ BP: 0�1-00.00 o \ I m N I h h h 0<� YO d 0 0 L=32.31 *I�� 8s0 OSGL TC518.38 l o •00, \ EX516.64 FL517.88 Co o / I 00 I • ' J 'goA . j 46 L - - 119,51 S46°00'; o A 9°gs2�2 s,�s TR s Toy' yo U' ��SgTy i V// S° 1 Y 20' 0 20' 40' SCALE 1"=20' PLAN SHEET KEY 22+03 EP531.63 • I 3-2 \ _ \ TMP 78_ \ ) uNIVERsIry pF +P 27.20 *� EP531.52 k _ DIB�272 INIA FOUND325 ATION C-7 0000o / �\ \\ oo \ D.B. 1674 P. 482 PLAT 1 w� EE S\A 3-1 \\ \ PT: 21 +98.82 \ \ � C� LAN \ 11 I `\ Mp, N N w \ EP529.15 PC: 11+ 524.25 EP528.20 00 L523.75 I 1 �s PT: 30+56.73 y"'1 \ T 24.25 523.75 / EP530.60 s EP528.60 EP52 PT: 1 1 +15.56 30 S EP529.00 .00 EP530.23 PC: 21 +31.54 / CO s I I I / C[ .0. 3 +00 Q � \ " TC526. `r2a, I/ I I I I �\ P529.74 / FL526.02 21+0 EPszBss +P 48 00 L&26- 2 • / I I I I I PC: 30+26.61 PT: 21+01.31 s I I I sz N N N N W m J W 0 W Z � W U U z Z O U U > LLI tic a W a of Z Q oeq a04 o W W p J N U) U � ^II o j I RIP -RAP EC-1 TYPE Al EP5288 58 P528.76 N16 06 \` ' I (L=3', W=3, D=1.5) I / 1 �� /I C `.11 11 II /I I i j I Z 3.0 CYD OVER FILTER 6' ASPHALT PATH I '•. 1 r/ I I I I_LI FABRIC BASE LAYER 2-1 2-2 (SEE DETAIL, SHEET C7.02) I II I I I >N (� w Tc521.63 p W Z (Zj Z FL521.13 EP52 5 PC: 20+56.32 TOP528.00 PC: 10+54.13 %,3W Q Q _gQ EP528.35 I I I I TC523.93 �>- WORRELLILAND AND DCV�LOPME(T LL z> FL523.43 PT: 1+26.66 Ow COMPANY ^LL a J tih R 198`4ti o 1I I I I T.M4P 3 78A.2 Z)TC52740 TC529.00 STOP BAR AND W QC6 K - - Q 5 +oFL520 FL528.50 STOP SIGN (TYP) TC528. 2 K RED w 0 JFL528.2 0 > Q (D P- Irr F S 8n 99 ' LU Z Z) hyb TC526.1I TC527.12 \o FL525.61 FL526.62 - - - _ a PARCEL B TC521.67 \,\� PC: 2+84.78 3.9t ACRES z � W Q z FL521.17 ��7$gs, 91h '"°' ° ` TC526.00 J m < Q FL525.50 I w J 1 TCS 0.12 1.% FL529.87 I � LL \ FLS (A9.62 \ gs�Nq FL523.44 ytiq 20+00 PI: 2+43.59 3+00 ` PT: 4+08.38 m 2 pq rh I R855 6 2+ p L=7.72 -I L=41.19' - �- o_ m PC: 1 +55.61 530,530 1.5% FL529.82 R 1238 q� TC518.60 = \ TC525.83 `� hIV .� 11 , FL518.10 I m \ FL525.33 T r� N 77,go r " roh oo v P': 31.94 TC529.84 s h boo �� 90 TC528.85 'V _ TC528.46 FL529.34 _ _ T o� '\� ^� I J PT: 2+35.88 FL527.96 - - - FL528.35 • : hti 105.41' / �� ` 1. �.2 � -�--Cj�VVr 737hti ti. 3s � p O o U) / N ^ I/ I TC522.0s3 7831 THA JEFFERSO N EX529.52 9 �=t. pW~ Q Lo 379e P .r W o734 HoL ss N N CG-12 (TYP) 2.5"-3" CALIPER Zs14 PLAT m "' Y 0 2792 p,204PLAT p (TYP OF 2) fics19.55 0 2126 P393 W <00 AT 6ASPHALT PATH RELOCATED EXISTING FL519.455+oo Q Z 2 Q0(SEE DETAIL, SHEET C7.02) TELECOM CONDUIT / �73 _ 0 W 0 U / 2.0 N N� I STORM SEWER STRUCTURE TABLE STRUCTURE DETAILS PIPES IN PIPES OUT 1-1 RIM = 517.45 12" INV OUT=513.62 (NW) DI-313, L=8' H = 3.82 1-2 DI-313, L=8' RIM = 517.38 H = 4.97 12" INV IN =512.51 (SE) 15" INV OUT=512.41 (W) 2-1 ES-1 (12") RIM = 526.59 H = 2.01 12°' INV IN =524.57 (NE) 2-2 RIM = 528.00 12" INV OUT=524.84 (SW) DI-1 H = 3.16 3-1 RIM = 520.98 15" INV IN =519.05 (SW) ES-1 (15") H = 1.94 3-2 RIM = 523.28 15" INV IN =519.33 (SW) 15" INV OUT=519.23 (NE) DI-3C, L=6' H = 4.05 3-3 DI-3C, RIM = 523.31 15" INV OUT=519.68 (NE) L=10' H = 3.63 4-1 ES-1 (15") RIM = 497.46 H = 1.94 15" INV IN =495.52 (NW) 4-2 DI-313, L=6' RIM = 503.56 H = 7.45 15" INV IN =499.26 (NW) 15" INV OUT=496.11 (SE) 4-3 RIM = 504.20 15" INV OUT=499.95 (SE) DI-313, L=6' H = 4.25 5-1 ES-1 (12") RIM = 477.68 H = 1.67 12" INV IN =476.02 (SW) 5-2 RIM = 489.38 12" INV OUT=478.76 (NE) DI-313, L=8' H = 10.62 6-1 ES-1 (18") RIM = 476.55 H = 3.01 18°' INV IN =473.55 (SE) 6-2 DI-3C, M = 478.23 15" INV IN =475.03 (SE) 18" INV OUT=473.63 (NW) L=14' H = 4.60RI 6-3 RIM = 478.26 15" INV OUT=475.26 (NW) DI-3C, L=6' = H 3.00 PIPE TABLE FROM STRUCTURE TO STRUCTURE SIZE LENGTH SLOPE MATERIAL 1-1 1-2 12" 27.82' 4.0% RCP CLIII 2-2 2-1 12" 44.23' 0.6% RCP CLIII 3-1 3-2 15" 15.84' 1.1% RCP CLIII 3-2 3-3 15" 28.00' 1.2% RCP CLIII 4-1 4-2 15" 40.58' 1.5% RCP CLIII 4-3 4-2 15" 33.52' 2.1% RCP CLIII 5-1 5-2 12" 96.14' 2.8% RCP CLIII 6-2 6-1 18" 8.45' 0.9% RCP CLIII 6-3 6-2 15" 32.71' 0.7% RCP CLIV EX -DI 1-2 15" 38.12' 1.2% RCP CLIII / / ✓ CA J Q) ),06// O ' 228.0' 2' O 12' LANE 12' LANE 5' M TO BE INSTALLED IN TS `�1. 2.0' P� TS TO BE INSTALLED IN W c� P ACCORDANCE WITH N ACCORDANCE WITH / 2.0' 1� I� N THE VA. EROSION AND p$ ;,z/zc� // /' ` Mq'I' MAX. MAX, *b / / . 1 PS THE VA. EROSION AND N N SEDIMENT CONTROL �P _ - 2.0% 2.0% 3 SEDIMENT CONTROL (n N HANDBOOK (TYP.)\\\�\\\\�;I-IIIIIII ; '•` , HANDBOOK (TYP.) J1 -_-_-- TIE TO I=1 =III=III=III=I I I=III=1 I I I=I I I=I I =I I =I I I=I I I=I I I=I I a I I=III- =III=I TIE TO c� _ EXISTING-=_IIIIIIIIIIEXISTING GROUND (- GROUND cn > M Q J VDOT STD CG-6 (Z)�- W HEAVY PAVEMENT (SEE o a ne Q 0) VDOT STD CG-6 DETAIL, THIS SHEET) c) m (� N TYIPICAL CROSS SECTION ALONG WORRELL DRIVE Z ?'o I�11 NOT TO SCALEco 4' 2 4. 0' 4' Q) 0.5'� O a ► 10' LANE 10' LANE 5, TO BE INSTALLED IN TS L3�'A, 2 0' 111P�' TS TO BE INSTALLED IN N ACCORDANCE WITH /\//\/,//� / 4,r 2.0' y�. /`///// / ACCORDANCE WITH J THE VA. EROSION AND p5 �� 2% MAX 2% MAX. THE VA. EROSION AND y s 2" SM-9.5A ASPHALT SEDIMENT CONTROL 1�P 1=1= = 2.0% Y Y 2'0% SEDIMENT CONTROL 2" IM-19.OA ASPHALT HANDBOOK (TYP.) TO \IE\TO\ -I I III=III=III • ` �'� _ `� ' 4 KLL; _ :^,Y L � I=IIII III ,III= \ ��\/��/ 0 HANDBOOK (TYP.) CoIJ 8" 21-B STONE EXISTING I, IIII-III - i GROUND I I II I=I III -III III III -III -I III III I I -III -III III -III -III III -III- III -I I. TIE TO N COMPACTED SUBGRADE =III III=III=IIII IIII IIIII II 111 ,I I I, ,,III', ; ,I I I. -I I I, ; III,, ; ,,III,, IIII ; IIIII I I IIII I I I I I=I I =I I I=I I I=I I . GROUIND -III I -III -III N NG Z -III III=1=III=1 HEAVY PAVEMENT ti HEAVY PAVEMENT (SEE O a VDOT STD CG-6 (MAIN ACCESS DRIVES) GENERAL NOTE: VDOT STD CG-s DETAIL, THIS SHEET) c) m NOT TO SCALE y 0 1. DESIGN SPEED USED FOR PROPOSED ROAD = 25 MPH. TYIPICAL CROSS SECTION ALONG PRIVATE DRIVEWAYS E2 (REFER TO SHEETS C6.00 TO C6.02 FOR DIMENSIONS ALONG DRIVEWAYS AND CG-6 LOCATIONS) NOT TO SCALE Scale: 1" = 500' PARCEL B 3.9t ACRE<, 1 I I I I I I I I I / PCC: 7+57.: / FL484. I I I I I I PRC: 7+11.98 So- I I I � 10 92 II I Fc9. ' q0< ', I 6 S',P �' /, 1 719?1 /FC487.17 I I Q? 9s ST 9��T I ` / / / FL486.67 I \ I X�O CJ7 1 O I I I PCC: 6+45/ 7.7/8 TC494.14 D FL494.1 / / LAND AND DE�ZLOPMENT COMPA/ y LC TMP 78'_2006 25.24� A= CORE DRILL 6" PVC SANITARY SEWER ITERAL AND INSTALL FLEXIBLE BOOT TO EXISTING MANHOLE NFIRM 8" SANITARY LATERAL LOCATION. TEND WITH 8" PVC AND CLEANOUT. / 1 / I I / / / / RIP -RAP EC-1 TYPE Al - (L=4.5', W=4.5', D=1.5') 1.1 CYD OVER FILTER FABRIC BASE LAYER / PCC: /8+87.32 INv.(our), / lbi � T-478.54 \I FL478.04 \ / PCC: 8+69.99�- \ 1 \ I1 I � / I / I I I I / I / POND 1 WSEL=+-473.47 I I / / O p, 9'SFSr BOLLARDS TO NOT BE 1 4o p9, �¢, IN CONFLICT WITH 9� 9TP PROPOSED WATERLINE I'6 6`o / l CG-12 (TYP) A A TC478.71 TC478.83 l \(. \ \ \ \ \ \\ \\ FL478.21 FL478.83 ` ) 1 \ \ \ \ 1" DOMESTIC 9+00 - \ WATERLINE (POLYETHYLENE) .001.1 \� TC478.20 r \ FL477.70 TC478.90 \ 6-3 FL478 90 � 4-3 I I _ TC503.19 6 r FL502.69- S I 5-2 I 71 � I TC4 as� / I 9ti'L8 FL4 7 1 / (n �� +65.51 6+00 R yr / 1 -1' 96.11 fm I "" F 96.11 N / 7 i �' ,,� • �/l/�` � /l /l i j/ 11 I\66'179 m 'Qa'a 'P6s Fisoiis ! WARCEL C7 0 ACRES4-2 / I) '061/ _ PAI ION2PROPERTI S F / /j SPN�/ , / / �/� - �/ / INS 20200000166 OUXLL trPq N I I I .�.� (� 00431' � �\ 4-1 I / - RIPRAP PLUN LEVEL SPREADER (SEE DETAIL, THIS SHEET) RIPRAP APRON (L=10', W=8', D=1.5') i' w/RIP-RAP EC-1 TYPE Al 4.4 CYD / I ' OVER FILTER FABRIC BASE LAYER / PLAN SHEET KEY UTILITY SERVICE NOTES: 1. 8" WATER MAIN SHALL BE PRESSURE TESTED, DISINFECTED, AND BACTERIOLOGICAL SAMPLES TO BE COLLECTED BEFORE ANY CONNECTION IS MADE. 8" GATE VALVE AND BLOW -OFF ASSEMBLY (TYPE "A") TO BE INSTALLED AT THE END OF EXISTING STUB -OUT. 2. 6" SANITARY SEWER LATERAL TO BE INSTALLED WITH CAP FOR FUTURE CONNECTION IF EXISTING SEPTIC TANK THAT SERVES RESIDENTIAL STRUCTURE IN PARCEL 'W' REACHES FAILURE. #355 WORRELL DR STRUCTURE NOTES: 1. STRUCTURE USE: RESIDENTIAL 2. FIXTURE COUNT; • 3 SINKS • 2 TOILETS 3. #355 WORRELL DRIVE STRUCTURE IS CURRENTLY CONNECTED TO A PRIVATE SEPTIC SYSTEM. Scale: 1" = 500' PARCEL A 2.0t ACRE 11 y (i TC478.50 / FL478.00 /� PT: 10+11.54 XOO Tc484.17 1'� \ \\ \\ \ FL483.67 \\ 48 LF OF 6" PVC SANITARY A'� \ \ A�°° \\ \ \ \ \� \ I EP: 10+48.04 SEWER LATERAL AND CAP I \ \ � V> O \ \ \ \\ \ ems\ ✓'� / // / (SEE PROFILE AND NOTE I ' I I �r� 2�T I \\ \ " \ \ \ \ s° \ Tc484.3 #2, THIS SHEET) 1 \ I �o FL488 6 \°�yv\\ \ \ zb\�� i 'o \ \ V TC488.o FL487.59 \ V A \ ,� \ \ V A V \� EX487.94 CONNECT TO EXISTING / / \ \ \ \� \ \\ \\\\\ \ \ \ TC488.3s \ WATER SERVICE LINE / ( \ \ \\X \ \ \\\\ \ \\\\ \ FL487.89 �0 5-1 \\ \ A \ / \ / 76 I I 4 POND \ 8s� / Cs y WSEL=+468.08 \ / I / RIP -RAP EC-1 TYPE Al / (L=3', W=3', D=1.5') / 0.5 CYD OVER FILTER I \ G� N355 WRORRELL / FABRIC BASE LAYER IVE IIIp1 1 / I I \ \ \ \ 0 mol II I O \\ UO 1 C m� I I I � �� //, 6 GE POOL \ N - 6'XX&TREATED \\\ TIMBERS OR CONCRETE ONRETE LIP LENGTH OF LEVEL SPREADER LIP TO BE BASED ON DESIGN FLOW AND ALLOWABLE VELOCITY TOP OF LEVEL SPREADER SHALL -BE FLAT 1-3 IN. COURSE AGGREGATE OR OTHER LINING AS DESIGNED FOR STABILITY PLAN VIEW DIMENSION BASED ON UNDISTURBED EXISTING GRADE 5, (m 1) OR LESS. IF VEGETATED DESIGN DISCHARGE FILTER STRIP OR CONSERVED OPEN SPACE: FIRST 10 FEET LESS THAN 2% 3' MIN 1 O' MIN 3' MIN N. DEPTH BASED O T -� REQUIRED STONill E SIZE I 1 I PROFILE Figure 2.6: Level Spreader. Pipe or Channel Flow to Filter Strip or Preserved Open Space LEVEL SPREADER DETAIL PIPE TABLE FROM STRUCTURE TO STRUCTURE SIZE LENGTH SLOPE MATERIAL 1-1 1-2 12" 27.82' 4.0% RCP CLIII 2-2 2-1 12" 44.23' 0.6% RCP CLIII 3-1 3-2 15" 15.84' 1.1% RCP CLIII 3-2 3-3 15" 28.00' 1.2% RCP CLIII 4-1 4-2 15" 40.58' 1.5% RCP CLIII 4-3 4-2 15" 33.52' 2.1 % RCP CLIII 5-1 5-2 12" 96.14' 2.8% RCP CLIII 6-2 6-1 18" 8.45' 0.9% RCP CLIII 6-3 6-2 15" 32.71' 0.7% RCP CLIV EX -DI 1-2 15" 38.12' 1.2% RCP CLIII \C 20' 0 20' 40' ISCALE 1"=20' CONNECT WATER SERVICE LINE WITH 5/8" WATER METER AND YOKE 1" COPPER LINE AND AIR \ RELEASE VALVE N / c V� / t4, r / b�l STORM SEWER STRUCTURE TABLE STRUCTURE DETAILS PIPES IN PIPES OUT 1-1 RIM = 517.45 12" INV OUT=513.62 (NW) DI-3B, L=8' H = 3.82 1-2 DI-3B, L=8' RIM = 517.38 H = 4.97 12" INV IN =512.51 (SE) 15" INV OUT=512.41 (W) 2-1 ES-1 (12") RIM = 526.59 H = 2.01 12 INV IN =524.57 (NE) 2-2 RIM = 528.00 12" INV OUT=524.84 (SW) DI-1 H = 3.16 3-1 ES-1 (15") RIM = 520.4 98 H = 1.9 15 INV IN =519.05 (SW) 3-2 RIM = 523.28 15" INV IN =519.33 (SW) 15" INV OUT=519.23 (NE) DI-3C, L=6' H = 4.05 3-3 DI-3C, 23. 23. RIM = 531 15" INV OUT=519.68 (NE) L=10' H = 4-1 RIM = 497.46 15" INV IN =495.52 (NW) ES-1 (15") H = 1.94 4-2 DI-3B, L=6' RIM = 503.56 H = 7.45 15" INV IN =499.26 (NW) 15" INV OUT=496.11 (SE) 4-3 RIM = 504.20 15" INV OUT=499.95 (SE) DI-3B, L=6' H = 4.25 5-1 RIM = 477.68 12" INV IN 6.02 (SW) =471.6 5-2 RIM = 489.38 12" INV OUT=478.76 (NE) DI-3B, L=8' H = 10.62 6-1 ES-1 (18") RIM = 476.55 H = 3.01 18" INV IN =473.55 (SE) 6-2 DI-3C, RIM = 478.23 15" INV IN =475.03 (SE) 18" INV OUT=473.63 (NW) L=14' H = 4.60 6-3 RIM = 478.26 15" INV OUT=475.26 (NW) DI-3C, L=6' H = 3.00 49( 47! CO S 47( L II \ I \ I \ \o 2 I 6 ��c S4'c�` \ \ ��YA SF(GS T I 90 INSTALL 8" GATE VALVE AND BLOW -OFF ASSEMBLY (TYPE "A") 1 I REMOVE CAP, EXTEND 8" i WATER MAIN, INSTALL 1" CORP. STOP (SEE NOTE #1, THIS SHEET) C '°S j10 p 0. .99 ii- I Q. 6" SAN LATERAL 00_ 00 n n r.i MMa v nv II N f M ' 0 w - } a °o °`°.- a» xozz > z 12" STORM CI BE ABANDONE FLOWABLE FIL STA: 0+33.3f INV: 475.72 4 L.F. OF 6" �- �455•J-4 RE DRILL 6" PVC aN. LATERAL AND CAP END OF 6" PVC INSTALL FLEXIBLE SANITARY LATERAL 300T TO EX. MH. STA: 0+56.67 a o 0+00 0+25 0+50 •C LIM 80 AP (TO ) WITH _) 75 70 N N N N W m i J W � 0 Z In ILLI m W U U zcm z O U U W 2 W d W Of CL Z o Q 0- oa Cq J C) W C) N L) ^II I- LL] W 2 (D Z Q O Z a J H LU 0 O J �OWZZ) O� - 0 0 < z J LU m J �l 0� Q i N rn Q O C4 p W o (Vj W W Y O Z z LU m Q 2 Q 0 r O� N fN N o N M cl, 00 N r� w Z � 1.� 1Y O vJ I (i 2 WVco Q Q X_ N c `o U m W 2 i CL CL / TC536.10 FL535.60 / / / A_� L=35.43 s� � s sas / y�C � S TC536.11 PT: FL535.61 .14+7C / 0o a I \ W ' x -/ 5 _ 41 E 2 CG-12 (TYP)- 531__\_---- t / TC530.91 TC530.91- �•'^ FL530.41 FL530.41 \ I \t ' PC: 13+75.40 / 550 TC529.42 FL529.42 _ - 3 0- i .�. TC529.41 FL529.41 I 579 - / f / / / / / ----------------- ' j N 1 N N m LJ in I \ M w yU O \ o o Z U U \ > s w z \ W a a a o _ / d o 4 W L~L.I NO LLI r, X 29.79 • '_-- ^`� 10 / -XWPa52xes7.8. 0zc \ ---_ _!_\--- ---- -Y% _ J- -527- - - - - _P528.54 W /.oO 528 '1ACSA 29.71 ��o\1 \ P. 61 W - _ / \A - - - 6' ASPHALT PATH � " 527 �/ / - _ - - - / / / 6' ASPHALT PATH�n,-- / (SEE DETAIL, THIS SHEET) co� f �2 - / / (SEE DETAIL, THIS SHEET) -52E. 526 o PT• 12+99.37 - _-- / / /'_----- \\\\ \ \ _-------- - , / - ---- �22� / �_ / o \ TC525.63 / / � v v / FL525.13 525 TC525.63 FL525.13 �Z'� / /---522------- _ \ `524- - ------ '��i� ��-I / 441 524 / X 27.20 3-3 s4 / A i PC: 11 1. / AdA / rN AAI Ce LJrrT I/r\/ Scale: 1" = 500' LEVEL SPREADER (SEE DETAIL, SHEET C7.01) (L=10', W=8', D=1.5') w/RIP-RAP EC-1 TYPE Al 4.4 CYD OVER FILTER FABRIC BASE LAYER ;5yti NFET � o �hry�9/ G TO BE INSTALLED IN TS ACCORDANCE WITH THE VA. EROSION AND PS SEDIMENT CONTROL HANDBOOK (TYP.) TO TIE TO EXISTING GROUND / / / / WORRELL LAn -PARCEL B - 3.9t ACRES PIPE TABLE FROM STRUCTURE TO STRUCTURE SIZE LENGTH SLOPE MATERIAL 1-1 1-2 12" 27.82' 4.0% RCP CLIII 2-2 2-1 12" 44.23' 0.6% RCP CLIII 3-1 3-2 15" 15.84' 1.1% RCP CLIII 3-2 3-3 15" 28.00' 1.2% RCP CLIII 4-1 4-2 15" 40.58' 1.5% RCP CLIII 4-3 4-2 15" 33.52' 2.1 % RCP CLIII 5-1 5-2 12" 96.14' 2.8% RCP CLIII 6-2 6-1 18" 8.45' 0.9% RCP CLIII 6-3 6-2 15" 32.71' 0.7% RCP CLIV EX -DI 1-2 15" 38.12' 1.2% RCP CLIII TS TO BE INSTALLED IN ACCORDANCE WITH pg THE VA. EROSION AND SEDIMENT CONTROL TO HANDBOOK (TYP.) LIGHT PAVEMENT (SEE GROUND DETAIL, THIS SHEET) TYIPICAL CROSS SECTION ASPHALT PATH (SEE PLANS FOR CROSS SLOPE DIRECTION) NOT TO SCALE 2" SM-9.5A ASPHALT 4" 21-B STONE V V LIGHT✓ PAVEMENT 0 (PEDESTRIAN PAVED SIDEWALKS/PATHS) NO SCALE i STORM SEWER STRUCTURE TABLE STRUCTURE DETAILS PIPES IN PIPES OUT 1-1 RIM = 517.45 12" INV OUT=513.62 (NW) DI-3B, L=8' H = 3.82 1-2 DI-3B, L=8' RIM = 517.38 H = 4.97 12" INV IN =512.51 (SE) 15" INV OUT=512.41 (W) 2-1 RIM = 526.59 121. INV IN =524.57 (NE) ES-1 (12") H = 2.01 2-2 RIM = 528.00 12" INV OUT=524.84 (SW) DI-1 H = 3.16 3-1 ES-1 (15") RIM = 520.98 H = 1.94 15" INV IN =519.05 (SW) 3-2 RIM = 523.28 15" INV IN =519.33 (SW) 15" INV OUT=519.23 (NE) DI-3C, L=6' H = 4.05 3-3 DI-3C, RIM = 523.31 15" INV OUT=519.68 (NE) L=10' H = 3.63 4-1 ES-1 (15") RIM = 497.46 H = 1.94 15" INV IN =495.52 (NW) 4-2 RIM = 50356 7.4i15" INV IN =499.26 (NW) 15" INV OUT=496.11 (SE) 4-3 RIM = 504.20 15" INV OUT=499.95 (SE) DI-3B, L=6' H = 4.25 5-1 ES-1 (12") RIM = 477'68 H = 1.67 12" INV IN =476.02 (SW) 5-2 RIM = 489.38 12" INV OUT=478.76 (NE) DI-3B, L=8' H = 10.62 6-1 ES-1 (18") RIM = 476'55 H = 3.01 181, INV IN =473.55 (SE) 6-2 DI-3C, RIM = 478.23 15" INV IN =475.03 (SE) 18" INV OUT=473.63 (NW) L=14' H = 4.60 6-3 RIM = 478.26 15" INV OUT=475.26 (NW) DI-3C, L=6' H = 3.00 SCALE 1 "=*' �-_- I W 6 ASPHALT PATH Z in / (SEE DETAIL, THIS SHEET) \ -i N // / / / iTa Pie t48 b / / I ILLI ter- _/- e \ I D .. N I I h \\&/z ",..._ ..._ ,/ . , J P=9535' MON£%DLVSIVE / L50.61' DPE55/EDPE55 Os- C=92.6a. ELS'M 32 p, ae o" eeE .. fie, 3nv wvHsi A ..DELTA. a1°30'16- - -- ISHAM AVE . M EAM WPTEflLINE m E.ESEME IT DB. i- - D \ / Ag00.68• D G) T:6a 11' C:fP21' cesaa•r'asE DELTA= 47?5106' moues- \ d % 1�yCS /9amu A: ja0 2Z.Ge.CO 23.3 I INSET 'A' SCALE = 1 ":40' 40' 0 40' SCALE 1"=40' 80' z a = U � U) N Q 1- Lu Lu z (D Z O Of Z J �Q�� ~ =) 0 i O (D �0 O 0 Q Lu J m � Q Q O C) 04 [n C Q O N OO Lo LLL.I M m LLI Y O z Q z 2 En Q O� 0 w U U r O N 1n m U jkl f w � w Ul o p 0 o Cn I m + Crlo + Mimi + + X O O p O CDmom O + omom 1111T N + cn 1 Ln Cn N Ln O VJ + m m �� V In CJi Cn TOT + N O O + jn V ) N m O O L Nl-T )(I 2')(DUT):=478 76 N1,111m CnTI + N N , Ln O Cn 11 p p 0 N "' N o o p o o MINN m Ln NEW m El X o O �� w �1 p Ln ow I I o i o � I 0 �1 = m m C � cn r � _U + C o 0 m z 0 N m "' + O 0 0 � o m o o m C+Ii Tp O O + N N Cn rr ^^ � W VJ m m m 0 0 m .p 1 O cn No Ln p x < o m 0 T7 N O (7 O O O r D O to (7 n Ln D D N m m O Vl •• N _ O II� II� � N O p O O ��NLTH 0F� DATE: 06/09/2021 WORRELL DRIVE IMPROVEMENTS SHEET PLAN REVISIONS - 2100 EAST CARY STREET, SUITE 309 0� r RK*%K RICHMOND, VIRGINIA 23223 ��' 1/21/22 ENGINEER: MMM ROAD PLAN C9.00 to/2o/2t PER COUNTY COMMENTS JULY 2021. P 804 782-1903 F 804 782-2142 5O M.M. MILLS III 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. �� LIC CHECKED: ABS ALBEMARLE COUNTY, VIRGINIA Engineers I Construction Managers I Planners I Scientists SCALE �� CAD: OJG RUMMEL, KLEPPER & KAHL, LLP STORMSEWER PROFILES H: 1"=20' ISS/ONAL E JOB#: 19352 V: 1 "=5' 475.2 477.E 5 T 1 P 47.8 1 (1 ") " I )= 7 2 IN . 5 2) 1 479.5 I I I II it; l it 483.4 N i t � 486.7 lii I i t t t t i I�, I -2, DI B, L 8' 524.8 2 1, E -1 1 ") 528.0 528.31 = r i li I v 528.E i � 528.08 P 2 .0 v v 492.4 � o 4 1, 497.3 TO 49 6 r 501.3 �� II t t � 4 2, D - B, L 6 TOP SC3. 6 503.7 A �r n� t t o I tt t t t - DI 3 L 6' 0=0.2 , Qi rill 0 0 • •. of0 0 oD- yZm r p < m ��r AND �0 • m � O N J O 179 V (A N 000 D Z7 V N00 D \ \ V 00D-0 � r- o\° C 0 00 C C N fN \_ 'n 0 Z < m '� \ I \ \ I I I \ I I I I I 11 \\ \\\ \\\ II 1111\I\\ 11\ 1\ / / E E I ,/ `♦ V A \\ \ V A A \ Io I I -v ♦` •v\ < E \a � v < E < \\ \V AV A e LOU e e--��on e e e 6� \V <oaE v e e �vAv g? v t V A \ p E @ 1;. ♦�. E e E E E E o v a v / / ) 1 <E e � e e e loo vVvv �♦ vv A �/ LOD ♦`------- ♦v vV '�� vv A °di v I �— �J 'v �'' <�' 1. A I �j `✓' / `♦ ♦ `♦ vqo� OD \ f f \\\\ \\ __ � \ '/ "_ GGF E —�� ♦` ,\ 1\ l------ ♦`♦\ ♦\\ \`� ♦`� \\ `\V<1'�4 r �y, y'r' :.�ii"'_ b j1��,,♦t� ., � A ., . . I \ � \ � i' / oA \\ ``\ —�� % yam'• 1 I \\ 1 I ''� /000/ _ _----___- I1 C \\ 7/ � �'�.�.. \`, e .✓ //:�� .—...._.... —..._..—..-ram.._ El�I\\\ ' 1 tmm `�` / IY '/ � /' � ,/ I I I I AV vv v`♦�' 11 \V `\ \V 111\\V 1\ 1 `\ / IN (/ 0 v" ` G Engineers I Construction Managers I Planners I Scientists 2100 EAST CARY STREET, SUITE 309 RICHMOND, VIRGINIA 23223 (P) 804 782-1903 (F) 804 782-2142 RUMMEL, KLEPPER & KAHL, LLP ��pJ,TH OF ��'� 1 /21 /22 M.M. MILLS ] DATE: 06/09/2021 ENGINEER: MMM CHECKED: ABS CAD: OJG JOB#: 19352 WORRELL DRIVE IMPROVEMENTS ROAD PLAN ALBEMARLE COUNTY, VIRGINIA PRE AND POST LAND COVER MAPS SHEET PLAN REVISIONS - C11.00 10/20/21 PER COUNTY COMMENTS JULY 2021. 1/21/22 PER COUNTY COMMENTS DECEMBER 2021. SCALE 1 "=100, PRE DRAINAGE AREA MAP PRE -DEVELOPMENT Drainage Area • Turf Area (ac) • Impervious Area (ac) • Total Area (ac) • C Value* EX-1 N 3 1.41 0.20 1.61 0.46 EX-IN4 0.19 0.20 0.39 0.66 EX-IN5 0.10 0.21 0.31 0.74 EX-IN6 0.43 0.37 0.80 0.63 EX -IN 7 0.07 0.12 0.19 0.72 EX-IN8 0.40 0.28 0.68 0.61 EX-IN8A 0.45 0.06 0.51 0.46 EX-IN8B 0.00 0.04 0.04 0.90 EX-IN9 0.00 0.17 0.17 0.90 EX -IN 10 0.05 0.10 0.15 0.73 EX-IN11 3.21 0.31 3.52 0.44 POND 1 3.81 0.00 3.81 0.40 POND2 8.73 0.06 8.79 0.40 POND3 0.18 0.10 0.28 0.58 POND4 0.04 0.20 0.241 0.82 PRE -DEVELOPMENT- Drainage Area to STM#1(Pond #2) Drainage Area Turf Area (ac) • Impervious Area (ac) • Total Area (ac) • C Value* EX-IN4 0.19 0.20 0.39 0.66 EX -IN 5 0.10 0.21 0.31 0.74 POND 2 8.65 0.14 8.79 0.41 TOTAL 8.94 0.55 9.491 0.43 - I 1 4---- 1 w w� M M w -- I _- ' -- 1 -AREA OFF SITE AND DEVELOPED DRAINAGE TO POND 1 AS SHOWN. 1 \ ° SEE MASTER PLAN DRAINAGE MAP 1 ON SHEET C11.02 FOR MORE INFO. / I / I ' � /-- - EX-IN5 llll'-' -.� {�5�% '� _ I \ �k\ \ _ / F i / �'"' POND I ,� ` 0.31 Ac��./ /i / /'/'i''/ --- _ 3.81 Ac // , , ♦ 0.74 0.40 �` I '�'00.01 1 � / / / l 1 / 3-3 1.53 Ac 0.53 1 EX-IN6 ` 0.67 Ac I I 0.70 ,I woft 7� 0.22 POND 1 POND l 6.84 0.41 POND,2 II i i l\ g 11 v 3-2 0.13 Ac I' 6-2 0.90 0.27 A I I �Ir 0.66 ♦ 100, 0.08 Ac 0.90 1 I 0.15 Ac 0.90 1 EX-INB 1-1 rl we am min 4111111ft`® I 1 0.68 Ac 0.10 Ac , 0.77 0.90 102 iI 4-2 � 0.10 Ac / 0.09 Ac [/ 0.80 0.90 I / / If 11 i i �/' ,•'� i l j i t POST DRAINAGE AREA MAP POST -DEVELOPMENT Drainage Area • TurfArea (ac) • Impervious Area (ac) • Total Area (ac) C Value* EX -I N3 1.41 0.20 1.61 0.46 EX-IN4 0.19 0.20 0.39 0.66 EX -IN 5 0.10 0.21 0.31 0.74 EX-IN6 0.27 0.40 0.67 0.70 EX-IN8 0.18 0.50 0.68 0.77 EX-IN9 0.00 0.17 0.17 0.90 1-1 0.00 0.10 0.10 0.90 1-2 0.02 0.08 0.10 0.80 2-2 0.19 0.03 0.22 0.47 3-2 0.00 0.13 0.13 0.90 3-3 1.14 0.39 1.53 0.53 4-2 0.00 0.09 0.09 0.90 4-3 0.00 0.08 0.08 0.90 5-2 0.00 0.05 0.05 0.90 6-2 0.13 0.14 0.27 0.66 6-3 0.00 0.15 0.15 0.90 POND 1 3.81 0.00 3.81 0.40 POND2 6.69 0.15 6.84 0.41 POND3 0.09 0.01 0.10 0.45 POND4 0.13 0.02 0.15 0.47 ' POND 3 1 / 1 I 5-2 0.05 Ac 0.90 I JD 47 ' POND 4 OND 0.10 Ac 0.45 I 1 j 0.17 I I 0•< POST -DEVELOPMENT - Drainage Area to STM#1 Pond #2 Drainage Area • Turf Area (ac) • Impervious Area (ac) • Total Area (ac) • C Value* EX-IN4 0.19 0.20 0.39 0.66 EX-IN5 0.10 0.21 0.31 0.74 3-2 0.00 0.13 0.13 0.90 3-3 1.14 0.39 1.53 0.53 6-2 0.13 0.14 0.27 0.66 6-3 0.00 0.15 0.15 0.90 POND2 6.69 0.15 6.84 0.41 TOTAL 8.25 1.37 9.62 0.47 I -eo.- SCALE 1"=100' 0 160, 200' W o W cn U W \W z / JOf z J Z \ 0 LU Q J Of LL cc G JLU J m W r 0 i N C) U) c�c CO C G Q N U) W rn W W Y z z i co Q Q O� 0 W U U /i ,i�ii %aaAh 7 qi ;i up G. ,.! YOLOO AC. 71.45 AC. 63.50 AC. ALM AAFA X AMOR. &*,A ALOR (AC) AC (AC:) (AC.) (AC) (AC) P/O -D 0 9.69 5.81 60 X P/O B/O P 15.82 1r<30 67 X p/o BID O 1.81 1.21 67 X E O 9.72 6.5 70 X P/O 1 O 6.20 310 50 X- P/0 / O /220 6.1 50 X N O 20.63 11.56 56 X O Z24 3.26 45 X PAO WORRELL (EXEMPT) O -- - --- P/0 D O 1.45 A85 60 X P/O D O 7.45 D 0.85 60 X FVP / (EXEMPT) O ___ _-- P/O WORRELL (EXEMPT) O ___ // l� 1PT) O -- P/O PJP (EVL --- 7 P/O PIP // (EXEMPT) O - -- - - --- P/0 AP III(EXEMPT) O -- -- --- '.. P/O Pip N/ (EXEMPT) O --- -- --- Pip N O 1.97 1.24 63 X Pap V O 7..45 J.12 42 X U.VA. C.U. O 1.25 0.75 60 X p/O A.GC. / M✓.H. O 6.02 15 69 X P/0 ACC. / A/.✓'H. O 3.00 2.07 69 X P/O A;C.0 / M. V. O 4.97 2.97 60 X OPEN SPACE O TAd F 0 0 X OPEN SPACE O 28.63 0 O X PUMP STA. (EXEMPT) O --- --- --- R040WAM O 6.67 SJ4 80 X ROADWAYS O 2.58 2.05 80 X MAINT. BLDG. O 0.23 0.22 95 X B.U. (EXEMPT) O --- - --- B.U. OPEN SPACE O 15.12 O 0 X - ROADWAYS(EXEMPT) O --_ --_ -__ &158 29,J5 35 X 49 .d,74 47 T j¢T G$AJ 77.84 29 X sxv�anm CONTROL / BA/P DE17£LOPAlaE SFOUDWA46- AqM X -DEVELOPMENT AREA D, E, PAO ACCAMN/, P/0 WORRELL ARE SERWO BY EXI577NC WET POND SYSTEM. EACH DEVELOPMENT WILL HAVE SEPARATE EROSION CONTROL TRAPS PROVTOED DURING LAND DISTURBANCE AC7M77ES -DEVELOPMENT AREA N WILL BE SERVED BY PROPOSED 910-FILTERS CONVERTED FROM SILT 7R4P/8.7SLN5 ONCE LAND DISTURBANCE AC77VRTES ARE FINISHED. ,AEA )' -DEVELOPMENT AREA P/O ACC/MJH, P/O WORRELL, 8, O WTLL SE SERVED 8Y POND ,t2. DEVELOPMENT OF B, O WILL REOUIRE POND 12 70 SE INSTALLED FOR SEDIMENT CONTROL 1AWALLY. POND J2 SHALL BE CONVERTED TO FINAL BMP POND WITH COMPLETION OF SITE DEVELOPMENT THAT EXCEEDS 25 AC. OF IMPERVIOUS SURFACE WITHIN CONTRLBUl7NG DRAINAGE AREA TO PONO ,{2 -DEVELOPMENT AREA P/O / WILL BE SERVED BY PROPOSED 810-FILTERS CM,ERW FROM SILT 7RAP/BASIVS ONCE LAND DISTURBANCE AC7714T7E5 ARE FIN/SHED. AREA Z -DEVELOPMENT AREA PAO ACC/M✓H, K, PAO / WILL BE SERVED BY PROPOSED POND p,, OF4 AND/OR B10-FILTER t1 CONVERTED FROM SILT TRAP/BASINS ONg LAND DISTURBANCE A0770TTES ARE FIN/SHED. NOTE, TNOMDUAL DEVELOPMENTS W17HIN DRNNAGE AREAS DE7ERMINE9 A80VE MAY INSTALL INTERIM SEDIMENT 4JfCA CONTROL MEASURES AND B.M.P. MEASURES TO MEET THE INDMOVAL DEVELOPMENT REOUIREMEN75 FOR E & S AND W.PC CRI7ER/A PRIOR TO THE INSTALLATION OF THE FINAL SEDIMENT CONTROL MEASURES AND B.M.P. MEASURES SHOWN ON THIS PLAN. FZ , Mp w 4 6d/° POND /2 QP 0POCIYK / cvI i RIVER J, 141 -Sr MPT AREAS INDICATE EX/577NG / UNDER CONSTRUCTION / APPROVED DEVELOPMENT PR/OR TO W.P.O. REOUIREMEN75. -PAO (PART OF) INDICATES PROJECT AREA (/N PART) THAT DRAINS TO OTr )VT OR41MCE AREAS (X, Y, Z). � %s 11,7 AQ 1 ♦"� 1 ♦ � f 11� ♦ 1 ♦ 1 ♦ 1 y �♦ yA® 1 PROJECT LIMITS POND POND 2 POND 4 Iva. THE STDRMWAIEF M4NAGEMEN7 AND B.M.P. MEASURES SHOWN ARE CONCEPTUAL, AND SUBJECT 70 MODIFICATION AS APPROVED BY THE ENGINEERING DEPARTMENT. A FINAL STORMWATER / B.M.P. PLAN WILL BE sUBM/TIED WITH FINAL SBE PLMJ OR SUBDMSION PLAT IN ACCORDANCE W/7H AR77CLE X OF THE WATER PROOON ORDINANCE (CHAPTER 17 OF THE CODE OF ALBEAf4RLE). OVERALL W.P.O/ MY COMPLIANCE PLAN, DATED 7/24/06 (NOT TO SCALE) SITE STORMWATER COMPLIANCE NOTES: 1 2. PONE •Wa AM 0-- AWa AOLLUFANr LINOS• P011UT,M0::L04it£ FOL VOW 404C&' PRE DEVELOP- = 1.41 (836)= 117.9 /bs/yr PRE -DEVELOP. = f.41 (6549)= 92.3 Ibs/yr PRE DEVELOP.= - 1.4f (62.93)- 88.7 Ibs/yr P0ST-DEVCZ0R.= = 6.14[0.05+((0.009)35)j836= POST -DEVELOP.= = 6. 14[0.05+((0009)47)j6549= POST -DEVELOP = 5, 14(0.05+((0009)29)j629J= = 187.4 /bs/yr ABfONIL = 190.2 /bs/yr 120.2 MVP RR= 69.5 Ibs/yr RSPOW 4T RR= 97.9 /bs/yr REiA0W MVP RR= 31.5 Ibs/yr RRX= J7 X RRX=�51 X RRX= 26 X RPCWASED BM?• PRL"PO.SF.O BMR• PROPOSED Aw. PRE-EXISTING S/TES PROPOSE AREA PRE-EX/S17NG S/TES 49.2 AC PRE-EA7517NG 9'TES 31.85 AC >(O?AINS PROPOSED SITES (ORA/NS TO BMP ZIZ 70 PROPOSED 5I7E5 (DINS70 BMPJ PROPOSED ODES TO BMP) 6.1410.05+((0.009)35)j76. f6= 170.7 /bs/yr 6.141CO5+((0.009)47)j49,2= 142.9 Ibs/yr 6. f4[0. 054((0. 009)29))3L85= 60.8 Ibs/yr EX/ST. POND / FORE84Y SY57FM & FUTURE 81Oo FILTERS PpNOS /2530-1-74TER AREA /24, ,,f2B PONDS/B/O-FILTER ARRAS ,41, /3, 04 O 65X / 5OX EFFICIENCY PROPOSED O 50X EFFICIENCY PROPOSED O 5OX EFFICIENCY 170.7 (0.60)= 1024 /bs/yr REMOVAL 142.9 (0.50).= 71.4 /bs/yr REMOVAL 60.8 (0.50)= 30.4 Ibs/yr REMOVAL OWMUL PA A,ECi AEkVIML AEVL4Ta9 T.• RR= X+Ya-Z= 69.5 + 97.9 + J1.5 = 198.9 /bs/yr R= X+Y+7= 1024 + 71.4 + 30.4 = 204.2 /bs/yr LOAD REMOVED = 2042 > REMOVAL REQUIREMENT = 1989.THEREFORE COMPLIANT )3, 0 OVERALL / OFF -SITE ORNNAGE MAP SCALE* 10-1000' p STRATEGICALLY PLACED To 77?EAr MAXIMUM AMOUNT OF ALL /MPERWOUS AREAS ORNIONG FROM EACH DEVELOPMENT. 53 LES OF 7REAIMENT CREDIT 15 AVAILABLE FOR DEVELOPMENT IN UP 57RE4U, OFF-517F AREAS - QY DR4/NAGF AfiV 7 . 68.45 AG 66.50 AC. -' �R. r ae asizaaloffA18EA AfirA . pAmR. � Mift (AC) AC (AC) (AC) (AC) (AG) 9.69 5.81 60 X P, 8/0 P/O / O O 25.82 . 620 17,30 3.10 67 X 50 X P/O 8/0 P/O f O 0 T8J 12.20 1.23 6.10 67 X 50 X E a N 0.63 TT P/O WORRELL O J.19 0.95 30 X P/O O K 0 724 325 46 X P✓P / O 8.25 4.28 52 X O IAW 0.85 60-- P/O D O 1.45 0.85 60 X P/O PJP 1/ -O 5.23 2.50 48 X P/O WORRELL - O _ 1.82 0.56 3/ X P/O PJP N1 O 2.82 1.24 44 X P/O Ph- N O 0.59 0.51 87 X PJP /V O 1.97 1.24 63 X. P/O PJP IN O 2.98 1.67 569 U.V.A. CU O 1.15 0.75 60 X - P✓P V O Z45 J. 12 42 X P/0 A.C.C. / M.✓.H. 0 4.97 2.97 60 X P/O ACC, / M.J.H. O 6.02 4.15 69 X P/O A.C.C. / M.J.H. O 3.00 2.07 69 X PUMP STA. O 0.093 0.0B8 95 X 0A9V SPACE O 19.33 0 0 X OPEN SPACE O 28.63 0 0 X MINI: BLDG. O U2J 0.22 95 X RLWWAYS 0 : 6.67 5.34 80 X ROAOWAYS 0 258 2,06 80 X OPEN SPACE O 35 /2 O 0 % B.U. O - 1.19 0.55 46 X R040WAYS 0 3.84 3.07 80 X .$ 107.W 41.5 ,3W X ,,8645 J1.B3 47 X j BB.30 14LV 15 x THE PROJECT IS GRANDFATHERED TO CRITERIA IIC PER 9VAC25-870-48. PER DISCUSSION WITH THE COUNTY FOLLOWING THE PRE -APPLICATION MEETING, THE PROJECT CAN REMAIN GRANDFATHERED IF NO ADDITIONAL QUALITY OR QUANTITY LEAVES THE SITE. THE PLAN SHOWING THE GRANDFATHERED ALLOWANCES IS INCLUDED ON THIS SHEET AND IS KNOWN AS THE TOPEKA'S STEAKHOUSE AT PETER JEFFERSON PLACE. AS SHOWN ON THIS SHEET, THE IMPERVIOUS COVER ON THE PROJECT INCREASED BY 0.45-ACRES. THIS 0.45-ACRE INCREASE IS BELOW THE THRESHOLD OF THE 41.5-ACRE REMAINING ALLOWANCE FROM THE GRANDFATHERED PLAN. THIS ALLOWANCE COMES FROM A BANKED QUALITY PROVIDED BY A SERIES OF PONDS ON THE SITE THAT WERE CONSTRUCTED WITH ADDITIONAL CAPACITY FOR FUTURE DEVELOPMENT, SUCH AS THIS PROJECT. THEREFORE, THE WATER QUALITY REQUIREMENTS ARE MET ON -SITE BY THE EXISTING PONDS. THE WATER QUALITY REQUIREMENTS ARE ALSO MET ON -SITE BY THE EXISTING PONDS. THE VOLUME OF WATER ADDED INTO THE PONDS IS CONSIDERED TO BE NEGLIGIBLE AS DEMONSTRATED BY THE WATER LEVEL REMAINING CONSISTENT IN THE PRE- AND POST -DEVELOPMENT CONDITIONS REPRESENTED BY CALCULATIONS SHOWN ON SHEET C11.04. THIS PROJECT (WORRELL DRIVE IMPROVEMENTS ROAD PLAN) AND 'TOPEKA'S STEAKHOUSE' PLANS ARE VERY SIMILAR IN NATURE, BUT HAVE SLIGHT VARIATIONS IN ELEVATION DUE TO THE AGE DIFFERENCE. THE PLANS ARE WITHIN 3' OF TOLERANCE, AS SHOWN BY THE 473.47 WATER SURFACE ELEVATION (POND 2) ON THIS PLAN SET AND THE APPROXIMATELY 475E WATER SURFACE ELEVATION ON THE 'TOPEKA'S STEAKHOUSE' PLANS. SDt'> Zoo6. In 4 � � r��•• Y fit O 4 O N of a W _ J N II O0 N U N 0 x W W U d w JZ O° a Z a J 0 U d N > Q ,QY W FLd z o a MM W U) Q CC w O W Lu m a CL 3 Ld O� J F ce W Oo O � � � I m Z Q m Q z M 0 m 0 Z L J 04 J o , .A LI N Q t- N P N 0� N Q 000 W 0 W zcol 2 C4 JNt=i� G o W OD a v POND WATER SURFACE ELEVATIONS IDENTIFIER TOPEKA'S STEAKHOUSE PLAN (2006) WORRELL ROAD IMPROVEMENTS (2021) POND 2 +475.00 +473.47 POND 3 +470.00 +468.08 -1d1 N 0 N O C N W m in J W � U W N Z F W Z � W U U Ln z z U V W m W d W IL Z O \ Q J oa_ W O J U) W U U) U C/) Z H W w 0 Z a J �0 Of ry 0 i E♦ �_A N O U) co O Q O O W W W Y Z Q Z 2 0 W U O N coI:t Lu M � N 0 LLl Z Q 0 0 U %6W P:804.782.1903 2100 East Cary Street, Suite 309 Richmond, VA 23223 Engineers I Construction Managers I Planners I Scientists www.rkk.com Project Name: Drive and Waterline Ex Date: 1/25/22 Responsive People I Creative Solutions Location: Albemarle County Computed by OJG Pull down for City Proj. No: 19352.00 Checked by ABS Pull down for Yr. Stm Sheet 1 of Albemarle AREA RUN- OFF COEF. CA INLETTIME RAIN FALL RUN-OFF INVERT ELEVATIONS PIPE LNGTH SLOPE DIA CAPA- CITY VEL. FLOW TIME INLET /RIM ELEV Structure Type .5forCB 0for DI THROAT LENGTH REMARKS Return Yr: 2 INCRE- MENT ACCUM- ULATED INCRE- MENT ACCUM- ULATED INCRE- MENT ACCUM- ULATED B 46.43 D 10.50 ACRES C INCRE- MENT ACCUM- ULATED MIN- UTES MIN- UTES INAHR INAHR CFS CFS UPPER LOWER END END FT. FT./FT. IN. C.F.S. F.P.S. MIN. or YI E 0.81 From Point To Point 1-1 1-2 0.10 0.90 0.09 0.09 5.00 5.00 5.04 5.04 0.45 5.13 513.62 512.51 28 0.0399 12 7.11 9.79 0.05 517.45 DI-3B 0.00 L=8' 1-2 EX SDMH(#3) 0.10 0.80 0.08 0.17 5.00 5.05 5.04 10.08 0.40 5.54 512.41 511.93 38 0.0126 15 7.26 6.51 0.10 517.38 DI-3B 0.00 L=4' EX SDMH(#3) EX SDMH(#4) 0.04 0.90 0.04 0.86 5.00 5.29 5.04 25.21 0.18 8.99 511.83 510.26 44 0.0357 15 12.20 10.83 0.07 515.93 DI-3B 0.00 L=4' 2-2 2-1 0.22 0.47 0.10 0.10 5.00 5.00 5.04 5.04 0.52 0.52 524.84 524.57 44 0.0061 12 2.79 2.69 0.27 528.00 DI-1 0.00 3-3 3-2 1.53 0.53 0.81 0.81 5.00 5.00 5.04 5.04 4.09 4.09 519.68 519.33 28 0.0125 15 7.22 6.00 0.08 524.86 DI-3C 0.00 L=10' 3-2 3-1 0.13 0.90 0.12 0.93 5.00 5.08 5.04 10.08 0.59 4.68 519.23 519.05 15 0.0120 15 7.07 6.17 0.04 524.83 DI-3C 0.00 L=6' 4-3 4-2 0.08 0.90 0.07 0.07 5.00 5.00 5.04 5.04 0.36 0.36 499.95 499.26 34 0.0203 15 9.20 3.22 0.18 504.20 DI-3B 0.00 L=6' 4-2 4-1 0.09 0.90 0.08 0.15 5.00 5.18 5.04 10.08 0.41 0.77 496.11 495.52 41 0.0144 15 7.75 4.04 0.17 503.66 DI-3B 0.00 L=6' 5-2 5-1 0.05 0.90 0.05 0.05 5.00 5.00 5.04 5.04 0.23 0.23 478.76 476.02 96 0.0285 12 6.02 3.30 0.49 489.48 DI-3B 0.00 L=6' 6-3 6-2 0.15 0.90 0.14 0.14 5.00 5.00 5.04 5.04 0.68 0.68 475.26 475.03 33 0.0070 15 5.39 2.93 0.19 478.33 DI-3C 0.00 L=6' 6-2 6-1 0.27 0.66 0.18 0.31 5.00 5.19 5.04 10.08 0.90 1.58 474.08 474.00 13 0.0062 18 8.24 3.55 0.06 478.23 DI-3C 0.00 L=6' EX STM#1 (Pond 2) (Pre Condition) EX STM#2 (Pond 3) (Pre Condition) 9.49 0.43 4.08 4.08 5.00 5.00 5.04 5.04 20.58 20.58 469.87 467.82 69 0.0297 36 114.91 11.87 0.10 528.00 C. Riser Grate 0.00 EX STM#1 (Pond 2) (Post Condition) EX STM#2 (Pond 3) (Post Condition) 9.62 0.47 4.52 4.52 5.00 5.00 5.04 5.04 22.80 22.80 469.87 467.82 69 0.0297 36 114.91 12.49 0.09 528.00 C. Riser Grate 0.00 DI(#1) EX SDMH(#2) 0.68 0.61 0.41 0.41 5.00 5.00 5.04 5.04 2.09 2.09 513.46 512.75 13 0.0546 151 15.091 8.36 0.03 516.16 DI-5 0.00 EX-SDMH(#2) EX-SDMH(#3)1 0.51 0.46 0.23 0.65 5.00 5.03 5.04 10.08 1.18 3.27 512.65 512.13 73 0.00711 151 5.451 4.621 0.26 516.76 DI-3B 0.00 L=4' P:804.782.1903 •7� 2100 East Cary Street, Suite 309 Richmond, VA 23223 Engineers I Construction Managers I Planners I Scientists www.rkk.com Project Name: Drive and Waterline Ex Date: 1/25/22 Responsive People I Creative Solutions Location: Albemarle County Computed by OJG Pull down for City Proj. No: 19352.00 Checked by. ABS Pull down for Yr. Stm Sheet 1 of Albemarle AREA RUN- OFF COEF. INLETTIME RAIN FALL INCRE- ACCUM- INCRE- ACCUM- CA MENT ULATED MENT ULATED RUN-OFF INVERT LEVATIONS PIPE LNGTH SLOPE DIA CAPA- CITY VEL. FLOW TIME INLET /RIM ELEV Structure Type .5forCB 0for DI THROAT LENGTH REMARKS Return Yr: 10 INCRE- MENT ACCUM- ULATED B 49.49 D 9.86 ACRES C INCRE- MENT ACCUM- ULATED MIN- UTES MIN- UTES INAHR INAHR CFS CFS UPPER LOWER END END FT. FT./FT. IN. C.F.S. F.P.S. MIN. or Yl E 0.76 From Point To Point 1-1 1-2 0.10 0.901 0.09 0.09 5.00 5.00 6.54 6.54 0.59 6.631 513.62 512.51 28 0.0399 12 7.11 10.24 0.05 517.45 DI-313 0.00 L=8' 1-2 EX SDMH(#3) 0.10 0.80 0.08 0.17 5.00 5.051 6.54 13.08 0.52 7.16 512.41 511.93 38 0.0126 15 7.26 6.74 0.09 517.38 DI-313 0.00 L=4' EX SDMH(#3) EX SDMH(#4) 0.04 0.90 0.04 0.86 5.00 5.27 6.54 32.71 0.24 11.64 511.83 510.26 44 0.0357 15 12.20 11.33 0.06 515.93 DI-3B 0.00 L=4' 2-2 2-1 0.22 0.47 0.10 0.10 5.00 5.00 6.54 6.54 0.68 0.68 524.84 524.57 44 0.0061 12 2.79 2.92 0.25 528.00 DI-1 0.00 3-3 3-2 1.53 0.53 0.81 0.81 5.00 5.00 6.54 6.54 5.31 5.31 519.68 519.33 28 0.01251 15 7.221 6.41 0.07 524.86 DI-3C 0.00 L=10' 3-2 3-1 0.13 0.90 0.12 0.93 5.00 5.07 6.54 13.08 0.77 6.07 519.23 519.05 15 0.0120 15 7.07 6.46 0.04 524.83 DI-3C 0.00 L=6' 4-3 4-2 0.08 0.90 0.07 0.07 5.00 5.00 6.54 6.54 0.47 0.47 499.95 499.26 34 0.0203 15 9.20 3.67 0.15 504.20 DI-313 0.00 L=6' 4-2 4-1 0.09 0.90 0.08 0.15 5.00 5.15 6.54 13.08 0.53 1.00 496.11 495.52 41 0.0144 15 7.75 4.22 0.16 503.66 DI-313 0.00 L=6' 5-2 5-1 0.05 0.90 0.05 0.05 5.00 5.00 6.54 6.54 0.29 0.29 478.76 476.02 96 0.0285 12 6.02 3.76 0.43 489.38 DI-313 0.00 L=6' 6-3 6-2 0.15 0.90 0.14 0.14 5.00 5.00 6.54 6.54 0.88 0.88 475.26 475.03 33 0.00701 15 5.391 3.18 0.171 478.33 DI-3C 0.00 L=6' 6-2 6-1 0.27 0.66 0.18 0.31 5.00 5.17 6.54 13.08 1.17 2.05 474.08 474.00 8 0.0100 18 10.50 4.55 0.03 478.23 DI-3C 0.00 L=6' EX STM#1 (Pond 2) (Pre Condition) EX STM#2 (Pond 3) (Pre Condition) 9.49 0.43 4.08 4.08 5.00 5.00 6.54 6.54 26.70 26.70 469.87 467.82 69 0.0297 36 114.91 13.00 0.09 528.00 C. Riser Grate 0.00 EX STM#1 (Pond 2) (Post Condition) EX STM#2 (Pond 3) (Post Condition) 9.62 0.47 4.52 4.52 5.00 5.00 6.54 6.54 29.58 29.58 469.87 467.82 691 0.0297 36 114.91 13.61 0.08 528.00 C. Riser Grate 0.00 DI(#1) EXSDMH(#2) 0.681 0.61 0.41 0.41 5.00 5.00 6.54 6.54 2.71 2.71 513.46 512.75 13 0.0546 15 15.09 8.98 0.02 516.16 DI-5 0.00 - EJFSDMH(#2) 0.51 0.46 0.23 0.65 5.00 5.02 6.54 13.08 1.53 4.25 512.65 512.13 73 0.0071 15 5.45 4.89 0.25 516.76 DI-3B 0.00 L=4' ^JEXSDMH(#3) P:804.782.1903 2100 East Cary Street, Suite 309 Richmond, VA 23223 Project Name: Drive and Waterline Ex Date 1/25/2022 Engineers I Construction Managers I Planners I Scientists Location: Albemarle County Computed by OJG www.rkk.com Proj. No: 19352 Checked by ABS Responsive People I Creative Solutions Sheet 2 of 2 INLET OUTLET WATER JUNCTION LOSS Ho+Hi+ Inlet Shaping Final INLET WATER BASIN SURFACE Do Qo PIPE Sfo Hf Vo Ho Hi BEND PIPE Q in BEND Bend Loss " Ht Shaping LOSS .8D SURFACE RIM RIM TO MANN. NO ELEVATION Pipe Dia CFS LENGTH VEL-IN ANGLE IN CFS LOSS Ht x 1. or 1.3 .5 or 1 SUM H Down Inv Down Pipe ELEVATION F-LINE HGL n 6-2 475.20 18 2.05 8 0.0004 4.55 474.00 475.20 0.013 0.00 0.08 0.05 0 15 0.88 0.00 0.14 0.18 0.18 0.18 475.38 478.23 2.85 6-3 476.03 15 0.881 33 0.0002 3.18 475.03 476.03 0.013 0.01 1 0.04 0.00 0 0 0.00 0.00 0.04 0.04 0.04 0.05 476.08 478.33 2.25 5-2 476.82 12 0.29 96 0.0001 3.76 476.02 476.82 0.013 0.01 0.05 0.00 0 0 0.00 0.00 0.05 0.07 0.07 0.08 476.90 489.38 12.48 4-2 496.52 15 1.00 41 0.0002 4.22 495.52 496.52 0.013 0.01 0.07 0.07 0 15 1.00 0.00 0.14 0.19 0.19 0.20 496.72 503.66 6.94 4-3 500.26 15 0.47 34 0.0001 3.67 499.26 500.26 0.013 0.00 0.05 0.00 0 0 0.47 0.00 0.05 0,05 0.05 0.05 500.31 504.20 3.89 3-2 520.05 15 6.07 15 0.0088 6.46 519.05 520.05 0.013 0.13 0.16 0.22 0 15 6.07 0.00 0.39 0.50 0.50 0.63 520.68 524.83 4.15 3-3 520.68 15 5.31 28 0.0068 6.41 519.33 520.33 0.013 0.19 0.16 0.00 0 0 5.31 0.00 0.16 0.16 0.16 0.351 521.03 524.86 3.83 2-2 525.37 12 0.68 44 0.0004 2.92 524.57 525.37 0.013 0.02 0.03 0.00 0 0 0.68 0.00 0.03 0.04 0.04 0.06 525.43 528.00 2.57 1-2 512.93 15 7.16 38 0.0123 6.74 511.93 512.93 0.013 0.47 0.18 0.57 0 12 7.16 0.00 0.75 0.97 0.97 1.44 514.37 517.38 3, 01 1-1 514.37 12 6.63 28 0.0347 10.24 512.51 513.311 1 0.013 O 9-61 0.41 0.00 0 0 6.63 0.00 0.41 0.41 0.411 1.371 1 515.741 517.45 1.71 ROUTE STORM SEWER STRUCTURE TABLE STRUCTURE DETAILS PIPES IN PIPES OUT 1-1 RIM = 517.45 12" INV OUT=513.62 (NW) DI-313, L=8' H = 3.82 1-2 DI-3B, L=8' RIM = 517.38 H = 4.97 12" INV IN=512.51 (SE) 15" INV OUT=512.41 (W) 2-1 ES-1 (12") RIM = 526.59 H = 2.01 12" INV IN=524.57 (NE) 2-2 RIM = 528.00 12" INV OUT=524.84 (SW) DI-1 H = 3.16 3-1 ES-1 (15") RIM = 520.98 H = 1.94 15" INV IN=519.05 (SW) 3-2 RIM = 523.28 15" INV IN=519.33 (SW) 15" INV OUT=519.23 (NE) DI-3C, L=6' H = 4.05 3-3 DI-3C, RIM = 523.31 15" INV OUT=519.68 (NE) L=10' H = 3.63 4-1 RIM = 497.46 15" INV IN=495.52 (NW) ES-1 (15") H = 1.94 4-2 DI-36, L=6' RIM = 503.56 H = 7.45 15" INV IN=499.26 (NW) 15" INV OUT=496.11 (SE) 4-3 RIM = 504.20 15" INV OUT=499.95 (SE) DI-3B, L=6' H = 4.25 5-1 ES-1 (12") RIM = 477.68 H = 1.67 12" INV IN=476.02 (SW) 5-2 RIM = 489.38 12" INV OUT=478.76 (NE) DI-3B, L=8' H = 10.62 6-1 ES-1 (18") RIM = 476.55 = H 3.01 18" INV IN=473.55 (SE) 6-2 DI-3C, RIM = 478.23 15" INV IN=475.03 (SE) 18" INV OUT=473.63 (NW) L=14' H = 4.60 6-3 RIM = 478.26 15" INV OUT=475.26 (NW) DI-3C, L=6' H = 3.00 PROJECT Worrell Drive PIPE TABLE FROM STRUCTURE TO STRUCTURE SIZE LENGTH SLOPE MATERIAL 1-1 1-2 12" 27.82' 4.0% RCP CLIII 2-2 2-1 12" 44.23' 0.6% RCP CLIII 3-1 3-2 15" 15.84' 1.1% RCP CLIII 3-2 3-3 15" 28.00' 1.2% RCP CLIII 4-1 4-2 15" 40.58' 1.5% RCP CLIII 4-3 4-2 15" 33.52' 2.1% RCP CLIII 5-1 5-2 12" 96.14' 2.8% RCP CLIII 6-2 6-1 18" 8.45' 0.9% RCP CLIII 6-3 6-2 15" 32.71 0.7% RCP CLIV EX -DI 1 1-2 15" 38.12' 1.2% RCP CLIII DESIGNER: OJG CHECKED: INLET '" q z �, �v^, .. Kati c7 " a f✓ m o K f: F B w� m° `n �j w° o .wa a J �- O pg�j m 7w' 1-1 DI-3B 6,000 0.100 0.90 0.09 0.000RIG-IT 0.09 4 0.36 0 0.360 Q0490 0.0208 1.387 2.000 1.44196 0.0833 4.OD481 1.000 3.50 0.1458 0.1666 6.272 6.000 0.957 0.996 0.359 0001 L387 1-2 D1-3B 6.000 0.080 0.90 0.072 MIGHT 0.020 0.40 0.008 0.08 4 0.32 0 0.320 Q0490 0.0208 1.327 2.000 1.50716 0.0833 4.00481 1.000 3.50 0.1458 0.1666 5.970 6.000 1.005 1.000 0.320 0.000 1.327 2-2 DI-1 2.000 0.030 0.90 0.027 O'RIG-IT 0.190 0.40 0.076 0,103 4 0,412 0 0.412 0.0050 Q0208 2.926 2.000 0,68353 0.0833 4.00481 0.991 3.50 0.1458 0,1653 3.364 2.000 0.595 0.992 0.409 0.003 2.230 3-2 DI-3C 6.000 0.130 0.90 0.117 0.000'RIG T 0.117 4 0.468 0 0.468 0.0200 0.0208 1.910 2.000 L04712 0.0833 4.00481 1.000 3.50 0.1458 0.1666 4.912 6.000 1.221 1 1.000 0.468 0.000 1 1.909 3-3 D1-3C 10.000 0.390 0.90 0.351 0.000TU 1.140 0.30 0.342 0,693 4 2.772 0 2,772 0.0150 0.0208 8.139 2.000 0.24573 0.0833 4.00481 0.674 3.50 0.1458 0,1191 11.632 10.000 0.860 0.971 2.691 0.081 3.531 4-2 DI-3B 6.000 0.090 0.90 0,081 URIGiT 0.081 4 0.324 0 0.324 0.1190 0.0208 1.129 2.000 11.77148 0.0833 4.00481 1.000 3.50 0.1458 0.1666 7.831 6.000 0.766 0,927 0300 0.024 L129 4-3 DI-3B 6.000 0.080 0.90 0.072 URIGiT 0.072 4 0.288 0 0.288 O. 1190 0.0208 1.081 2.000 1.95014 0.0833 4.00481 1.000 3.50 0.1458 0.1666 7.453 6.000 0.805 0.947 0.273 0.015 1.080 5-2 DI-3B 6.000 0.050 0.90 0.045 ORIGiT 0.045 4 0.18 0.024 0.204 Q1190 0.0208 0.950 2.000 2.10526 0.0833 4.00491 1.000 3.50 0.1458 0.1666 6.448 6.000 0.931 0.992 Q202 0.002 0.949 6-2 D1-3B 6.000 0.140 0.90 0.126 URIG-IT 0.130 0.40 0.052 0,178 4 0,712 0,015 0.727 Q0100 Q0208 3.631 2.000 Q55081 0.0833 4,00481 0.966 3.50 0,1458 0.1617 5.326 6.000 1.127 1.000 0.727 0.000 2.406 G3 DI-3B 6,000 0.150 0.90 0.135 ORICHT 0.135 F4 0.54 0.002 0.542 0.0100 Q0208 2.699 2.000 0.74102 0.0833 1 4.00481 0.995 3.50 1 0.1458 1 0.165E 1 4.635 1 6.000 1 1.294 1.000 1 0.542 0.000 2.174 = INLET 3-3 IS RECEIVING FLOW FROM THE HILLSIDE OVER THE CURB. DUE TO THE NATURE OF THE OFFICE BUILDING, ONLY ONE LANE NEEDS TO REMAIN PASSABLE, WHICH IS MET WITH THE COMBINATION OF INLETS 3-3 AND 3-2. N O N N � o UJ N m r � J W � U o z r � w U O � U Y Z z z O o0 o (n U w w Ll_ 1 W Q o_ Z o a o 4 a_ LU LU CD Q U N H co U U z LLJ z U LLI z LU z i U` LU Un Z 0�z?z0 ~ O �a z LJ 0 o cl� J U LLJ LLI ~ J � U J LU m J Q O v) N CD in Q CD N CO L0 CD LU co W 0')LU Y O Z 0 it Q Z = Q 0 0 LU U U N J J E (sa � �iY00 0) O M N LL M J O Z CO TJ M O Q O o LLI Q W U CO O CL NN I w c n J W d c a d _ N C O U E2 d w OVERALL DRAINAGE AREAS - LIMITS OF DISTURBANCE Pre DA Pond 2 - Pre Pond 2 Subcat Reach on �Iflk Post DA Pond 2 - Post Pond 2 1-YEAR CALCULATI❑NS WorrellQuantity NOAA 24-hrD 1-Year Rainfall=3.40" Prepared by {enter your company name here} Printed 1/13/2022 HvdroCAD@ 10.00-21 s/n 10322 @ 2018 HvdroCAD Software Solutions LLC Pane 2 Summary for Subcatchment Post DA: Pond 2 - Post Runoff = 258.14 cfs @ 12.12 hrs, Volume= 780,002 cf, Depth> 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs NOAA 24-hrD 1-Year Rainfall=3.40" Area (ac) CN Description 66.650 79 <50% Grass cover, Poor, HSG B 107.000 86 Weighted Average 66.650 62.29% Pervious Area 40.350 37.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Post DA: Pond 2 - Post Hydrograph 2 2 2 2 2 LL ' L IMEMEMiiii�■iiii■i_■_iiii y I,E/■■■■■■■■■�® H■■■■■■■■■ ■■■■■Iri17.,�t1i�y,� ■■■■■■ :. ■■■■■■■■■■■■ I�■■■■■■■■■■� Time (hours) ■ Runoff WorrellQuantity NOAA24-hrD 1-Year Rainfall=3.40" Prepared by {enter your company name here} Printed 1/13/2022 HydroCAD@ 10:00-21 s/n 10322 @ 2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment Pre DA: Pond 2 - Pre Runoff = 239.06 cfs @ 12.12 hrs, Volume= 718,292 cf, Depth> 1.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs NOAA 24-hrD 1-Year Rainfall=3.40" Area (ac) CN Description 77.650 79 <50% Grass cover. Poor, HSG B 107.000 84 Weighted Average 77.650 72.57% Pervious Area 29.350 27.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pre DA: Pond 2 - Pre Time (hours) ■ RunoH WorrellQuantity NOAA24-hrD 1-Year Rainfall=3.40" Prepared by {enter your company name here} Printed 1/13/2022 HydroCAD@ 10.00-21 s/n 10322 @ 2018 HydroCAD Software Solutions LLC Page 4 Summary for Pond Post -Pond: Pond 2 Inflow Area = 4,660,920 sf, 37.71% Impervious, Inflow Depth > 2.01" for 1-Year event Inflow = 258.14 cfs @ 12.12 hrs, Volume= 780,002 cf Outflow = 258.14 cfs @ 12.12 hrs, Volume= 780,001 cf, Atten= 0%, Lag= 0.0 min Primary = 258.14 cfs @ 12.12 hrs, Volume= 780,001 cf Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min ( 827.3 - 827.3 ) Volume Invert Avail.Storage Storage Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x ON breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=922.55 cfs @ 12.12 hrs HW=484.01' (Free Discharge) �1=Broad-Crested Rectangular Weir (Weir Controls 801.53 cfs @ 10.34 fps) 2=Orifice/Grate (Orifice Controls 121.02 cfs @ 17.12 fps) Pond Post -Pond: Pond 2 Hydrograph 28r 26r tar 22( 20( 16[ 16r 14r LL 12( 10r 8c 6[ 41 2r r I �■■■■■■■■■■ ■■ ■■ ■■■■■■■■' ... - ■■■■■■■■■■ ■ ■■■■■■■■■ ■■■■■■■■■■ ■■■■■■■■■■ ■■■■■ ■■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■N 1■■■■■■■■■■■ ■■■■■■■■■, T■■■■■■■■■■■ E - ---J Tkrw (hours) ■ InFlow ❑ Pnmary WorrellQuantity NOAA24-hrD 1-Year Rainfall=3.40" Prepared by {enter your company name here} Printed 1/13/2022 HydroCAD@ 10.00-21 s/n 10322 @ 2018 HydroCAD Software Solutions LLC Page 6 Summary for Pond Pre -Pond: Pond 2 Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 1.85" for 1-Year event Inflow = 239.06 cfs @ 12.12 hrs, Volume= 718,292 cf Outflow = 239.06 cfs @ 12.12 hrs, Volume= 718,291 cf, Atten= 0%, Lag= 0.0 min Primary = 239.06 cfs @ 12.12 hrs, Volume= 718,291 cf Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 484.01' @ 12.12 hrs Surf.Area= 944 sf Storage= 12 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min (834.8 - 834.8 ) Volume Invert Avail.Storage Storage Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=922.43 cfs @ 12.12 hrs HW=484.01' (Free Discharge) �1=Broad-Crested Rectangular Weir (Weir Controls 801.41 cfs @ 10.34 fps) 2=Orifice/Grate (Orifice Controls 121.01 cfs @ 17.12 fps) Pond Pre -Pond: Pond 2 ■ 1m_-_ ■ Pdm ry N O N O C N W m J W � U � W N Z F W Z � W o U O Cn � U Z z U O U) U W W W a- W d Z CD Q 0- od W O (n W �_ Q U H U) U fn Z z 5w G Q O Of Q z �z > Z)0 a C J w p O W J N> 0LU < c) o� C) Q w U J IM Of NW Q LV o `� i N C: to CO � Q N u) W rn W W Y Z co Q Z 2 Q 0 0) o M N M � N 2-YEAR CALCULATIONS WorrellQuantity NOAA 24-hrD 2-Year Rainfall=4.10" Prepared by {enter your company name here} Printed 1/13/2022 HydroCAD010.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Paae 8 Summary for Subcatchment Post DA: Pond 2 - Post Runoff = 335.46 cfs @ 12.12 his, Volume= 1,023,346 of, Depth> 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 his, dt= 0.04 hrs NOAA 24-hr D 2-Year Rainfall=4.10" Area (ac) CN DescriptIon 66.650 79 <50% Grass cover, Poor, HSG B rt sI T.I lf0 107.000 86 Weighted Average 66.650 62.29% Pervious Area 40.350 37.71 % Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Post DA: Pond 2 - Post Hydrograph 3E 31 3: 3E 2E 2E 2e 2: 2( 1E LL iE 1a 1: u E E E . r 1111,1111111111111111111111, 1111111111111111111111,11 111,1111111111,111111 mmmmmmmmmi Elam.- m.-mmmmmmmmmi Time (hours) ■ RunoH WorrellQuantity NOAA 24-hrD 2-Year Rainfall=4.10" Prepared by {enter your company name here) Printed 1/13/2022 HvdroCAD010.00-21 s/n 10322 ® 2018 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment Pre DA: Pond 2 - Pre Runoff = 315.42 cfs @ 12.12 hrs, Volume= 954,374 of, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, cite: 0.04 hrs NOAA 24-hr D 2-Year Rainfall=4.10" Area (ac) CN Description 77.650 79 <50% Grass cover, Poor, HSG B T nn xn no 107.000 84 Weighted Average 77.650 72.57% Pervious Area 29.350 27.43% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pre DA: Pond 2 - Pre ■ RunoR Time (hours) WorrellQuantity NOAA 24-hrD 2-Year Rainfall=4.10" Prepared by {enter your company name here} Printed 1/13/2022 HydroCAD®10.00-21 sin 10322 ® 2018 HydroCAD Software Solutions LLC Paae 10 Summary for Pond Post -Pond: Pond 2 Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 2.63" for 2-Year event Inflow = 335.46 cfs @ 12.12 hrs, Volume= 1,023,346 cf Outflow = 335.46 cis @ 12.12 hrs, Volume= 1,023,345 cf, Atten= 0%, Lag= 0.0 min Primary = 335.46 cfs @ 12.12 hrs, Volume= 1,023,345 of Routing by Stor-Ind method, Time Span= 1.00-24.00 his, dt= 0.04 hrs Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 16 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min ( 818.7 - 818.7 ) Volume Invert Avail.Storage Storage Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recale) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Ccef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.8T 36.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=923.05 cis @ 12.12 hrs HW=484.02' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 802.01 afs @ 10.34 fps) 2=Orifice/Grate (Orifice Controls 121.04 afs @ 17.12 fps) Pond Post -Pond: Pond 2 a P mary Inflow Area=4,660,920 sf Peak Elev=484.02 Storage=16 c Time (hours) NOAA 24-hr D 2-Year Rainfall=4.10" your company name here) Printed 1/13/2022 Summary for Pond Pre -Pond: Pond 2 Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 2.46" for 2-Year event Inflow = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf Outflow = 315.42 cfs @ 12.12 hrs, Volume= 954,374 cf, Atten= 0%, Lag= 0.0 min Primary = 315.42 cfs @ 12.12 hrs, Volume= 954,374 of Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 484.02' @ 12.12 hrs Surf.Area= 946 sf Storage= 15 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min ( 825.8 - 825.8 ) Volume Invert Avail.Storage Storage Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(-ft)(cubic-feet) (cubic -feet) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Ccef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=922.92 cfs @ 12.12 hrs HW=484.02' (Free Discharge) �1=BroadCrested Rectangular Weir (Weir Controls 801.89 cfs @ 10.34 fps) 2=Orifice/Grate (Orifice Controls 121.03 cis @ 17.12 fps) Pond Pre -Pond: Pond 2 Time (hours) .IM ow ■ Primary 10-YEAR CALCULATIONS WorrellQuantity NOAA24-hrD 10-Year Rainfall=6.20" Prepared by {enter your company name here) Printed 1/13/2022 HydroCADO 10.00-21 s/n 10322 © 2018 HydroCAD Software Solutions LLC Paae 14 Summary for Subcatchment Post DA: Pond 2 - Post Runoff = 569.08 cfs @ 12.12 hrs, Volume= 1,785,140 cf, Depth> 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, cite: 0.04 hrs NOAA 24-hrD 10-Year Rainfall=6.20" Area (ac) CN Description 66.650 79 <50% Grass cover, Poor, HSG B 107.000 86 Weighted Average 66.650 62.29% Pervious Area 40.350 37.71 % Impervious Area To Length Slope Velocity Capacity Description (min) (feet) ftift) (fVsec) (ds) 5.0 Direct Entry, Subcatchment Post DA: Pond 2 - Post ■ RunaR Time (hours) WorrellQuantity NOAA 24-hrD 10-Year Rainfall=6.20" Prepared by {enter your company name here) Printed 1/13/2022 HydroCADO 10.00-21 sin 10322 © 2018 HydroCAD Software Solutions LLC Paae 16 Summary for Pond Post -Pond: Pond 2 Inflow Area = 4,660,920 sf, 37.71 % Impervious, Inflow Depth> 4.60" for 10-Year event Inflow = 569.08 cfs @ 12.12 hrs, Volume= 1,785,140 of Outflow = 569.08 cis @ 12.12 hrs, Volume= 1,785,139 cf, Atten= 0%, Lag= 0.0 min Primary = 569.08 cfs @ 12.12 hrs, Volume= 1,785,139 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 952 sf Storage= 28 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min ( 801.3 - 801.3 ) Volume Invert Avail.Storage Storage Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Ccef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=924.56 afs @ 12.12 hrs HW=484.03' (Free Discharge) 1=BroadCrested Rectangular Weir (Weir Controls 803.47 cfs @ 10.34 fps) 2=Orifice/Grate (Orifice Controls 121.09 cis @ 17.13 fps) WorrellQuantity NOAA 24-hr D 10-Year Rainfall=6.20" Prepared by {enter your company name here) Printed 1/13/2022 HvdmCAD010.00-21 s/n 10322 02018 HydroCAD SoftwareSolutions LLC Paae 15 " Summary for Subcatchment Pre DA: Pond 2 - Pre Runoff = 548.59 cfs @ 12.12 hrs, Volume= 1,701,369 of, Depth> 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, cite: 0.04 hrs NOAA 24-hrD 10-Year Rainfall=6.20" Area (ac) CN Description 77.650 79 <50% Grass cover, Poor, HSG B • 00 aaa on ror.ow oY VVZI911LUU nveiaya 77.650 72.57% Pervious Area 29.350 27.43% Impervious Area To Length Slope Velocity Capacity Description (min) !feet) (ft/ft) (ft/cnrl frfcl ODD- 5W 500. 45P 41DO, p 35D- 3DP LL 25P 2DD.. 150- 1oD. w�. 0- Direct Entry, Subcatchment Pre DA: Pond 2 - Pre Hydrograph mommossommi �mommommommi /..■■■.■■■.1 /EMENEE■■■N1 �■■■■■■■■■N1 I D MEN a . , , I -. . . , • . I III 0, • iW�Q� - ■■■ .■}} ■■■ !i} }. .0 �■■■■■■■■■■i 10000000019iA /////////////////////////M, Tlm. (boon) ■ Runo% Pond Post -Pond: Pond 2 ■ nma ■ PPrimary Time (hours) WorrellQuantity NOAA24-hrD 10-Year Rainfall=6.20" Prepared by (enter your company name here) Printed 1/13/2022 HydroCAD®10.00-21 s/n 10322 02018 HydroCAD Software Solutions LLC Paae 18 Summary for Pond Pre -Pond: Pond 2 Inflow Area = 4,660,920 sf, 27.43% Impervious, Inflow Depth > 4.38" for 10-Year event Inflow = 548.59 afs @ 12.12 hrs, Volume= 1,701,369 cf Outflow = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 af, Atten= 0%, Lag= 0.0 min Primary = 548.59 cfs @ 12.12 hrs, Volume= 1,701,368 of Routing by Star -Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 484.03' @ 12.12 hrs Surf.Area= 951 sf Storege= 27 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.0 min ( 807.6 - 807.6 ) Volume Invert Invert Avail.Storage Storage Description Description #1 484.00' 9,352 cf Custom Stage Data (Prismatic) Listed below (Resale) Elevation Surf.Area Inc.Store Cum.Store (feet) (scl-ft) (cubic -feet) (cubic -feet) 484.00 938 0 0 485.00 1,418 1,178 1,178 486.00 1,830 1,624 2,802 487.00 2,316 2,073 4,875 488.75 2,800 4,477 9,352 Device Routing Invert Outlet Devices #1 Primary 474.32' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #2 Primary 469.87' 36.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow, Max=924.43 cfs @ 12.12 hrs HW=484.03' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 803.35 cfs @ 10.34 fps) T- 2=Orifice/Grate (Orifice Controls 121.09 cis @ 17.13 fps) Pond Pre -Pond: Pond 2 Time (hours) ■ ® PPmnerimary N O N N � O W N m r � J W � U � W 0 N I_ N z r W Z � W M U O U r Z � z O o0 o (n U K W C w 1 W (Y d Z O a o \ a_ W LU CD LLI Q U N (n U (1) Z ►I N CD c� U) CD CO G a CD W 0 W LLI Y Z a Z = 0 LU1 U f !� O N N C� Iwoo 0) o N M W M � � N � Q' d' Q] � � M UON Co W U co N Z Un Qz 0 L L_ Q U C J G � U O U) N Lo co O �' 0 m a U J 2 W LU J W