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HomeMy WebLinkAboutWPO201400087 Plan - VSMP 2015-06-15n SHEET N0. DRAWING N0. 1 OF 30 C-1 3 OF 30 C-3 7 OF 30 C-7 16 OF 30 C-13 17 OF 30 C-14 18 OF 30 C-15 19 OF 30 C-16 20 OF 30 C-1 6A 21 OF 30 C-17 23 OF 30 C-19 24 OF 30 C-20 25 OF 30 C-21 29 OF 30 C-25 30 OF 30 C -25A AFF ABOVE FINISHED FLOOR AHD AHEAD ARV AIR RELEASE VALVE BC BACK OF CURB BF BLIND FLANGE BFF BASEMENT FINISHED FLOOR BM BENCH MARK BK BACK BOV BLOW OFF VALVE CAN CABLE TELEVISION CG CURB & GUTTER CIP CAST IRON PIPE IPS CENTER LINE C.L. CHAIN LINK CMP CORRUGATED METAL PIPE CO CLEAN OUT CONC CONCRETE CPP CORRUGATED PLASTIC PIPE CY CUBIC YARDS D.I. DUCTILE IRON DIA DIAMETER DIP DUCTILE IRON PIPE DS DOWN SPOUT EL ELEVATION ELEC ELECTRIC EOP EDGE OF PAVEMENT EOTL EDGE OF TRAVEL LANE EQPT EQUIPMENT EX OR EXIST EXISTING FF FINISHED FLOOR FH FIRE HYDRANT ALL ABBREVIATIONS SHOWN MAY NOT BE USED. T19 "MM1 IMMOMI ""Mmmnn 111__ 10 S AT M_1-4 Aj30WC1,Z_E1___1 K TITLE VSMP COVER SHEET GENERAL NOTES AND LEGEND GRADING, DRAINAGE AND STORMWATER PLAN STORM DRAINAGE AREA MAP STORM DRAIN CALCULATIONS AND DETAILS EROSION & SEDIMENT CONTROL NARRATIVE EROSION & SEDIMENT CONTROL PLAN PHASE 1 EROSION & SEDIMENT CONTROL PLAN PHASE 2 EROSION & SEDIMENT CONTROL DETAILS STORMWATER MANAGEMENT DRAINAGE AREAS STORMWATER MANAGEMENT NARRATIVE DETAILS AND CALCULATIONS STORMWATER MANAGEMENT CALCULATIONS UTILITY PROFILES UTILITY DETAILS ABBREVIATIONS FM FORCEMAIN FL FLUORIDE FOC FACE OF CURB GALV GALVANIZED GR GROUND GV GATE VALVE HB HORIZONTAL BEND HC HANDICAP HDPE HIGH DENSITY POLYETHEL.ENE HK HOOK ID INNER DIAMETER INV INVERT IPS IRON PIN SET IPF IRON PIN FOUND JB JUNCTION BOX LAT LATERAL LF LINEAR FEET LT LEFT MH MANHOLE NBL NORTH BOUND LANE NIC NOT IN CONTRACT NTS NOT TO SCALE O.C. ON CENTER OFF OFFSET PC POINT OF CURVATURE PE POLYETHYLENE PGL PROFILE GRADE LINE PRC POINT OF REVERSE CURVATURE PROP PROPOSED PS PLANTED STONE FOUND PT POINT OF TANGENCY PVC POLYVINYL CHLORIDE PVMT PAVEMENT RCP REINFORCED CONCRETE PIPE REQ'D REQUIRED RT RIGHT R/W RIGHT OF WAY SAN SANITARY SEWER SB SETBACK SBL SOUTH BOUND LANE SD STORM DRAIN SHC SANITARY HOUSE CONNECTION SQ SQUARE S.S. STAINLESS STEEL SSMH SANITARY SEWER MANHOLE STA STATION STD STANDARD STL STEEL SW SIDEWALK TBA TO BE ABANDONED TBR TO BE REMOVED TC TOP OF CURB TS&V TAPPING SLEEVE AND VALVE TYP TYPICAL UG UNDERGROUND UON UNLESS OTHERWISE NOTED VB VERTICAL BEND VHD VEHICLES PER DAY W WATER WL WATER LINE WM WATER METER WT WATERTIGHT WWF WOVEN WIRE FABRIC YDS YARDS ALBEMARLE COUNTY, VIRGINIA RIO MAGISTERIAL DISTRICT SEPTEMBER 30, 2014 VSMP PLAN WP02014-00087 NOTES: 1. THE PROPERTY IS LOCATED IN ZONE X, AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOOD PLAIN AS PER FEMA FIRM MAP NUMBER 51003CO287D DATED FEBRUARY 4, 2005. 2. TO THE BEST OF OUR KNOWLEDGE AND BELIEF THERE ARE NO KNOWN GRAVE SITES ON THE PROPERTY AS BASED ON VISUAL OBSERVATION. 3. THE IMPROVEMENTS SHOWN IN RIO ROAD (LEFT AND RIGHT TURN LANES, TRANSITION TAPERS, STORAGE LENGTH, AND CHANNELIZATTON LENGTH) WERE ESTABLISHED IN MEETINGS WITH MR. JOEL DENUNZIO, P.E., VDOT CHARLOTTESVILLE RESIDENT ADMINISTRATOR. MR. DENUNZIO INDICATED THAT IF THESE IMPROVEMENTS WERE PROVIDED THAT VDOT WOULD NOT REQUIRE A TRAFFIC IMPACT ANALYSIS. 4. A WAIVER TO DISTURB CRITICAL SLOPES HAS BEEN APPROVED BY ALBEMARLE COUNTY WITH ZMA201300001 (SEE LETTER ON SHEET 2). SITE DATA: NAME OF DEVELOPMENT: THE LOFTS AT MEADOWCREEK OWNER/DEVELOPER/APPLICANT INFORMATION: NAME: BLUESTONE LAND, L.L.C. ADDRESS: C/O PINNACLE CONSTRUCTION & DEVELOPMENT CORPORATION 1821 AVON STREET SUITE 200 CHARLOTTESVILLE, VA 22902 PHONE: (434)979-2900 ATTN: WILLIAM N. PARK ENGINEER INFORMATION: NAME: ADDRESS: PROJECT ENGINEER: PHONE: SOURCE OF BOUNDARY SURVEY: SOURCE OF TOPOGRAPHY: COUNTY, STATE: MAGISTERIAL DISTRICT: TAX MAP REFERENCES: CURRENT ZONING: OVERLAY DISTRICTS: JURISDICTION AREA DESIGNATION: WATERSHED SUPPLY PROTECTION AREA: DEVELOPMENT AREA: MASTER PLAN: FUTURE LAND USE: PROPOSED USE: DENSITY: RECREATION: GREEN/OPEN SPACE: SETBACKS: WW ASSOCIATES, INC. 3040 AVEMORE SQUARE PLACE CHARLOTTESVILLE VA, 22911 'N DAVID M. JENSEN, PE s 6^ WW ASSOCIATES, INC., JANUARY Westmoreland WW ASSOCIATES, INC., JANUARY % 2—FOOT CONTOURS HORIZONTAL DATUM: NAD83 (VA STATE GRID — SOUTH ZONE) VERTICAL DATUM: NAVD88 ALBEMARLE COUNTY, VIRGINIA RIO O 61A-15 AND 61A-17 NEIGHBORHOOD MODEL DISTRICT Northfields AREA = 2.80 ACRES AIRPORT IMPACT AREA 61A-17 a 0 4 5) o, (n o Rivanna � River South Mall 0 ; ' �a �rt� Fork �\ I �J ao\e Coco Rio Wakefield =Y Free State Rd z OC �C Dunlor �o n to �C� N Dr e 0 River a v` Run z Towne Lane a' l PenME ,o Treesdale CATHOLIC SCHOOL o^��QPen Way a; ., Park s'�'s SITE 8 Penfield eh Lane Q� r VICINITY MAP SCALE: I "=2000' co NOTES: 1. THE PROPERTY IS LOCATED IN ZONE X, AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOOD PLAIN AS PER FEMA FIRM MAP NUMBER 51003CO287D DATED FEBRUARY 4, 2005. 2. TO THE BEST OF OUR KNOWLEDGE AND BELIEF THERE ARE NO KNOWN GRAVE SITES ON THE PROPERTY AS BASED ON VISUAL OBSERVATION. 3. THE IMPROVEMENTS SHOWN IN RIO ROAD (LEFT AND RIGHT TURN LANES, TRANSITION TAPERS, STORAGE LENGTH, AND CHANNELIZATTON LENGTH) WERE ESTABLISHED IN MEETINGS WITH MR. JOEL DENUNZIO, P.E., VDOT CHARLOTTESVILLE RESIDENT ADMINISTRATOR. MR. DENUNZIO INDICATED THAT IF THESE IMPROVEMENTS WERE PROVIDED THAT VDOT WOULD NOT REQUIRE A TRAFFIC IMPACT ANALYSIS. 4. A WAIVER TO DISTURB CRITICAL SLOPES HAS BEEN APPROVED BY ALBEMARLE COUNTY WITH ZMA201300001 (SEE LETTER ON SHEET 2). SITE DATA: NAME OF DEVELOPMENT: THE LOFTS AT MEADOWCREEK OWNER/DEVELOPER/APPLICANT INFORMATION: NAME: BLUESTONE LAND, L.L.C. ADDRESS: C/O PINNACLE CONSTRUCTION & DEVELOPMENT CORPORATION 1821 AVON STREET SUITE 200 CHARLOTTESVILLE, VA 22902 PHONE: (434)979-2900 ATTN: WILLIAM N. PARK ENGINEER INFORMATION: NAME: ADDRESS: PROJECT ENGINEER: PHONE: SOURCE OF BOUNDARY SURVEY: SOURCE OF TOPOGRAPHY: COUNTY, STATE: MAGISTERIAL DISTRICT: TAX MAP REFERENCES: CURRENT ZONING: OVERLAY DISTRICTS: JURISDICTION AREA DESIGNATION: WATERSHED SUPPLY PROTECTION AREA: DEVELOPMENT AREA: MASTER PLAN: FUTURE LAND USE: PROPOSED USE: DENSITY: RECREATION: GREEN/OPEN SPACE: SETBACKS: WW ASSOCIATES, INC. 3040 AVEMORE SQUARE PLACE CHARLOTTESVILLE VA, 22911 DAVID M. JENSEN, PE (434)984-2700 WW ASSOCIATES, INC., JANUARY 2013 FIELD SURVEY WW ASSOCIATES, INC., JANUARY 2013 FIELD SURVEY 2—FOOT CONTOURS HORIZONTAL DATUM: NAD83 (VA STATE GRID — SOUTH ZONE) VERTICAL DATUM: NAVD88 ALBEMARLE COUNTY, VIRGINIA RIO 61A-15 AND 61A-17 NEIGHBORHOOD MODEL DISTRICT (NMD WITH PROFFERS) AREA = 2.80 ACRES AIRPORT IMPACT AREA 61A-17 WATER AND SEWER NO YES PLACES 29 — SOUTH URBAN DENSITY 65 MULTI—FAMILY RESIDENTIAL GARDEN STYLE APARTMENTS (RENTAL) 65 DU/2.8 AC=23.21 DU/AC. FITNESS CENTER: 1,253 S.F. PASSIVE RECREATION: 6,530 S.F. + GREEN SPACE SEE DRAWING C-18 10' SIDE, REAR AND FRONT PER ZMA# 201300001 APPROVED by the Albemarle County Community Deve► pme epartment Date / File 0 O 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/115rM .. M DESIGNED BY: PROJECT: SET REV. NO. DMJ THE LOFTS AT MEADOWCREEK 2 ADDRESSED 2ND SUBMISSION COMMENTS DMJ 5/01/15 OF y f rwae ENGINEERS FINAL SITE PLAN 2 SURVEYORS DRAWN B ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: U DAVID M. JENSEN e y PLANNERS TITLE: C— 1 Lic;, V148!�� �� DIHR BY: VSMP COVER SHEET10 r0f'� -4 ASSOCIATES JDe O,�f � }� ` - ,'O fit 01 -4 Tr PO Box 4119 3040 Avemore Square P1. SHEET NUMBER: 'i.' rt> ,4- Lynchburg, VA 24503 Chadonesville.VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: ���aNAL �'�G eV�r� �� Phone: 434.316.6080 Phone: 434.984.2700 G'�L H: AS SHOWN 1 of 30 N0. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE `'' til '* www.wwassociates.net 213001.05 300105C_CS-VSMP.dwg V: N A 09/30/14 r ALBEMARLE COUNTY GENERAL NOTES: GENERAL CONSTRUCTION NOTES FOR SITE PLANS 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL.• VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND VIRGINIA SUPPLEMENT. 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 1. GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 2. 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. 3. 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 VDOT. 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. 4. 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. 5. 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. 6. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C). 7. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 8. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN( ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 9. 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. 10. 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 11. 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. 12. 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. 13. 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. 14. 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 WEEIK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT 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 FOR 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 7:00A.M. TO 9:00 P.M. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT 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 OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED SY 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 OF 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 APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90L.BS/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/10100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE LOR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED 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. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B.) RIVANNA WATER de SEWER AUTHORITY !M1 GENEIRAIL WATER A. SANITARY SEWER NOTES 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY ON JANUARY 15, 1998, EXCEPT AS MODIFIED BELOW OR MODIFIED IN SPECIAL NOTES. 2. RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION. A PRECONSTRUCTION CONFERENCE SHALL BE HELD WITH RWSA PRIOR TO THE START OF ANY WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 4. RWSA ENGINEER (VICTORIA FORT AT (434) 977-2970 EXT. 205) SHALL BE NOTIFIED THREE BUSINESS DAYS PRIOR TO THE START OF ANY WORK AFFECTING THE RWSA 18' WATER MAIN. 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/15 2 REVISED RWSA GENERAL WATER AND SEWER NOTES DMJ 5/01/15 N0. I SHEET REVISION BY DATE I NO 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE CONDUCTED ON RWSA FACILITIES ON WEEKENDS OR HOLIDAYS WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. 6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR TIE-INS TO THE EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS MADE TO THE SYSTEM. 7. THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME OF DESIGN AND IS NOT NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF THE LOCATION, SIZE AND DEPTH OF ALL EXISTING UTILITIES, BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT ALL UTILITIES AND STRUCTURES FROM DAMAGE AT ALL TIMES, WHETHER SHOWN ON THE PLANS OR NOT. DAMAGE TO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 8. EROSION AND SEDIMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN WRITING. 9. NO BLASTING SHALL BE PERMITTED WITHIN 100 FEET OF RWSA FACILITIES WITHOUT WRITTEN PERMISSION AND RWSA APPROVAL OF THE BLASTING PLAN. GROUND MONITORING DURING BLASTING AND A PRE -BLAST SURVEY MAY BE REQUIRED. FOR BLASTING WITHIN 100 FEET OF ANY OPERATIVE RWSA SEWERLINES, BYPASS PUMPING AND/OR PRE- AND POST -CCN MAY BE REQUIRED. RWSA MAY ALSO REQUIRE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED BLASTING WILL NOT DAMAGE ANY RWSA FACILITIES. DAMAGE TO ANY UTILITIES DUE TO BLASTING SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 10. THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS. WHEN A CROSSING IS MADE UNDER AN EXISTING FACILITY. ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE EXISTING PIPE. THE AREA OF THE CROSSING SHALL BE BACKFILLED WITH COMPACTED 57 STONE TO THE SPRINGLINE OF THE EXISTING PIPE. 11. NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TESTED, CHLORINATED, FLUSHED AND HAVE WATER SAMPLES APPROVED PRIOR TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW WATER MAINS WILL BE REQUIRED TO PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM. 12. ALL EASEMENTS FOR NEW RWSA FACILITIES SHALL BE RECORDED PRIOR TO PLACING THE NEW FACILITIES INTO SERVICE. 13. NO PERMANENT STRUCTURAL FACILITIES WILL BE PERMITTED IN THE RWSA EASEMENT. THIS INCLUDES BUILDING OVERHANGS, RETAINING WALLS, FOOTERS FOR ANY STRUCTURE, DRAINAGE STRUCTURES, ETC. 14. TREES ARE NOT PERMITTED IN THE RWSA EASEMENT. ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF (3) FEET OF COVER MEASURED FROM THE TOP OF THE PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). WW ASSOCIATE GENERAL NOTES• GENERAL UTILITY NOTES I. CONTACT MISS UTILITY AT 1-800-552-7001 48 HOURS PRIOR TO ANY GRADING OR DIGGING TO HAVE UNDERGROUND UTILITIES MARKED. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM AVAILABLE RECORDS AND ARE APPROXIMATE. THE CONTRACTOR IS REQUIRED TO DIG TEST PITS IN ADVANCE OF TRENCHING IN ORDER TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CROSSINGS. IF A CONFLICT IS DISCOVERED, NOTIFY WW ASSOCIATES AT (434) 984-2700. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY INVERTS AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES. 3. ALL HYDRANT LOCATIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TO BE INSTALLED ACCORDING TO COUNTY STANDARDS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 252 AND AS SPECIFIED ON THE DRAWINGS. 6. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 217. 7. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 8. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 9. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 10. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 11. WATER AND SEWER UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY AND RIVANNA WATER AND SEWER AUTHORITY WATER AND SEWER CONSTRUCTION SPECIFICATIONS. 12. A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. COORDINATION NOTES 1. THE CONTRACTOR SHALL OBTAIN THE FOLLOWING PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS: VDOT LAND USE PERMIT. ALBEMARLE COUNTY LAND DISTURBANCE PERMITS, AND ALBEMARLE COUNTY BUSINESS LICENSE. CONTRACTOR SHALL PROVIDE ALL NECESSARY FORMS AND FEES FOR OBTAINING THE PERMITS, INCLUDING APPLICATION FEES AND REQUIRED BONDING COSTS. 2. ANY TIME WORK IS PERFORMED OFF-SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE RECORDED EASEMENT. 3. THE CONTRACTOR IS TO CHECK THAT ALL EASEMENTS, LETTERS OF PERMISSION, ETC. ARE RECORDED/OBTAINED PRIOR TO THE START OF ANY CONSTRUCTION. 4. CONTRACTOR SHALL COMPLY WITH FENCING AND TREE PRESERVATION SIGNAGE REQUIRED BY ALBEMARLE COUNTY CODE. 5. VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PHASE 1 LAND CLEARING GENERAL PERMIT HAS BEEN OBTAINED BY THE PROPERTY OWNER. MISCELLANEOUS NOTES 1. THE PROPERTY DESCRIBED HEREON LIES WITHIN FLOOD ZONE "X", AREAS OUTSIDE OF THE 0.21 ANNUAL CHANCE FLOODPLAIN, AS DETERMINED BY THE UNITED STATES FEDERAL EMERGENCY MANAGEMENT AGENCY, AND AS SHOWN ON THE FLOOD INSURANCE RATE MAP (FIRM), COMMUNITY 510006, PANEL NUMBER 0278-D WITH AN EFFECTIVE DATE OF FEBRUARY 4, 2005. 2. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 3. HORIZONTAL DATUM: NAD -83 VERTICAL DATUM: NAVD 88 4. EXISTING TOPOGRAPHY FOR THIS SITE IS BASED ON A FIELD SURVEY PERFORMED BY WW ASSOCIATES, INC DURING JANUARY, 2013. 5. CONTRACTOR SHALL BE INFORMED AND SHALL COMPLY WITH THE VIRGINIA OVERHEAD HIGH VOLTAGE LINE SAFETY ACT. ANY COSTS TO COVER LINES OR DISCONNECT SERVICE TO NEARBY POWER LINES SHALL BE AT THE CONTRACTOR'S EXPENSE. SHEET REVISION I BY I DATE GENERAL NOTES 1. ALL FINISHED GRADING, SEEDING AND SODDING SHALL BE DONE IN SUCH A MANNER TO PRECLUDE THE PONDING OF THE WATER ON THE SITE, PARTICULARLY ADJACENT TO THE BUILDINGS OR STORM INLETS. 2. CONTRACTOR IS T9 VERIFY THAT ALL UTILITIES I.E., WATER, SEWER GAS, ELECTRIC, TELEPHONE, CABLE, ETC, ARE IN PLACE PRIOR TO CONSTRUCTION OF SUBBASE AND/OR PAVING. 3. PROPOSED UNDERGROUND UTILITIES SUCH AS ELECTRIC, TELEPHONE, AND CABLE WHICH SERVE THIS FACILITY SHALL BE LOCATED WITH A MINIMUM 5 FOOT SEPARATION FROM PUBLIC WATER MAINS AND SANITARY SEWER. 4. CONTRACTOR SHALL BE INFORMED AND SHALL COMPLY WITH THE VIRGINIA OVERHEAD HIGH VOLTAGE LINE SAFETY ACT. ANY COSTS TO COVER LINES OR DISCONNECT SERVICE TO NEARBY POWER LINES SHALL BE AT THE CONTRACTOR'S EXPENSE. 5. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND SPECIFICATIONS. 6. ALL PIPES SHOWN AS RCP ON PLANS SHALL BE REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76, UNLESS INDICATED OTHERWISE ON PLANS. 7. ALL CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AND OTHER APPLICABLE OSHA REQUIREMENTS. 8. THESE PLANS AND PROFILES AND ALL THE NEW CONSTRUCTION WITH THIS PLAN SHALL BE IN ACCORDANCE WITH THE CURRENT APPROVED ALBEMARLE COUNTY SERVICE AUTHORITY'S GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, ANY AMENDMENTS THEREOF AND THE STANDARDS AND SPECIFICATIONS OF VDOT. 9. ;SAFETY SLABS ARE REQUIRED IN ALL STRUCTURES GREATER THAN 12' IN (HEIGHT. 10. ,SURFACE DRAINAGE: COMPLETELY DRAIN CONSTRUCTION SITE DURING PERIODS OF CONSTRUCTION TO KEEP SOIL MATERIALS SUFFICIENTLY DRY. PROVIDE 'TEMPORARY DITCHES, SWALES, AND OTHER DRAINAGE FEATURES AND EQUIPMENT .AS REQUIRED TO MAINTAIN DRY SOILS. WHEN UNSUITABLE WORKING PLATFORMS FOR EQUIPMENT OPERATION AND UNSUITABLE SOIL SUPPORT FOR SUBSEQUENT (CONSTRUCTION FEATURES DEVELOP, REMOVE UNSUITABLE MATERIAL AND PROVIDE NEW SOIL MATERIAL AS SPECIFIED IN THIS SECTION AT NO ADDITIONAL COST TO THE OWNER. 11. SUBSURFACE DRAINAGE: CONSIDER SITE SURFACE AND SUBSURFACE CONDITIONS, AVAILABLE SOIL, AND HYDROLOGICAL DATA. REMOVE WATER BY BENCHING, SUMP (PUMPING, DEEP WELL PUMPING, OR OTHER METHODS TO PREVENT SOFTENING OF SURFACES EXPOSED BY EXCAVATION. USE FILTERS ON DEWATERING DEVICES TO PREVENT REMOVAL OF FINES FROM SOIL PROVIDE EROSION CONTROL AT (OUTLET OF PIPING TO PREVENT EROSION. OPERATE DEWATERING SYSTEM CONTINUOUSLY UNTIL CONSTRUCTION WORK BELOW EXISTING WATER LEVELS IS (COMPLETE. 12. /ALL PAVING, DRAINAGE RELATED MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 13. /ALL PIPES SHOWN AS HDPE ON PLANS SHALL CONFORM TO AASHTO M294 CTYPE S) SMOOTH WALL INTERIOR PIPE, MATERIAL AND INSTALLATION SHALL BE IIN ACCORDANCE WITH VDOT ROAD AND BRIDGE STANDARDS AND ROAD AND BRIDGE SPECIFICATIONS. 14. 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. 15. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL -VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 16. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE CURRENT EDITION OF THE "MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES" AND THE VIRGINIA SUPPLEMENT. 17. AUL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 18. PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AUL DIMENSIONS AND CONDITIONS AFFECTING HIS WORK INCLUDING EXISTING TOPOGRAPHY. IF THERE ARE ANY DISCREPANCIES WITH WHAT IS SHOWN ON THE CONSTRUCTION DRAWINGS OR TOPOGRAPHIC SURVEY PLAN, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER IN ORDER TO DETERMINE THE COURSE OF ACTION NECESSARY TO CORRECT FOR SUCH DISCREPANCY. FAILING TO NOTIFY THE OWNER AND SECURING SUCH INSTRUCTION, THE CONTRACTOR WILL BIE CONSIDERED TO HAVE PROCEEDED AT THEIR OWN RISK AND EXPENSE. 19. THE INSTALLATION OF HANDICAPPED PARKING SPACES, ACCESSIBLE ROUTES AND HANDICAPPED RAMFS SHALL COMPLY WITH THE "2010 ADA STANDARDS FOR ACCESSIBLE DESIGN" ISSUED BY THE DEPARTMENT OF JUSTICE ON SEPT. 15, 2010, OR THE LATEST EDITION. HANDICAPPED PARKING AND ACCESSIBLE ROUTES SHALL NOT EXCEED 2% CROSS SLOPE. HANDICAPPED RAMPS SHALL BE INSTALLED AS SHOWN ON THESE PLANS AND AS REQUIRED TO MEET THE LATEST ADA STANDARDS AT NO ADDITIONAL COST TO THE OWNER. �ITH 0l l D, DAVID M. JElISEN 9 Lie. N0. 1484 �S`�raNAL EX. SYMBOL LEGEND NEW EXTERIOR LIGHTING FIXTURES 0-- * ENGINEEIRS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24.502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassocizues net EXISTING - - - -R/W- - - -R/W- - - - --R/W - - -•R/W- OHCT BENCHMARK/FFE UGCT C BOLLARD OHT O BORE HOLE O ADJACENT RIGHT-OF-WAY BUILDING COLUMN aQ 0 BUSH UGE © CABLE BOX - - - --R/W- - - -R/W- BUILDING SETBACK CEMETERY BUSH LINE CONIFEROUS TREE CAN UNDER GROUND DECIDUOUS TREE TELEPHONE OVERHEAD DRAINAGE INLET GRATE Q DRILL HOLE Q Tf ELECTRIC PANEL BOX Q lel ELECTRIC PEDESTAL [E 0 ELECTRIC TRANSFORMER lil OE ELECTRIC MAN HOLE QE FIRE HYDRANT Yo b FLAG POLE Ci © GAS MAN HOLE O GM GAS METER �M Da GAS VALVE (;Xj © GENERATOR Q GROUND LIGHT $ GUY POLE STREAM CENTERLINE HANDICAPPED PARKING IH HEAT PUMP E 0 IRON PIN SANITARY SEWER LIGHT POLE X ( o MAILBOX MONITORING WELL © MONUMENT FOUND . . . . . . . . . . . . . . . . . . . UTILITY OVERHEAD MONUMENT SET UTILITY UNDER GROUND ® PANEL POINT Wy Wy WETLAND LIMITS POWER METER EXISTING FEATURE TO BE DEMOLISHED POWER POLE 0 -� >T ROAD SIGN -v­w_ ® SANITARY CLEAN OUT OS SANITARY SEWER MAN HOLE 0 SOP SIAMESE CONNECTION 1 -� SIGN -a- c SPRINKLER HEAD 0 O STORM DRAIN MAN HOLE D TRAFFIC LIGHT POLE o> OT TELEPHONE MAN HOLE �T DT TELEPHONE PEDESTAL 0 $ TELEPHONE POLE $ ® TELEPHONE JUNCTION BOX ® TEST PIT TP ® TRAFFIC CONTROL BOX TRAFFIC JUNCTION BOX p Q TRAVERSE 0 UTILITY MARKER POST 0 CO-) UTILITY POLE CQ, O VENT PIPE 01 OW WATER MAN HOLE ®) ATE WATER METER III D4 WATER VALVE Ddl WELL a) ® YARD GRATE ®� EXTERIOR LIGHTING FIXTURES 0-- * ENGINEEIRS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24.502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassocizues net EXISTING - - - -R/W- - - -R/W- - - - --R/W - - -•R/W- OHCT OHCT UGCT UGCT OHT OHT UGT UGT TOB ADJACENT RIGHT-OF-WAY SFM SFM SAN SAN OHU OHU UGU UGU W W LINETYPE LEGEND LC) u GAS BUILDING OVERHEAD GAS ADJACENT PROPERTY LINE TOB TOB ADJACENT RIGHT-OF-WAY OHE OHE 0 UGE UGE SFM SFM SAN SAN OHU OHU UGU UGU W W LINETYPE LEGEND LC) SET REV. NO. NEW BUILDING OVERHEAD O I ADJACENT PROPERTY LINE Ln DRAWING NUMBER: ADJACENT RIGHT-OF-WAY - - --R/W- _ _ R/W- BUILDING COLUMN 0 BOUNDARY PROPERTY LINE BOUNDARY RIGHT-OF-WAY - - - --R/W- - - -R/W- BUILDING SETBACK ------_-- BUSH LINE CATV OVERHEAD CAN UNDER GROUND TELEPHONE OVERHEAD TELEPHONE UNDER GROUND DITCH CENTER LINE > ) ) EASEMENT CONSTRUCTION AND GRADING EASEMENT SLOPE EASEMENT SANITARY SEWER EASEMENT STORM EASEMENT STORMWATER MANAGEMENT EASEMENT UTILITIES EASEMENT WATER FENCE BARBED WIRE GUARD RAIL FENCE CHAIN LINK - FENCE WOOD ^ u FENCE WOVEN WIRE -_0 0 0 GAS UNDER GROUND TOP OF BANK TOB TOB ELECTRIC OVERHEAD ELECTRIC UNDER GROUND RAILROAD CENTERLINE STREAM CENTERLINE PAVEMENT ASPHALT ROAD CENTERLINE SANITARY FORCEMAIN SANITARY SEWER SAN STORM SEWER r -Z -W row -17-71 TOPO MAJOR CONTOUR TOPO MINOR CONTOUR TREELINE • . . . . . . . . . . . . . . . . . . . UTILITY OVERHEAD UTILITY UNDER GROUND WATERLINE Wy Wy WETLAND LIMITS EXISTING FEATURE TO BE DEMOLISHED CONCRETE ` GRAVEL o 0 PAVEMENT NOTES: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL SYMBOLS SHOWN MAY NOT BE USED. oESIGNEDM J. PROJECT. THE LOFTS AT MEADOWCREEK DRAWN BY. FINAL SITE PLAN KM ALBEMARLE COUNTY, VIRGINIA TITLE: DIFIR BY JDB GENERAL NOTES AND LEGEND WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: FDATE.213001.05 300105C-ND-2.dwg CIVILV.- N%A 30/14 LC) SET REV. NO. 2 O I Ln DRAWING NUMBER: C-3 a 0 SHEET NUMBER: 3 of 30 ^o CL 1 O'X45/VDOT/CLAS7 I D Y/R'P 18" THICK //APRON FSC 20' ACOA SAN MT j 1�X 15 _DOT CLASS I// / / D Y RI RAP 18" TRICK AP TMP�6 'A-25 CATHOL�C DIOCSE OF RICHMD ALTER F. SULLIVANSUBIIHOP LA Z�D�%: 1 5T6 P. 4 N I�NTIAL USE.. VACANT 2055 Pd 546 / / / 4 W JOSEPH TMP 61A-16/ PH IRF B. JOR L D. WOOD 1 962 D.B 17 r. ZONED: Z, - AL :;j. -W% USE. R15�11DENTIAL IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED 64 - SCALE: 1 20' R ;V LIMITS OF PRESERVED g SLOPES TO BE DISTURBED./ I AREA OF CRITICAL SLOPES C14 20" 0 20' L0 DISTURBED IS LESS THAN TW IRF 1,403 SF AS PERMITTED BY ZMA 2013 -00001 RF IRF TW LEGEND 00 EX 20' ACSA SAN ESUT 5. vv'r r F REBAY DS 1989 PG 718 MAN S�OPES fO 2 SLOPES GREATER THAN 25% BE ISTURP`ED Allrl I / / / / O �? I / �� / / I ® N O \\ \ I \ / / ° / / / / r/ GR 13ARB ✓LIMITS OF PRESERVED SSMH I �VNCE . ... .. . ........ SLOPES TO BE DISTURBED TOP -443.45 BENCHMARK 1:11L)Ktrt N' - tK TC AREA OF BIOREMNTION RENCH DRAIN a TC FILTER MEDIA GR CURB J- sp ;j,• rN TC TW SSMH REBAY tK TOP 437.52 iillvi INV IN=423.57 61.57 / /"" / / INV OUT=423.37 GR Y1.12 BW GR ;436 TW sw� TC BWTW I T5 TC 1. ALL LO to L" HEIGH 8.5' 49.6 BW A LL / � / / � T j � , EIGHT .9 AX WALL +(EIGHT=23.4-"" 006 TC TC YD—,l —T --C-- I Z BW ro --450 OOR�Qv"�l -bn rob 46 G A t GR MAX WALL HEIGHT= 11.9' TW / / GR TCT REGRADE EXISTING DITCH TO THE EXTENT 7 W -1 bt NECESSARY TO DIRECT DRAINAGE INTO NEW TMP 61A-29 T -W 9.40 GR CURB AND GUTTER. PROVIDE SMOOTH W Tpl" b /All Al CATHOLIC DIOCESE OF RICHMOND R TRANSITION AND ENSURE POSITIVE 73,61' ZZ6.07 WALTER F. SULLIVAN BISHOP ET AL TC TC TC Dc1 I/ DRAINAGE D.B. 1802 P. 311 ZONED: R4 RESIDENTIAL uk TMP 61A-14 k z - USE. ELEMENTARY SCHOOL TW 5-R GR STANLEY C. CHANG BIW TC_-- A D.B. 4221 P. 317 ZONED: R4 RESIDENTIAL 9 RESIDENTIAL 4roO USE. -0s, 7 m 71 CONTRACTOR TO REGRADE EXISTING NATURAL 7 TC I S WITHIN EXISTING RIGHT OF DRAINAGE WAY MAX WALL YEIGI�T=3.3' GR -4= WAY AS NECESSARY TO . I l---1 — — — — — (SHEET FLOW) b NWK IR'F PROVIDE POSITIVE DRAINAGE SPIKE -ZL3,-r- 470 0 E 471.67 LC GR I S ----4 L21 H- tF �— rla_ - - ... I - 1- 1 1 . < < < < r OH DISTURBED TC < OHE m OH TING RWSA 18 E k 0 < -4 64 TC CAST IRON WATER RS( TC 1�> GR C) d 6.44' .01' 6\ IRF TC TC TC OHU 1 10 \ 7+00_:.....,....\.... GR —00 2 0 TC ------- ---------- w A W w VV W --- 'A 000 J-00 7� 67.16 Tr 1w w ------ - ----- 7� 11+00 EP (LOW POINT) w ;0A w 66.66 w tG+00 CPO EP 12'*00" w w gplll�= El . ....... .. 67,20' PT=9+51.57 - - - - - - - - - ROAD 4,j TC 0 + 6) R TE 6,31 w //z w Z// zz zzz (RIw VA RIE-sj- 0 zz� CL IRF DHF W R/W— R/W— R/W— — — —R/W ---- 0--`6— —R/W— — — —R/W— —R/W— W Frj (J� TMP 61-182 < TREESDALE LP < < < < D.B. 3934 P. 235 k ZONED: PLANNED RESIDENTIAL DEVELOPMENT F— USE: RESIDENTIAL /12'x12" FTI 12"x12" LO 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/151 T- ITH OF DESIGNED BY. PROJECT. SET REV. NO. 2 ADDED RETAINING WALL NOTES, ADDED RIP -RAP NOTES DMJ 5/01/15 DMJ THE LOFTS AT MEADOWCREEK 0 ENGINE,ERS2 DRAWN BY. FINAL SITE PLAN I Cj SURVEYORS KTM ALBEMARLE COUN7Y, VIRGINIA DRAWING NUMBER: Uj oo L DAVID JENSEN PLANNERS TITLE. Lie. No. 11484 DIHR BY. GRADING, DRAINAGE AND STORMWATER PLAN C-7 C4 0, 9-ltleal�- ASSOCIATES JDB PO Box 4119 3040 Avernore Square Pl. SHEET NUMBER: s Cs Lynchburg, VA 24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME: --jDATE. F - DISCIPLINE. SCALE. - NO. Phone: 434.316 6080 Phone: 434.984.2700 CML H: I "�=20' 0 SHEET REVISION By DATE NO. SHEET REVISION BY DATE www.wwassociates.net 21,3001.05 300105C-GW-dwg 09130114 7 of 30 -1 V. NIA 12- i W �1 11 E i 1 3 v N I 0 cUl O O O C O a c� 'v tO O 0 C4 / 3 0 b v 0 J O C4 / -; Stormwater Inlet Computations (Design Storm = 4.0 in/hr) A ;Project: The Lofts at Meadov;creek By: SAR FsGruECRs - SuwRyoRS PLANNERS WWA Project Number, 213001.05 Date: REV. 02-16-15 ASSOCIACBS INLET HYDROLOGY CURB INLETS CURB SAG INLETS ONLY GRATE INLET ONLY 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, Open Channel De - _ -- sign Worksheet WWA PROJECT NUMBER 213001.05 - - - w - o o a O REPRODUCTION OF THIS APPD BY a O s d - s WWA NUMBER: .2 -e w �, «« IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DATE 7-5.00 «m 0 a_ PERMISSION FROM NYLOPLAST ®�rrm_, DWG SIZE W SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-340 REV A DESCRIPTION The Lofts at Meadowcreek _ Elvclrl> > Rs 7- By: SAR vi --- i - - 1 -- ph - -..-- z -- - - - - -- vrYaxs vl7 c 1 OF 1 a _CL AREA RUN- m INLET RAIN RUNOFF INVERT PLANNERS A CI m SSQ m FLOW FROM TO 3 ;: 3 TIME $ c w c LENGTH SLOPE c °' m `m p m a Q2 WS) m v INLET No. POINT IC "A" COEF 170 (in/hr) (TO a Maximum Channel 4 n (FULL) (FULL) m ? ` t v x F~ c O 2 a 3 « m .�0.. F cmi N .� C U (t a ' 4 cm _ 'o ie CFS i C m a 'O REMARKS Z F m D1 MENT ULATED 0.38 v 0.13 0.13 m +C �" " +C v a m 3 0.39 0.050 m c w w 6.67 m a 2 2 . `� m en 7 C O .E 'C 11 a o 0 16 17 H 111 is- 21 2.45 8 7 Z lti i 7 d '�.. 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CL B 12 R m 7.48 « 9.02....; d 470.96 O_ t N 7 aZ a' 6. 0.14 0.38 N 6-57 J Z d Y 97. 2 1 0.0239 15 0.013 10.02 8.17 11.91 d 3 5.04 F 6 5 0.35 m m 0.27 0.65 m m 6.51 N L C 457.,.32 a C C U 3.89 a rc M 5.78 6 5 4 0.21 0.35 0.07 0.72 5.65 6.46 4.68 457.12 0 d 15 x 4.72 X 21.52 +$" 470.80 WF- 16 UJ tt '° ) NO 0.00 0.72 6.01 1 6.35 u1 455.48 .a tR^,'• 15 0.013 24.39 C 2.80 V F 9.45 4 3 1 0.28 0.90 0.25 0.98 6.05 1 6.33 tn ul 432.,00 U) 15 N 20.46 � 7.15 Includes Drainage from RD 2 h J rn I a CY C c2 ,_ a v 8 DI3B 8 DI -3B 8.0 0.32 0.68 022 4.00 O9] 090 0.87 0.020 0.067 2.49 2.00 0.083 020 -i-.10 0.14 OAS 0I D.46 0.22 123 8.00 I Sump Inlet 7 Sump Inlet 7 D14 0.35 OAO 0.36 0.14 4.00 0.56 0.00 0.5B0.15 Z0�99020 0.19 OADo 3.70 0.i00 3.50 Grate Inletin Sump 6 D13C 12.0 0.35 0.76 027 4.00 1.06 0.00 1.06 0.0 D5 0.096 3.08 2.00 0.096 0.17 4.13 0.46 0.10 0.46 0.21 9.93 12.00 Sump Inlet 5 Sump Inlet 5 DI -1 0.35 021 0.35 0.07 4.00 029 0.00 029 0.16 0.140 0.10 0.140 3.50 Grate Inletin Sump YD -3 ADS NYLOPLAST 12" STANDARD GRATE YO -3 ADS NYLOPLAST IT' STANDARD GRATE 0.36 0-16 0.35 0.06 4.00 022 0.00 022 0.15 0.100 0.0$ 0.140 250 Grab- Inletin Sump Project: The Lofts at Meadov%creek WWA Project Number: 213001.05 Stormwater Inlet Computations (Check Storm = 6.5 in/hr) A By: SAR- ..URVF,YORS PKANmpms _. Date: REV. 02-19-15 - - - - - ASS(iCIA17E5 - INLET HYDROLOGY CURB INLETS CURB SAG INLETS ONLY GRATE INLET ONLY 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, Open Channel De - _ -- sign Worksheet WWA PROJECT NUMBER 213001.05 - - - - - a O a O REPRODUCTION OF THIS APPD BY COMPUTATIONS O °I"R BY: www.nylaplast-us com PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY COUNTY Albemarle WWA NUMBER: TITLE -e ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS - WWA Project Number: `213001.05 IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DATE 7-5.00 «m 0 a_ PERMISSION FROM NYLOPLAST ®�rrm_, DWG SIZE W SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-340 REV A DESCRIPTION The Lofts at Meadowcreek _ Elvclrl> > Rs 7- By: SAR vi --- i - - 1 -- ph - -..-- z -- - - - - -- vrYaxs vl7 .- 1 OF 1 _CL AREA RUN- m INLET RAIN RUNOFF INVERT PLANNERS A CI m SSQ m FLOW FROM TO 3 ;: CA TIME $ c a ELEVATIONS LENGTH SLOPE DIA MANNING CITY m Q2 WS) TOP INLET IINLET DEPTH INLET No. POINT POINT "A" COEF 170 (in/hr) (TO a Maximum Channel 4 n (FULL) (FULL) JZ REMARKS (H) o a.2 Cr a MIN ai CFS UPPER LOWER FT FT/FT IN CFS FPS REMARKS z FT (ft) MENT ULATED 0.38 0.33 0.13 0.13 END END 0.65 0.180 0.39 0.050 4.00 6.67 0.84 0a? 2 3 4 5 6 7 8 mCIl 11 o 14 15 16 17 18 19 20 21 2.45 8 7 7 E 5.00 7 1.45 467.94 1 114.3 0.0672 S tp t 13.69 "" Includes Drainage from STR 8 473.63 5.69tttittt: 8 1.00 Y a O 6.67 0.18 463.42 463.,23 C 0: 473.84 10.42 YD -1 7 C 0.00 0.00 0.03 5.04 0.18 463.13 460.,90 85.9 0.0259 12 0.010 7.48 9.53 9.02....; Junction Structure 470.96 7.83 7 aZ 0.40 Ynao 0.14 0.38 ? 6-57 2.53 d 457.72 97. 2 1 0.0239 15 0.013 10.02 8.17 11.91 d F 5.04 7 6 5 0.35 m m 0.27 0.65 5.49 6.51 4.23 457.52 457.,.32 36.9 0.0054 Va = 4.77 3.89 a rc 463.30 5.78 6 5 4 0.21 0.35 0.07 0.72 5.65 6.46 4.68 457.12 0 d 15 x 4.72 ?�" 21.52 Includes Drainage from STR 5 470.80 WF- 16 4 3 0.00 0.00 0.00 0.72 6.01 1 6.35 4.60 455.48 447+60 55.6 0.1418 15 0.013 24.39 19.88 2.80 Junction Structure 464.93 9.45 4 3 1 0.28 0.90 0.25 0.98 6.05 1 6.33 tn ul 432.,00 119.2 0.0997 15 N 20.46 16.67 7.15 Includes Drainage from RD 2 h J 3 a CY o r F a 8 DI3B 80 0.32 0.68 022 6.60 1-41 0.00 1Ai 0.020 0.067 3.08 2.00 0.083 096 020 0.14 OAS 0.31 1.70 8.00 Sump Inlet 7 D14 OAD 0.35 0.14 6.60 0.91 0.00 0.91 0.19 OADo 3.70 Grate Inletin Sump 6 01.3c 12.0 0.35 0.76 027 6.60 1.73 0.00 1.73 0.005 0.0% 3.69 2.00 0.096 028 0.17 4.13 0.46 0.29 13,77 12.00 Sump Inlet 5 DI -1 021 0.35 0.07 6.60 OAS 0.00 0A8 0.16 0.140 3.60 Grate Inletin Sump YD -3 ADS NYLOPLAST 12" STANDARD GRATE 0.16 0.36 4.06 6.60 0.36 0.00 0.36 0.15 0.100 4.00 Gralte Inletin Sump 1 1 ADDRESS 1st SUBMISSION COMMENTS NO. SHEET REVISION DMJ 1 2/27/15 BY I DATE I NO. SHEET REVISION BY I DATE 0 "Im OP ", k DAVID M. JENSEN _A LIG. No. 1484 � Ssr©NA,. W�_ . ENGINEERS SURVEYORS 71 PLANNERS .ASSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Chazlutt wille, VA 22911 Phone: 434.316.6080 Phone: 434.984,2700 www.wwassociates.net NYLOPLAST TURF TRAFFIC INSTALLATION 12" - 30" DRAIN BASIN FRAME & GRATEISOLID COVER TOP SOIL � MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION 1. GRATES/COVERS SHALL MEET H-20 LOAD RATING FOR 30" PEDESTRIAN & 12" - 30" STANDARD & SOLID 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. 4" MIN ON 8" - 24" 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321, OR AS DETERMINED BY LOCAL STANDARDS & SITE ENGINEER. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 12" - 30" INLINE DRAIN • , ..'I I\ 18" MIN WIDTH GUIDELINE BOTTOM FLANGE OF CASTING MUST BE SUPPORTED BY CONCRETE COLLAR THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST --- STORM SEWER DESIGN MATERIAL DESIGNED BY: DMJ 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, Open Channel De - _ -- sign Worksheet WWA PROJECT NUMBER 213001.05 - - - TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN - - Project: The Lofts at Meadowcreek REPRODUCTION OF THIS APPD BY COMPUTATIONS PROJECT NOJNAME °I"R BY: www.nylaplast-us com PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY APPD BY CJA COUNTY Albemarle WWA NUMBER: TITLE DISTRICT ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS - WWA Project Number: `213001.05 12 IN - 301N DB 8 ID TURF TRAF FIC INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 7-5.00 09/30/14 121N SOLID LOCKING COVER ASSEMBLY 0 a_ PERMISSION FROM NYLOPLAST ®�rrm_, DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-340 REV A DESCRIPTION The Lofts at Meadowcreek _ Elvclrl> > Rs By: SAR - --- • - - - - 1 -- - -..-- z -- - - - - -- vrYaxs vl7 SHEET 1 OF 1 AREA RUN- _.__ INLET RAIN RUNOFF INVERT PLANNERS A CI m SSQ CAPA- FLOW FROM TO DRAIN OFF CA TIME FALL a ELEVATIONS LENGTH SLOPE DIA MANNING CITY VEL TIME Q2 WS) TOP INLET IINLET DEPTH INLET No. POINT POINT "A" COEF 170 (in/hr) (TO (I70) Maximum Channel n (FULL) (FULL) REMARKS ELEVATIONS (H) Material ACRES Cr INCRE- ACCUM- MIN INIHR CFS UPPER LOWER FT FT/FT IN CFS FPS SEC FT FT (ft) MENT ULATED 0.38 0.33 0.13 0.13 END END 0.65 0.180 3.0 3.0 tb EC -2 0.39 0.050 4.00 3.11 6.67 0.84 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2.45 8 7 0.32 0.68 0.22 0.22 5.00 6.67 1.45 467.94 460.25 114.3 0.0672 15 0.013 80 16.7T7777: 13.69 8.35 Includes Drainage from STR 8 473.63 5.69tttittt: 8 1.00 Y 0 6.67 0.18 463.42 463.,23 1� NNXttt: Includes Drainage from RD 3 0: 473.84 10.42 J YD -2,_ YD -1 7 0.00 0.00 0.00 0.03 5.04 6 62 0.18 463.13 460.,90 85.9 0.0259 12 0.010 7.48 9.53 9.02....; Junction Structure 470.96 7.83 YD -1 7 6 0.40 0.35 0.14 0.38 5.29 6-57 2.53 460.05 457.72 97. 2 1 0.0239 15 0.013 10.02 8.17 11.91 Includes Drainage from STR 7 465.09 5.04 7 6 5 0.35 0.76 0.27 0.65 5.49 6.51 4.23 457.52 457.,.32 36.9 0.0054 15 0.013 4.77 3.89 9.50 Includes Drainage from STR 6 463.30 5.78 6 5 4 0.21 0.35 0.07 0.72 5.65 6.46 4.68 457.12 456:68 82.8 0.0053 15 0.013 4.72 3.85 21.52 Includes Drainage from STR 5 470.80 13.68 5 4 3 0.00 0.00 0.00 0.72 6.01 1 6.35 4.60 455.48 447+60 55.6 0.1418 15 0.013 24.39 19.88 2.80 Junction Structure 464.93 9.45 4 3 1 0.28 0.90 0.25 0.98 6.05 1 6.33 6.18 443.89 432.,00 119.2 0.0997 15 0.013 20.46 16.67 7.15 Includes Drainage from RD 2 45277 8.88 3 1 1 ADDRESS 1st SUBMISSION COMMENTS NO. SHEET REVISION DMJ 1 2/27/15 BY I DATE I NO. SHEET REVISION BY I DATE 0 "Im OP ", k DAVID M. JENSEN _A LIG. No. 1484 � Ssr©NA,. W�_ . ENGINEERS SURVEYORS 71 PLANNERS .ASSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Chazlutt wille, VA 22911 Phone: 434.316.6080 Phone: 434.984,2700 www.wwassociates.net NYLOPLAST TURF TRAFFIC INSTALLATION 12" - 30" DRAIN BASIN FRAME & GRATEISOLID COVER TOP SOIL � MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION 1. GRATES/COVERS SHALL MEET H-20 LOAD RATING FOR 30" PEDESTRIAN & 12" - 30" STANDARD & SOLID 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. 4" MIN ON 8" - 24" 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321, OR AS DETERMINED BY LOCAL STANDARDS & SITE ENGINEER. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 12" - 30" INLINE DRAIN • , ..'I I\ 18" MIN WIDTH GUIDELINE BOTTOM FLANGE OF CASTING MUST BE SUPPORTED BY CONCRETE COLLAR THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST --- EBC MATERIAL DESIGNED BY: DMJ 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, Open Channel De - _ -- sign Worksheet 1-5-09 FINAL SITE PLAN - - - TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN - - Project: The Lofts at Meadowcreek REPRODUCTION OF THIS APPD BY EBC PROJECT NOJNAME °I"R BY: www.nylaplast-us com PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY APPD BY CJA PROJECT NO.MAME WWA NUMBER: TITLE wvww(770)93 ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS - WWA Project Number: `213001.05 12 IN - 301N DB 8 ID TURF TRAF FIC INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 7-5.00 09/30/14 121N SOLID LOCKING COVER ASSEMBLY 0 a_ PERMISSION FROM NYLOPLAST ®�rrm_, DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-340 REV A PERMISSION FROM NYLOPLAST - _ Elvclrl> > Rs By: SAR - --- • - - - - 1 -- - -..-- z -- - - - - -- vrYaxs vl7 Date: REV. 02/19/15 _.__ �, _I PLANNERS A CI m SSQ Segment ID Incremental c Incremental Drainage Area c A Tc (rrnin) 12(in/hr) Q2 WS) Slope Channel Geometry Vz x R2 n Allowable Velocity 2 Year Velocity 170 (in/hr) 010 (cfs) _Year Maximum Channel (Ac') Material Depth ft p ()Depth Remarks M Incremental Accumulated (fps) (fps) (ft) SCC1A 0.38 0.33 0.13 0.13 5.0(0 5.18 0.65 0.180 3.0 3.0 tb EC -2 0.39 0.050 4.00 3.11 6.67 0.84 0.29 1.00 Velocity OK Depth OK SCC1B 0.90 0.28 0.25 0.38 5.54 5.04 1.90 0.080 3.0 3.0 Rip -Rap 1 0.64 0.040 10.00 3.43 6.49 2.45 0.43 1.00 Velocity OK Depth OK SCC2 0.40 0.17 0.07 0.07 5.00 5.18 0.35 0.125 1 0.0 3.0 3.0 EC -2 0.25 0.050 4.00 2.31 6.67 0.45 1 0.25 1.00 Velocity OK Depth OK 1 1 ADDRESS 1st SUBMISSION COMMENTS NO. SHEET REVISION DMJ 1 2/27/15 BY I DATE I NO. SHEET REVISION BY I DATE 0 "Im OP ", k DAVID M. JENSEN _A LIG. No. 1484 � Ssr©NA,. W�_ . ENGINEERS SURVEYORS 71 PLANNERS .ASSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Chazlutt wille, VA 22911 Phone: 434.316.6080 Phone: 434.984,2700 www.wwassociates.net NYLOPLAST TURF TRAFFIC INSTALLATION 12" - 30" DRAIN BASIN FRAME & GRATEISOLID COVER TOP SOIL � MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION 1. GRATES/COVERS SHALL MEET H-20 LOAD RATING FOR 30" PEDESTRIAN & 12" - 30" STANDARD & SOLID 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. 4" MIN ON 8" - 24" 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321, OR AS DETERMINED BY LOCAL STANDARDS & SITE ENGINEER. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 12" - 30" INLINE DRAIN • , ..'I I\ 18" MIN WIDTH GUIDELINE BOTTOM FLANGE OF CASTING MUST BE SUPPORTED BY CONCRETE COLLAR THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST DRAWN BY EBC MATERIAL DESIGNED BY: DMJ 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1-5-09 FINAL SITE PLAN 2 BUFORD, GA 30518 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN KW 3130 VERONA AVE ' c{ NylO las l� PHN (770) 932.2443 FAX (770) 932-2490 REPRODUCTION OF THIS APPD BY EBC PROJECT NOJNAME °I"R BY: www.nylaplast-us com PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY APPD BY CJA PROJECT NO.MAME WWA NUMBER: TITLE wvww(770)93 ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS DAZE 1-5-09 12 IN - 301N DB 8 ID TURF TRAF FIC INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 7-5.00 09/30/14 121N SOLID LOCKING COVER ASSEMBLY 0 a_ PERMISSION FROM NYLOPLAST ®�rrm_, DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-340 REV A 12" COVER FRAME 12" SOLID COVER 1/4-20 X 1 1/2" LONG HEX BOLT ZINC GOLD STEEL DWG. NO. 7001-100-048 DRILL 0.281 THRU GRATE Or COUNTERBORE 0.75 X.1 8 DP 1299CGCL DRILL TAP 1/4-20 THREAD NOTE: LOCATION OF LOCKING DEVICE MAY VARY LO DESIGNED BY: DMJ PROJECT. THE LOFTS AT MEADOWCREEK THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL FINAL SITE PLAN 2 NYLOPLAST HAS PROPRIETARY RIGHTS THERECEIPT DRAWN BY: KW 3130 VERONA AVE OR POSSESSION OF THIS PRINT DOES NOT CONFER,BIUFORD, DATE 7-5-00 GA 30518 C-14 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN °I"R BY: JDB PHN (770) 932-2443 Nylo last -2490 APPD BY CJA PROJECT NO.MAME WWA NUMBER: HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION wvww(770)93 TITLE DATE. CONTAINED HEREIN, OR MANUFACTURE OF ANY 213001.05 300105C_DA-2.dwg ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 7-5.00 09/30/14 121N SOLID LOCKING COVER ASSEMBLY 0 a_ IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:8 SHEET 1 OF 1 I DWG NO. 7001-110-033 REV B PERMISSION FROM NYLOPLAST TOP OF GRATE TO BE SET FLUSH WITH TOP OF CURB. ADA COMPLIANT ALUMINUM GRATE, WITH UL LISTED NON-SKID SURFACE. SEE SITE LAYOUT PLAN DWG. No. C-6 FOR LENGTH OF GRATE., 3" 3" --►� ice--- 2a -6" 2a ,,,L / / / / �a I EACHIDE EXPOSLED ID ENDPLATE ON Ili OTE: CONTRACTOR TO SUBMIT SHOP DRAWING OF SELECTED GRATE SYSTEM WITH UL AND ADA CERTIFICATIONS TO OWNER FOR APPROVAL PRIOR TO ORDERING. CURB CUT WITH PEDESTRIAN GRATE NOT TO SCALE LO DESIGNED BY: DMJ PROJECT. THE LOFTS AT MEADOWCREEK SET REV. No. T_ I FINAL SITE PLAN 2 DRAWN BY: KW ALBE MARLS COUNTY, VIRGINIA UJ DRAWING NUMBER: TITLE. STORM DRAIN CALCULATIONS AND DETAILS C-14 ti i Q °I"R BY: JDB o WWA NUMBER: FILE NAME. DISCIPLINE: SCALE. DATE. SHEET NUMBER: 213001.05 300105C_DA-2.dwg CML H: N/A V. N/A 09/30/14 17 of 30 0 a_ EROSION & SEDIMENT CONTROL NARRATIVE 1. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR THE CONSTRUCTION OF THE LOFTS AT MEADOWCREEK CONSISTING OF MULTI -FAMILY GARDEN STYLE RENTAL APARTMENTS, PODIUM STYLE GARAGE PARKING, SURFACE PARKING AND SUPPORT UTILITIES. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 2.48 ACRES. II. EXISTING SITE CONDITIONS THE SITE IS CURRENTLY OCCUPIED BY AN EXISTING SINGLE FAMILY DETACHED DWELLING UNIT WITH DRIVEWAY AND DRIVEWAY ENTRANCE. THE EXISTING DWELLING UNIT WILL BE DEMOLISHED. THE SITE IS OPEN ALONG THE RIO ROAD FRONTAGE AND IN THE AREA OF THE DWELLING UNIT. THE REMAINDER OF THE SITE IS COVERED WITH MATURE DECIDUOUS TREES AND UNDERSTORY GROWTH. THE SITE SLOPES GENTLY FROM SOUTHWEST TO NORTHEAST AT 5-10 PERCENT SLOPE TO THE TREE LINE AND THEN THE PROPERTY SLOPES AT 10-20 PERCENT TO THE NORTHEAST. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE NORTH AND EAST BY THE CHARLOTTESVILLE CATHOLIC SCHOOL PROPERTY, TO THE WEST BY RIO ROAD, ACROSS RIO ROAD BY THE TREESDALE APARTMENT COMPLEX AND TO THE SOUTH BY SINGLE FAMILY DETACHED DWELLING UNIT DEVELOPMENT. N. OFF-SITE AREAS THERE WILL BE NO OFF-SITE WORK ASSOCIATED WITH THIS PROJECT. V. ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPES: CULPEPER FINE SANDY LOAM (21B), CULPEPER FINE SANDY LOAM (21C), HAZEL LOAM (39D), LOUISBURG SANDY LOAM (47D). A DESCRIPTION OF THE SOIL TYPES FOLLOWS: 21 B - CULPEPER FINE SANDY LOAM, 39D - HAZEL LOAM, 2 TO 7 PERCENT SLOPES 15 TO 25 PERCENT SLOPES HYDROLOGIC SOIL GROUP B HYDROLOGIC SOIL GROUP B K FACTOR, WHOLE SOIL RATING .17 K FACTOR, WHOLE SOIL RATING .32 K FACTOR, ROCK FREE RATING .17 K FACTOR, ROCK FREE RATING .32 21C - CULPEPER FINE SANDY LOAM, 47D - LOUISBURG SANDY LOAM, 7 TO 15 PERCENT SLOPES 15 TO 25 PERCENT SLOPES HYDROLOGIC SOIL GROUP B HYDROLOGIC SOIL GROUP A K FACTOR, WHOLE SOIL RATING .17 K FACTOR, WHOLE SOIL RATING .17 K FACTOR, ROCK FREE RATING .17 K FACTOR, ROCK FREE RATING .17 VI. CRITICAL AREAS CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO RIO ROAD. VII. STORMWATER MANAGEMENT CONSIDERATIONS STORMWATER QUANTITY AND QUALITY WILL BE PROVIDED BY THE BMP FACILITY PROPOSED AS PART OF THESE PLANS. THE FACILITY WILL SERVE AS A SEDIMENT TRAP UNTIL THE SITE IS STABILIZED. VIII. OFF-SITE ACTIVITIES THERE ARE NO OFF-SITE ACTIVITIES ASSOCIATED WITH THIS PROJECT. IX. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME I, 2008. A. STRUCTURAL PRACTICES 1. SAFETY FENCE (SAF), 3.01: SAFETY FENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE AND PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. 2. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. 3. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED SITE PLAN. 4. STORM DRAIN INLET PROTECTION (IP), 3.07 AND CULVERT INLET PROTECTION (CIP), 3.08: STORM DRAIN INLET PROTECTION AND CULVERT INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAIN SYSTEM. 5. TEMPORARY DIVERSION DIKE (DD), 3.09 AND TEMPORARY RIGHT-OF-WAY DIVERSION (RWD), 3.11: TEMPORARY DIVERSION DIKES AND RIGHT-OF-WAY DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TO A STABLIIZED OUTLET. 6. TEMPORARY SEDIMENT TRAP (ST), 3.13: TEMPORARY SEDIMENT TRAPS SHALL BE CONSTRUCTED AS SHOWN ON THE PLANS TO COLLECT AND DETAIN SEDIMENT LADEN RUNOFF LONG ENOUGH TO ALLOW A MAJORITY OF THE SEDIMENT TO SETTLE OUT BEFORE BEING DISCHARGED FROM THE SITE. 7. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE AS SHOWN FOR THE CONVEYANCE OF CONCENTRATED RUNOFF WATER TO A RECEIVING CHANNEL OR INLET. 8. SOIL STABILIZATION BLANKETS & MATTING (B/M), 3.36: INSTALL AS SHOWN ON PLAN TO RESIST EROSION AND PROMOTE THE ESTABLISHMENT OF YOUNG VEGETATION IN CHANNELIZED AREAS. 9. TREE PROTECTION (TP), 3.38: PROVIDE AS SHOWN ON PLANS TO ENSURE THE PROTECTION OF DESIRABLE TREES DURING CONSTRUCTION. 10. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL AS SHOWN ON PLANS TO HELP REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES DURING LAND DISTURBING ACTIVITIES. B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SIILT FENCE INSTALLED ALONG THE LOWER PERIMETER. STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. 2. REFER TO "ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS" #17 AND #18 ON THIS SHEET AND TO "TEMPORARY & PERMANENT SEEDING SCHEDULE 3.32-1)"" ON DWG C-19 FOR ADDITIONAL INFORMATION. C. MINIMUM STANDARDS MS -1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED 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. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS -3. PERMANENT VEGETATIVE COVER: 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, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, 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 OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS -6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3 -ACRES. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF 3 -ACRES OR GREATER. MS -7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE 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 DOWN CUT OR FILL SLOPES: 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. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS -10. STORM SEWER INLET PROTECTION: 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. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER 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. WORK IN LIVE WATERCOURSES: 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. CROSSING A LIVE WATERCOURSE: 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 MATERIALS SHALL BE PROVIDED. MS -14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS -15. STABILIZATION OF BED AND BANKS: THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS -16. UNDERGROUND UTILITIES: 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. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. 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 OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. MS -17. CONSTRUCTION ACCESS ROUTES: 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, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT 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. TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S 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. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. A. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. SAFETY FENCE (3.01): INSPECT SAFETY FENCE REGULARLY FOR WEATHER-RELATED OR OTHER DAMAGE. MAKE REPAIRS AS NECESSARY. 4. CONSTRUCTION ENTRANCE (3.02): PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 5. SILT FENCE (3.05): SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 6. STORMDRAIN INLET PROTECTION (3.07) AND CULVERT INLET PROTECTION (3.08): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 7. TEMPORARY DIVERSION DIKE (3.09) AND TEMPORARY RIGHT-OF-WAY DIVERSION (3.11): THE MEASURES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIVERSION AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURES SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. 8. TEMPORARY SEDIMENT TRAP (3.13): THE MEASURE SHALL BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF OF THE DESIGN VOLUME. 9. STORMWATER CONVEYANCE CHANNELS (3.17): THE MEASURE SHALL BE CHECKED PERIODICALLY TO ENSURE THAT SCOUR IS NOT OCCURRING. SEDIMENT DEPOSITED IN THE CHANNELS SHALL BE REMOVED (PRIOR TO THE REMOVAL OF THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES, AND DURING CONSTRUCTION WHEN THE CAPACITY OF THE CHANNELS IS REDUCED. 10. SEEDING (3.31/ 3.32): AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. 11. SOIL STABILIZATION BLANKETS & MATTING (3.36): THE MEASURE SHALL BE PERIODICALLY CHECKED FOR UNDERMINING AND TO ENSURE THAT IT IS SECURE AND FUNCTIONING AS INTENDED. 12. TREE PROTECTION (3.38): INSPECT TREE PROTECTION TO ENSURE NO CONSTRUCTION DAMAGE IS OCCURRING. 13. DUST CONTROL (3.39): PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. ALBEMARLE COUNTY 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 SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 1 EROSION AND CONTROL SEDIMENT 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 FOR 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 TO COMPLIANCE WITH SECTION 13-301 OR THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOA.M. TO 9:00 P.M. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF 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 TO BE APPLIED AT 80LBS/1OOSF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 9OLBS/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/1000SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G). 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-2078). PHASE 1 SEQUENCE OF CONSTRUCTION 1. CONTRACTOR TO SCHEDULE AND ATTEND A PRE -CONSTRUCTION MEETING WITH ALBEMARLE COUNTY AND OBTAIN ALBEMARLE COUNTY LAND DISTURBANCE PERMIT PRIOR TO THE START OF ANY LAND DISTURBING/ CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PLAN. 2. INSTALL CONSTRUCTION ENTRANCE, SEDIMENT TRAP, AND PERIMETER CONTROLS. 3. CLEAR AND GRADE TO THE EXTENTS SHOWN ON THE PHASE 1 E&S PLAN. PHASE 2 SEQUENCE OF CONSTRUCTION 1. CONSTRUCT RETAINING WALLS AND PERFORM GRADING TO PAD AND ROAD SUBGRADE ELEVATIONS. INSTALL ADDITIONAL SILT FENCE CONCURRENTLY WITH GRADING. 2. CONSTRUCT CURBING AND UTILITIES. 3. CONSTRUCT PARKING LOT, TRAVELWAYS AND ROADWAY BASE STONE. 4. CONSTRUCT BUILDINGS AND GARAGE. 5. PAVE PARKING LOT, TRAVELWAYS, AND ROADWAY. 6. STABILIZE DISTURBED AREAS. 7. ALL EROSION AND SEDIMENT CONTROLS SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION OR WHEN MEASURES ARE NO LONGER NEEDED. REMOVALS ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 8. REMOVE SEDIMENT TRAP ONCE THE DRAINAGE AREA IS STABILIZED AND APPROVAL IS GPVEN BY THE ALBEMARLE COUNTY EROSION AND SEDIMENT CONTROL INSPECTOR TO CONVERT FACILITY TO PERMANENT STORMWATER MANAGEMENT FACILITY. 9. CLOSE OUT THE PROJECT. 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/15 DESIGNED BY: PROJECT. SET LOFTS AT MEADOWCREEK sET REV. No. 2 UPDATED SEQUENCE OF CONSTRUCTION NOTES DMJ 5/01/15 �TH OF yr 2 o ENGIN. FINAL SITE PLAN fg SURVEYORS DROWN B ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: U DAVID M. JENSEN + PLANNERS KTM TITLE. Lie. No. AsSOCIATES °SHR BY: JDB EROSION & SEDIMENT CONTROL NARRATIVE C-15 � o -1 r5 $� PO Box 4119 3040 nvemore Square Pi. SHEET NUMBER: 700 mNAL � � Phone: 434 Charlottesville, Phone:e434.984.2911 WWA NUMBER: FILE NAME. DISCIPLINE: SCALE. 5DATEN0-t- x ' 213001.05 300105C_ENS-1.dwg CIVIL H: N/A 18 of 30 SHEET REVISION BY DATE No. SHEET REVISION BY DATE WwW."W�" L`a` °`` V. NIA Ln I 0 Ln w 0 O tZ W Q 0 ►1 I / C / REFER TO DRAWING I I / NUMBER C-20 FOR / MS -19 CHANNEL ADEQUACY CALCULATIONS IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED I / / I B SCALE: 1 " = 20' I / / 20 0 20 TMP 61 A-25 CATHO C DIOC SE OF RICHMO D ALTER�F. SULL'IVAN BI�HOP E1AL ZG�D.B. 1 36P. 44 NED: R REST NIAL I I USE. VACAN I I A DA�5SAN )ESUT 5 P 546 / LIMITS OF I CONTRUCifION/ 1 11 / A / DISTURBAN E 4 / / �/ /� / / 3 D D I " " / JOSEPH BM OR 61A-161 LO 1 D. W / _ OOD IRF — P — 386.78' W / / /ZONED: R4 RESIDENTIAL / TP I D 466 / USE: 1?15�(IDENTIAL w 0009 ,e LO Lo CN vk 9 ° N IRF V RF _ — 4'35'4 _ �` — — — / h� S24.35'404' — — — — — — — — / 87.19'��j ° / / L 10 ■� 'Dw 00 EX 20' ACSA SAN ESMT I \ / / ° De 1989 Pc 718 ONE \ \ / a`L WEIR / C CO / IP � I B CK ALL RISER /� / / ' ;"� , I NOTE: I / CL �h OPENINGS tKt N o , \ �aAR6 TOFF o� `L WATERTIGHT DU N/ ry , / / ^ N SEDIMENT TRAP SHALL NOT BE B \ I -- TRENC + tK USE ,A� A S � CONVERTED TO BIOFILTER UNTIL SSMH \ / / ° / / UPSTREAM DRAINAGE AREA IS I �AP DEEMED STABILIZED BY EROSION TOP=443.45 \\ NCE `— / � �� / T/ /Dc•�0 / / / I cv co BENCHMARK \\ \ I / �, / / / �` / / / AND SEDIMENT CONTROL I INSPECTOR. % SSMH \ I �'�' / / TOP=437.52 INV IN=423.57 ° / / / INV OUT=423.37'Sr\ / II /\ 6' / � LIMITS OF I \ w 436 4 4 SPS / / CONSTRUCTION/ \ / DISTURBANCE 010 iso/ cP ° co / / / / / / YD -1 ( I DD / / / / / 4 / I I \ ° / / � / / --l"00 / 1.01 —450 ° / / / / / ��/ / / / . Y / Ag6 ° LIMITS OF I r`. � ',�: • A�2 N / / 7 i o I CONSTRUCTIO / / / / !is DISTURBANCE60 / TMP 61A-29 I k56—,' —6 0 I 0 CATHOLIC DIOCESE OF RICHMOND / ___ / S �� 0 WALTER F. SULLIVAN BISHOP ET AL / D.B. 1802 P. 311 C ZONED: R4 RESIDENTIAL ° (k� p' / 2 TMP 61A-14 I USE. ELEMENTARY SCHOOL I 8 / / I 3 / /' :�RS/ \ / �$o �� I II STANLEY C. CHANG —� — — S — / ry D.B. 4221 P. 317 / -? /— I i ZONED: R4 RESIDENTIAL CJ PS IT O 9 O i / a a �`/ Bpd USE: RESIDENTIAL / — \ '— o , IRS J i /—B 141A'RK— — — — -4=. —i + C Cly SPIKE —470 %� l AF 471.67 3 �. �—R f W U �1L1— .\ IRF — — — _ DISTURBED I TO TRAFFIC CONTRt 9 - ' -_ OHff� N ESR — — — x \ LAN FOR ADDITIONAL M U - - - - - - S F C REQUIRED FOR WORK OCWTED LIMITS / �� EX STING RWSA 18" \ Q6 464- IRS - RF I ,�� WITH FRONTAGE IMPRO CON CTIOIN/_ _ a CAST IRON WATER MAIN LIM OF / _ SAF / C� / _ _ — IRF CONSTRUCT4�V _ - - - - - - - v°, OHU DISTUR13AN 00 D .: J 0 N i 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/151 2 UPDATED SILT FENCE AND LIMITS OF DISTURBANCE DMJ 5/01/15, NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE L0 ® DESIGNED BY: PROJECT. 'i� op REV. N0. �rDMJ THE LOFTS AT MEADOWCREEK I w,� ENGINEERS DRAWN BY. FINAL SITE PLAN 2 SURVEYORS ALBEMARL 'n v DAVID M. JENSEN • KTM E COUNTY, VIRGINIA DRAWING NUMBER: Lie. No. 1484 PLANNERS DIHR BY. TITLE. & SEDIMENT CONTROL PLAN PHASE 2 C— 16A � ��s ww ASSOCIATES aJDB �o ,1} �� PO Box 4119 3040 Avemore Square PI. SHEET NUMBER: t�NAL �'� eioones48343A24502 Ph, lot`:ea3a:9siz oo WWA NUMBER: FILE NAME: DISCIPLINE: SCALE. DATE: H ww�w.wwassociates.net 213001.05 300105C_ENS-2.dwg CML Ik 1 "A 09130114 20 Of .30 V• N/A -- LA- 1992 3.01 SAFETY FENCE PERSPECTIVE VIEW PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE METAL FENCE Source: Adapted from Conwed Plastics and VDOT Road and Bridge Standards M-5 Plate 3.01-1 0 1992 3.13 TEMPORARY SEDIMENT TRAP I VI VARIABLE 1 ELEV. 67 CU. YD./ACRE 67 0.1. YD./ACRE (EXCAVATED) V MAX. GROLIN Ei FILTER CLOTH ORIGINAL -SEE PLATE 3.13-1 COARSE AGGREGATE- CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS :I RIPRAP LENGTH N FE Ai DIVERSION DIKE 4 /LCOARSE G. EXCAVATED AREA /"FILTER CLOTH ..COARSE AGGREGATE SHALL BE VDOT 13, #357 OR #5 OUTLET (PERSPECTIVE VIEW) Source: Va. DSWC Plate 3.13-2 111-76 ST Albemarle County Engineering Review Reference Details Page 3 of 4 Paved construction entrance for erosion control plans STONE 70' MIN. CONSTRUCTION ACCESS 3" SM 2A AS -HALT TOP if I COURSE EXtS?ANGT '1-6' MIN. 21A AGGREGATE BASE PR FI 70' V;N. CONSTRUCTION F-0 111 - ASPHALT PAVED A ECS --\ L% EVFNTJ f-EXISVi 2% 12' MIN.- PAV -i. EXTEND FULL WICTi EVk DMNAGE Of INGRESS AND i To SE31MENr OPERATION TRAPPING DEVICE PLAN 12' MIN. �IPGSITrvE DRAINAGE TO SECNIINT Fit -TER CLOTH , P SECTION A- A nuinnutunt water tap of I inch ali be installed with a mirtiniurn I inch ball shutoff Valve Supplying a wish hose with a diameter of 1.5 inches for adequate constantpresi WaAiNvatei-iiiiiqtbccaiTiediwayfrottittiecithmicetc-on an)iowed setthii,zarea toteiiiovesedfiiieiit. AM se(finient Shall be prevented from entering storin drains, ditclies or wateirconfirses. PAVED WASH RACK NO S:;ALL 1992 3.17 TYPICAL WATERWAY CROSS-SECTIONS COMPACTED SOIL III I 'IF, I � - % 6IIII - -1 IN, mffll TYPICAL CONCRETE LINED DITCH TYPICAL CRASS LINED DITCH TYPICAL VEE CROSS-SECTIONS T D PARABOLIC WATERWAY CROSS-SECITON TYPICAL FIRRAP CHANNEL II I D W MY IN C'Ono II -Ilia+ FILTER CLOTH NOTE, ALTHOUGH FILTER CLOTH IS PREFERFD, A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH, ( FOR PHYSICAL REQUIREMENTS. SEE STD SPEC 310, RIPRAP) IL :Source: Va. DSWC Plate 3,17-1 III - 133 SCC 1992 3.05 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A eX 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. FLOW 3. STAPLE FILTER MATERIAL C BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. Jill FLOW SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) A�11/A t A i I POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) H1-25 SF 1992 3.18 PIPE OUTLET CONDITIONS A A da 3do ---------- IPE OUTLET TO FIAT AREA WITH NO DEFINED PLAN VIEW CHANNEL L a 0 1 i d SECTION A -A FILTER MOTH KEY IN i RECOMMENDED FOR ENTIRE PERIMETER A IA 3do (MIN.) T PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW L d -T- SECT 01 FILTER CLOTH KEY IN RECOMMENDED FOR ENTIRE PERIMETER NOTES 1. APRON LINING MAY BE RIPRAP. GROUTED Rti GABION BASKET, OR CONCRETE. 2. JA IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 318-3 AND 3.18-4. 3 d - 1.5 TIMES THE MAXIMUM STONE DIAMETER. BUT NOT LESS THAN 6 INCHES. __ Source: Va. DSWC EROSION AND SEDIMENT CONTROL LEGEND all STORMWATER SAFETY FENCE SAF 3.17 CONVEYANCE SCC D COM 0 CHANNEL SOIL Uj I U) CONTEMPOSTRUCTIRARY ON STONE CE 0 ENTRANCE 0 0 3.05 SILT FENCE S F X X- X STORM DUN 3.07 cn INLET PROTECTION I nip 1--0--1 rZ TEMPORARY 3.09 DIVERSION DIKE O 0 TEMPORARY 03.11 RIGHT-OF-WAY RWD DIVERSION C4 3.13 Q TEMPORARY ST SEDIMENT TRAP 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/15 C4 NO. SHEET REVISION BY DATE NO. 3.18 OUTLET PROTECTION 3.31 TEMPORARY SEEDING PERMANENT SEEDING SOIL STABILIZATION BLANKETS & MATTING 3.38 TREE PRESERVATION AND PROTECTION SHEET REVISION BY I DATE 1992 3.07 GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER I MIN. RUNOFF WATER WITH SEDIMENT SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. Source: Va. DSWC Plate 3.07-2 Ul - 3 ; 6 IP TABLE 3.32-D (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA §EE w SII SPECIES APPLICATION PER ACRE Sept. I -Feb. 15 Tall Fescue' 95-100% Minimum Care Lawn PerennialRyegrass 60 -100 (lbs/acre) (Commercial or Residential) Kentucky Bluegrass' 0-6%, TOTAL: 175-200 lbs 1: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. Source: Va. DSWC Plate 3.07-2 Ul - 3 ; 6 IP TABLE 3.32-D (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA §EE LAND USE SPECIES APPLICATION PER ACRE Sept. I -Feb. 15 Tall Fescue' 95-100% Minimum Care Lawn PerennialRyegrass 60 -100 (lbs/acre) (Commercial or Residential) Kentucky Bluegrass' 0-6%, TOTAL: 175-200 lbs 1: CREST OF STORE WEIR High -Maintenance Lawn Tall Fescue' i TOTAL 200-250 Ibs,1 DRAWN BY. KTM Tall Fescue' 128 lbs.; General Slope (31 or less) Red Top Grass or Creeping Red Fescue Seasonal Nurse Cropz 2 lbs.: 20 lbs' In I C-17 L;J < TOTAL: 150 lbs.' JDB Tall Fescue' 108 tbs.! i Low -Maintenance Slope, Red Top Grass or Creeping Red Fescue Seasonal Nurse Ci 2 lbs., 20 lbs. (Steeper than U) Crowni3 20 lbs. ffi .2 TOTAL: 150 lbs. 1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at htti):I/sudan.cses.vt.edu/htmirrurf/turVpubtications/publications2.htmi 2 - Use seasonal nurse crop in accordance with seeding dates as stated below, February 1i - April ............................... Annual Rye May I" - August 151.. ..................... Foxinil Millet August 16' - October. Annual Rye November - February 15" ....................... Winter Rye 3 - Substitute Sericea laspedeza for Crownvetch east of Farmvflle, VA (May through September use hulled seed, all other periods, use unhulled Sencea). If Flatpea is used, increase rate to 30 tbs./acre. If Weeping Lovegress is used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40 FERTILIZER & LIME 0 Apply 10-20-10 fertilizer at a rate of 500 his. /acre (or 12 lbs. 11,000 sq. ft.) * Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. 11,000 sq. ft.) NOTE: A Soil test is necessary to determine the actual amount of lime required to adjust the soil pH of Site. Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin 4, 2003 Nutrient Management for Development Sites at http://www.dcr.state va.uslsw/e&s.htm#pubs TABLE 3.31-B (Revised June 2003) TS TEMPORARY SEEDING SPECIFICATIONS QUICK REFERENCE FOR ALL REGIONS SEED APPLICATION DATES SPECIES APPLICATION RATES Sept. I -Feb. 15 50/50 Mix of Annual Ryegrass (Ioliurn multi - forum) & Cereal (Winter) Rye (Secale cereals) 50 -100 (lbstacre) Feb. 16 - Apr. 30 Annual Ryegrass (Iolium multi-florum) 60 -100 (lbs/acre) Pay 1 - Aug. 31 German Millet 50 (lbs/acre) FERTILIZER & LIME * Apply 10-10-10 fertilizer at a rate of lbs, /acre (or 10 lbs. 1,000 sq. ft.) * Apply Pulverized Agricultural Limestone ata rate of tons/acre (pr 90 lbs. 11,000 sq, ft.) NOTE: 1 -A soil testis necessary to determine the actual amount of lime required to adjust the soil pH of site. 2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. # 4. 2GO3 Nutrient Management for Development Sites at hftp://www.dcr.state.va-us/sw/e&s.htm#pubs 3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin 1992 3.09 TEMPORARY DIVERSION DIKE Compacted Soil ... 18" min. -Flo lill hill 11 Will I W -Mild W11JIM-111111 E -7-11111U- 4.5' min. T Source: Va. DSWC 1992 DD Plate 3.09-1 336 Source: Adapted from Ludlow Products Brochure 111-361 61 3 3 BM PROVIDE VDOT STANDARD EC -2 LINER SCC TYPICAL SECTION (SCC -1. scr% 0*1 NTS OUTLET PROTECTION DESIGN LO DESIGNED BY: Outlet Hydraulics DMJ Apron drainage area (acres) CREST OF STORE WEIR 2 trap volumes.ELIIIV DRAWN BY. KTM 41 CROUND DRAWING NUMBER: elevation (ft)' In I C-17 L;J < DIHR BY. JDB 428.5; 2079, DRYSTORAGE e CL U) ip, 193.9 ffi .2 DATE. 432.5 4339 471.4 H /A 4) > 21 of 30 4 3I 4I 5I, IIIII 111.1 1842.2 . 1. \_ ";E 436-51 -5673 7230 EE �T 11 CLOT- ORIGINAL 0 to to Z ; �a C3 GROUND remarks OR -1 1.5 4.00 1.20 3.4 10.0 Class AI 1 1.25 6.77 1.00 11.8 8.0 Class Al bottom of stone weir (ft) 430�5 wet storage provided at this elevation (cy) TH 00 iA x11A Di M. JENSEN Lie. No. 1484 'po�� �� X1/5 ti��� 1 -0 ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore! Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassocizttes.net Plate 3.36-1 1992 3.11 TEMPORARY RIGHT-OF-WAY DIVERSIONS vr-- C( TYPICAL GRAVEL STRUCTURE TYPICAL EARTHEN STRUCTURE Source: Va. DSWC Plate 3.11-1 111-62 RWD 1992 FENCING AND ARMORING DRIP LINE SNOW FENCE n 3.38 CORRECT TRUNK ARMORING cin TRIANGULAR BOARD FENCE Source: Va. DSWC Plate 3.38-2 111 - 401 TP Sediment Trap #1 Design LO DESIGNED BY: PROJECT. SET REV. NO. DMJ • V VARIi drainage area (acres) CREST OF STORE WEIR 2 trap volumes.ELIIIV DRAWN BY. KTM ALBEMARLE COUNTY, VIRGINIA CROUND DRAWING NUMBER: elevation (ft)' area (SO w1ume(cy) C-17 L;J < DIHR BY. JDB 428.5; 2079, DRYSTORAGE e WRIABLE 430.5 3155 193.9 DISCIPLINE: SCALE. DATE. 432.5 4339 471.4 H /A 09/30/14 21 of 30 4 3I 4I 5I, IIIII 111.1 1842.2 . 1. \_ ";E 436-51 -5673 7230 ..... .. 1320.1 �T 11 CLOT- ORIGINAL GROUND -SEE MATE 113-1 COARSE ACMIGATE CIASS I R"AP wlet, storage:-, wet storage required (cy) (67*DA) 184.3 Jr bottom of stone weir (ft) 430�5 wet storage provided at this elevation (cy) 193.9 slope of wet storage sides 2-1, weir length (ft) (6xDA) 16-5 dry storage: bottom of trap elevation (ft) 428.5 dry storage required (cy) (67*DA) 184.3 bottom trap dimensions: 22'x116'- crest of stone weir 435-5 top of dam elevation (ft) 436.5 dry storage provided at this elevation (cy) 887.3 top width of dam slope of dry storage sides 21 top trap dimensions 56'x 148' LO DESIGNED BY: PROJECT. SET REV. NO. DMJ THE LOFTS AT MEADOWCREEK FINAL SITE PLAN 2 DRAWN BY. KTM ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: TITLE: EROSION & SEDIMENT CONTROL DETAILS C-17 L;J < DIHR BY. JDB SHEET NUMBER: WWA NUMBER: FILE NAME: DISCIPLINE: SCALE. DATE. 213001.05 300105C-ENS-3.dwg CML H /A 09/30/14 21 of 30 -01 !, r Ll I �i Channel Report Hydraflow Express Extension for Autodesk® AutoCAD Civil 30® by Autodesk, Inc. Segment ID Thursday, Feb 19 2015 Downstream Section A -A Liner Material * n User -defined Highlighted 010 (eft) Invert Elev (ft) = 412.24 Depth (ft) = 0.79 Slope (%) = 11.08 Q (cfs) = 5.350 N -Value = 0.050 Area (sqft) = 1.14 3.96 Velocity (ft/s) = 4.71 Calculations Wetted Perim (ft) = 3.30 Compute by: Known Q Crit Depth, Yc (ft) = 0.89 Known Q (cfs) = 5.35 Top Width (ft) = 2.88 5.35 EGL (ft) = 1.13 (Sta, El, n)-(Sta, EI, n)... C -C 2.51 (0.00, 427.42)-(2.50, 420 14, 0.050){5.00, 419.02, 0,050)-(7.50,417.69, 0.050)-(10.00, i 3 0.050)-(15 00 414 50 0.050 416.76, OA50)-(12 50, 4 5 6 ,) 417.50, 413.37, 0.050)-(20.00, 412.24, 0.050)-(22.50,41199, 0 050}(25.00, 414.37, 0.050}(27.50, 414.75, 0.050)-(30,00, 415.12, 0.050}(32.50, 415.48, 0.050) -(35.00,415 82, 0.050)-(37.50, 416.16, 0.050){40.00, 416.51, 0.050) 5.35 0.60 Elev (ft) 422.00 -1 420.00 418.00 416.00 414.00 412.00 410.00 Section i 0 5 10 15 20 25 30 35 40 4 Sta (ft) Depth (ft) 9.76 7,76 5.76 3.76 1.76 -0.24 -2.24 Channel Report Hydraflow Express Extension for Autodesk® AutoCAIM Civil 300 by Autodesk. Inc. Segment ID Thursday, Feb 19 2015 Downstream Section B -B Liner Material * n User -defined Highlighted 010 (eft) Invert Elev (ft) = 408.34 Depth (ft) = 0.50 Slope (%) = 6.40 Q (cfs) = 5.350 N -Value = 0.050 Area (sqft) = 1.76 3.96 Velocity (ft/s) = 3.05 Calculations Wetted Perim (ft) = 6.46 Compute by: Known Q Crit Depth, Yc (ft) = 0.51 Known Q (cfs) = 5.35 Top Width (ft) = 6.37 5.35 EGL (ft) = 0.64 (Sta, El, n)-(Sta, EI, n)... C -C 2.51 416,32)-(2.50,4 1 41 - 1 0.0015.10 0.050 5.00 4 3.88. 0.050 - 7.50 2.65 0.050 0.00 411 0.050)-(12.50,410-53,0 050 - 15. 4 . 0 .050 .5600. 09 5 , 0 {17.50, 408.64, 0.050){20.00, 408,34, 0.050){22.50, 408.72, 0:050){25.00, 409.10, 0 050)-(27.50, 409.48, 0.050)-(30.00, 409.93, 0.050)-(32.50, 410.49, 0.050) -(35.00, 411.08,0.050Y(37.50.411.57,0.050)-(40.00,412.06, 0.050) 1.94 5.35 i 0 5 10 15 20 25 30 35 40 45 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutcCAI)e Civil 31W by Autodesk, Inc. Segment ID Thursday, Feb 19 2015 Downstream Section C -C Liner Material * n User -defined Highlighted 010 (eft) Invert Elev (ft) = 406.70 Depth (ft) = 0.60 Slope (%) = 3.30 Q (Cfs) = 5.350 N -Value = 0.050 Area (sqft) = 2.31 3.96 Velocity (ft/s) = 2.31 Calculations Wetted Perim (ft) = 7.85 Compute by: Known Q Crit Depth, Yc (ft) = 0.54 Known Q (cfs) = 5.35 Top Width (ft) = 7.75 5.35 EGL (ft) = 0.68 (Sta, EI, n)-(Sta, El, n)... C -C 2.51 0.00 412.60)-(2.50,411.47 0 5.00 470.35 0.050)-(7.50,4036 0.050)-(10,00,408M,0.050 , 0 051 { )4C 12.50 408 29 0. 0 - 15 00 407.76 0.050 OS ) ( ) -(17.50, 407.23, 0.050)-(20.00, 4015,70,0,050)422M, 407.01, 0.050)-(25.00, 407.31, 0.050)-(27.50, 407.61, 0.050)-(30.00, 407.92, 0.050)-(32.50, 408.38, 0.050) -(35.00, 408.88, 0.050)-(37.50, 409A1,0.050)-(40 00, 409.94, 0.050) 1.94 5.35 Elev (ft) Section Depth (ft) 413.00 6.30 - ------ _._... 412.00 5.30 411.00 4.30 410.00 3.30 409.00 2.30 408.00 1.30 407.00 0.30 406.00 -0.70 ------------ ..._ .__.. _. .._.-_._...__..__..-- __._._._-_-......_. _... .. .._. .._.._. .,__...,.. -_._ ._. _.__._... _ ..--._.-.._ 405.00 -1.70 -5 0 5 10 15 20 25 30 35 40 45 Sta (ft) MS -19 Analyis Summary Segment ID Q2 (cam) Slope (ft(ft) Liner Material * n Allowable Velocity 2 -Year Velocity 010 (eft) 10 Year Depth (ft) Maximum Channel Remarks A A 2.51 0.111 Existing Vegetation 0.050 5.00 3.96 5.35 0.79 1.50 : ,° :!`;% >:' B -B 2.51 0.064 Existing Vegetation 0.050 5.00 2.49 5.35 0.50 1.50 A ' C -C 2.51 0.033 Existing Vegetation 1 0.050 5.00 1.94 5.35 0.60 1.50 A = applicable area (acres) STEP 7 Identify best management practice (BMP) for the site. I.,,,iw.,,,,,i„d, - [0.03 + (0.009 x 16 ))] x a. -IT x2.78 1. Determine the required pollutant removal efficiency for the site: = 1.22 pounds per year EFF = ( RR+Ly,,,) x 100 (Equation 5-22) where: EFF - required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per yea) * COMPOSITE n NOT WARRANTED AS CHANNEL SIDE SLOPE MATERIAL HOMOGENEOUS MS -19 CHANNEL ADEQUACY CALCULATIONS BIORETENTION FILTER CONSTRUCTION SPECIFICATIONS BIORETENTION BASIN SHOULD BE CONSTRUCTED AFTER ALL SITEWORK IS COMPLETE AND STAPILIZATION MEASURES HAVE BEEN IMPLEMENTED. BIORETENTION FILTERS MUST BE PROTECTED FROM ALL SEDIMENT LOADS TO PREVENT MALFUNCTION. ALL BIORETENTION AREAS WILL REMAIN "OFF-LINE" FROM STORMWATER INFLOW UNTIL THEIR RESPECTIVE DRAINAGE AREAS ARE FREE FROM LOOSE SEDIMENTS WHICH COULD WASH INTO THE FACILITY. IN ADDITION, ALL CONSTRUCTION ACTIVITIES IN THESE AREAS (MUST EE MINIMIZED TO REDUCE COMPACTION OF IN-SITU SOILS, WHICH SHALL BE CORDONED OFF TO PREVENT ACCIDENTAL COMPACTION BY EQUIPMENT DURING THE REMAINDER OF THE CONSTRUCTION PHASE IN THAT AREA. EMBANKMENT, IMPERVIOUS CORE AND CUTOFF TRENCH TO BE IMPERVIOUS MATERIAL AVAILABLE ON-SITE, EMBANKMENT FILL TO BE BENCHED 1:1 INTO EXISTING GROUND, EMBANKMENT TO BE COMPACTED TO 95% DRY WEIGHT DENSITY f2% PER ASTM D-698, CONSTRUCTION OF EMBANKMENT TO BE SUPERVISED BY A GEOTECHNICAL ENGINEER LICENSED TO PRACTICE IN THE COMMONWEALTH OF VIRGINIA. BIORETENTION FILTER SEQUENCE OF CONSTRUCTION 1. REMOVE ALL ACCUMULATED SEDIMENT AND EXCAVATE BIORETENTION FILTER AREA TOi PROPOSED DEPTH. USE RELATIVELY LIGHT, TRACKED EQUIPMENT TO AVOID COMPACTION OF THE BASIN FLOOR. AFTER FINAL GRADING IS COMPLETED, DEEPLY TILL THE BASIN FLOOR WITH ROTARY TILLERS OR DISC HARROWS. 2. INSTALL A 6 INCH LIFT OF UNDERDRAIN GRAVEL (VDOT NO. 57) AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. INSTALL UNDERDRAIN PIPING, CLEANOUTS AND APPURTENANCES IN ACCORDANCE WITH THE PIPE MANUFACTURER SPECIFICATIONS. INSTALL REMAINING UINDERDRAIN GRAVEL. INSTALL PEA GRAVEL CHOKER STONE LAYER. FILL BIORETENTION FILTER AREA WITH BIORETENTION SOIL MIXTURE IN ACCORDANCE TO VIRGINIA BMP CLEARING HOUSE SPECIFICATIONS AS SHOWN IN THE PLANS. 3. INSTALL VEGETATION AND GROUND COVER SPECIFIED IN THE PLANTING PLAN FOR BIORETENTION AREA. INSTALL MULCH LAYER IF CALLED FOR IN THE DESIGN. 4. HAND PLACE LANDSCAPING STONE AT THE BIORETENTION FILTER INLETS AND WEIRS AS SPECIFIED ON THE PLANS AND DETAILS. 5. UPON AUTHORIZATION FROM DESIGNATED INSPECTOR, REMOVE ALL SEDIMENT CONTROLS AND STABILIZE ALL DISTURBED AREAS. BIORETENTION FILTER UNDERDRAIN SPECIFICATIONS UNDERDRAIN MATERIAL TYPES • UNDERDRAIN SYSTEMS SHALL BE COMPOSED OF 6 -INCH PVC PIPE (SCHEDULE 40) OR APPROVED EQUAL. UNDERDRAIN CONNECTIONS • PIPE SECTIONS SHALL BE COUPLED USING SUITABLE CONNECTION SOCKET -WELDED JOINTS. FIELD CONNECTIONS TO STORMDRAIN STRUCTURES AND PIPES SHALL BE SEALED WITH POLYMER GROUT MATERIAL THAT IS CAPABLE OF ADHERING TO SURFACES. UNDERDRAIN PIPE SHALL IBE CAPPED (AT STRUCTURE) UNTIL COMPLETION OF SITE. • UNDERDRAINS CONNECTED DIRECTLY TO A STORM DRAINAGE STRUCTURE SHALL BE NON -PERFORATED FOR A DISTANCE OF AT LEAST 5 FEET FROM THE STRUCTURE INTERFACE TO AVOID POSSIBLE PIPING PROBLEMS. UNDERDRAIN PERFORATIONS • UNDERDRAIN PERFORATIONS SHALL BE A"' PERFORATIONS, 6" CENTER TO CENTER, ALONG TWO OR THREE EQUALLY SPACED LONGITUDINAL ROWS. PERFORATIONS SHALL BE PLACED CLOSEST TO THE INVERT OF THE PIPE TO ACHIEVE MAXIMUM POTENTIAL FOR DRAINING THE FACILITY. NO PERFORATIONS ARE TO BE WITHIN 5 FEET OF WHERE THE UNDERDRAIN SYSTEM CONNECTS TO A STORMDRAIN STRUCTURE. UNDERDRAIN INSPECTION • THE CONTRACTOR SHALL CONTACT THE COUNTY WATER RESOURCES INSPECTOR 24 -HOURS PRIOR TO BACKFILLING THE BIOFILTER AND REQUEST AN INSPECTION AND APPROVAL OF THE (UNDERDRAIN INSTALLATION AND SOIL MIX. z d - CL OF EMBANKMENT �4' MIN. CUTOFF TRENCH DETAIL NOT TO SCALE CONCRETE CRADLE DETAIL NOT TO SCALE STORMWATER NARRATIVE A VSMP PERMIT WAS OBTAINED FOR THIS SITE PRIOR TO JULY 1, 2014. THEREFORE THIS SITE IS GRANDFATHERED PER 9VAC25-870-48 AND MEETS THE WATER QUALITY REQUIREMENTS OF PART II C SET FORTH IN 9VAC25-870-96. I I STORMWATER QUALITY AND DETENTION FOR THE IMPROVEMENTS PROPOSED WITH THIS SITE PLAN WILL BE PROVIDED BY THE PROPOSED BIORETENTION FILTER MINIMUM STANDARDS 3.11A. THE REQUIRED TREATMENT VOLUME IS EQUAL TO 1/2" OF RUNOFF FROM THE IMPERVIOUS AREA. THE PROJECT SITE LIES WITHIN THE DEVELOPMENT AREA AND THE REQUIRED OVERALL POLLUTANT REMOVAL RATE IS 49%. BIOFILTER SIZING CALCULATIONS AND BMP COMPUTATIONS ARE PROVIDED ON THIS DRAWING. THE POINT OF ANALYSIS F OR THE PROJECT LOCATED DRAINAGE SWALE ON THE F TIS LO AT THE EASTERN PROPERTY LINE'AS SHOWN ON DWG. C-19. THE PRE -DEVELOPED DRAINAGE AREA TO THE POINT OF ANALYSIS IS 2.36 ACRES. THE PRE -DEVELOPED FLOWS ARE 2.64 CFS AND 6.73 CFS FOR THE 2 -YEAR AND 10 -YEAR STORM EVENTS RESPECTIVELY. IN THE POST -DEVELOPED' CONDITION THERE ARE TWO SEPARATE DRAINAGE AREAS. 2.65 ACRES WILL BE CAPTURED AND ATTENUATED BY THE PROPOSED BIORETENTION FACILITY AND THERE IS A 1.39 ACRE UNCONTAINED AREA THAT DRAINS TO THE POINT OF ANALYSIS. THE POST DEVELOPED COMBINED FLOWS ARE 2.50 CFS AND 5.35 CFS FOR THE 2 -YEAR AND 10 -YEAR STORM EVENTS RESPECTIVELY. THE COMBINED FLOWS FOR THE BIORETENTION FILTER ROUTING AND UNCONTAINED DRAINAGE AREAS IN THE POST -DEVELOPED CONDITION ARE LESS THAN THE PRE -DEVELOPED FLOWS AT THE POINT OF ANALYSIS THEREFORE THE SITE IS IN COMPLIANCE WITH MS -19. A ROUTING SUMMARY IS PROVIDED BELOW AND THE ROUTING CALCULATIONS ARE SHOWN ON DWG. C-21. ADEQUACY CALCULATIONS I FOR THE EXISTING DOWNSTREAM CHANNEL ARE PROVIDED ON THIS DRAWING. THE CHANNEL ADEQUACY CALCULATIONS INDICATE THAT THE EXISTING VEGETATION IN THE DOWNSTREAM CHANNEL IS ADEQUATE TO PREVENT EROSION. THERE IS NO SIGN OF EROSION IN THE EXISTING CHANNEL IN THE PRE -DEVELOPED CONDITION. BIORETENTION FILTER SIZING CALCULATIONS SURFACE AREA REQUIRED, = 2.5% OF IMPERVIOUS AREA IMPERVIOUS AREA = 50,772FT2 REQUIRED SURFACE AREA = 50,772 F72 x .025 = 1,269 FT2 BIOFILTER SURFACE AREA PROVIDED = 1,290 FT2 FOREBAY SIZING CALCULATIONS MIN. SURFACE AREA REQUIRED = 10% OF BIOFILTER SURFACE AREA MIN. SURFACE AREA REQUIRED = 0.10(1,290 FT2) = 129 FT2 FOREBAY 1 SURFACE AREA PROVIDED = 207 FT2 FOREBAY 2 SURFACE AREA PROVIDED = 393 FT2 POLLUTANT REMOVAL CALCULATIONS THE BMP ANALYSIS AREA FOR THE PROJECT IS THE PROPERTY LIMITS OF THE PARCELS DESIGNATED AS TMP 61A-15 AND 61A-17. THE BMP ANALYSIS AREA IS 2.75 ACRES. CALCULATIONS ARE PROVIDED AS PART OF THIS PLAN. V L.r\JJ !1 1 RIP RAP GRAVEL FLOW SPREADER DETAIL NOT TO SCALE BIORETENTION SOIL ADDRESS 1st SUBMISSION COMMENTS 8 " MIXTURE IN Page 1 of 4 Page 2 af4 MIN. STEPS Determine the relative post -development pollutant land (L,,,d. 2 VIRGINIA BMP DMJ 5/01/15 CLEARINGHOUSE U10 SPECIFICATIONS, • AF year) LATEST EDITION I„„ = post -development percent impervious cover (percent expressed in I,,,„M,=(total existing impervious cover -A+)x IOD= % TOP OF A =applicable area (acres) MULCH Lv-,"`i0.05+(0.009x )]x 2.75 x2,28 1 ELEV.=428.50 _ °Z 3 • • x+ A ' RR - a.•�o : ,.2a where: L,,,iw„ - relative pre -development total phosphorous load (pounds per year) L- - average land cover condition for specific watershed or locality 9£ CONCRETE CRADLE DETAIL NOT TO SCALE STORMWATER NARRATIVE A VSMP PERMIT WAS OBTAINED FOR THIS SITE PRIOR TO JULY 1, 2014. THEREFORE THIS SITE IS GRANDFATHERED PER 9VAC25-870-48 AND MEETS THE WATER QUALITY REQUIREMENTS OF PART II C SET FORTH IN 9VAC25-870-96. I I STORMWATER QUALITY AND DETENTION FOR THE IMPROVEMENTS PROPOSED WITH THIS SITE PLAN WILL BE PROVIDED BY THE PROPOSED BIORETENTION FILTER MINIMUM STANDARDS 3.11A. THE REQUIRED TREATMENT VOLUME IS EQUAL TO 1/2" OF RUNOFF FROM THE IMPERVIOUS AREA. THE PROJECT SITE LIES WITHIN THE DEVELOPMENT AREA AND THE REQUIRED OVERALL POLLUTANT REMOVAL RATE IS 49%. BIOFILTER SIZING CALCULATIONS AND BMP COMPUTATIONS ARE PROVIDED ON THIS DRAWING. THE POINT OF ANALYSIS F OR THE PROJECT LOCATED DRAINAGE SWALE ON THE F TIS LO AT THE EASTERN PROPERTY LINE'AS SHOWN ON DWG. C-19. THE PRE -DEVELOPED DRAINAGE AREA TO THE POINT OF ANALYSIS IS 2.36 ACRES. THE PRE -DEVELOPED FLOWS ARE 2.64 CFS AND 6.73 CFS FOR THE 2 -YEAR AND 10 -YEAR STORM EVENTS RESPECTIVELY. IN THE POST -DEVELOPED' CONDITION THERE ARE TWO SEPARATE DRAINAGE AREAS. 2.65 ACRES WILL BE CAPTURED AND ATTENUATED BY THE PROPOSED BIORETENTION FACILITY AND THERE IS A 1.39 ACRE UNCONTAINED AREA THAT DRAINS TO THE POINT OF ANALYSIS. THE POST DEVELOPED COMBINED FLOWS ARE 2.50 CFS AND 5.35 CFS FOR THE 2 -YEAR AND 10 -YEAR STORM EVENTS RESPECTIVELY. THE COMBINED FLOWS FOR THE BIORETENTION FILTER ROUTING AND UNCONTAINED DRAINAGE AREAS IN THE POST -DEVELOPED CONDITION ARE LESS THAN THE PRE -DEVELOPED FLOWS AT THE POINT OF ANALYSIS THEREFORE THE SITE IS IN COMPLIANCE WITH MS -19. A ROUTING SUMMARY IS PROVIDED BELOW AND THE ROUTING CALCULATIONS ARE SHOWN ON DWG. C-21. ADEQUACY CALCULATIONS I FOR THE EXISTING DOWNSTREAM CHANNEL ARE PROVIDED ON THIS DRAWING. THE CHANNEL ADEQUACY CALCULATIONS INDICATE THAT THE EXISTING VEGETATION IN THE DOWNSTREAM CHANNEL IS ADEQUATE TO PREVENT EROSION. THERE IS NO SIGN OF EROSION IN THE EXISTING CHANNEL IN THE PRE -DEVELOPED CONDITION. BIORETENTION FILTER SIZING CALCULATIONS SURFACE AREA REQUIRED, = 2.5% OF IMPERVIOUS AREA IMPERVIOUS AREA = 50,772FT2 REQUIRED SURFACE AREA = 50,772 F72 x .025 = 1,269 FT2 BIOFILTER SURFACE AREA PROVIDED = 1,290 FT2 FOREBAY SIZING CALCULATIONS MIN. SURFACE AREA REQUIRED = 10% OF BIOFILTER SURFACE AREA MIN. SURFACE AREA REQUIRED = 0.10(1,290 FT2) = 129 FT2 FOREBAY 1 SURFACE AREA PROVIDED = 207 FT2 FOREBAY 2 SURFACE AREA PROVIDED = 393 FT2 POLLUTANT REMOVAL CALCULATIONS THE BMP ANALYSIS AREA FOR THE PROJECT IS THE PROPERTY LIMITS OF THE PARCELS DESIGNATED AS TMP 61A-15 AND 61A-17. THE BMP ANALYSIS AREA IS 2.75 ACRES. CALCULATIONS ARE PROVIDED AS PART OF THIS PLAN. V L.r\JJ !1 1 RIP RAP GRAVEL FLOW SPREADER DETAIL NOT TO SCALE BIORETENTION SOIL ADDRESS 1st SUBMISSION COMMENTS DMJ MIXTURE IN Page 1 of 4 Page 2 af4 ACCORDANCE TO STEPS Determine the relative post -development pollutant land (L,,,d. 2 VIRGINIA BMP DMJ 5/01/15 CLEARINGHOUSE DATE: 09/30/14 SPECIFICATIONS, year) LATEST EDITION I„„ = post -development percent impervious cover (percent expressed in I,,,„M,=(total existing impervious cover -A+)x IOD= % TOP OF A =applicable area (acres) MULCH Lv-,"`i0.05+(0.009x )]x 2.75 x2,28 1 ELEV.=428.50 STEP 44 Determine the relative pre -development pollutant load (Ly,a. 3 3" MULCH RR - a.•�o : ,.2a where: L,,,iw„ - relative pre -development total phosphorous load (pounds per year) L- - average land cover condition for specific watershed or locality 9£ - 1 S$ pounds per year the Chesapeake Bay default value of 160/ (percent expressed in whole numbers) A = applicable area (acres) STEP 7 Identify best management practice (BMP) for the site. I.,,,iw.,,,,,i„d, - [0.03 + (0.009 x 16 ))] x a. -IT x2.78 1. Determine the required pollutant removal efficiency for the site: = 1.22 pounds per year EFF = ( RR+Ly,,,) x 100 (Equation 5-22) where: EFF - required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per yea) NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE 5D-9 5D-10 PEA PERFORMANCE -RASED WATER QUALITY CALCULATIONS " _ , APPENDIX 5D _ Worksheet 2: Situation 2 GRAVEL Page 4 of 4 Worksheet 2 :.Situation 2 Page 3 oto 4. Calculate the pollutant load removed by the proposed BMP(s): 2. Select BMP(s) from Table 5-15 and locate on the site: 12" BMP I: where: Li,, = Post -development pollutant load removed by proposed BMP (pounds per year) 4000 PSI FILTER STONE-----'- VDOT CLASS A4 VDOT NO. 57 11 GENERAL CONCRETE AGGREGATE PROVIDE MINIMUM BOTTOM OFJ 6" DIA. 6" SUMP BELOW BIORETENTION PERFORATED UNDERDRAIN FACILITY=425.00 UNDERDRAIN BIORETENTION FILTER SECTION 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/15 Page 1 of 4 Page 2 af4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP P i, Worksheet 1: STEPS Determine the relative post -development pollutant land (L,,,d. 2 UPDATED BIORETENTION ELEVATIONS DMJ 5/01/15 ipo,i _(total post -development impervious cover+A) x 100= 31 % DATE: 09/30/14 where: L,,,,, = relative post -development total phosphorous load (pounds per year) I„„ = post -development percent impervious cover (percent expressed in I,,,„M,=(total existing impervious cover -A+)x IOD= % who numbers) A =applicable area (acres) -L°sSl,.wo�.aI-G %;and Lv-,"`i0.05+(0.009x )]x 2.75 x2,28 Ip,,, 'i IG �(y° _-.,2,_40 poundsperyear STEP 44 Determine the relative pre -development pollutant load (Ly,a. STEP 6 Determine the relative pollutant removal requirement (RR). RR - RR - a.•�o : ,.2a where: L,,,iw„ - relative pre -development total phosphorous load (pounds per year) L- - average land cover condition for specific watershed or locality 9£ - 1 S$ pounds per year the Chesapeake Bay default value of 160/ (percent expressed in whole numbers) A = applicable area (acres) STEP 7 Identify best management practice (BMP) for the site. I.,,,iw.,,,,,i„d, - [0.03 + (0.009 x 16 ))] x a. -IT x2.78 1. Determine the required pollutant removal efficiency for the site: = 1.22 pounds per year EFF = ( RR+Ly,,,) x 100 (Equation 5-22) where: EFF - required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per yea) NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE OF y to DAVITS M. JENSEN Lie. No. 1484 ONAL EACs NOT TO SCALE , P)';RFORMANCE-BASED WATER QUALITY CALCULATIONS '. " APPENDIX SD , , PmroRmAlsi r -BASED WATER QUALITY CALCULATIONS � APPENDIX 56 Wurksheet 2 • Situation L Worksheet 2 • Situation 2 Page 1 of 4 Page 2 af4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP P i, Worksheet 1: STEPS Determine the relative post -development pollutant land (L,,,d. Applicable area (A)* - 2. 15, acres 6.73 5.35 Lp„, - [0.05 + (0.009 x I, -J] x A x 2.28 (Equation 5-21) ipo,i _(total post -development impervious cover+A) x 100= 31 % DATE: 09/30/14 where: L,,,,, = relative post -development total phosphorous load (pounds per year) I„„ = post -development percent impervious cover (percent expressed in I,,,„M,=(total existing impervious cover -A+)x IOD= % who numbers) A =applicable area (acres) -L°sSl,.wo�.aI-G %;and Lv-,"`i0.05+(0.009x )]x 2.75 x2,28 Ip,,, 'i IG �(y° _-.,2,_40 poundsperyear STEP 44 Determine the relative pre -development pollutant load (Ly,a. STEP 6 Determine the relative pollutant removal requirement (RR). RR - RR - a.•�o : ,.2a where: L,,,iw„ - relative pre -development total phosphorous load (pounds per year) L- - average land cover condition for specific watershed or locality 9£ - 1 S$ pounds per year the Chesapeake Bay default value of 160/ (percent expressed in whole numbers) A = applicable area (acres) STEP 7 Identify best management practice (BMP) for the site. I.,,,iw.,,,,,i„d, - [0.03 + (0.009 x 16 ))] x a. -IT x2.78 1. Determine the required pollutant removal efficiency for the site: = 1.22 pounds per year EFF = ( RR+Ly,,,) x 100 (Equation 5-22) where: EFF - required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per yea) L,,,, = relative post -development total phosphorous bad (pounds per year) EFF =(+ago )x100 5D-9 5D-10 ' PERFORMANCE-BASED WATER QUALITY CALCULATIONS � APPENDIX 51) PERFORMANCE -RASED WATER QUALITY CALCULATIONS " _ , APPENDIX 5D _ Worksheet 2: Situation 2 Page 4 of 4 Worksheet 2 :.Situation 2 Page 3 oto 4. Calculate the pollutant load removed by the proposed BMP(s): 2. Select BMP(s) from Table 5-15 and locate on the site: L,x,,,,,, - Effh.p x Lona, (Equation 5-24) BMP I: where: Li,, = Post -development pollutant load removed by proposed BMP (pounds per year) BMP 2: E ap,p = pollutant removal efficiency of BMP (expressed in decimal farm) La,,,, - relative post-developmeat total phosphorous load entering Bb1P 3: proposed SMP (pounds per year) 3. Determine the pollutant load entering the proposed BMP(s): L,,,,,,„,,,o,,,,, - &,5-0- x ';,G q 1.15 pounds per year Lean. = [DX5 + (0,009 x ISP)] x A x 2.28 (Equation 5-23) L„m,,,.o,o,,sa - x pounds per year where: Lsmr - relative post -development total phosphorous load entering L,,,,...ve.n.s - x pounds per year proposed BMP (pounds per year) Iann = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) 5. Calculate the total pollutant load removed by the BMIr(s): A - drainage area of proposed BMP (acres) ,msmrr+ L,,,,,,,,maup:+L-­­z 5-25) L-',L ­',[0.05+(0.009 44 x a24S_ x2.28 _ x )] Where: L ­1e, -total pollutant toad removed by proposed BMPs - a.te9 _ pounds pet year L,,,,,,-,, i -pollutant load removed by proposed BMP No, I L�,2 = pollutant load removed by proposed BMP No. 2 Ls - [0.05 + (0.009 x ,)] x x 2.28 L,-... =pollutant load removed by proposed BMP No. 3 pounds per year Lonna = [0.05+(0.009 x �)] x x 2.28 1.35 pounds per year pounds per year 6. Verify compbance: LH -...aim - RR 1.35 I. m 0K_ 5D-1 I 5D-12 4' DIA. RCP OUTLET STRUCTURE W/TRASH RACK TOP=433.30 4" ORIFICE WITH BMP CAGE INV=429.50 10' 12" MAX i ----i PONDING TOP OF DEPTH EMBANKMENT III=III =436.50 llllill IMPERVIOUS CORE BIORETENTION FACILITY ROUTING SUMMARY DESIGN STORM PRE -DEVELOPED FLOWS (CFS) POST -DEVELOPED COMBINED FLOWS (CFS) 2yr 2.64 2-51 10yr 6.73 5.35 IF SOD CANNOT BE INSTALLED UPON PLACEMENT OF SOIL MIX, INSTALL PERIMETER SILT FENCE AT TOP OF UNSTABILIZED EMBANKMNET SLOPES (TYP) �:, X REFER TO LANDSCAPE C-20 C-20 PLANS FOR BIORETENTION TOP OF FILTER PLANTINGS MULCH X 15" HDPE =III= 6" DIA. OUTFALL (-1 I PERFORATED PIPE III UNDERDRAIN CUTOFF 15' O.C. TRIENCH WATERTIGHT 8'X2' CONCRETE CONNECTION CONCRETE CRADLE BASE TEMPORARY EXCAVATED SUBGRADE SLOPES MAY BE INSTALLED NEAR VERTICALLY TO ENSURE A MINIMUM BOTTOM DEPTH OF 4' IS MAINTAINED FOR THE DRAINAGE COURSE. ALL SLOPES ABOVE MULCH LAYER TO BE NO STEEPER THAN 3:1, UNLESS OTHERWISE SHOWN ON PLANS ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24503 Charlottesville, VA 22911 Phone: 434.316 6080 Phone: 434.984.2700 www.wwassoctates.net i3r�:�•7•�=_ _ _ I iiallL�l11 !! HIM".113 Ii■1r I1L�IlI ��� BIORETENTIO LTER FACI DETAIL NOT TO SCALE • DRAINAGE COURSE 100YR WSE 434.38 ( 1OYR WSE 433.24 / 2YR WSE 431.11 N DESIGNED BY: DMJ PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA SET REV. NO. 2 U Q o 1 D24WN BY: KM DRAWING NUMBER: C-20 TITLE: STORMWATER MANAGEMENT NARRATIVE DETAILS AND CALCULATIONS DIHR BY: JDB SHEET NUMBER:H 24 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_SWM-2.dwg DISCIPLINE. CML SCALE: V. N%A DATE: 09/30/14 Hydrograph Report Hydreflow Hydrographs Exte-on for AutoCAD® Civil 3DO2014 by Autodesk. Inc. 00 3 Thursday, 041912015 Hyd. No. 1 Hydrograph type = SCS Runoff Peak discharge = 7.808 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Pre Developed Pre Developed Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of conic. (Tc) = 6.00 min Hydrograph type Hydrograph type = SCS Runoff Peak discharge = 2.643 cfs Storm frequency = 2 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 7,807 tuft Drainage area = 2.360 ac Curve number = 66 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of cone. (Tc) = 14.40 min Total precip. = 3.70 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 000 Pre Developed Hyd. No. 1 - 2 Year Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 1 Time (hrs) Hydrograph Report Hydraflow, Hydrographs Extension for AutoCAD® Civil 3Dt) 2014 by Autodesk, Inc v10.3 Thursday, 0419 / 2015 Hyd. No. 1 Post to BMP Hydrograph type = SCS Runoff Peak discharge = 7.808 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Pre Developed Drainage area = 2.650 ac Curve number = 77 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of conic. (Tc) = 6.00 min Hydrograph type = SCS Runoff Peak discharge = 6.731 cfs Storm frequency = 10 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 18,402 cult Drainage area = 2.360 ac Curve number = 66 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of cont. (Tc) = 14.40 min Total precip. = 5.60 in Distribution = Type it Stone duration = 24 hrs Shape factor = 484 Pre Developed Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 1 Time (hrs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 000 0 Ez L0 O O O M N Y 0 c.i 3 0 a� 1 ADDRESS 1st SUBMISSION COMMENTS 0 w J ►y DMJ 1 2/27/15 NO. ( SHEET REVISION I BY I DATE I No. Hydrograph Report Hydranow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk. Inc. v10.3 Thursday, 04/9/2015 Hyd. No. 2 Post to BMP Hydrograph type = SCS Runoff Peak discharge = 7.808 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 15,681 cult Drainage area = 2.650 ac Curve number = 77 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of conic. (Tc) = 6.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post to BMP Q (CIS) Hyd. No. 2 - 2 Year Q (cfs) 3.00 8.00 = 2 yrs Time to pteak = 12.70 hrs Time interval Time interval = 1 min Hyd. volume = 11,558 tuft Inflow hyd. No. Inflow hyd. No. = 2 - Post to BMP Max. Elevation = 431.11 ft Reservoir name Reservoir name = Biofilter Max. Storage B.00 H Storage Indication method used. FAltration extracted from Outflow. FILE NAME: Stage (ft) Efevation (ft) Q (cfs) Biofilter Routing Hyd, No. 4 - 2 Year _.. _. _, ...... 8.00 0.00 428.50 09/30/14 2,079 __.. .......... . 0 6.00 1.50 430.00 2,877 3,700 8.00 6.00 2.00 3.50 432.00 2.00 4,034 6.00 4.00 1.00 550 434.00 5,342 9,345 '19,923 2.00 7.50 436.00 6,868 6.00 1.00 ,32,100 800 43650 7,230 3,524 '35.623 Culvert I Orifice Structures 4.00 2.00 Weir Structures 0.00 [A] [B] 4.00 2A0 [A] [B] [C] [D] L0.00 4.00 1.00 0.00 0.00 = 12.57 Inactive 0.00 000 Span (In) = 15.00 2.00 0.00 0.00 Crest EI. (ft) = 43330 434.00 0 3 6 9 12 15 18 21 24 27 2.00 - Hyd No. 4 -Hyd No. 2 II I7 TIII Total storage used = 7,530 Daft Time (hrs) Wel, Coeff. = 3.33 2.60 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADID Civil 3D® 2014 by Autodesk, Inc v10.3 Thursday, 0419 12015 Hyd. No. 3 Post Uncontained Hydrograph type = SCS Runoff Peak discharge = 4.603 cfs Storm frequency = 10 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 13,180 cult Drainage area = 1.390 ac Curve number = 71 Basin Slope = 0.0% Hydraulic length = 0 ft 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 -- Hyd No. 2 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk. Inc. v10.3 Thursday, 0419 / 2015 Hyd. No. 2 Post to BMP Hydrograph type = SCS Runoff Peak discharge = 15.23 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 1 min Hyd. volume = 31,073 cult Drainage area = 2.650 ac Curve number = 77 Basin Slope = 0.0% Hydraulic length = Oft To method = User Time of cont. (Tc) = 6.00 min Total precip. = 5.60 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Post to BMP Q (Cfs) Hyd. No. 2 -- 10 Year Q (cfs) .013 18.00 Na 5.00 4.00 Orifice Coeff. = 0.60 0.60 060 0.60 ExIll.(lirli = 0.500 (by Confour) 18.00 4.00 Mid tags = n!a Yes No No TW Eley. ------ --- - - 15.00 4.00 15.00 4.00 3.00 3.00 ........ . 12.00 ..... -- 12.00 9.00 3.00 2.00--'___7___r_' 3.00 2.00 .00 9.00 6.00 2.00 2.00 1.00 ____._ _.___ 1.00 .,._._........._.._.. 6.00 _ 3.00 _._......._....____, _ 1,0o 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 - Hyd No. 2 Time (hrs) Hydrograph Report Hydraliow Hydrographs Extension for AutoCADO Civil 3Dg 2014 by Autodesk, Inc. v10.3 Thursday, 04 / 9 / 2015 Hyd. No. 4 Biofilter Routing Hydrograph type = Reservoir Peak discharge = 18.37 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 1 min Hyd. volume = 56,864 cult Inflow hyd. No. = 2 - Post to BMP Max. Elevation = 434.38 ft Reservoir name = Biofilter Max. Storage = 22,188 cult Storage Indication method used. Extiltration extracted from Outflow. Biofilter Routing Q (cfs) Hyd. No. 4 - 100 Year Q (Cfs) 30.00 - Hyd No. 3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3 Thursday, 04 /9J2015 Hyd. No. 5 Post Condition to Analysis Point Hydrograph type = Combine Peak discharge = 28.25 cfs Storm frequency = 100 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 85,205 tuft 30.00 Q (cfs) Post Condition to Analysis Point Q (cfs) Hyd. No. 5 --100 Year 30.00 25.00 25.00 30.00 25,00 20.00 20.00 25.00 15.00 15.00 ..... 20.00 - - 10.00 ............._......_...,............,.... ..... ,___,. .,...,.....,,..., ..L.........._.._-....., ._,....._,..._,_ ,...___..........._......_....,. 20.00 10.00 . ........... .. ...._..._ ...... .,......,. ............ ...........-5.00 5.00 I_...._ .... _....._.... 0.00 0,00 0 3 6 9 12 15 18 21 24 27 - Hyd No. 4 - Hyd No. 2 1,1111.11.1 Total storage used = 22,188 tuft Time (hrs) SHEET REVISION W DATE Hydrograph Report Hydraflow Hydrogtaphs Extension for AutoCAD[ Civil 31)t 2014 by Autodesk, Inc. v10.3 Thursday, 04 / 9 ! 2015 Hyd. No. 3 Post Uncontained Hydrograph type = SCS Runoff Peak discharge = 2.048 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 1 min Hyd. volume = 6,095 cult Drainage area = 1.390 ac Curve number = 71 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of conic. (Tc) = 16.40 min Total precip. = 3,70 in Distribution = Type it Storm duration = 24 hrs Shape factor = 484 Post Uncontained Q (cfs) Hyd. No. 3 - 2 Year Q (cfs) 3.00 Storm frequency = 2 yrs Time to pteak = 12.70 hrs Time interval Time interval = 1 min Hyd. volume = 11,558 tuft Inflow hyd. No. Inflow hyd. No. = 2 - Post to BMP Max. Elevation = 431.11 ft Reservoir name Reservoir name = Biofilter Max. Storage 3.00 H Storage Indication method used. FAltration extracted from Outflow. FILE NAME: Stage (ft) Efevation (ft) Q (cfs) Biofilter Routing Hyd, No. 4 - 2 Year Total storage (cult) Q (cfs) 8.00 0.00 428.50 09/30/14 2,079 O 0 0 1.50 430.00 2,877 3,700 8.00 6.00 2.00 3.50 432.00 2.00 4,034 6.878 10,578 1.00 550 434.00 5,342 9,345 '19,923 2.00 7.50 436.00 6,868 6.00 1.00 ,32,100 800 43650 7,230 3,524 '35.623 Culvert I Orifice Structures Weir Structures 0.00 [A] [B] 4.00 2A0 [A] [B] [C] [D] L0.00 4.00 1.00 0.00 0.00 = 12.57 Inactive 0.00 000 Span (In) = 15.00 2.00 0.00 0.00 Crest EI. (ft) = 43330 434.00 0 3 6 9 12 15 18 21 24 27 1 - Hyd No. 4 -Hyd No. 2 II I7 TIII Total storage used = 7,530 Daft Time (hrs) Wel, Coeff. = 3.33 2.60 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADID Civil 3D® 2014 by Autodesk, Inc v10.3 Thursday, 0419 12015 Hyd. No. 3 Post Uncontained Hydrograph type = SCS Runoff Peak discharge = 4.603 cfs Storm frequency = 10 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 13,180 cult Drainage area = 1.390 ac Curve number = 71 Basin Slope = 0.0% Hydraulic length = 0 ft To method = User Time of cont, (Tc) = 16.40 min Total precip. = 5.60 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Post Uncontained Q (cfs) Hyd. No. 3 - 10 Year Q (Cfs) 5.00 No Slope I%) = 0.51 0.00 1,00 n/a N•Value = ,010 .013 .013 Na 5.00 4.00 Orifice Coeff. = 0.60 0.60 060 0.60 ExIll.(lirli = 0.500 (by Confour) 5,00 4.00 Mid tags = n!a Yes No No TW Eley. ------ --- - - 4.00 4.00 3.00 3.00 ........ . .... .............._ ..... -- 3.00 2.00--'___7___r_' 3.00 2.00 .00 2.00 2.00 1.00 ____._ _.___ 1.00 .,._._........._.._.. ,,..._,._ _ . ...................................... _._......._....____, _ 1,0o 1.00 0.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3 Thursday, 04 /9J2015 Hyd. No. 5 Post Condition to Analysis Point Hydrograph type = Combine Peak discharge = 28.25 cfs Storm frequency = 100 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd. volume = 85,205 tuft Inflow hyds. = 3,4 Contrib. drain. area = 1.390 ac Q (cfs) Post Condition to Analysis Point Q (cfs) Hyd. No. 5 --100 Year 30.00 30.00 25,00 25.00 20.00 20.00 15.00 15.00 10.00 -_. ----- _._- ,_.......__ ------- __ _ _... ------- -. _-_ __- 10.00 5.00 5.00 0.00 0,00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 5 -Hyd No. 3 -Hyd No. 4 Time (hrs) OP L) DAVID M. JENSEN Lic. No. 1484 OA -0 L Hydrograph Report Hydratlow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. A0.3 Thursday, 04 / 9 / 2015 Hyd. No. 4 Pond No. 1 - Biofilter Storm frequency = 2 yrs Time to peak = 12.07 hrs Biofilter Routing Biofilter Routing Post Condition to Analysis Point Q (cfs) Hyd. No. 5 - 2 Year Q (cfs) 3.00 Hydrograph type Hydrograph type = Reservoir Peak discharge = 0.505 cfs Storm frequency Storm frequency = 2 yrs Time to pteak = 12.70 hrs Time interval Time interval = 1 min Hyd. volume = 11,558 tuft Inflow hyd. No. Inflow hyd. No. = 2 - Post to BMP Max. Elevation = 431.11 ft Reservoir name Reservoir name = Biofilter Max. Storage = 7,530 cult H Storage Indication method used. FAltration extracted from Outflow. FILE NAME: Stage (ft) Efevation (ft) Q (cfs) Biofilter Routing Hyd, No. 4 - 2 Year Total storage (cult) Q (cfs) 8.00 0.00 428.50 09/30/14 2,079 O 0 0 1.50 430.00 2,877 3,700 8.00 6.00 2.00 3.50 432.00 4,034 6.878 10,578 1.00 550 434.00 5,342 9,345 '19,923 7.50 436.00 6,868 6.00 4.00 ,32,100 800 43650 7,230 3,524 '35.623 Culvert I Orifice Structures Weir Structures 0.00 [A] [B] 4.00 2A0 [A] [B] [C] [D] L0.00 4.00 Inactive 0.00 Crest Len (ft) = 12.57 Inactive 0.00 000 Span (In) = 15.00 2.00 0.00 0.00 Crest EI. (ft) = 43330 434.00 0 3 6 9 12 15 18 21 24 27 1 - Hyd No. 4 -Hyd No. 2 II I7 TIII Total storage used = 7,530 Daft Time (hrs) Hydrograph Report Hydrafldw Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 0419 / 2015 Hyd. No. 4 Thursday, 04 / 912015 Pond No. 1 - Biofilter Storm frequency = 2 yrs Time to peak = 12.07 hrs Biofilter Routing Inflow hyds. = 3, 4 Contrib. drain. area = 1.390 ac Post Condition to Analysis Point Q (cfs) Hyd. No. 5 - 2 Year Q (cfs) 3.00 Hydrograph type = Reservoir Peak discharge = 1.088 cfs Storm frequency = 10 yrs Time to peak = 12.55 hrs Time interval = 1 min Hyd, volume = 26,215 tuft Inflow hyd. No. = 2 - Post to BMP Max. Elevation = 433.24 ft Reservoir name = Biofilter Max. Storage = 16,392 cult Storage Indication method used. Exl0tratloa extracted from Outflow Biofilter Routing Q (cfs) Hyd. No. 4 - 10 Year Q (Cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9,00 -- 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 - Hyd No. 4 - Hyd No. 2 ffj= Total storage used = 16,392 cult Time (hrs) Pond Report Hydraflow Hydroqraphs Extension for AuWCAIXfl1 Civil SOO 2014 by Autodesk, Inc v10 3 Hydraflow Hydrographs Extension for AutoCADO Civil 3DOt 2014 by Autodesk, Inc v10 3 Thursday, 04 1 9 12015 Hyd. No. 5 Thursday, 04 / 912015 Pond No. 1 - Biofilter Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 1 min Hyd, volume = 17,652 cult Inflow hyds. = 3, 4 Contrib. drain. area = 1.390 ac Post Condition to Analysis Point Q (cfs) Hyd. No. 5 - 2 Year Q (cfs) 3.00 2 Pond Data DRAWN BY. KTM ALBEMARLE COUNTY VIRGINIA uj DRAWING NUMBER: TITLE: STORMWATER MANAGEMENT CALCULATIONSC-2 Contours -User-defined contour areas. Conic method used for volume calculation. Beginhg Elevation = 428.50 It JDB 3.00 Stage t Storage Table � SHEET NUMBER: H WWA NUMBER: FILE NAME: Stage (ft) Efevation (ft) Contour area (sqft) Iner, storage (tuft) Total storage (cult) 300105C_SWM-3.dwg CIVILH 0.00 428.50 09/30/14 2,079 O 0 0 1.50 430.00 2,877 3,700 3,700 2.00 3.50 432.00 4,034 6.878 10,578 1.00 550 434.00 5,342 9,345 '19,923 7.50 436.00 6,868 12,177 ,32,100 800 43650 7,230 3,524 '35.623 Culvert I Orifice Structures Weir Structures 0.00 [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 15.00 4.00 Inactive 0.00 Crest Len (ft) = 12.57 Inactive 0.00 000 Span (In) = 15.00 4.00 12.00 0.00 Crest EI. (ft) = 43330 434.00 0.00 0.00 No. Barrels = 1 1 2 0 Wel, Coeff. = 3.33 2.60 3.33 3.33 Imert El. (ft) = 424.00 429.50 43400 0.00 Welrtype = 1 Broad - - Length(ft) = 78.70 000 20.00 0.00 MulOStage = Yes No No No Slope I%) = 0.51 0.00 1,00 n/a N•Value = ,010 .013 .013 Na Orifice Coeff. = 0.60 0.60 060 0.60 ExIll.(lirli = 0.500 (by Confour) 5,00 4.00 Mid tags = n!a Yes No No TW Eley. Stage (ft) 8.00- 600 .00- 600 4.00 2.00 Note C�NtrVMnce aNno'MM ere Brialy wdar-(k)w a .feel.n 5wen.kwa Mocked far W,fk ca 1. X end .abeam -(s). Stage / Discharge El" (fl) 436.50 434.50 432.50 430.50 0.00 428.50 0.00 2.00 4.00 6.00 8.00 10.00 12,00 14.00 16.00 18.00 20.00 22.00 - Total Discharge (ofs) W& _1 ENGINEERS no SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 34502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www, wwas sociale s. not Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DOt 2014 by Autodesk, Inc v10 3 Thursday, 04 1 9 12015 Hyd. No. 5 Post Condition to Analysis Point Hydrograph type = Combine Peak discharge = 2.503 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 1 min Hyd, volume = 17,652 cult Inflow hyds. = 3, 4 Contrib. drain. area = 1.390 ac Post Condition to Analysis Point Q (cfs) Hyd. No. 5 - 2 Year Q (cfs) 3.00 2 DRAWN BY. KTM ALBEMARLE COUNTY VIRGINIA uj DRAWING NUMBER: TITLE: STORMWATER MANAGEMENT CALCULATIONSC-2 L; j Q °'HR BY: JDB 3.00 2.00 � SHEET NUMBER: H WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 213001.05 300105C_SWM-3.dwg CIVILH /A 09/30/14 25 of 30 O 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 5 -Hyd No. 3 -Hyd No. 4 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2014 by Autodesk. Inc. 00.3 Thursday, 04 / 9 / 2015 Hyd. No. 5 Post Condition to Analysis Point Hydrograph type = Combine Peak discharge = 5.345 cfs Storm frequency = 10 yrs Time to peak = 12.05 hrs Time interval = 1 min Hyd, volume = 39,396 cult Inflow hyds. = 3,4 Contrib. drain. area = 1.390 ac Post Condition to Analysis Point Q (cfs) Hyd. No. 5 -- 10 Year Q (Cfs) 6.00 6.00 5.00 5,00 4.00 ------ --- - - 4.00 3.00 ........ . .... .............._ ..... -- ._.....- 3.00 2.00 2.00 1.00 ____._ _.___ ..__._....._..._ .,._._........._.._.. ,,..._,._ _ . ...................................... _._......._....____, _ 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 -- Hyd No. 5 -Hyd No. 3 -Hyd No. 4 Time (hrs) °ESIGNEDM PROJECT. SET SET REV. N0. J. LOFTS AT MEADOWCREEK FINAL SITE PLAN 2 DRAWN BY. KTM ALBEMARLE COUNTY VIRGINIA uj DRAWING NUMBER: TITLE: STORMWATER MANAGEMENT CALCULATIONSC-2 L; j Q °'HR BY: JDB � SHEET NUMBER: H WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 213001.05 300105C_SWM-3.dwg CIVILH /A 09/30/14 25 of 30 O J 3 10 N Oa. UI 0 O D a 'v 0 0 N Y V 3 O J 0 C4 / SWM -DR vE mltb n 3 " (4)/, ,x4„ ADHESIVE BOLTS, SELF c LOCKING HEX. -� o NUTS,FLAT WASHERS j — — — WATER rn �- ( ITY ORIFICE. F'OR�`gSIZE) HOLES DIA SWM DAM METAL PLATE DETAIL (NOT GALVANIZED) ROUND OR SQUARE —CONC. SWM DAM k — -V all ulu * * 1/12 D D)K CONCRETE CRADLE f PIPE SIZE INCHES CRADLE BOTTOM WIDTH UNCHESh CRADLE HEIGHT (INCHES) CRADLE NCREMENT IN TOP WIDTH CUBIC YARF7S, (INCHES) PER LINEAR FOOT OF PIPE 12 34 14 32 0.093 15 38 15.75 35.5 0.110 18 42 17.5 39 0.129 24 50 21 46 0.168 30 58 26 53 0.233 36 66 31 60 0.307 42 74 38 67 0.390 11 o —y —� I i CONCRETE SHALL BE CLASS A3 2C BUT NOT LESS THAN( 6" o) 0 BOTTOMF[j )K * IF THE PIPE IS LAID IN AN EXCAVATED TENCH, THEN OF BASIN THE SIDE WALLS MAY! CONFORM TO THE TRENCH SHAPE — J (IE THE TRENCH MAY' BECOME THE CRADLE FORM). DE NL FOR METAL PLATE AND SIDE VIEW OF SWM CONCRETE CRADLE IS TO BE AJS(ALLED UNDER THE ENTRE LENGTH OF CULVERT' AT EACH SiORMWATER MANAGEMENT BASIN. WATER QUALITY ORIFICE DAM WITH DEBRIS CONCRETE CRADLE IS TO BE PND FOR AS MISCELLANEOUS TYPICAL SWM DAM CONCRETE AND SUMWARiZED IN CUBIC YARDS FOR EACH PIPE LOCATION METAL PLATE MUST BE CONC.SWM RISER CURVED TO FIT CIRCULAR ROUND OR SQUARE UNITS WHERE APPLICABLE. 12" AUAX.6" MIN. PIPE OR SWM OPENHNG THROUGH NN_L STRUCTDRAINAGS STRUCTURE VARIES 2:Y, (4) 1 "x4" I _W I ( I I RACKS /Z - 8 O c ESIVE LOCKING ELF HEX. NUTS, o/ o I BOTTOM I I w / \ WATER to FLAT I OF BASIN -•— 4„ QUALITY WASHERS \ i — — I— II.�-- FOR SIZCE E ' I 11° -- I I I I 1 II PLATE - (4)Y4"DIA J.J____ -LL. HOLES DETAIL FOR METAL PLATE AND SIDE VIEW WITH DEBRIS RACK N METAL PLATE DETAIL WATER QUALITY ORIFICE (NOT GALVANIZED) TYPICAL SWM (DRAINAGE STRUCTURE tvooT STORMWATER MANAGEMENT (SWM) DETAILS SPECIFICATION ROAD AND BRIDGE STANDARDS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCFETE CRADLE SHEET 3 OF 5 REVISION DATE (FOR SWM DRAINAGE STRUCTURES SWM RISER PIPES MID SWM DAMS) 302 114.06 VIRGINIA DEPARTME;� OF TRANSPORTATION 4 3ADHESIVE BOLTS W/FLAT AND \ SELF LOCK NGERS NUTSS TYPICAL 8 PLACES -EQUAL ` SPACED ON AN "E" DIA. B. LOCKABLE ACCESS DOOR W/HINGE, t MIN. 2'x 2' CLEAR OPENING SEE NOTE 1 — I- 3/" DIA X 6" LG. ASHESIVE BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS. TYPICAL 8 PLACES -EQUALLY SPACED ON AN "E" DIA B.C. CIRCULAR STORMWATER mach Lu.MANAGEMENT DRAINAGE RISER O.D. 3 , STRUCTURE RISER I.D. O.D. A DIMENSION B C D E APPROX. WT. (LBS.) 24 30 31 28% 7 11 27 24 36 44 45 41 z 13 19 40 58 48 58 59 —5-4-V2— 13 21 53 86 60 72 73 67V2 17 28 66 135 72 86 87 80% 1 23 35 1 79 204 84 100 101 931/4 1 25 39 92 266 96 114 115 1061/4 22 1 38 1 105 305 FIELD VERIFY ELEVATION OF SANITARY SEWER WITH TEST PITS PRIOR TO CONSTRUCTION AND ORDERING OF MATERIALS. MAINTAIN A MINIMUM OF 12" CLEARANCE BETWEEN SANITARY SEWER AND STORM PIPE. SWM -DR LOCKABLE ACCESS DOOR W/HINGE, MIN. 2'x 2' CLEAR OPENING SEE NOTE 1 2" WIDE X 1/4" THICK STEEL RING BOLTED TO RISER RISER O.D. t I.D. RISER O.D. A B DIMENSION C D E SEGMENT APPROX. WT. (LBS.) 24 30) 30 6 7 10 27 15 46 36 441 42 6 13 18 40 22 82 48 583 55 9 13 20 53 29 120 60 72 68 9 17 26 66 36 169 72 1 8 6 Ili 81 9 23 1 34 1 79 1 42 227 84 10(0 1 94 12 25 1 37 1 92 1 49 290 96 114 1 107 1 12 22 1 36 1 105 1 56 341 HIGH DENSITY POLYETHYLENE METAL NOTES, 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON ALL TRASH RACKS 2. ANTI -VORTEX PLAATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. IF THE TOTAL WEIGHT OF THE TRASH RACK IS GREATER THAN 75 LBS OR COST OF FURNISIHING AND PLACING THE ANTI -VORTEX PLATE IS TO IF THE TRASH RACK IS TO BE PLACED ON A SWM -1 WITH AN "H" DIMENSION BE INCLUDED IN 'THE BID PRICE FOR THE STRUCTURE. GREATER THAN 7'-2". SPECIFICATION STORMWATER MANAGEMENT DETAILS TRASH RACK �`� REFERENCE FOR SWM DRAINAGE STRUCTURES ROAD AND BRIDGE STANDARDS 302 REVISION DATE SHEET 4 OF 5 VIRGINIA DEPARTMENT OF TRANSPORTATION 114.07 10+00 10+50 11+00 11+50 PROFILE VIEW: STORM -1 1 ADDRESS 1 st SUBMISSION COMMENTS DMJ 2/27/'15 DRAWN BY. KM DRAWING NUMBER: C-25 TITLE: STORM DRAIN PROFILES DIHR BY. 2 UPDATED STORM SEWER PROFILES DMJ 5/01/15 SHEET NUMBER: 29 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_PP-2.dwg DISCIPLINE: CIVIL SCALE: H: l`_-50' 009130114 IV.1=10 DATE: Fill NO. SHEET REVISION BY DATE N0. 1 SHEET REVISION BY DATE ■gyp- � i�'l'.� . - _ Ild�:��milll, m Bill Fill� 1-9 i►. al's AFS • '� i �� � '1• ' 10+00 10+50 11+00 11+50 PROFILE VIEW: STORM -1 1 ADDRESS 1 st SUBMISSION COMMENTS DMJ 2/27/'15 DRAWN BY. KM DRAWING NUMBER: C-25 TITLE: STORM DRAIN PROFILES DIHR BY. 2 UPDATED STORM SEWER PROFILES DMJ 5/01/15 SHEET NUMBER: 29 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_PP-2.dwg DISCIPLINE: CIVIL SCALE: H: l`_-50' 009130114 IV.1=10 DATE: Fill NO. SHEET REVISION BY DATE N0. 1 SHEET REVISION BY DATE 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 PROFILE VIEW: STORM -2 PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA SET REV. NO. 2 Ir - 0 ~¢ DRAWN BY. KM DRAWING NUMBER: C-25 TITLE: STORM DRAIN PROFILES DIHR BY. JDB � £- SHEET NUMBER: 29 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_PP-2.dwg DISCIPLINE: CIVIL SCALE: H: l`_-50' 009130114 IV.1=10 DATE: Fill Ild�:��milll, m i►. al's � '1• ' �_�_ � X11■�■ ���=��I1�� ������■ ■ � �� Ell kv 'VAN • • __.. __� �___ _____ �c__ ■�__ Ems. Mm mom lam RM --------------- ------- 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 PROFILE VIEW: STORM -2 10+00 10+50 11+00 11+50 PROFILE VIEW: STORM -3 TIS Off* yjr1� v DAVID M. JENSEN *d Lie. No. 1484_ 9: _;l h1 tONAL NOTES: 1. STRUCTURE TOPS SHOWN ARE APPROXIMATE. ADJUST TOPS IN THE FIELD TO FINAL GRADING. 2. A 3' MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF ALL PIPES WHEN FINAL GRADING IS COMPLETED UNLESS SHOWN OTHERWISE. 3. STANDARD STEPS (ST -1) ARE REQUIRED FOR STRUCTURES WITH A DEPTH GREATER THAN 4'. 4. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12'. 5. INLET SHAPING (IS; -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4'. 6. ALL MH -1 STRUCTURES ARE 4' INSIDE DIAMETER (I.D.) UNLESS OTHERWISE NOTED. �v .a w ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociales.net IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1" = 10' 10' 0 10' 50' 0 50' HORZ: 1 " = 50' 9 DESIGNED BY. DMJ PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA SET REV. NO. 2 Ir - 0 ~¢ DRAWN BY. KM DRAWING NUMBER: C-25 TITLE: STORM DRAIN PROFILES DIHR BY. JDB � £- SHEET NUMBER: 29 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_PP-2.dwg DISCIPLINE: CIVIL SCALE: H: l`_-50' 009130114 IV.1=10 DATE: Fill i►. al's � '1• ' �_�_ 10+00 10+50 11+00 11+50 PROFILE VIEW: STORM -3 TIS Off* yjr1� v DAVID M. JENSEN *d Lie. No. 1484_ 9: _;l h1 tONAL NOTES: 1. STRUCTURE TOPS SHOWN ARE APPROXIMATE. ADJUST TOPS IN THE FIELD TO FINAL GRADING. 2. A 3' MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF ALL PIPES WHEN FINAL GRADING IS COMPLETED UNLESS SHOWN OTHERWISE. 3. STANDARD STEPS (ST -1) ARE REQUIRED FOR STRUCTURES WITH A DEPTH GREATER THAN 4'. 4. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12'. 5. INLET SHAPING (IS; -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4'. 6. ALL MH -1 STRUCTURES ARE 4' INSIDE DIAMETER (I.D.) UNLESS OTHERWISE NOTED. �v .a w ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociales.net IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1" = 10' 10' 0 10' 50' 0 50' HORZ: 1 " = 50' 9 DESIGNED BY. DMJ PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA SET REV. NO. 2 Ir - 0 ~¢ DRAWN BY. KM DRAWING NUMBER: C-25 TITLE: STORM DRAIN PROFILES DIHR BY. JDB � £- SHEET NUMBER: 29 of 30 WWA NUMBER: 213001.05 FILE NAME: 300105C_PP-2.dwg DISCIPLINE: CIVIL SCALE: H: l`_-50' 009130114 IV.1=10 DATE: 3 Q. Q. U O 0 C v a to 'o 0 O O C4 i Y LD 3 v 0 .w 0 C4 Z = J o W O Z jW uj O� 0 p 0 J L- -f-F< WUW o�WZ3�> z z H00�0000W cn .- to U , u lam. 6"x4" REDUCER AND 4" GV WITH PLUG THREADED 10+00 10+50 11+00 PROFILE VIEW: WATER -1 NOTE: SEE RWSA WATER CONNECTION NOTES, DRAWING C-6. -3" COPPER TO BUILDING M 000 + o tzW III � �C (7N NOTE: HYDRANT MUST BE I EOUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THC LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270 ° ) 7 CU. FT. 18" VALVE BO i \ #68 STON 6" GATE 36"MIN a� , ,' VALVE .a° i elei :X 6„ TE I; �. TEE 2500 P,S.I. CONCRET BASE AND THRUST BLOCK AGAINST ea UNDISTURBED STABLE " 'l SOIL. STEEI. PII E 3/4" THREADED RODS TO WHEN THE SOIL IS DISTURBED OR W'HE, MAIN IN ALL INSTALLATIONS. A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL BE GALVANIZED THE VALVE TO THE HYDRANT WITH 2-3/4" OR ASPHALT COATED THREADED RODS IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE 5HAI1 BE USED AS ADDITIONAL SUPPORT NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRFTF, 2. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. 'THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHAI.1 BE INSTALI FD AT I OCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALT_ BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL TD - 7 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC - SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES WATER SEWER O d LOCATION OF OTHER UTILITIES /(GAS, EI ECTRIC, TELEPHONE, CABI F, ETC.) EASEMENT WIDTHS: WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM * SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER SYSTEMS. UTIIITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W -I WATER U -I PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS ? AS DIRECTED. MARKER LOCATION MAY BE SUBJEC v TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -� ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE LINE 2500 P,S.I. CONCRETE d 2'x 2' BEARINGAREA. THRUST BLOC d • a 4 d >s NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRA TYPICAL GATE VALVE NTS FIG. W- 5 TD -8 I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFIL BEDDING 8 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 24"M!N UNSTABLE g" 8, SOIL MIN MIN s-� INITIAL BACKFILL 4IMN jf $„ 8.. Mlr.� MIN #68 STONE _3RANULAR FILL AS \ APPROVED BY ACSA 00 Z STABLE SOIL OR ROCIi� NOTE : I. 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 IN 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 C TD -2 METER SIZE DIMENSION A DIMFNSION B DIMENSION C 1 172" 31" 5'0" 3'8" 2" 3,1, 510, 3.II„ 3" L7vLull 10' .MIN, UPDATED WATERLINE PROFILE 4" S' MIN. �eL-7Ti amp IN GREATER THAN 4" PROPOSALS WILL BE SUBMITTED. 90 2.50 2.50 3.01 0.24 BY. KM =_ 45 ffm -1 u r 02 0.15 DRAWING NUMBER: C -25A www- '��C=CC�CIDCC 22 1/2 1.50 2.00 2.52 •' 2 00 • �: C:G �C 0.15 11 1/4 l5krXEMm _ ' e- TIMM 3.66 3.16 3.21 0.48 DISCIPLINE. CML SCALE. H: AS SHOWN V: NIA DATE: 09130114 SHEET NUMBER: of 30 8„ 45 2.66 2.66 2.77 0.26 BY DATE 22 1/2 1 66 2.16 2.69 0.13 3.16 10+00 10+50 11+00 PROFILE VIEW: WATER -1 NOTE: SEE RWSA WATER CONNECTION NOTES, DRAWING C-6. -3" COPPER TO BUILDING M 000 + o tzW III � �C (7N NOTE: HYDRANT MUST BE I EOUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THC LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270 ° ) 7 CU. FT. 18" VALVE BO i \ #68 STON 6" GATE 36"MIN a� , ,' VALVE .a° i elei :X 6„ TE I; �. TEE 2500 P,S.I. CONCRET BASE AND THRUST BLOCK AGAINST ea UNDISTURBED STABLE " 'l SOIL. STEEI. PII E 3/4" THREADED RODS TO WHEN THE SOIL IS DISTURBED OR W'HE, MAIN IN ALL INSTALLATIONS. A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL BE GALVANIZED THE VALVE TO THE HYDRANT WITH 2-3/4" OR ASPHALT COATED THREADED RODS IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE 5HAI1 BE USED AS ADDITIONAL SUPPORT NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRFTF, 2. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. 'THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHAI.1 BE INSTALI FD AT I OCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALT_ BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL TD - 7 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC - SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES WATER SEWER O d LOCATION OF OTHER UTILITIES /(GAS, EI ECTRIC, TELEPHONE, CABI F, ETC.) EASEMENT WIDTHS: WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM * SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER SYSTEMS. UTIIITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W -I WATER U -I PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS ? AS DIRECTED. MARKER LOCATION MAY BE SUBJEC v TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -� ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE LINE 2500 P,S.I. CONCRETE d 2'x 2' BEARINGAREA. THRUST BLOC d • a 4 d >s NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRA TYPICAL GATE VALVE NTS FIG. W- 5 TD -8 I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFIL BEDDING 8 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 24"M!N UNSTABLE g" 8, SOIL MIN MIN s-� INITIAL BACKFILL 4IMN jf $„ 8.. Mlr.� MIN #68 STONE _3RANULAR FILL AS \ APPROVED BY ACSA 00 Z STABLE SOIL OR ROCIi� NOTE : I. 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 IN 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 C TD -2 METER SIZE DIMENSION A DIMFNSION B DIMENSION C 1 172" 31" 5'0" 3'8" 2" 3,1, 510, 3.II„ 3" 5' MIN 10' .MIN, UPDATED WATERLINE PROFILE 4" S' MIN. 12' MIN. IN GREATER THAN 4" PROPOSALS WILL BE SUBMITTED. B - - - - DOOR HINGLS I i I i I I I I I I I ( LILT HANDLE L----------------- TYPICAL ---------------- TYPICAL METER VAULT N.T.S. FIG. W - 7A TD -11 SIDE VIEW .75" DIAMETER DRILLED TOLE FOP, TOUCH READ JNITS. TOP VIEW 3" DIAMFTER FIAT BEARING SURFACE UNDERNEATH 24" X 36" ALUMINUM ACCESS HATCH IG FOR ALL BENDS -711 ------ min ° = D , 45 ° MIN 45' max 2 i D; 45 ° 1 ; max PLUG i r J 2 t 1 1 1 FQR TEE OR WYF FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. M BEDDING AS REQUIRED ��jlrf D SECTION 2 - 2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY VIRGINIA ' BEND 2 UPDATED WATERLINE PROFILE L H -I- L H T 90 2.50 2.50 3.01 0.24 BY. KM 4" & 6" 45 2.00 2.25 2.60 0.15 DRAWING NUMBER: C -25A 22 1/2 1.50 2.00 2.52 0.10 2 00 2.25 2.50 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 DISCIPLINE. CML SCALE. H: AS SHOWN V: NIA DATE: 09130114 SHEET NUMBER: of 30 8„ 45 2.66 2.66 2.77 0.26 BY DATE 22 1/2 1 66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3,42 0.83 10" & 12' 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHAN SIZE, DEAD ENDS AND AT VALVES, 2. USE 2500 P.S.I. CONCRETE. 3, NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W- 3 U -i 4 .d 4' d 4 ° d- oda 4 4 n_4 11 p e I4 4 4 it -_ . �l. ( -► 44" MIS'. 6" MIN (� 17.5"-►{ 6" tvlfTd.4 (2).s" FOR COMPOUND MFTFR; 4 a i 4 e ° 4 a 4< - e e 4 I 6(1. 36" 4 I d a . a v d i (2? 5" f -OR COMPOUND METER) 4. IS MIN. FI a ' I I I a 37" MM `a 12" ,MIN. 'AINGNUT LOCKING ASSEMBLY I BYPASS I NOTES: j 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN-PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE1 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. i i I I TYPICAL METER VAULT (2" METER) NTS FIG. W - 7C TD -13 NOTE: PROVIDE 2"X3" REDUCER DOWN STREAM OF METER. 1 ADDRESS 1st SUBMISSION COMMENTS DMJ 2/27/15 �'I' OF Lr ©'r DAVID M. JENSEN + Lie. No. 1484 !!tt rnNAL � �- ENGINEERS SURVEYORS PLANKTERS ASSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Chadonesville,V.A22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassocia(es.net DESIGNED BY. DMJ DMJ PROJECT. THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY VIRGINIA ' SET REV. N0. 2 2 UPDATED WATERLINE PROFILE DMJ 5/01/151 BY. KM DRAWING NUMBER: C -25A TITLE: UTILITY PROFILES AND DETAILS oiHR BY: JDB WWA NUMBER: 213001.05 FILE NAME" 300105C-PP930 DISCIPLINE. CML SCALE. H: AS SHOWN V: NIA DATE: 09130114 SHEET NUMBER: of 30 N0. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE L0 I O uj Q O J CL