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Home My WebLink AboutWPO201800091 Plan - Other (not approved) 2019-02-26UVA RESEARCH PARK SEWER EXTENSION SITE DATA: TAX MAP PARCEL: 03200-00-00-006RO SITE ADDRESS: 4211 LEWIS AND CLARK DRIVE CHARLOTTESVILLE, VA 22911 OWNER: UNIVERSITY OF VIRGINIA FOUNDATION P.O. BOX 400218 CHARLOTTESVILLE, VA 22904 ENGINEER: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 TELEPHONE: 434-327-1688 CONTACT: CRAIG KOTARSKI, P.E. CRAIG.KOTARSKI@TlMMONS.COM SITE AREA: 455.85 ACRES LIMITS OF DISTURBANCE: 7.36 ACRES ZONING: PLANNED DEVELOPMENT INDUSTRIAL PARK MAGISTERIAL DISTRICT: RIO SOURCE OF BOUNDARY AND TOPOGRAPHY: KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 (434)296-6942 TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 (540) 885-0920 DATE OF SURVEY: OCTOBER 30, 2017 NOVEMBER 12, 2018 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 ESTABLISHED THROUGH LEICA SMARTNET PROPOSED USES: SEWER LINE WETLAND IMPACTS: AS SHOWN WATER SUPPLY: ACSA SANITARY SEWER: ACSA DRAINAGE DISTRICT: NORTH FORK RIVANNA RIVER THERE IS NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN. THE SITE IS NOT LOCATED IN A WATER SUPPLY PROTECTION DISTRICT. STORMWATER MANAGEMENT: THIS PROJECT IS THE LINEAR INSTALLATION OF AN UNDERGROUND SEWER LINE WHICH WILL NOT SIGNIFICANTLY ALTER THE PRE -DEVELOPMENT RUNOFF CHARACTERISTICS AFTER COMPLETION AND FINAL STABILIZATION. PER DEQ GUIDANCE MEMO No 15-2003 NO STORMWATER MANAGEMENT IS REQUIRED. STORMWATER MANAGEMENT CONSIDERATIONS: - THE PROJECT DOES NOT SIGNIFICANTLY ALTER THE PREDEVLOPMENT RUNOFF CHARACTERISTICS OF THE LAND SURFACE AFTER THE COMPLETION OF CONSTRUCTION AND FINAL STABILIZATION. - THE PROJECT IS MANAGED SO THAT LESS THAN ONE (1) ACRES OF LAND DISTURBANCE OCCURS ON A DAILY BASIS. - THE DISTURBED LAND WHERE WORK HAS BEEN COMPLETED IS ADEQUATELY STABILIZED ON A DAILY BASIS. - THE ENVIRONMENT IS PROTECTED FROM EROSION AND SEDIMENTATION DAMAGE ASSOCIATED WITH THE LAND DISTURBING ACTIVITY. - THE OWNER AND/ OR CONSTRUCTION ACTIVITY OPERATOR DESIGNS, INSTALLS, IMPLEMENTS, AND MAINTAINS POLLUTION PREVENTION MEASURES TO: -- MINIMIZE THE DISCHARGE OF POLLUTANTS FROM EQUIPMENT AND VEHICLE WASHING, WHEEL WASH WATER, AND OTHER WASH WATERS -- MINIMIZE THE EXPOSURE OF BUILDING MATERIALS, BUILDING PRODUCTS, CONSTRUCTION WASTES, TRASH, LANDSCAPE MATERIALS, FERTILIZERS, PESTICIDES, HERBICIDES, DETERGENTS, SANITARY WASTE, AND OTHER MATERIALS PRESENT ON -SITE TO PRECIPITATION AND TO STORMWATER. -- MINIMIZE THE DISCHARGE OF POLLUTANTS FROM SPILLS AND LEAKS AND IMPLEMENT CHEMICAL SPILL AND LEAK PREVENTION AND RESPONSE PROCEDURES. -- PROHIBIT THE DISCHARGE OF WASTEWATER FROM THE WASHOUT OF CONCRETE. -- PROHIBIT THE DISCHARGE OF WASTEWATER FROM THE WASHOUT AND CLEANOUT OF STUCCO, PAINT, FOR RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS. -- PROHIBIT THE DISCHARGE OF FUELS OILS, OR OTHER POLLUTANTS USED IN VEHICLE AND EQUIPMENT OPERATION AND MAINTENANCE. VESCP/WPO 201800091 - ACSA PLAN COUNTY OF ALBEMARLE, VIRGINIA FOXTROT ONE HANGARS CONDOS Charlottesville Albemarle Airport 0 02/22/2019 LAKE ACRES sso MCMURDO DEERWOOD Target 0 CAMELOT b06 153 5 �o �F N 0 R T H S I D E INDUSTRIAL PARK AIRPORT ACRL, P I N E R I D G E SITE LOCATION TERRYBRO1 FnPF(�T RIDGE JEFFERSON VICINITY MAP 1"= 2000' DEVELOPER: UNIVERSITY OF VIRGINIA FOUNDATION P.O. BOX 400218 CHARLOTTESVILLE, VA 22904 CONTACT: TODD MARSHALL TELEPHONE: (434) 924-2569 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARL017ESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER C0.1 OVERALL SITE AND UTILITY PLAN C1.0 NOTES AND DETAILS C1.1 NOTES AND DETAILS C2.0 EXISTING CONDITIONS C3.0 EROSION & SEDIMENT CONTROL NOTES AND DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES AND DETAILS C3.2 EROSION & SEDIMENT CONTROL PLAN C3.3 EROSION & SEDIMENT CONTROL PLAN C3.4 EROSION & SEDIMENT CONTROL PLAN C3.5 EROSION & SEDIMENT CONTROL PLAN C4.0 SITE AND UTILITY PLAN C4.1 SITE AND UTILITY PLAN C4.2 SITE AND UTILITY PLAN C4.3 SITE AND UTILITY PLAN C5.0 SANITARY SEWER PROFILE C5.1 SANITARY SEWER PROFILE C5.2 SANITARY SEWER PROFILE C5.3 SANITARY SEWER PROFILE C5.4 SANITARY SEWER PROFILE C5.5 SANITARY SEWER PROFILE # OF SHEETS = 21 Q CRATGV' J. KOTARSKI Lie. No. 042048507 r' 0 212 211 E) <` M O O MU N '� N c Q O > E LUG E a W U U Q LL LL O o L LU0 ra o' W L rq J U 00 W J — Ln H E)N W N cn � _ = � N U � "D . c u' O rnN ('1: L M d -zj- 00_j o w IL O z 0 z 2: O � a O tY U w � O Z U O w cn a > o w w a- U > w DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY J. SHOWALTER CHECKED BY C. KOTARSKI SCALE N.A. z 0 rH� V J z Uj X LU LU w� > z Z) clool o w > w J 0 U < ^^ 1..� W m J Q 2 U a w w a JOB NO. 1864.001 SHEET NO. 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KOTARSKI Lic. No. 0402048507 r , q 02/22/ 1 0 .1 , s®era. A. M E 0 0 ul U N N U) c: >E W 6 >_ - !F� I- %j � <LL U. 1-2� �0 �� cif QJ Uomo M -1 — In -�7 N p N z H 2 - �i 5 X Zi " < o Q - U C j U1 r- < C 8i rn ZN C M 0- .It GO J LU ko H O = O = 0 w > W = U < z O 17 O rn z LU z 2: O Z d O U � W =) E O z U 1-1 O a wLU rY U-) > W DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI /SCALE 1 =150, V / z uj X z w a oC a w � 3:Q J LU � Z) z Q ° �z W Q J < 2: �— w •�' CLm vl J a J J U � w LU O V / ui ce JOB NO. 1864.001 SHEET NO. Co.1 0 c r- 0 a2 0 = C � a =0 oof 0. 2 z m0 am 0 C T O O -0 C co N 0 �w (7 3 zN 02 2 a g x �-o 0 w V- 0 0 aL 2 a� aD m tll 2 7 inU C == 2N co r- -N• U E `o c U f6 -0 6 .-a m •U O C in o N• 5 C N U)� N C OO a o 0L �?- �-- L LEGEND ROADS SEWER TRAFFIC STOP BAR ® S EXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. �® DROP INLET &STRUCTURE N0. S S S EXISTING SANITARY SEWER CURB WATER CURB & GUTTER EXISTING WATER LINE CENTERLINE OF DITCH g" W PROPOSED WATER LINE � R-1 VDOT STANDARD STOP SIGN 0 6" W PROPOSED VALVE - - 200 - - EXISTING CONTOUR ii 6" Wy PROPOSED TAPPING SLEEVE 200 PROPOSED CONTOUR �� PROPOSED FIRE HYDRANT (COMPLETE) TC PROPOSED SPOT ELEVATION 240.50' GRADING 1O PARKING COUNT EXIST OR PROP GRADE PLUG AT END OF LINE CLEANOUT DETAIL No Scale METAL INSPECTION FRAME W/ SOLID LID (NEENAH R-1975 OR EQUIVALENT) -3" CONCRETE COLLAR -CRUSHED STONE BEDDING 1-4" DI CLEANOUT TC = TOP OF CURB BC = BACK OF CURB EP = EDGE OF PAVEMENT TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT TBC = TOP BACK OF CURB TBW = TOP BACK OF WALL SAWCUT EX. ASPHALT TACK AND SEAL ASPHALT 1.5 TIMES EXISTING PAVEMENT MIN. 2" WEAR COURSE AND 4" BINDER COURSE SAWCUT EX. ASPHALT STACK AND SEAL NOTES: 1. PAVEMENT CUTS SHALL BE STRAIGHT AND VERTICAL. 2. REMOVE TEMPORARY PATCH IF PRESENT. EXCAVATE COMPACTED BACKFILL AS REQUIRED TO INSTALL NEW BITUMINOUS ASPHALT. RE -COMPACT SURFACE OF BACKFILL PRIOR TO INSTALLATION OF PATCH. PAVEMENT REPAIR FOR UTILITY TRENCHING GENERAL NOTES GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE 2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING SEDIMENT CONTROL REGULATIONS. CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION FIRST STEP IN CLEARING. PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN THE SITE AT ALL TIMES. ACCORDANCE WITH SPECIFICATIONS. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. STANDARDS AND SPECIFICATIONS. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. PLAN APPROVING AUTHORITY. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE STABILIZATION IS ACHIEVED. RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE DEVICE. ENGINEER. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN IMMEDIATELY. ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. TRUNK LINES. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE ZONING ORDINANCE SECTION 5.1.28. COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE CODE OF ALBEMARLE. ADDITIONAL FACILITIES AS DEEMED NECESSARY. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO SURFACE COURSE(S). ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 BECAUSE OF SLIDES, SINKING, OR COLLAPSE. GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND BUILDING OR OTHER PORTION OF THE PROPERTY. PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF SURFACE COURSE(S). ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO EROSION CONTROL INSPECTOR. CONDITIONING OF THE SUBGRADE. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% MAINTAINED RIGHT OF WAY. (N/A) PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL OF ROAD. INSPECTOR. 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL SLOPE OF 0.004 ft./ft. EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 STATE ROADS. DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI A117.1-03. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6A STONE WEDGE MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION PLACED AT THE END OF THE DAY ORDINANCE SECTION 17-207B) ALBEMARLE COUNTY ENGINEERING 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 2" R REQUIREMENTS OF THE PERMIT SHALL GOVERN. �4" 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. CONC CURB AND GUTTER CLASS 3A, 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION �� (f'c=3,000 PSI) CONCRETE CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. / 6„ 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 8 OR BETTER ARE TO BE ACHIEVED. ° a 13" 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, �/ a° a 7" No Scale OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL a ° a d 4 a ° 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 4 Q 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. ° 4 a 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 0 o o I o o 6 M° o o0 0 o0 0 o 000 �oo BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. 6" 6"2'-0" CONTINUE 21B STONE ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES COMPACTED BASE FROM ADJACENT SUBGRADE PAVEMENT SECTION 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. UNDER CURB 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. VDOT STANDARD CG_6 CURB & GUTTER 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 No Scale THE COUNTY EROSION CONTROL INSPECTOR. t CRAJGV4 J. KOTARSKI Lic. No. 0402048507 02/22/ 1 9qi M E O O 0" U N N � Q o > E LuE W U Q LL 0 LL o w O ro cl� W M Qd J U CO Lu - Ln a > o N U Lu z v x O of w � = U > Ln Q . CLn O a' V N N rn i M d ,I- 00-1 0 0 0 Lu > w U a z 0 4 0 CL O L7 H- z w z 2: 0 Z a 0 U w 0 z U O w u') c- > 0 w LU cl� U-) > w DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE N.A. z O 1�(� VJ z w X Lu 0. Lu J I --I Qa w'�_ w z C) O Lu oCQ< < Lu ^ [0 w = O z u (Lu V ) Lu JOB NO. 1864.001 SHEET NO. C1.0 0 c Z' O 0 0 2- :3 cu `o M n 0 `m a `o N O O y [6 O U O O O N E 7 O U @ O � O L 4 U O C � .o U i �N U� N O O U � O a.. N -O ro 0 Cu 0 a Q M 0 0 N N N 0 _0 6 a FRAME & COVER SEE FIG. S-I-D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA 2'-0" RUBBER COATED STEEL STEPS j. V-0" MAX s CAST IN PLACE ° PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL 3'-0" MIN o THE DROP CONNECTION SHALL BE P DUCTILE IRON PIPE (CLASS 50) p 5" BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR 12" MIN BACKFILLED WITH SELF -COMPACTING 16" MAX STONE. 5„ � p ° MINIMUM ELEVATION DIFFERENCE p t12MI�N 12"MIN ACROSS M.H. FROM INLET TO VARIES'OUTLET SHALL BE 0.20 FEET A FILLETED INVERT FOR A SMOOTH p ° TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE PROVIDED. 12"e. c p. . t, I .° p p :> Q y 3/4 DIA OF LARGEST PIPE IN MANHOLE TMUMIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS, 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG, S-I-C FRAME & COVER (SEE FIG. S-I-D,E) SLOPED AREA 2'- STREET SURFACE OR NON -PAVED AREA 1'-0" MAX RUBBER COATED STEEL ° 3'-0" MIN STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS 12" MIN "0" RING SEALS d 16MAX MINIMUM ELEVATION ° T DIFFERENCE ACROSS M.H. 5" 4'-0" 5` FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF - CONTRIBUTING -- =�--- a ° SEWER. d d° n 12" A FILLETED INVERT FOR A SMOOTH e ' TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S-I-A SLOPED AREA RUBBER COATED STEEL STEPS FRAME & COVER CAST IN PLACE SEE FIG. S-I-D, E PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL V-0" MAX 2'-0" ' ° A FITTING MAY BE REQUIRED p. ep WITH ACSA APPROVAL. 7 THE DROP CONNECTION SHALL BE S-D" MIN DUCTILE IRON PIPE (CLASS 50) BACKFILLED IN 6' LAYERS AND p a 5" COMPACTED BY HAND TAMPERS OR BACKFILLED WITH SELF -COMPACTING 12" MIN STONE. 16" MAX MINIMUM ELEVATION DIFFERENCE 5„ p ACROSS M.H. FROM INLET TO 'e OUTLET SHALL BE 0.20 FEET p 12"M!N 12°MIN A FILLETED INVERT FOR A SMOOTH VARIE ' . Q TRANSITION OF FLOW BETWEEN ° INLET & OULET PIPE SHALL BE PROVIDED. FITTING DIMENSION VARIES WITH SLOPE. • _ s 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3, ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE DROP CONNECTION WITH STEEP INCOMING SLOPE w z I 0 12" 1 I Zi NTS FIG. S-1-C1 3000 PSI CONIC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN 2" BRANCH FLEXIBLE CONNECTION - /LJ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE w CONNECTION BOOT " D INSTALLED O TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-I-B 8"MIN EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE 36"Mlr 124 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 CONDITIONS ARE UNSTABLE (ALL PIPE) 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 VDOT CLASS 1 5' MIN. (TYP) RIPRAP 2'-0"' J_ III II 3.0' MIN. III 6" IPIP FI 6" 6„ O PIPE O.D. 12" CONCRETE ENCASEMENT 3.0' MIN. 6" VDOT NO 1 STONE BEDDING SECTION A -A NOT TO SCALE LENGTH (VARIES) MATCH EXISTING PROFILE 1 EXCEPT WHERE SLOPE OF MAX. BANK EXCEEDS 1 TO 1 hA III III III III III III III II UNDISTURBED MATERIAL A ELEVATION NOTE: 1. WHERE LESS THAN T OF COVER IS AVAILABLE BELOW STREAMBED, CONCRETE ENCASEMENT WILL BE REQUIRED. 2. WHEN BEDROCK IS ENCOUNTERED AND COVER EQUALS OR EXCEEDS 3', THE TRENCH SHALL BE BACKFILLED WITH COMPACTED 21A STONE AND TOPPED WITH 18" OF VDOT CLASS 1 RIPRAP. TD-32 SEWER STREAM CROSSING (TYP No Scale SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED, THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. MAIN LINE TD-27 SEWER SERVICE LATERAL CONNECTION No Scale FINISHED GROUND (4) 1" [25mm] DIA HOLES ON 32 3/4" [834mm] DIA BOLT C._ - - 27 1/2" DIA 1 1/2" [699mm] [38mm] 26 1/4" DIA [667mm] 24" DIA [606mm] 28 7/16" DIA [722mm] 36" DIA [914mm] FRAME SECTION FIG. S-7 TD-25 MANHOLE FRAME AND COVER No Scale t 7" [178mm] 26" DIA [660mm] 1/4" [6mm] DIA NEOPRENE GASKET 5/8" [16mm] _ 23" DIA _ [584mm] 25" DIA [635mm] O.D. OF GASKET GROOVE SECTION SALT TREATED 2x4 MARKER A '_ETTERS D FLUSH) CLOSED :KHOLES 1 1/2" [38mm] F (2) CORED PICKBARS )IA BOSS 1 1/2" [38mm] 3 1 /8" [79mm] FIG. S-I-D pad CRAIG V4 J. KO'EA't SKI > Liam No. 0402048507 02/22/ 1 9� M E O p N V N ui c Q o > F w E Q N t LLLL. o two Ck� W M J U 00 a-_j -uI Lu O N U W N zIt - �x a� W � U- 0 Q = C N = U> Ln a cM rn O N � M a � CO J vi O 2 (D O 2 w > w_ 2 U Q Z O > O I- Z W Z 2: O 2: I-_ 0 u O Z U O w > In > lu! Lu Q O k O N DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE N.A. z O (H� V / z ui X uj W J 1-� Q < a W � � w 0 O 0 Lu Q Q w co LI_I a = O z U rLu V 1 uj 0L JOB NO. 1864.001 SHEET NO. 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HORIZONTAL DATUM: NAD-83 VIRGINIA SOUTH ZONE \ � \ \ � \ \ \ 1 J I II I�� (//� 1 . 1 , - \ \ \ \ \\ �� rl \ I \ \ - -� % // ; - \ I I I _ \ \ \\ // I \ \t \I \\\ r \ \ I \l �_�r_ i/� / I J �\ \ \ ) \ I\ 1C\ \\ / ///1 I I I I \ \ / I //� \ i t\~ -\ �� \ \ 111 I . \ ��,l�Jl IIII l�` �\ ,t \ ��\�\ \\� j ( \ O� _ - �� i %-\ \\ \ I I C \ I l \ \\ \ ` \ / \ I \ �- - \\ \ I \ \ \ / sr _ / - \ r ` l \ \ / I I \ / / I \\1 \ \ \` 1 \ \ III\b - \1-``��.- ��, f\\\\ I \ // I I I 2. VERTICAL DATUM: NAVD-88 \ � \ \ \ � I `\\ � \ � \\-r\ 111 \ \ \� \\ I / /, \ 1 � \ \\ \ \ \ �\ 11 ( \\ \ � / ///') \ \ BENCHMARK: UNIVERSITY OF VIRGINIA BRASS DISK "NF2," SET IN CONCRETE, LOCATED 4.5' \ 1 \) \ ` \\ \ \ r' \ 1 ° \- - �� -,�\ I 1 \ \ \ \ _ / / �� `;r//� 1\ \\ \ r \ \ / / I I \ \ __ /// I ( 1 \ \ \ � \ �1 ` ( I 1 \ ll� \\l\ \\\\ �\ \l \<l\\\ - ,\- -1 11 \ \\ \8 1 r / ,,%� I i�)\ y 1 \ 0 \1 I I I I 1 _ // I I \ \ I � - - FROM THE FACE OF CURB ON THE EAST SIDE OF LEWIS AND CLARK DRIVE APPROXIMATELY I_ \ 1 �\ \ � \�\\\ I I\\ )` \�-\\ \ j• • - \ \\'� �� - ��,� \\ 1 \�\\ � \ � \\O- r%ice -% _ �% //'''�lJ I / / I I I I \ 370' NORTH OF THE INTERSECTION WITH DISCOVERY DRIVE. ELEVATION = 543.93' \� \ \ \ \ lr \� \ \\�\ ° o rlr�J ��\ \ - /� T\f / ,ll / /r 1111 I / 1 \ I \ 1 \ \\\ ` `� \ I \\\` \\' \ \\\) �; `� \\1\ `�`\� \ �? i/(i�' \�� 'J//rl /%///(� / I I \ 1 1\\\ \ \\ �1j11 I ° � °� \\. \\\ \---//)�§) _zz / �/i (l / I I \ \ 3. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE �\\� \\ ) If/ , I �, C �% _ .\ - . \\\ \\ 6O - \ - //ii/ J -� - / / l7(i I 1 \ ) `\ I 11,\ /ii/ Il(� �°- -\�`s\\ \° \ c \\1l\\ / r l/ "\ l� I / / \ \ \\ \ / \ > \ \ \ \ I 1 I I I )// / / // �o\-\\�, • -��` -1 \\\\\sz �`\� :5 / X2 , //�- - k �"I / \ WAY ONLY. THE FOLLOWING SOURCES WERE UTILIZED IN DRAFTING THE LOCATIONS OF �`\ ) (Ij/I 1/ / r /, -- \ \ \�\ \ r s \\ �i/�// /� I l ��l _ , / \ — —' UNDERGROUND UTILITIES: FIELD SURVEYS OF MARKED LINES; TOPOGRAPHIC MAPS, AS -BUILT `\ \ is I I III 1%'///J `'��` \ \\� `a \� \' r `�\ Y ��'// j///' ' I ll'I 1' I/ \ — — - , , (;, I/ J I//// (/ 1- - � � \� \ ,_ � �\�\� .-•\\ ' "x'i % �'� , 1 1 Ill PLANS, AND SITE PLANS PROVIDED BY THE UNIVERSITY OF VIRGINIA FOUNDATION; AND 1. /!// (II III --/� � 4 \\>1 0� / l / / / ( l I UTILITY MAPS PROVIDED BY THE UNIVERSITY OF VIRGINIA FOUNDATION AND THE UTILITY �(///r ;� ( l `- _- _ _ _�\ `\ - \\'\� \ /// /�( l l Il -� / /1 480 COMPANIES. NO UNDERGROUND INVESTIGATION OF UTILITIES WAS PERFORMED. THE `` � _ - - - �\ 'Q\�O`, \ \ � ` \\\\ ' %/ ) rr 1 (�l i/ ��///l I JI / ) TIMMONS GROUP SANITARY SEWER SURVEY NOTES: CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE —� <,6 \\ \\ \\� �- \'`° �`\�l^l\\� ) / ri�/ // / l �� , I / '' 1 1.) HORIZONTAL DATUM IS BASED ON NAD83 (2011), SPCS VA S. COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND -- - \\� \ \ \ \ \1\ \a°� \ \\\ \\ \\ ) // J /) I / �-_ �'�cn� \O' \� \\\\\\\\\\ \\\� \� - \, \�\:- ///i\ 1 - /A I ." l jj �, VERTICAL DATUM IS BASED ON NAVD88. DATUM ESTABLISHED BY ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE \o> 1 i �" \\-�\ \ o l m \� �° .\ � / / I GPS RTK OBSERVATIONS VIA LEICA SmartNET AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. �, \ - > \�• \\- ,�l , ( r //`11 / I // Ill r UTILITY OPERATORS: \� \ \\ \� �\ \ \ \ \ I I ( I ( I I I ) I \\ \ \-�\\�\�\r�\\ °°>�'`\\ �\ \\ I \\\1 \11) 0\y 1> / /I // I)II11 2.) TOPOGRAPHIC SURVEY DEPICTED HEREON IS BASED ON AN AERIAL SANITARY SEWER - ALBEMARLE COUNTY SERVICE AUTHORITY �\\ \�\� \\2 \\\I �� \ . �``• \ \� \ 1l \\ \\ I I I,1 - , \ \ \ 1 \ \ \ \• \r 1 r \ /I/ PHOTO AND LIDAR CAPTURE OF SITE BY KUCERA INTERNATIONAL, WATER - ALBEMARLE COUNTY SERVICE AUTHORITY \ \� ��\\\\, , \ `� \� \ \ - \ \\\ \ \ \\ \\ I _) I INC. DATE OF FLYOVER: OCTOBER 18, 2018. AERIAL PHOTOGRAPHY TELEPHONE - SPRINT, UVA `\ �� o. 0 ( \ \ ` r \ II o � _ \ \ \\l l \ ly I �, CAPTURED IN 4-BAND STEREO AT 0.25 RESOLUTION USING A TELEVISION - ADELPHIA, COMCAST \ - \.\ \\\ \ �\ \\ oC° r a> �\ I ) Q / I \ \11 �\ \ 1 I \ 1' r VEXCEL EAGLE LARGE FORMAT DIGITAL FRAME AERIAL CAMERA; �r,,j,TH pF� ELECTRIC -DOMINION VIRGINIA POWER � \\��N\ \\, \ �o°,° \ \ � \\\ � IS?�:' / \ I /- \ \y r \ \ \ �\ O I' \� \�` I `` 1 \ \\l, AERIAL LIDAR CAPTURED IN 4+ RETURNS/PULSE AT 1OPPSM / - 1 NPS 1 GAS -CITY OF CHARLOTTESVILLE �\\` \\�\ \ \\\ \\ ` •\\\ \ / I \ \ RETURN DENSITY USING A LEICA ALS70 OR 80 500/1000kHZ AERIAL O MISS UTILITY CONTACT INFORMATION: '7 \ \ ,\ I / \ 1' \\ \\\\ \\ �\\\-\ r �\ \ \\ Q\ \� \ \ \ LIDAR SYSTEM WITH A MRA CAPABILITY. STEREO -COMPILATION AT C ter/ 1-800-552-7001 1 \ \\\\ � - 1 (, \ \ I ` 1" = 50' SCALE PLANIMETRIC DETAIL WITH HYDRO AND OTHER V\� ` \�\�`1 • \ ``�\\ N ' JI ~ \\� GRADE BREAKS SUPPORTING A 1' CONTOUR GENERATION. JOSEPH C. MEDLEY 4.) PREPARED FOR: UNIVERSITY OF VIRGINIA FOUNDATION �� %f �\�\ `\ \ \. \\\ � \\\ \ JI '\\\\\ \ \ \ \ \ \ 1 \\ \I v /_ \ Lic. No. 3385 \ \\\\� \) \)\ , \ \�\ '4 \\ 12-14-18 O GA �.,� \,% \\ / \\t . � \\�\i gr'; �y1 \\\', � 3.) THIS IS NOT A BOUNDARY SURVEY. NO TITLE REPORT FURNISHED; 5.) ONLY THE AREAS WITHIN THE SURVEY LIMITS SHOWN HEREON WERE SURVEYED BY KIRK v \a \\ \ EASEMENTS MAY EXIST WHICH ARE NOT SHOWN HEREON. 1� 04 HUGHES AND ASSOCIATES. THE TOPOGRAPHIC AND PLANIMETRIC INFORMATION OUTSIDE OF O � `�� \ \\\��\�\- r- � I) / ~�\\ \ \\\\\\ \\ \ 1' \ THESE LIMITS WAS SURVEYED BY OTHERS AND PROVIDED TO US BY THE UNIVERSITY OF U > ) sr \ \ \ \ , /\ \ 4) SUBJECT PARCEL IS REFERENCED AS TAX MAP PARCEL 32-6R PER S'UR VIRGINIA FOUNDATION. G.V. KIRK HUGHES NAD 83 � \ \ �� \\ ��\\\� \1� „ \� GIS INFORMATION FOR ALBEMARLE COUNTY, VIRGINIA. LIC. N0. 1458 �\ \�\\\\\\\50 >\ ,I) 6.) THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE �, \\\\\\� - \ I / \ 5 LOCATION OF SANITARY STRUCTURES SHOWN BASED ON A CHARGE OF KIRK HUGHES, L.S. FROM AN ACTUAL GROUND SURVEY MADE UNDER HIS l 4 �\ \\\ r -vlt- CURRENT FIELD SURVEY BY THIS FIRM. SUPERVISION; THAT THE ORIGINAL DATA WAS OBTAINED ON STARTING IN MAY THRU AND SURV��O SCALE 1"=150'\\\\��y� \II1J\, OCTOBER 2017; AND THAT THIS MAP, MAP OR DIGITAL GEOSPATIAL DATA INCLUDING 0 150' 3I �0 \�r' METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. , �\ r11 - \ \ ( M E 0 0 ul U N � N C > E w °r E +� Q m � � +� 0 LL 0 w O ro-, tl' Lu L M Qa _j U 00 w J — L 0- > o -- (7 W N 4 z� °,'� 0 O x Of� 0 a Z5 v � = � rV = U � ., r- Q c rn O N � M M v 00 J � � to O = (D O = H 0 w > w = U Q z O I > O Z 0 AM I- z w z � O Z a O U � w � 0 O z U O a w C) � r� > w N N Q o 0 O N DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE / 1 =150 z 0 z w X w Ce U) Lu z O a w z 0 �zz w U J a z w 1- 4 a- _1 J a � = X U/ w Q. (�..0 V / LLu 0L JOB NO. 1864.0011 SHEET NO C2.0 L EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A NEW SEWER LINE AND SITE WORK. LIMITS OF DISTURBANCE IS 7.36 ACRES. ADJACENT PROPERTY THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY. THE PROPERTY IS BOUNDED BY AIRPORT ROAD TO THE SOUTH, DICKERSON ROAD AND SOME INDUSTRIAL PARCELS TO THE WEST, THE RIVANNA RIVER TO THE NORTH AND ROUTE 29 AND SOME INDUSTRIAL AND RESIDENTIAL PARCELS TO THE EAST. EXISTING SITE CONDITIONS THE SITE IS CURRENTLY MOSTLY WOODED WITH SLOPED TERRAIN AND STREAMS THAT FEED INTO A WETPOND. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED AS PART OF CONSTRUCTION UNLESS PERMITTED SEPARATELY. CRITICAL EROSION AREAS MANHOLE AND PIPE INSTALLATION IN EXISTING STREAM AND WETLAND AREAS ARE CRITICAL EROSION AREAS. CONTRACTOR TO USE CAUTION AND PREPLANNING IN COORDINATION WITH ENGINEER AND ESC INSPECTOR TO MAKE SURE NECESSARY ESC MEASURES ARE IMPLEMENTED AND MAINTAINED CORRECTLY, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT IS THE LINEAR INSTALLATION OF AN UNDERGROUND SEWER LINE WITH WILL NOT SIGNIFICANTLY ALTER THE PRE -DEVELOPMENT CHARACTERISTICS AFTER COMPLETION AND FINAL STABILIZATION. PER DEQ GUIDANCE MEMO No. 15-2003 NO STORMWATER MANAGEMENT IS REQUIRED. STRUCTURAL PRACTICES: 1. 2. 3. 4. 5, TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4, SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3,32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE ON -SITE. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. CONTRACTOR SHALL DIVIDE PROJECT AREA INTO WORKING SEGMENTS. ALL STABILIZATION SHALL OCCUR UPON THE COMPLETION OF EACH SEGMENT. PROJECT SHALL BE MANAGED SO THAT LESS THAN ONE (1) ACRE OF LAND DISTURBANCE OCCURS ON A DAILY BASIS, IN ACCORDANCE WITH LINEAR PROJECT REQUIREMENTS. 2. INSTALL TREE PROTECTION, INLET PROTECTION, SILT FENCE, DIVERSION DIKES, AND CLEAN WATER DIVERSIONS. 3. EXCAVATE TRENCH, INSTALL SANITARY SEWER SYSTEM, AND BACKFILL TRENCH. 4. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1. UNLESS OTHERWISE INDICATED CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION "� \ AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE Q CRAIGW J. KOTARSKI> LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA Lie. No. 04(J2O Ii3507 REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. Ilk, ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND r EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.OA ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. cn ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. CD g N VI N c: ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS > 0 (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY E EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT W CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. a U Ln U. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND o 0 z SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) a U .0 Z ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING W C:) v a OU LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. z v U a0ul) w ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. o a w o O (= �N nZ U ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. Q' L w MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL o oV > DEVICESIMMEDIATELY. w w rn �� > 00 J w SOILS INFORMATION: iO 4D - ASHE LOAM, 15 TO 25 PERCENT SLOPES, 20 TO 40 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGIC GROUP: B � 0 14E - CHESTER LOAM, 25 TO 45 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL = DRAINED, HYDROLOGIC GROUP: B 0 15D - CHESTER VERY STONY LOAM, 15 TO 25 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B oui N Q o 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, "' , HYDROLOGIC GROUP: B Q 0 36B - HAYESVILLE LOAM, 2 TO 7 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL n O N DRAINED, HYDROLOGIC GROUP: B cDATE 36C - HAYESVILLE LOAM, 15 TO 25 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL 0 12/05/2018 DRAINED, HYDROLOGIC GROUP: B } DRAWN BY 36D - HAYESVILLE LOAM, 25 TO 45 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL A. MABEE DRAINED, HYDROLOGIC GROUP: B • DESIGNED BY 37D3 - HAYESVILLE LOAM, 15 TO 25 PERCENT SLOPES, SEVERELY ERODED, GREATER THAN 60 INCHES TO RESTRICTIVE • J. SHO DESIGNED BY FEATURES, WELL DRAINED, HYDROLOGIC GROUP: • TER CHECKED BY 39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES, 20 TO 40 INCHES TO RESTRICTIVE FEATURES, EXCESSIVELY DRAINED, HYDROLOGIC GROUP: B • C. KOTARSKI 47C - LOUISBURG SANDY LOAM, 7 TO 15 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL • SCALE DRAINED, HYDROLOGIC GROUP: A • N/A 47D - LOUISBURG SANDY LOAM, 15 TO 25 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: A • 65B - PACOLET SANDY LOAM, 2 TO 7 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B % 65C - PACOLET SANDY LOAM, 7 TO 15 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B O 67E - PARKER EXTREMELY STONY LOAM, 25 TO 60 PERCENT SLOPES, 48 TO 80 INCHES TO LITHIC BEDROCK, _j J EXCESSIVELY DRAINED, HYDROLOGIC GROUP: A Q 94B - WEDOWEE SANDY LOAM, 2 TO 7 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL z DRAINED, HYDROLOGIC GROUP: B w w 94C - WEDOWEE SANDY LOAM, 7 TO 15 PERCENT SLOPES, GREATER THAN 60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 0 0 z W Q w W � O ��z w � O O �wz p�JO < U a w �m Jz aw U '� w oC � Q Lf) w 06 � z Lu 14 O oC U' O Q � w JOB NO. 41864.001 SHEET NO. C3.0 NOTE: FLUME STREAM CROSSING SHALL BE INSTALLED FOR 72 HOURS MAXIMUM. LILlu_UULI I L El U U EI 1-I STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE, TP NO SCALE () 3.38 TREE PROTECTION No Scale 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. �y� I ' Jill FLOW 4° 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. FLC SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) SILT FENCE (W/O WIRE SUPPORT No Scale COMPACTED SOIL 18" MIN. ,,,-CWD TO HAVE VDOT STANDARD EC-2 MATTING ON UPHILL SIDE FLOW 4.5' MIN. DD CWD 3.09 TEMPORARY DIVERSION DIKE No Scale 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. POSTS. i 6' WAX III I 1 / -Iltl�? ll 111 FLOW piI j�j I- 4" 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. I� I -IIIIII 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC,\(1�� -III WIRE " SSF -I I � III -III I I=1 I I=1 - SILT FENCE (WITH WIRE SUPPORT) No Scale FLUME PIPE CR 0 S SING I 0 i w EROSION CONTROL 8 8 MEASURES TO BE LOCATED BELOW 5 APPROACH AREAS i WATER FtOMf ."F ' •. y pJ. FLUME PIPE , .: r FLOW / I 1. EXCAVATED TRENCH A rEROSIONCONTROL TO BE BELOW AREAS I PLAN VIEW CREEK BANK CREEK BANK AOMM"TE WMR LM - `\ PFE -- \ -- -% -- m�O SECTION "A -A" SECTION "B-B" SC 3.24 USC 3.25 VEHICULAR STREAM CROSSING UTILITY STREAM CROSSING No Scale No Scale (PERSPECTIVE VIEW) kP cal (FRONT ELEVATION) NOTE: INSTALL SILT FENCE BREAK AT LOW IN FENCE LINE **COARSE AGGREGATE SHALL BE VDOT #3 OR #57 STONE TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) * SEE SLOPE STABILIZATION SEED MIX * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 3.05-1 PS 3.32 PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP COURSE EXISTING 2% 2% PAVEMENT \ \� 6" MIN. 21A AGGREGATE BASE PROFILE 70' MIN. STONE CONSTRUCTION ACCESS ASPHALT PAVED A WASHRACK EXISTING 1 2% 2% PAVEMENT) ml� 11 1 I2,% 12' MIN.* *MUST EXTEND FULL WIDTH I--- A� POSITIVE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRAPPING DEVICE PLAN 12' MIN, POSITIVE DRAINAGE 2� TO SEDIMENT TRAPPING DEVICE FILTF3 CLOTH SECTION A -A A minunmu water tap of 1 inch must be installed NNith a mininnum 1 inch ballcock shutoff valve supphiu a waSln hope NNith a dianneter of 1.; anche" for adequate constant pressu e. `i'a h water must be carried away fiom the entrance to an approved ,�etthm area to remove sednuennt. All sedfinent shall be prevented from enteding stonn &&inns, chtches or watercourses. PAVED WASH RACK NO SCA_E PCE 3.02 PAVED CONSTRUCTION ENTRANCE No Scale ERNST CONSERVATION SEEDS RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 BOTANICAL NAME PRICE/LB 30.00% FESTUCA RUBRA 20.00% LOLIUM PERENNE, 'FASTBALL RGL' 20.00% PHLEUM PRA TENSE, 'CLIMAX' 12.00% TRIFOLIUM HYBRIDUM 10.00% AGROSTIS PERENNANS, ALBANY PINE BUSH - NY ECOTYPE COMMONNAME CREEPING RED FESCUE 1.90 PERENNIAL RYEGRASS, 1.85 'FASTBALL RGL' (TURF TYPE) TIMOTHY, 'CLIMAX' 1.20 ALSIKE CLOVER 3.25 AUTUMN BENTGRASS, 14.00 ALBANY PINE BUSH - NY ECOTYPE 8.00% AGROSTIS ALBA REDTOP 8.00 100% MIX PRICE/LB BULK: $3.61 SEEDING RATE: 40-60 LB PER ACRE WOODLAND OPENINGS THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE MIX WILL NOT. SLOPE STABILIZATION SEED MIX No Scale Q CRATGW I. i3OT.ARSK1 Lie. Mao 0402048507 r"�O 02122115 A. M E O O M V N Ln N � > E Lu E I- Lu U a) 3 Q'! t 3 Q U. O W O ca ,-L 0� Lu L m Qa _j U 00 W J - LPI M z� a'M13- 7 V7 O x ccf LL 0 Q 7 = N N = U kD > LL1 Q . c Ln O41 rn N N rn L1 -'t W J CD LIJ O 0 W W U Q z O 07 > M O 0 Ll Fm I-_ 2! W Z O I-__ OU 10� r V) Z W p Z U O w �- W U) a > o (n > W DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE N/A z rH� J V 1 ~ z ujLu z uj Q 1..1� w Lu i- 0 �>z LLJ � O Z) O �wz p�JO < U a w �1 m LL J z Q Cw G U w w U7 uj °� W z uj Ln I_I_I JOB NO. 1864.001 SHEET NO. C3.1 6 c a; U c N 0 m 0 a Q T `o a) ro a) 0 Cu Cu Q s 0 0 � a_ =0 -� o� 0U) 2z a)o -02 0 �F E o -6 = �a) Co N 0_ O ,3 z(n 0 2 a g x �Q) w � o O Q-E o .3 a0) >� Y .N 2N x C a) O O U w 2 �N (6 = �° 0 `o a) E 7 = U (6 � 6 20 m_0 5-0 OE ,o U -0E C: La Co C: U � O Q� a) N _E 0 ro 0 ca Q T Q Lo M 0 rn 0 N Lo N N C O 0 a 3 Ui z Q J d cn 06 u1 17 9 IY cn cn 0 U O cn c9 0 U 06 U) .O 4 co 02 M O EROSION CONTROL LEGEND I ' LIMITS OF CONSTRUCTION (7.36 AC) I iAt- I 1 \ 1 7 SOIL AREA DIVIDE C*R,AIGW I. KOTARSKI PAVED CONSTRUCTION ENTRANCE 3.02 02122111 E) TMP 3 -17 \ i \ \ \ 1 / ` \\ / ' / / / /' / J 1\ ' \ \ SF SILT FENCE / / / /0 AL GOLD LEAFLAIYD TRUST NO. 3 DB 1/745-6961 \ � � I I I r � \ \ / / / / , / , _ � / I \ (( I I SUPER SILT FENCE 3.05 INLET PROTECTION 3.07 / / N V; \ _ \ / i / Q O CLEAN WATER DIVERSION 3.09 VEHICULAR STREAM CROSSING / 1 Qw -2' 3.24 / l I f o LL H Sol /Lu J / / / / _ - USC UTILITY STREAM CROSSING 3.25 / , /, ,Jy o O 2: TEMPORARY SEEDING F- U / / / , /' �\ ,,\\`�_-- 3.31 ////�/// / , �ONx cn z I Lu LL O K/�- -- PERMANENT SEEDING 3.32 1 I I / / / / IVU .. 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SHOWALTER 9 / / / / / / / _� _ _ _ _ f — — — — — — — — — _ --\ _ _ _ _ _ / �\ \ \ cry \ \ — _ _ \ \ \ 1 I I I I I / / i W J ^ / ' 7 / '/ / — _ — — ` ` • CHECKED BY --- —' -- -- \ O \\ \ ( \\ \ \ Sd,QN 1 \\ _ \ \ \ I I I I I I / I- \vWWvv. ///// / _ _ \\ 1 • C.KOTARSKI N N / 1 `Z . / \ \ cs� 6 \ \ / / / • SCALE T— \ _ _ — — / �J90 / / \/ �T - - _ \ \ \ I I I 1 / / l / / I / / / / ' \ \ U • 1 „= 50' w / / / SSA / -_/\ \ \ \ \ \/•\\ \ _ \\ \ \\ I / / / / / / / �v,v" / / i 1 w /SOIL TYPE` \ 1 W • , , ' \ , \ \ \ , _ 47C 4 Z l(o Q \ °\ W -- Lu \ W W W W W W W W \ \ v v \ - I / c £9 ° Q \ \ \ \ \ � I I l \ !Y v- w v � /w w v. w v. ______ _ /—� \ , — _ _ _ _ •_ _•—_ I I/ \ �� PS I I I 2 IP Lu — % / CWD \ 1 \ \ \ A MAP-e3�W�� \ a ' 1 \ � ' / ; /a \ , ► //, - - ' 1 `\ Q Z \ SSF / riNIVRR� 1�OF\VIR�IAIT� t9 O L U 243 & �44 >4 \ \ \ m © 1 /\ = TS DC 0 Lu Ps / \ Lu W \ \ \ (86#3S/S/S�l�/ / \ \ ` \ ` \ J- -`0 CD \ \ \ \ \) / V/ hO// yN \ a o / 4016 I \ _ O IP 3? \ I 1 I \ \ \ \ i - 574 ' �/ \ \ r o \ \ 3*is ' / O 1 1 o�p o — — / 1 \ \ ` L.L IQQ �� / \ o s<.Vsa`t'7) / / • / / / I ( +139M IMM ser / \ \ (n w / \ o cS\ 1 \ \ \ \ _ \ \ \ \ \ /� \ ''tom _ _ rr•r w arr \ iY / �'9413\ c�v. seszr IL TYPE --w/cAp (NAI J\ \a\ \\ ,/ / _ \ \\\\ \ �A _ �aR ^` \ a • / // / I / ( �/ wo // / ' / / \S86\ \ \\ \ \ \ \ \ \ \ \ \\ W 101, NTAxwAP �,320d �00-oo-Ob6R0 1 / / I LlNI V8R\ S1 rY OF `ORGI�IA FOUL\�DA\ ION / / _ � ; \ G \ ` • / / \ / / \ / / / / / ` \ \ \ \\ / I \ �0B �12-,V5 \ \ ; _� \ \ \ \ // / , .6$� 588 � 2179-2y2, 843 &\244 4=LA` 24 11— \fib \ \ \ \ _ \ i•� \ / / I / \ \ \ \ \ Q of l, `ray cr — \ � \ � � � � \ � \ \ ` \ / / 1 1 \ , 1 \ _ ` O I L TYP TAX MAPQQ \ \ \ 66, t. I \ \ _ NAD 83 1 / \ \� \\ ON\\ \ \ \ \ / / Iv1 \ \\ 1 \ \ \ \ '9Tj ` \ 03200-00-00-006RO \ \ \ \ UNIVERSITY \ \ 1 \ 15-RC-T=5667 F \ \ I P \ \ / / OF VIRGINIA \ SCALE 1 "=50�1 \ 1 \ I PCE / FOUNDATION \ ` \ APPROXIMAT LO ATION( I DB 2712-325 I OF EXISTING SEP FIELD I 1 0 - 50 I 100 DB 2179-222, I I I I JOB NO. \s \ \\ \\\\\ \ + a� \\- \ \ \\ 243&244 6, \ \ I \ PLAT ' I 41864.001 / 1 I \ \ SHEET NO. / 1 \ \ 6 c m U C N O «N. ro (n O a a T C (6 `o N 7 s a m a 0 ro O 3 C L_ 0 m M O rn 0 N N N c 0 •0 Q) O a 3 U) z d co 06 w I \\ \ EROSION CONTROL LEGEND- // 0� . LIMITS OF CONSTRUCTION (7.36 AC) SOIL AREA DIVIDE \ 1 \ \ 1 I I \ Q CRAIG W I. KOTAT S KI / � / / , / ' ,,__---- ------ I 1 \ ► I I / I 1 1 \ \ \ \ \ \ \ \ \/ \ \ 1 \ \ \ 1 I \ Lic. No. 0402048507 PAVED CONSTRUCTION ENTRANCE 3.02 •� �' / // / / / , / ,/ / , / / / // , \—/ I I 1 1 1 ( I 1 , I \ I \ ►- \ I / ' \ \ \ 1 \ / 02/22/19 ! / / / ' / ' / / / // / ' / / / / ' / ' - - - - - / \ / ' - - _ \ \ / / I �' \ \ \ I I / \ \ \ ` \ \ \ I \ I ► / I 1 1 / , \ \ \ \ \ \ I / I SFX X SILT FENCE 3.05 '�®SA1 ' - - \ \ \ \ \ \ \ \ / // / 1 I I \ \ \ \ \ I \ I I SSF SUPER SILT FENCE 3.05 I 1 \ \ \ \ IO u\ SOIL TY E:I o \ mu INLET PROTECTION .NFMP 7D � 2 ao Cf�UTCkIFIE I \ I I \ \\ / , l / > E \qORP. 1 1 \ \ I I \ \ \ \ , CWD CLEAN WATER DIVERSION 3.09 ai ;_ DB1R28-�107 W �. Ln VEHICULAR STREAM CROSSING ~ U. ~ + w0 row z Lu 3.25 wN 0 USC UTILITY STREAM CROSSING J — ul \ \\ \ \\ \ \\ \\\\ \ \ \\ �sr�c96;Sz \� \ II II \ \ \ \ \ 1 1 \ \ \ \\ \ \ \ \ \ \\ \--528-- _ / (DW �'�' / / — — \ \ \ \ \ \ \ \ \\ \ cs•Gcp \ \ -\ \ 1 \ \ \ \ \ \ \ _ _ _ \ TS TEMPORARY SEEDING z ~ \ \ \\scS00�G \\ \\ \ \ II II \\ 1 1 1 I \ \ \ \ \ \ \ \ \ \__ --__ _� \ — _ 3.31 �O�X UUi Z cSO�rr\\ \\ \\ \ II II \ 1 \ \ \ \ \ _ 1 \ \ \\ _ _ _ \� J w Z) >sp� \\ \ \ II I \ \ 1 1 \\ \ 1 ` \ \ \ \ -526 - _ _ _ _ ai p O 'o�\�\\ \:\ \\ 1 \ \ \\\ \ \ \ \\ \ \ \\ \\ \\ \\ \ SOIL �Y1�E:\ _ - -524- - - - - - - - _ _ _ _ \ \ \ \ \ PS PERMANENT SEEDING 3.32 � = QQ � 00 w \ \ \ \ cS` \ \ \ 1 _ \ \ \ \ \ \ \ \ \ \ U N _' _ \ \ \ \ \ \ TP TP TREE PRESERVATION FENCE 3.38 r� > No 1� \ \ \ \ \ \-522 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ — \ \ — — (n W LU CIA SSF \ \ \ \ 1 I I \ \ \ I\ \ \� \, \ \ \ \ \ \ \ \ \ \ \ \ \ \ CIA518 - _ _ _ _ _ _ _ _ \ \ \ \ \ \ \ / DC DUST CONTROL 3.39 o w w \ \ \ \ \ \ \ 516 CWD co \ / ! \ I , 1 ! 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I ► / ( � I I I I 1 / I 1 1\ \\ 111\J/-,r ) I I \ ' \\ `\ / J i 1 l ' I r I ,'/i I I /- I \ \ \ /' / / / J \ 1 ► l `� \-I / I 1 1 f / , - '� / / `�'/ _ 1 `\ ,' , I / , / / / J / I 1 1 I I \ \ \ i 1 ( \/ ► \ , / r / l / / ( \" - / J •\ , / /- l / / 1 I I I I \ I / 9 \ ( \ f / �, I / 1 / , I / / // I, // \ \{\� e-. / I l I I � 1 ' ,/ ,/ 530 I I ► f / � I / / / / / / I I I 1 I ) I 1 \ \ l/ �/ ' I ( \ \ I / 1 / / / / I I / 1 / r 1 I r / \11 \\ \\ / , 1 / ( 1 1 I I / . J \ I I / /- / , I I I I\ / / ' / 1 / / / /, / , ' I ` I\ .� - l I f ! ( \ I/ � ° I \ 4f /' 1 / / / � / / -/ / I ( / / I I 1 \ I I \ I l I /_ / C / I 1 I / / / / / //// / 1/, I f/ , CWD - > \\ \ I \ VI//1 I I 1 I') \/ \,, ,- \.(- \, �/ I�1 ( 1' / r / I f / 1 �l I \ \II��o / / , ) / \ \ -/ / / / / / / / / / / �_ _� I - I I I ( J �, ` \ J 1 / f i / ( I I I / / \ / / / / / / / I ! 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FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN Q CRAIG W J. KOTARSKT SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN Lic.No. 0402048507 THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION O 02/22/ 19 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, a�'s r� ®IAL CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED o E BETWEEN THE EXISTING GROUND AND THE PROPOSED N o SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF `" C Q o SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH > E COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE w °' 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. LU aLLo� Ln w Lw0 0� z QJU00 Z LOU- N - iri O d ON d 0 N LU 595 595 3:0 cn X uv-) z w Z) oQ :3 O U) O N Z U 2 U > 0 ~ CLU Ln H d (41/1 N > LU W M co J CD LU W kD vi 10 0 0 C,,_�Of 0 N W N w O U 0 Q CD z 0 cn DATE � 12/05/2018 0 } DRAWN BY A. MABEE • DESIGNED BY • 1. SHOWALTER • CHECKED BY F• C. KOTARSKI IN,• • SCALE 1 "=50' z O CL Vl z w 0 X WLij wmJ �--� W LL 0 W a Vl w O w W J w p� V 1 w �°°a J Q z U z 0 (W V / Uj 9 00 I I I I I I I I I I I > SANITARY SEWER STA. 10+00' - 25+00' HORIZ SCALE: 1 "=50' - VERT SCALE: 1 "=5 JOB NO. 41864.001 SHEET NO. C5.0 590 � 3 STA 1 +67.80 590 TOP 5 7.34 APPROXIMATE FUTURE INV IN 58.05 (2 TO 3) 585 I GRADE OF SE LOOP ROAD -DESIGNED, INV O T 557.85 (3 TO 4) 585 REVIEWED, AND STA 10+00. 0 CONSTRUCTED AS PART OF SEPARATE TOP 574.39 INV IN 563.3 (CO TO 1) PLAN 1 � 580 580 2 STA 1 TOP 5 +68.57 / \ EXISTING GRADE 2.00 � INV IN 561.24 (1 TO 2) � \ 575 � INV O T 561.04 (2 TO 3) 575 \ � STA 17+67 83 4 TOP 561 72 INV IN 554.85 (3 TO 4) 570 7r11AKAAK1 INV O T 554.65 (4 T 5) 570 . MANHOLE, TYP. \ \ 565 565 1 70 2 168.57' OF \ 560 560 @ 1.00% 2 TO 3 99.23' OF � 12' Ductile Iron @ 1.00% � 3 TO 4 \ 555 F 555 12' Ductile Iron 1.00% \ 550 550 � A 24+49.83 8 STA 1 +69.33 TOP 533.00 2 SrT 5 TOP 5 INV IN 52 .71 (7 TO 8) 1.39 545 � INV O � TA 21+ 0 TO INV OUT 52 .51 (8 TO 9) 545 �9� �9' O�` T 536.32 (5 T 6) TOP 539. INV IN 53 .22 (5 6) o � INV OUT 34.02 (6 TO 7) \ i � 1 � STA22+90.823'MIN.�TOP536.50540� (PINV IN 531.30 INV OUT 531.1 TO 7 (7 TO 8) 540 535 - - 535 139.83� p \ 12" PVC @ 1.50 0 6 T 7 181.E ' OF 530 - 12�� P C 530 5 / �rp8 159.01' OF 12" PVC @ 1.50% 525 - - 525 520 520 0 10 00 11 00 12 00 13 00 14 00 15 00 16 00 17 00 18 00 19 00 20 00 21 00 22 00 23 00 24 00 25 NOTE: r I 1. FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION? A & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN CRAJGW I.1OTA1{8KT " SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN Lic.No. 0402048507 THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATIONO 02/22/ 19 303.04. AFTER T VERTICAL PLACEMENT OF FILL, �s r� ®I�AL CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILLY AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED `' E 0 0 BETWEEN THE EXISTING GROUND AND THE PROPOSED N SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF `V 0 Q o SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH > E COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE w °' 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. Lu aLLo� 550 550 LL - z Lu0 0z M LuJU LOU- N-O d > ON N d 0 C7 W M U �O�Q LLu oQ �w O U) O N z U 2 U > � 0 � ~ Lu c Ln H d (�'/1 N > LU w M � � �� > 00 J LU vi o' 0 O Of 0 N W N > w o U O Q z oN O cn DATE 1210512018 0 } DRAWN BY 515.30 A. MABEE • DESIGNED BY • 1. SHOWALTER • CHECKED BY • C. KOTARSKI • • SCALE 1 "=50'kw z O Vl z W X W Lu SEW J I --I W LL W a Lf W O w W J / /1 < Lu w CL _j J Q H -// z U z I..L 0 24 50 ru^ V ) ui LL SANITARY SEWER STA. 24+00' - 39+50' Q HORIZ SCALE: 1 "=50' > VERT SCALE: 1 "=5 D 5 0 JOB N0. 0 50 41864.001 PROFILE SCALE SHEET NO. C5.1 545 545 _ 8 STA 24+49. 3 TOP 533.00 INV IN 528.7 (7 TO 8) 540 INV OUT 52 .51 8 TO 9 9 STA 26+ 1.08 540 TOP 525 90 INV IN 5 0.45 (8 TO 9) 53 INV OUT 520.25 (9 TO 10) 535 10 STA 28+18.15 3' MIN. TOP 522.00 \ INV IN 516.11 (9 TO 1 ) \ INVO T515.91 (10T 11) 530 STA 29+47.4 / TOP 520.30 INV IN 514.E (10 TO 11) 525 / INV OUT 514 64 (11 TO 12) 525 (9), J6, o s t 72,;25'OF \ EXISTING GRADE +38.64 �q S oVC 48" DIP. MANHOLE, TYP. rINV 10.82 (11 TO 12) 520 T 510.62 (12 TO 13) 520 NOTE: 1. FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION 1� & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN CRAJGW I.1OT.A1{8KT " SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN LIC.No. 0402048507 THICKNESS BEFORE COMPACTION IN ACCORDANCE 02122119 WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL,` CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL, y AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED o E 0 BETWEEN THE EXISTING GROUND AND THE PROPOSED N SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF `V 0 Q o SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH > E COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE w °' 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. Lu aLLo� � LLL w0of 0� z Q J U °mLu o Z LOU- N - iri O a Ul O N d 0 (j W M U p Q � LL 505 505 OJ � wp O U) = N Z 2 U > L Lu � a (�'/1 N w w M (� > GO J w �� vi o' O 0 o' p N W N 499222- RA -A-1 "' o U O O Q O O N cn DATE 1210512018 O } DRAWN BY STA A. MABEE • DESIGNED BY ZUZ • 1. SHOWALTER • CHECKED BY • C. KOTARSKI • • SCALE 1 "=50' z RA O V I z W X W J Lij I --I Lu LL 3: 0 W a V 1 Lu O w LLJ 38 50 � w J Q H SANITARY SEWER STA. 38+50' - 53+50' U z HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 Q 0 (W V / ui 5 0 JOB NO. 0 50 41864.001 PROFILE SCALE SHEET NO. C5.2 W I> 500 STA 39+08.77 � w 500 TOP 495.00 � INV IN 489.25 (16 TO 17) � � INV OUT482.77(17T01 ) �I� Q Q SEE DR P CONNECTION plz 495 DETAIL, HEET C1.1, (TYP) FUTURE LEWI AND CLARK � Q 495 ROAD EXPAN ION GRADE Q I a, FUTURE LEWIS AND CLARK w I � 20 STA 47+50. 9 ROAD 12" WATER MAIN � O TOP 478.21 =Iz INV IN 468.8 (19 TO 20) FU URE LEWIS AND CLARK O IH INV OUT 46 .68 (20 TO 21) 490 STA 41+ 1.78 18 47+77.38 (��T05P S A 52+96.60 2 TOP 482 60 478.74 OP 470.38 18" MIN. \ INV IN 4 5.66 (17 TO 18 EXISTING GRADE INV IN 468.41 (20 T 21) INV IN 462.2 (25 TO 26) 485 \ INV IN 4 6.00 (51 TO 19 \ INV OUT 475.46 (18 TO � INV OUT 468.21 (21 TO 22) NV OUT 462.0 (26 TO 27) 485 9) STA 48+95.82 22 STA 49+80.50 STOP 18" MIN. / 19 TOP 47� 2512 TOP 473.20 472.78 INV IN 4 0.94 (18 TO 1 ) INV IN 467.03 (21 TO 22) INV IN 465.98 (22 TO 23) 480 � TO 18 MIN. 0 7 _ INV OUT 466.83 (22 TO 23) INV OUT 465.78 (23 TO 24) 480 203 /?��Ov 7g 24 TA 50+86.10 25 STA 51 +92.95 TOP 472.15 � �OF �^ OP 471.22 @ 3 Iron 48" DIA. MANHOLE, TY \ .� I V IN 464.72 (2 TO 24) INV IN 463.45 24 TO 25) 475 -- 0/ SEWER I V OUT 464.52 24 TO 25) INV OUT 463.2 (25 TO 26) 475 RIPE TO BE PLACED IN CASING. �18TO 3'MIN. CRSSING BACKFILLINSTALLATION OF PIPE AD �19��_ TRENCHING AND 1 MANHOLES TO BE COORDINATED 452.34' OF ARMOUR PER DETAIL WITH LEWIS AND CLARK DRIVE 12" PVC TD- 2 ON PLAN \ 470 EXTENSION PROJECT SHEET C1.1 ✓ -� / 470 1 5.98' OF 5" PVC -' 1.00% 20 TO 21 21 TO 22 -� 27.29' O 118.44' OF 22 TO 2 -_ 465 15" PV 15" PVC � 465 @ 1.00° @ 1.00% 15" PVC 105.60' OF -_ @ 1.00% 15" PVC 24 TO 2 @ 1.00% 106.85' F 25 TO 26 15" PVC 103.65' OF @ 1.00% 15" P 460 460 455 455 450 _ 450 445 445 50 39 00 40 00 41 00 42 00 43 00 44 00 45 00 46 00 47 00 48 00 49 00 50 00 51 00 52 00 53 00 53 NOTE: 1. FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION* & EMBANKMENT MATERIAL SHALL CONSIST CIAY(a W I.1OT.AItBKT PREDOMINANTLY OF SOIL AND BE PLACED IN Lic. No. 0402048507 SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE O 021221119 WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION r 303.04. AFTER S VERTICAL PLACEMENT OF FILL, `S'�®SAL . CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION E UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED M oU BETWEEN THE EXISTING GROUND AND THE PROPOSED N C SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF > E SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH W a; E COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE W '' 3 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. a u a; � LL o in w 0of r, z Lu Q J U °mo Z 485 485 > o °i LOU- -1 - Sri O a � s a OU (j W M cl� } U 1_ �O�Q LLu oQ �� O O cn= cN z U 2 U > � 0 � c Ln Ln a W M (n > °0 J LU �Lu Lu vi o' 0 _ O o' p N W N W O U O a z CD O cn DATE 0 12/05/2018 } DRAWN BY TO A. MABEE • DESIGNED BY • J. SHOWALTER • CHECKED BY • C. KOTARSKI • • SCALE 1 "=50' z 34 O CL rH� V I z W 0 X W Lij J Ill-4 W LL It 0 CDW r n r LL V / W w W J p� V 1 41 a w 53 00 Q inm co a Illl- U z a SANITARY SEWER STA. 53+00' - 68+00' a HORIZ SCALE: 1 "=50' uj VERT SCALE: 1 "=5 / �) Vwl I..L a 5 0 JOB NO. 0 50 41864.001 PROFILE SCALE SHEET NO. C5.3 27 STA 54+06.89 TOP 468.55 INV IN 46 .91 (26 TO 27) 480 _ INV OUT 60.71 27 TO 2 480 OTOP S+ 471.29 IN IN 459.96 (27 TO 28) IN OUT 459.76 (28 TO 29) EXISTING GRADE 475 STA 5 29 +69.34 475 TOP 4 9.55 INV IN 458.89 (28 TO 9) 30 STA 5 +67.41 INV O T 458.69 (29 T 30) TOP 4 2.41 INV IN 56.71 (29 TO 30) 470 INV O T 449.57 (30 TO 31) 470 465 48" DIA. MANHOLE, TYP. 465 � 31 STA 5'8+20.78 56.23 1 TOP 32 STA 59+55.23 INV I 448.34 (30 TO 1) TOP 450.2 26 O 27 INV OJT 448.14 (31 32) INV IN 446 09 (31 TO 32) 460 8 -_ F 28 TO 29 \ I STA 6 +19.15 33 _ 460 15" VC 75.01 ' 15" P 87.45' OF 1 TOP 4 1.14 STA 67+30.17 38 @ 1.00 0 15" PVC 29 TO 30 INV IN 445.25 (32 TO 3) TOP 44.76 IN IN 437.17 (37 O 38) @ 1.00% 98.06' OF � INV OUT 445.05 (33 T 34) STA 61+43.91 INV UT 436.97 (38 O 39) 455 15" PVC � C34� 455 _ 1.00% INV IN 443.80 33 TO 34) STA 36 65+33.87 445.43 IN 439.50 ZTMIN.35 '- -• \ INV OUT 443. 0 (34 TO 35) TOP IN TO 36) \ �- � STA 63+47.8 (35 SEE DROP CONNECTION DETAIL, SHEET C1.1, TOP 447.76 IN OUT 439.32 ( 6 TO 37) (TYP) INV IN 441.5 (34 TO 35) STA 66+27.75 450 37 450 STREAM EWER 3p INV IN 438.39 (36 T 37) CROSSING B CKFILL TO � 48" DIA. MANHOLE, TYP. \ INV OUT 438.19 (3 TO 38) TRENCHING AND PV F �5„ ARMOUR PER DETAIL 31 p 3 TD-32 ON PLAN @ 2.30% 134�45' O�n � 445 - HE - 445 @ 1.52°j 63.92' O 33 TO 15" PVC 124.77' OF �. @ 1.00% 15" PVC 34 TO 35 440 15" P 440 _ @ 1.0 % 186.02' F 15" PV 36 TO 37 -� @ 1.00° 93.88' OF 37 TO 38 15" PVC 102.42' OF 435 @ 1.00% 15" PVC 43 _ 1.00% 38 TO 39 143 05' OF 430 � 1 "PVC 430 - o 425 425 420 420 00 54 00 55 00 56 00 57 00 58 00 59 00 60 00 61 00 62 00 63 00 64 00 65 00 66 00 67 00 68 L_ NOTE: 1. FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR' 0 SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN C&AYG 11OT�i1{KT ' THICKNESS BEFORE COMPACTION IN ACCORDANCE Lic. No. 0402048507 WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, O 02122119 r CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN L 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THEE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED E SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF C) o SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH N COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE > 0 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. 6 E LU U � � Q LL o 455 455 in LL a W z LU LOU- O a U)s a OU (j LU M cl� } U 1_ �O�Q LU oQ �w O cn= cN z U 2 U > � 0 � Ln U') a (�/00.1 1 N w w M (n �� > 00 J LU �F vi 0 0 Of p N w N Q o Q p rn z oN O cn DATE Of 1210512018 0 } DRAWN BY A. MABEE Ir • DESIGNED BY • 1. SHOWALTER • CHECKED BY • C. KOTARSKI STA 77 ST • • SCALE 1 "=50' • •STA z O Oo�' am (H� V / z W 0 X W LU J I --I W U_ W a ce Cn W O w W J / /1 p� V 1 67 00 � < w � _j J Q H 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+00 ( l SANITARY SEWER STA. 67+00' - 82+00' DC cn HORIZ SCALE: 1 =50 VERT SCALE: 1 "=5 Q 0 (W V / Uj 5 0 JOB NO. 0 50 41864.001 PROFILE SCALE SHEET NO. C5.4 450 450 C38\ STA 67+30.17 TOP 444.76 INV IN 437.17 (37 O 38) INV OUT 436.97 (3 TO 39) 445� 445 STA 39 68+73.22 TOP 437.52 1 INV I�J 431.25 (38 T 39) INV OUT 424.83 (39 O 40) 440 � 440 STREAK SEWER 435 CROSSI G BACKFILL _ IING AND 435 TRENC 3g T \1 ARMOU PER DETAIL �� OS �� TD-32 O PLAN @4 0o SHEET 1.1 1 EXISTING GRADE 430 � 430 ATERTIGHT MANHOLE COVER 70+86.35 ITH LOCKING LUGS AS (4�O �ICTA OP 421.00 � EQUIRED BY ACSA STANDARDS SEE DROP CONNECTION 3' MIN. V IN 414.92 (39 TO 40) ND SPECS FOR LOW LYING DETAIL, SHEET CIA I V OUT 414.72 (40 TO 41) REAS PRONE TO FLOODING 425 425 � WATERTI STA 7 +32.77 R HT MANHOLE OVER WATERTIGHT MANHOLE COV WITH LOCKING LUGS AS 41 TOP 418.58 WITH LOCKING LUGS AS REQUIRE AND SPECS BY ACSA STANDARDS FOR LOW LYING INV IN 411.26 (40 TO 41) REQUIRED BY A SA STANDARDS INV UT 411.06 (41 TO 42) AND SPECS FOR LOW LYI G '1 AREAS PRONE TO FLOODING AREAS PRONE TO FLOODI G 42 60691 43 TA 79+38.41 420 TOP 41 420 2�3 TOO 04.42 (41 TO 4) TO 43) �-- � INV IN I V IN 400.14 (4 �S�,7j, / INV OU 402.74 (42 TO 43) I V OUT 399.94 (43 TO EX-1) (r @ 4 ss o 415 7 � 415 r T"81+07.71 40 TO41346.43' INV IN 397.40 (43 OFEXISTINSE I' 410 1 PVC STRUCTURE TO 410 � REMAIN 41 7- 332.13 OF \ �5�� PLC 405 _ 3' MIN. 405 • �/0 TIE IN TO EXISTIN I I SEE DROP ONNECTION I SANI ARY MANHO E DETAIL, SHEET C1.1 42 43 400 _ 17 ~ 400 16., Ductile Iron @ 1.50 % EXISTI G INV OUT 16" C I STREAM SEWER 169 30' OF = 397.14' CROSSING B KFILL 1 �� Ductile Iron TRENCHING A D @ 1.50 395 P % 395 TD-32 ON PLA SHEET C1.1 390 � 390 00 68 00 69 00 70 00 71 00 72 00 73 00 74 00 75 00 76 00 77 00 78 00 79 00 80 00 81 00 82 495 495 STA 10+00.00 FUTURE LEWIS AND CLARK 490 TOP 485.81 DRIVE EXTENSION GRADE 490 INV OUT 479.42 (51 TO 19) TIN +32.52 2.60 75.66 (17 O 18) 485 FUTURE LEWIS AND CLA 76.00 (51 O 19) 485 DRIVE WATER MAIN T 475.46 ( 8 TO 19) 1 FUTURE LEWIS AND CLARK DRIVE T■ STORM DRAIN 480 1 L I all 480 1 �i 1 51 TO 19 48" DIA. MA HOLE, TYP. 32.52, OF 475 8' uctile iron 475 .47% PIPE TO B PLACE\D IN CASING. INSTALLATION QF PIPE AND MANHOLES O BE COORDINATED WITH LEWIS AND CI&ARK DRIVE / 470 E TENSIOf� PROJECT _ 470 465 / _ 465 1 EXISTING GRADE r FUTURE LEWIS AND CLARK DRIVE CULVERT 460 460 455 455 9 0 10 00 11 00 12 00 13 00 13 50 9+50 10+00 11+00 12+00 SSWR STR. 51 TO 19 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 13+00 13+50 APPROXIMATE CROSSING OF EXISTING 15" RCP. INV= 596.09 SEWER LATERAL TO CROSS A MINIMUM OF 18" BELOW STORM PIPE. CONTRACTOR TO VERIFY INVERTS AS WELL AS THE ABILITY TO ACHIEVE REQUIRED CROSSING DEPTHS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ANY CONFLICTS WITH THE ENGINEER PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. TIE EXISTING SEWER LATERAL --' WITH CLEANOUT AS INV.= 564.79. CONTRACTOR TO CONFIRM EXISTING INVERT IS 564.89 OR HIGHER AND COORDINATE WITH ENGINEER PRIOR TO CONSTRUCTION OR ORDERING MATERIALS 9� �if39 NOTE: 1. FOR MHS TO BE CONSTRUCTED IN FILL, CONTRACTOR SHALL PLACE FILL UNDER SAN. MH AT 95% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE MH(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. 21A STONE BASE IN INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED SAN. MH BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE ACSA WITH COMPACTION RESULTS PRIOR TO SEWER ACCEPTANCE 2. ALL DUCTILE IRON SEWER PIPE TO BE CLASS 53 DIP. 98.9 1 STA 11 +25.95 TOP 574.39 INV IN 563.33 (CO TO 1) INV OUT 562.93 (1 TO 2) 580 _ 580 C STA 10+00.00 TOP 574.00 INV OUT 564.69 (CO TO 1) / FUTURE LOOP R AD � PROPOSED GRADE 575 � 575 _ 570 570 _ 18" MIN. 565 48" DIA. MANHOLE, I TYP. 565 C TO 01 125.95' OF 6" PVC @ 1.08% 560 560 555 555 50 10 00 11 00 12 00 12 Lo 50 9+50 10+00 11+00 12+00 12+50 FIREHOUSE SSWR LATERAL HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 Q C*R.AIG W I. KT OT.ARS KI Lie. Mao 0402048507 4 07 AL M E O O M U N VI N c: > E E U 3 0 U. o W O 0� yd L M Qa _j U 00 W J — Lr; M a O r" (7 W N O x � Ja' LL 0Q �-'t L'r) _ N = U > Ln � Q c L' o 0' 41 N N rn i M d � 00 J O W CL O ►13 Ln z W Z O a_ OU u U w O Z U O 0� W cn a > 0 W LLJ > W 6 DATE 1210512018 DRAWN BY A. MABEE DESIGNED BY 1. SHOWALTER CHECKED BY C. KOTARSKI SCALE 1 "=50' z 0 z w X w 1..1� w _j Lu LL O �Lu V 1 LLI o w LU J r^ a w �co i J T Q U z a oC Lf' a w w w JOB NO. 0 50 PROFILE SCALE 1864.0011 SHEET NO C5.5