Loading...
HomeMy WebLinkAboutSDP201400074 Plan - Approved 2015-05-26CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN Am ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Chartottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net 3 Z v c 01 c c c 'n a v `c c C CS M C n i Q' IC L rL C L rr W z w U CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date z 1 z Revised Project Area Q N Addressed County & TJSWCD N Comments 3 03/02/15 G 6 rr .� w O Ir _0 cz _ U J Q -0 z O w C) o rr N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 1 01/05/15 Revised Project Area 2 01/21/15 Addressed County & TJSWCD Comments 3 03/02/15 Addressed County Comments 4 03/19/15 Addressed County Comments; Added Note #6 4 N M O N COVER SHEET CG -001 SHEET 1 OF 18 E 0 A 0 3 -v, i c v o. v� 0 Li O M 0 N i w on 0 �A v ii U .n Q 0 •r N z 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. ALL MATERIALS AND CONSTRUCTION MUST BE TESTED AND DOCUMENTED ACCORDING TO THE CURRENT EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS AND THE CURRENT EDITION OF THE VDOT ROAD AND BRIDGE STANDARDS. 2. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT -OF -WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY VDOT. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 3. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF VDOT (FOR PUBLIC ROADS) OR THE COUNTY ENGINEER (FOR PRIVATE ROADS), 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. 4. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A, B, OR C). 5. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 6. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 7. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND VIRGINIA SUPPLEMENT AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 8. 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. 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 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:OOA.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 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 IS TO BE APPLIED AT 8OLBS /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 90LBS /1000SF, INCORPORATED INTO THE TOP 4 -6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS /ACRE AND CONSIST OF A 10 -20 -10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS /ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0 -5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 8OLBS/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 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- 2078.) GENERAL CONSTRUCTION NOTES FOR PRIVATE ROADS 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. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296 -5861) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 6. 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 4:1 OR BETTER ARE TO BE ACHIEVED. 7. 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. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR =S 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. 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C). 10. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE CHANNEL WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR =S DESIGNEE, IT IS DEEMED NECESSARY. 12. A MINIMUM CLEAR ZONE OF EIGHT (8) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. EXCEPTIONS WILL NOT BE ALLOWED. 14. UPON COMPLETION OF THE ROADWAY CONSTRUCTION, STREET NAME SIGNS SHALL BE INSTALLED BY THE DEVELOPER AT ALL STREET INTERSECTIONS. SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY STREET NAME SIGN REQUIREMENTS ". THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE OF SIGNS UNTIL ROADS HAVE BEEN ACCEPTED. 15. ROAD PLAN APPROVAL 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. 16. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE VIRGINIA SUPPLEMENT. WW ASSOCIATES GENERAL NOTES: GENERAL UTILITY NOTES 1. 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 BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 4. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 252 AND AS SPECIFIED ON THE DRAWINGS. 5. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 217. 6. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 7. 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: VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) GENERAL PERMIT, BUILDING PERMIT, AND ALBEMARLE COUNTY BUSINESS LICENSE. CONTRACTOR SHALL OBTAIN VDOT LAND -USE PERMITS FOR THE PROJECT. CONTRACTOR SHALL PROVIDE ALL NECESSARY FORMS AND FEES FOR OBTAINING THE PERMITS, INCLUDING APPLICATION FEES AND REQUIRED BONDING COSTS. 2. CONTRACTOR SHALL COMPLY WITH FENCING AND TREE PRESERVATION SIGNAGE REQUIRED BY ALBEMARLE COUNTY CODE. MISCELLANEOUS NOTES 1. THE PROPERTY DESCRIBED HEREON LIES WITHIN FLOOD ZONE "X AREAS OUTSIDE OF THE 0.2% 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 ON DECEMBER 3, 2013. 5. A SPECIAL EXCEPTION FOR THE USE OF WHEEL STOPS WITHIN THE PARKING AREA IN LIEU OF CURB AND GUTTER WAS APPROVED BY THE BOARD OF SUPERVISORS ON NOVEMBER 5, 2014 AS PART OF THE INITIAL SITE PLAN. 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 TO 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, CABLE AND GAS 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 CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AND OTHER APPLICABLE OSHA REQUIREMENTS. 7. 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. 8. 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. 9. ALL PAVING, DRAINAGE RELATED MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 10. 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. 11. 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. 12. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE CURRENT EDITION OF THE "MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES" AND THE VIRGINIA SUPPLEMENT. 13. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 14. PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AFFECTING HIS WORK INCLUDING EXISTING TOPOGRAPHY. 15. THE INSTALLATION OF HANDICAPPED PARKING SPACES, ACCESSIBLE ROUTES AND HANDICAPPED RAMPS 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. EX. SYMBOL LEGEND NEW 0 BENCHMARK /FFE UGCT C BOLLARD U O BORE HOLE O D BUILDING COLUMN ❑o AIR RELEASE VALVE BUSH G © CABLE BOX 0 FACE OF CURB CEMETERY m GALV CONIFEROUS TREE Amid- BASEMENT FINISHED FLOOR DECIDUOUS TREE GATE VALVE qw ENTRANCE DOOR V jfi DRAINAGE INLET GRATE wi HC DRILL HOLE BOV 0 ELECTRIC PANEL BOX Q CAN ELECTRIC PEDESTAL ❑E HOOK ELECTRIC TRANSFORMER ED DE ELECTRIC MAN HOLE Q W FIRE HYDRANT INVERT CE FLAG POLE IPS © GAS MAN HOLE CHAIN LINK GM GAS METER GM CORRUGATED METAL PIPE GAS VALVE JUNCTION BOX © GENERATOR LAT LATERAL GROUND LIGHT CONCRETE -� GUY POLE -� CORRUGATED PLASTIC PIPE HANDICAPPED PARKING LEFT OH HEAT PUMP FHI 0 IRON PIN O NBL LIGHT POLE ❑•o-❑ DIAMETER LIGHT POLE (WALL MOUNTED) Oi 151 MAILBOX p 0 MONITORING WELL 0 0 MONUMENT FOUND ELEC 0 MONUMENT SET POLYETHYLENE 8 PANEL POINT 8 0 POWER METER EDGE OF TRAVEL LANE 0 POWER POLE 0 EQUIPMENT ROAD SIGN PLANTED STONE FOUND 0 0 EQUIPMENT PVC SANITARY CLEAN OUT ESMT OS SANITARY SEWER MAN HOLE 0 SOP SIAMESE CONNECTION SIGN -�- -� SYMBOLS AND ABBREVIATIONS SPRINKLER HEAD MAY NOT BE OD STORM DRAIN MAN HOLE Q) F TRAFFIC LIGHT POLE ❑o 0 TELEPHONE MAN HOLE (T TELEPHONE PEDESTAL TELEPHONE POLE $ Z TELEPHONE JUNCTION BOX TEST PIT 6m z TRAFFIC CONTROL BOX 0 0 TRAFFIC JUNCTION BOX p A TRAVERSE 0 ❑o UTILITY MARKER POST ❑o C_aD UTILITY POLE Cc-) 0 VENT PIPE 0 O WATER MAN HOLE ATE WATER METER so wV WATER VALVE wV 0 WELL Tm YARD GRATE EXISTING ---- R /W-- - -R /W- - - - -R /W - - -R /W- OHCT OHCT UGCT UGCT OHT OHT U GT U GT AOSE AUTHORIZED ONSTTE SOIL EVALUATORS FM 0 0 0 0 GAS GAS TOB TOB OHE OHE UGE UGE EM FM SAN SAN OHU OHU UGU UGU W W LINETYPE LEGEND 0501 BUILDING OVERHEAD ADJACENT PROPERTY LINE - - ADJACENT RIGHT -OF -WAY - - - -R /W- - - -R /W- BUILDING COLUMN - - - - - - BOUNDARY PROPERTY LINE - - BOUNDARY RIGHT -OF -WAY - - - -R/W­ - - -R /W- BUILDING SETBACK --- - - - - -- BUSH LINE CAN 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 -0-0 FENCE WOOD - - -- CCAIl%C \AIMICK1IAIlgC GAS UNDER GROUND TOP OF BANK TOB TOB ELECTRIC OVERHEAD ELECTRIC UNDER GROUND RAILROAD CENTERLINE STREAM CENTERLINE DAVCUCAIT ACOUAI T TOPO MAJOR CONTOUR TOPO MINOR CONTOUR TREELINE UTILITY OVERHEAD UTILITY UNDER GROUND WATERLINE W W WETLAND LIMITS ABBREVIATIONS AFF ABOVE FINISHED FLOOR FF FINISHED FLOOR AHD AHEAD FH FIRE HYDRANT AOSE AUTHORIZED ONSTTE SOIL EVALUATORS FM FORCEMAIN ARV AIR RELEASE VALVE FL FLUORIDE BC BACK OF CURB FOC FACE OF CURB BF BLIND FLANGE GALV GALVANIZED BFF BASEMENT FINISHED FLOOR GV GATE VALVE BM BENCH MARK HB HORIZONTAL BEND BK BACK HC HANDICAP BOV BLOW OFF VALVE HDPE HIGH DENSITY POLYETHELENE CAN CABLE TELEVISION HK HOOK CG CURB & GUTTER ID INNER DIAMETER CIP CAST IRON PIPE INV INVERT CE CENTER LINE IPS IRON PIN SET C.L. CHAIN LINK IPF IRON PIN FOUND CMP CORRUGATED METAL PIPE JB JUNCTION BOX CO CLEAN OUT LAT LATERAL CONC CONCRETE LF LINEAR FEET CPP CORRUGATED PLASTIC PIPE LT LEFT CY CUBIC YARDS MH MANHOLE D.I. DUCTILE IRON NBL NORTH BOUND LANE DIA DIAMETER NIC NOT IN CONTRACT DIP DUCTILE IRON PIPE NTS NOT TO SCALE EL ELEVATION O.C. ON CENTER ELEC ELECTRIC PE POLYETHYLENE EOP EDGE OF PAVEMENT PGL PROFILE GRADE LINE EOTL EDGE OF TRAVEL LANE PROP PROPOSED EQPT EQUIPMENT PS PLANTED STONE FOUND EQPT EQUIPMENT PVC POLYVINYL CHLORIDE ESMT EASEMENT PVMT PAVEMENT TES: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL SYMBOLS AND ABBREVIATIONS SHOWN MAY NOT BE USED. R= RADIUS RCP REINFORCED CONCRETE PIPE REQ'D REQUIRED RT RIGHT R/W RIGHT OF WAY SAN SANITARY SEWER SBL SOUTH BOUND LANE SD STORM DRAIN 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 WWA FILE NUMBER: 214032.04 4��ti4`1' CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.9821183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Cbazlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net fr w F_ z W U V z z_ O Q d7 N C( W > .W Q a) W 0 _O cr _ tz LjL U Q ry- z C_ 0 O r_ v O W O CC N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Special Exception Note 3 03/02/15 Revised Coordination Notes GENERAL NOTES AND LEGEND CG -002 SHEET 2 OF 18 19 0 C V 3 N i v a a� v �i 0 0 �r N v rZ 0 U Q M N 1. WHEN WORKING WITHIN VDOT RIGHT -OF -WAY, ALL TRAFFIC CONTROL, WHETHER PERMANENT OR TEMPORARY, SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF VDOT'S WORK AREA PROTECTION MANUAL. 2. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION, CONTROL AND SAFETY TO TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY VDOT. 3. PRIOR TO INITIATION OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT ENTRANCE PERMITS AND LAND USE PERMITS FOR ANY WORK ON VDOT RIGHT -OF -WAY. PLAN APPROVAL DOES NOT GUARANTEE ASSURANCE OF ANY PERMITS BY VDOT. 4. CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN OR CEASE FOR ANY UNDETERMINED LENGTH OF TIME. VDOT WILL ALSO REQUIRE 48 HOURS NOTICE FOR ANY INSPECTION. 5. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION. 6. ALL DRAINAGE FACILITIES OR OTHER ROADWAY FACILITIES TO BE MAINTAINED BY VDOT MUST BE CONTAINED WITHIN THE STREET RIGHT -OF -WAY OR WITHIN A VDOT APPROVED EASEMENT. 7. A FIELD REVIEW WILL BE MADE DURING CONSTRUCTION TO DETERMINE THE NEED AND LIMITS OF ADDITIONAL DRAINAGE EASEMENTS. ALL DRAINAGE EASEMENTS MUST BE CUT AND MADE TO FUNCTION TO A NATURAL WATERCOURSE. ANY EROSION PROBLEMS ENCOUNTERED IN AN EASEMENT MUST BE CORRECTED BY ANY MEANS NECESSARY PRIOR TO SUBDIVISION ACCEPTANCE. THE FIELD REVIEW WILL ALSO DETERMINE THE EXTENT OF OUTFALL DITCHES AND ASSOCIATED EASEMENTS, AND THEIR DIMENSIONS. 8. USE VDOT STANDARD CD -1 OR CD -2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AND WHERE DETERMINED BY THE VDOT INSPECTOR. 9. ALL SPRINGS SHALL BE CAPPED WITH A VDOT STANDARD SB -1 OR SB -1 PC SPRING BOX AND DRAINED WITH SUBSURFACE DRAINS AND PIPED TO THE NEAREST NATURAL WATERCOURSE, UNLESS OTHERWISE STATED IN A REVIEW BY VDOT. 10. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. WORK SHALL CEASE IN THAT VICINITY UNTIL AN ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 11. ALL UNDERCUT AREAS AND BORROW MATERIAL SHALL BE INSPECTED AND APPROVED BY VDOT'S INSPECTOR PRIOR TO PLACEMENT OF FILL. 12. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN ANY DEDICATED STREET RIGHT -OF -WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE DEVELOPER'S RESPONSIBILITY. 13. COPIES OF ALL INVOICES FOR MATERIALS WITHIN ANY DEDICATED STREETS RIGHT -OF -WAY MUST BE PROVIDED TO THE VDOT INSPECTOR PRIOR TO ACCEPTANCE OF WORK. UNIT AND TOTAL PRICES MAY BE OBSCURED. 14. PRIOR TO ACCEPTANCE BY VDOT OF ANY STREETS, ANY REQUIRED STREET SIGNAGE AND /OR PAVEMENT MARKINGS MUST BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNT RECEIVABLE BASIS. 15. CONSTRUCTION DEBRIS SHALL BE CONTAINERIZED IN ACCORDANCE WITH VIRGINIA LITTER CONTROL ACT. AT LEAST ONE LITTER CONTAINER SHALL BE PROVIDED ON SITE. 16. ALL UTILITIES SHALL BE IN PLACE AND ENCASED AS REQUIRED BY AUTHORITY PRIOR TO LAYING ROADWAY BASE MATERIAL. 17. THE CONTRACTOR SHALL SUPPLY THE COUNTY, VDOT AND ENGINEER WITH AS -BUILT PLANS, BEFORE FINAL ACCEPTANCE. 18. FIELD CORRECTIONS OR DEVIATIONS FROM PLANS APPROVED FOR CONSTRUCTION SHALL BE APPROVED BY VDOT PRIOR TO SUCH CONSTRUCTION. 19. ALL CONSTRUCTION WORK SHALL BE SUBJECT TO INSPECTION BY COUNTY AND VDOT INSPECTORS. 20. AN INSPECTOR WILL NOT BE FURNISHED EXCEPT FOR: PERIODIC PROGRESS INSPECTIONS, THE ABOVE MENTIONED FIELD REVIEWS, AND CHECKING FOR REQUIRED STONE DEPTHS. THE DEVELOPER SHALL POST A SURETY TO GUARANTEE THE ROAD IS FREE OF DEFECTS FOR ONE YEAR AFTER ACCEPTANCE BY VDOT. 21. ALL STREETS MUST BE PROPERLY MAINTAINED UNTIL ACCEPTANCE. AT SUCH TIME AS ALL REQUIREMENTS HAVE BEEN MET FOR ACCEPTANCE, ANOTHER INSPECTION WILL BE MADE TO DETERMINE THAT THE STREET HAS BEEN PROPERLY MAINTAINED. 22. CONSTRUCTION OF ROADWAYS TO VDOT STANDARDS IS NOT AN ASSURANCE THAT THE ROADWAY WILL BE ACCEPTED INTO THE VDOT SYSTEM. ALL STREETS MUST SERVE A MINIMUM OF THREE DWELLINGS PRIOR TO ACCEPTANCE. ALL STREETS NEED TO MEET THE MINIMUM SERVICE REQUIREMENTS IN ACCORDANCE WITH THE VDOT SSAR'S. 23. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. THE CROSS SLOPE SHALL BE MAINTAINED AS SHOWN ON THE PLANS. EXCEPTIONS WILL NOT BE ALLOWED. 24. A VDOT INSPECTOR SHALL BE ON SITE TO PERFORM MANDATORY VDOT INSPECTIONS OF: A) INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. B) INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT -OF -WAY BEFORE BEING COVERED. C) CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. D) A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. E) PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. F) CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. ONSITE PAVEMENT CONSTRUCTION NOTES 1. ALL EXISTING UTILITIES WILL BE ADJUSTED TO FINAL GRADE BY THE CONTRACTOR. 2. ALL CONCRETE SHALL BE VDOT CLASS "A3" UNLESS SPECIFIED OTHERWISE. 3. ALL BITUMINOUS SURFACE COURSES TO BE TYPE SM -9.5A (VDOT) UNLESS SPECIFIED OTHERWISE. (SEE TYP. PAVEMENT SECTIONS) 4. ALL BITUMINOUS INTERMEDIATE COURSES TO BE TYPE IM -19.0 (VDOT) UNLESS SPECIFIED OTHERWISE. (SEE TYP. PAVMENT SECTIONS) 5. ALL BITUMINOUS BINDER OR BASE COURSES TO BE TYPE BM -25.OA (VDOT) UNLESS OTHERWISE SPECIFIED BY THE ENGINEER AND SHOWN ON APPROVED PLANS. (SEE TYP. PAVEMENT SECTIONS) 6. ALL DETAILS OF PAVING ARE SUBJECT TO FINAL APPROVAL BY VDOT. 7. TYPICAL ROADWAY SECTIONS ARE BASED ON VDOT CONSTRUCTION STANDARD SPECIFICATIONS. 8. ASPHALT SHALL MEET REQUIREMENTS OF VDOT, ROAD AND BRIDGE STANDARDS AND SPECIFICATIONS. 9. PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH VDOT & MUTCD STANDARDS. PAINT FOR PAVEMENT MARKINGS SHALL BE TRAFFIC LANE MARKING PAINT, FACTORY MIXED, QUICK- DRYING, AND NON- BLEEDING. PAINT SHALL MEET REQUIREMENTS OF VDOT, ROAD BRIDGE SPEC[FICATIIONS, SECTION 231. 10. CONTRACTOR WILL BE RESPONSIBLE TO EXECUTE A MAINTENANCE OF TRAFFIC PLAN INCLUDING TRAFFIC CONTROL SERVICES AND FLAGMEN AS REQUIRED AND NECESSARY. THE TRAFFIC CONTROL PLAN SHALL BE REVIEWED AND APPROVED BY VDOT. 11. ALL UTILITIES, INCLUDING ALL POLES, NECESSARY TO BE RELOCATED SHALL BE AT THE DEVELOPER'S EXPENSE, PRIOR TO CONSTRUCTION. 12. ALL ROADWAY WORK WILL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND VDOT STANDARDS AND SPECIFICATIONS. 13. STABLE SUBGRADE IS DEFINED AS THAT SOLID, UNDISTURBED EARTH CAPABLE OF SUPPORTING STREET LOADING WITHOUT DAMAGING SETTLEMENT AS DETERMINED BY THE GEOTECHNICAL ENGINEER. 14. WHERE UNSTABLE SUBGRADE IS ENCOUNTERED, IT SHALL BE MADE STABLE BY COMPACTION OR REPLACEMENT AS REQUIRED. 15. SUBBASE DEPTH IS BASED ON AN ASSUMED CBR VALUE OF 5. SOIL TEST OF SUBGRADE MUST BE SUBMITTED TO ENGINEER FOR ACTUAL DETERMINATION OF REQUIRED SUBBASE THICKNESS PRIOR TO SUBBASE PLACEMENT. 16. HANDICAP RAMPS SHALL HAVE EXPOSED AGGREGATE DETECTABLE WARNING FINISH, IN ACCORDANCE WITH VDOT STANDARD CG -12A. RAMPS SHALL NOT EXCEED A MAXIMUM SLOPE OF 12:1. 17. METHODS AND MATERIALS USED SHALL CONFORM TO CURRENT ALBEMARLE COUNTY AND VDOT STANDARDS AND SPECIFICATIONS. 18. ALL R/W DEDICATED TO PUBLIC USE SHALL BE CLEAR AND UNENCUMBERED. THE COUNTY /CITY SHALL OBTAIN A PERMIT FOR ALL SIDEWALKS WITHIN THE R' /W THAT ARE NOT PRIVATELY MAINTAINED. 19. SIGNS & PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH VDOT, MUTCD AND VIRGINIA WORK AREA PROTECTION STANDARDS. 20. PAVEMENT SECTIONS REPRESENT A PRELIMINARY DESIGN BASED ON AVERAGE SOIL CONDITIONS FOR ALBEMARLE COUNTY (MIN CBR =5 AND SSV =5), AND IS NOT APPROVED FOR CONSTRUCTION UNTIL SUBSTANTIATED BY ACCEPTABLE TEST RESULTS OF THE SUBGRADE SOIL. CONTRACTOR SHALL SUPPLY SOIL CBR TEST RESULTS FOR FINAL PAVEMENT DESIGN TO THE DISTRICT MATERIALS ENGINEER. APPROVAL OF THE FINAL DESIGN SHALL BE OBTAINED PRIOR TO CONSTRUCTION OF THE PAVEMENT. 21. PRIME AND TACK COATS SHALL CONSIST OF A LIQUID ASPHALT MATERIAL AS PER VDOT STANDARDS, SHALL BE APPLIED FOR NEW ROADWAY CONSTRUCTION AT A RATE OF 0.4 GAL /SY OVER STONE, AND 0.1 GAL /SY OVER ASPHALT. 22. THE CBR OF THE SUBGRADE SOILS SHALL BE DETERMINED IN ACCORDANCE WITH "THE VIRGINIA TEST METHOD FOR CONDUCTING CALIFORNIA BEARING RATIO TESTS" (DESIGNATION VTM -8). THE DISTRICT MATERIALS ENGINEER SHOULD ASSURE THAT SUFFICIENT CBR TESTS ARE MADE FOR THE PROJECT. SOIL SAMPLE FREQUENCY AND CBR TESTS FOR THE DESIGN OF NEW SUBDIVISION STREETS SHALL BE BASED ON THE FOLLOWING: A. FOR STREETS LESS THAN 200 FEET IN LENGTH, ONE SOIL SAMPLE FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TEST IS REQUIRED. B. FOR STREETS 200 TO 500 FEET IN LENGTH, AT LEAST TWO SOIL SAMPLES FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS ARE REQUIRED, WHICH INCLUDES ONE AT EACH INTERSECTION OF AN EXISTING STATE ROAD. C. FOR LONGER STREETS, ONE SOIL SAMPLE SHALL BE TAKEN AT EACH INTERSECTION WITH AN EXISTING STATE ROAD PLUS ONE TEST SAMPLE EVERY 500 FEET IN LENGTH, OR PORTION THEREOF, IS REQUIRED FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS. D. ROADSIDE DITCH LINING MATERIAL SHALL BE AS NOTED ON PLANS. E. SUBGRADE SHALL BE APPROVED BY VDOT INSPECTOR AND GEOTECHNICAL ENGINEER. CONTRACTOR SHALL PROOF ROLL SUBGRADE WITH A 20 TON LOADED TANDEM WHEEL DUMP TRUCK IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER. AREAS THAT ARE SOFT AND EXHIBIT "PUMPING" SHALL BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER AND BACKFILLED WITH GRANULAR MATERIAL AND PROOF ROLLED AGAIN. PROCESS TO BE REPEATED UNTIL SUBGRADE APPROVED BY GEOTECHNICAL ENGINEER. 1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE STANDARDS, VOLUMES 1 AND 2, THE VDOT ROAD AND BRIDGE SPECIFICATIONS AND THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, AND SHALL CONFORM TO ALL EXISTING STATE AND LOCAL ZONING ORDINANCES AND BUILDING CODES. 2. VDOT MUST BE NOTIFIED PRIOR TO WORKING WITHIN THE STATE RIGHT -OF -WAY. ALL WORK WITHIN THE STATE RIGHT -OF -WAY MUST BE INSPECTED AND APPROVED BY VDOT. 3. IT IS THE INTENT OF THESE DRAWINGS TO SHOW ALL NECESSARY WORK, THE COMPLETION OF WHICH SHALL RENDER THE STREETS SHOWN HEREON ELIGIBLE FOR ACCEPTANCE INTO THE VIRGINIA SECONDARY HIGHWAY SYSTEM. ANY ITEM OF WORK NOT SPECIFICALLY SHOWN, BUT NECESSARY TO SUCH ELIGIBILITY FOR ACCEPTANCE IS HEREBY IMPLIED. 4. ALL DISTURBED SLOPES LOCATED WITHIN THE RIGHT -OF -WAY SHALL BE SEEDED ACCORDING TO VDOT SPECIFICATIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS IN THE FIELD PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE DESIGNER IMMEDIATELY IF DISCREPANCIES ARE DISCOVERED. 6. EXISTING UTILITIES HAVE NOT BEEN FIELD LOCATED. THIS PLAN DOES NOT REPRESENT THAT ALL UTILITIES SHOWN OR THAT THOSE SHOWN ARE CORRECTLY LOCATED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT EACH UTILITY COMPANY, CALL MISS UTILITY (1 -800- 552 -7001) FORTY -EIGHT (48) HOURS PRIOR TO ANY GRADING OR EXCAVATION, DIG TEST PITS, AND TAKE WHATEVER STEPS NECESSARY TO ACCURATELY LOCATE AND PROTECT ALL EXISTING UTILITIES. NO CONSTRUCTION MAY PROCEED UNTIL THE ACCURATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN MADE AND THE CONTRACTOR HAS DETERMINED THAT CONSTRUCTION CAN BE ACCOMPLISHED IN ACCORDANCE WITH THESE PLANS WITHOUT UTILITY CONFLICTS OR DAMAGE. 7. CONTRACTOR SHALL PROTECT ALL UNDERGROUND DRAINAGE, SEWER AND UTILITY FACILITIES FROM EXCESSIVE VEHICULAR LOADS DURING CONSTRUCTION. ANY DAMAGE TO THESE FACILITIES DUE TO CONTRACTOR'S ACTIVITIES SHALL BE REPLACED IN KIND BY CONTRACTOR AT NO COST TO THE OWNER, 8. FINISHED GRADES SHALL BE WITHIN 0.10 FEET OF DESIGN ELEVATIONS. 9. THE CONTRACTOR SHALL PROTECT NEWLY GRADED SURFACES FROM TRAFFIC AND EROSION. THE AREA SHALL BE KEPT CLEAR FROM DEBRIS. WHERE GRADED OR COMPACTED SURFACES ARE DAMAGED BY SUBSEQUENT CONSTRUCTION OPERATIONS, THE CONTRACTOR SHALL RETURN THE SURFACE TO THE INDICATED GRADE AND STATE OF COMPACTION. 10. THE CONTRACTOR SHALL REMOVE CONSTRUCTION DEBRIS FROM THE SITE. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY FEDERAL, STATE AND LOCAL PERMITS FOR TRANSPORTING AND DISPOSING OF SUCH MATERIALS AT HIS OWN EXPENSE. 11. CONSTRUCT EXCAVATION SUPPORT SYSTEMS AS REQUIRED BY OSHA AND U.S. ARMY CORPS OF ENGINEERS SAFETY & HEALTH REQUIREMENTS MANUAL EM 385 -1 -1, SECTION 25, AND WHERE INDICATED ON THE DRAWINGS TO ADEQUATELY SUPPORT EXISTING SOIL AND ADJACENT STRUCTURES DURING EXCAVATION ACTIVITIES. 12. 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. THESE AREAS SHALL ALSO INCLUDE PAVEMENTS, CURBS AND GUTTER, AND SIDEWALKS. 13. CONTRACTOR IS TO VERIFY THAT ALL UTILITIES I.E., WATER, SEWER, GAS, ELECTRIC, TELEPHONE, CABLE, ETC., ARE IN PLACE PRIOR TO CONSTRUCTION OF SUBBASE AND /OR PAVING. 14. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND SPECIFICATIONS. WWA FILE NUMBER: 214032.04 h\v CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540982.0800 FAX 540982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN wim! M 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.wwassociates.net W 7� L w U Z z _ o < N > 5 6 .� Q � w 0 O U J � < rr z C_ O ° 0 75 w o fr N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description ADDITIONAL GENERAL NOTES rg,- �4_ Ev SHEET 3 OF 18 3 'O % U 0 C 0 rL N O If O M It V_ N cm ra cc 0 E 2. IZZ 0 U O a i z il — - / G / - � , \ \ -- - i I - _ /\ / / \ I U � ---__( i ./ / v \ ) ( 1 � '� / / / / / / / \ I (' v _ � - \ v ) \ / � -/' � - 11 / -, � ` / �` - -_- �/ l \ \ / \ \ 1 \ \ 1 \ \\ ( / / / / / \ \\ \ �J I \ \ \\ / \ \ \ \ \ \\_` / / s / / . '- / ( � �) `n > \ <� �' \ \ � - I \\ I I \ \ 1 1 \ \ 'l I Q / / / / , I ��� 1 F \�/ \ \ \ x� \ \ ) I \ \ _I /S \ ( _/ // J /- // ( \ \ � - / \ r -, I \ \ ! \ \ / \ \ \ � I \ �\c --""I- '_ \ \ \ " I \ \ \ \ \ \ \\ \ / I / / / \ / / , i/ / \/ \ '� / / I \ \ / \ \ l I `� 1 - \ _ \ \ \ \ \ \ \ \ ` \ \ ` /r/ , / / / / A'\ yo — — — — — — / T \ / / / / _ - ,' / ,' / I \ / " ^\ \ / \ ( - \\\\A\\\ \ O ✓ \ \ / / / / / n\ \ \\ / / \-, , / / \\ \� 1 ' / \ \11 ��\���`\I \\ �\ -� �` , \\ ^: �1 \ �Q I \\} I' �\ \I _ -/ / / l l / / I \ \ �� I \ \ - ' \ z / ( -- \� -/ �I 11 1 /' / /.�'/ I z 11 \ / \ \ \ \ \ \ I \ ) \ \ \ \ I J I I \ I / � / / / / / I \ - _I )I \ \ \ \ ' _ '� =- _ .,`'� \ / 1\ - - / '' ' �' / �_ I \ I I \ .\ \ \ \ I I ) / / I \ \ r - -/ ( \ / , � \ - - - ---� \ - -� / / / / \ -- ( \ 1 \ / \ \ \ I \ / / 1 i \ / \ - \ / _ / ,� \\ \ // \\ \\ \ __J/ // / \• \ \ \� \ _ I I II )I �� /// i/l I l / / I / -, "\ 1 i __ /,� ' � I . . . . . , . . . . . . . • \_ "_�� \ \\� - - '_ . . // I \/ / / \ �� -\ \ / �� \'�\\� \ I \ \,� /• / // / / / \ \ % \ \/ \ \ \ `� _ -- _% _ - -'- - - -- \ � -____ . .. • i- 1 I /\\ \ \\ I`/ /4 \ \ \ \ \ � \\ \\ \�\ \� \\\ \1 / I // I � .�\ /I/ �/ / / ll l i i I / \ \ \ \ \ '� : ' '.' -' ��) • . . . . . . . . - - / \ / / \ ) _ - - � '.\ '` \ /\ \ \ ) I I / / I \ s�- I I \ 1 I \ \ \ - _ - - r \ -/� \ I / EI / - 1\ \�\\ I \ \ 7 // /' / �` J�� \ \ \ \�.\ �I r r\\� / I \ . /' // / / 1 J \� \ I �/ ) I li \ \\\ \�- ', /, / • % �/ -/ lV��� '// -/ / / \ I I / \ \ I - ' / � _ - \ � • \ \ \ \ I / j / / — _) / \ I \ �.�.,� - / / . / / � \ - / / \/? / / � \\ \ \V I � � \ / \ \ \ \� - / I \/J , �'/ / �// / / / / �' �IF _/' /I \ I \ _, / /' / r J ` -) ` �` ✓� ^\ / ' � , / / / / ( 1 \ \ \ Y \ \ � \ \ \\\ \" I / - / / / / ( 2 0(JR \ f \ \ / / / / )� / ` \ / / / / \ 1 / \ � \ � - - \ \ \\�\_7 \•.�, . -.' /'J // �G \ J > �1� \\�� / � ,/ �-' /- \ / I J\ I � —_ /_\ � / \ / \- �/ , /'/ / / \ / \ \ / I \ ( / \ I' \ \\ \•-- � \i 'f �. /i/ / / / 1 \ \ < . ) / .� �� r,_ ( u \_- oo - \ / i \ -/ �_ // / / / /' / � /- \ \ \ 1 � - I � / . \ \\ - � \ I , f �i /' X' / } \ \ \ � .� / I- 1� \I \ /� / /// / / / / \ �/ / \/ / ) \ \ ~ -\ .. ���� -_ - T� / / / i' \ U/ I ) } / \ / / / r- \ \`� ,- ! / / / / v / 1 _ / / / / / \ / / ' �� ___-- - - -___ �'C /////' -' � ' I / \ \ \ 1 1 � /)1111v�\ / I t v \ ✓ / I- - - � - __ \ ) \ ___ . 11 \ \ ), -/ I I, *I - � / _ � ) ) \ \ -_ 1\ '% -" \ \ \'� - "I //I I — - - 1­1 I / 11 _&I __-�__:::� — I - / / \ \ ,' / / \ \ �/ \ / � \ \ ( --7> ) \ \ \ \' \ \ - - - \ \ - - / / ' / i / / �_ - / ) ; %''� � --' IT --�'\ � \ \ /1 / !i 11 �� _ _ \ I I- � \ \ \ \ I / �' \\� \ \ \ \ ) \\ \ �(/ / /�r� \\\ \ \ \ � - / - �/ i / ./ ',��' /1 /( I- �� \ \\ \� �\ I /�' // ��_ - -/ ✓ / - �'� \ \ \ \ \ � ` ' - \ \ \ \ , ' 7(� \ I \ / _ t— �. -' \ ` I _%-'/ "\..+•.,, - - \ / 7 / / / / /� / / / \ � \ \ \ \ /' '' ` — --''/' / - / /i- - I l \ \r - - - -- \ \ \ \ \ \ \ s / / / - / \ \ - \\ \\ \ \ \ \ -� -/ �\ �\ \\ \\ \\\ RS F \ i _ \ �\ / \ 1 i \ / / /// / j/ /jj j/ / / \� �\ \\ \_` cam / � ,;\\ J) __ ' - 1 / \\ / / \\ 1\ \ \ \ /i \ /' i'- ��'/'� _ \� \\ �' \ � _'�-! �_ -1� \ \ \\ _-' ,� /^ /// '/ -----\\ 1 ��) / / // ll l I I I /--\ � ��___ \ // i \ ✓\ - _ — \ I I — , - ,' , \ \ \ - \ \ '' I I / / �\ \\ / I / // / / / \ i\ `/ / it \ \\ 1 \\ t \ - -`\ - //' \\ / \\ \\ l� - -�\ � `/,\ _ \ \\ �\ �\�\`�� -' f,- J/ / \\' ✓ \\ \ \ �} / - - -,/ I' / // /// /�/ /// ,/ / ' \�_ � - _/ // /// (- �_ D \ �' - -- 1 \ \ �� / \ \ / // \\ I 1) ��� \\ ' ✓ \� \ \ J 1 1 ', / -'- i ' /f �/ / I I / (/ // �I ' // // \, , • \ \ I \ / � \ \ \ / I- \, \ � �- \ I \ \ / • / / / / / /- ' - / / / / -1 \\\ -' / l— \` - -'/` / \ _ L (' �_,_-_\ / ^- � I -� / ) I / '/ / / // / ! // / / / ' 1 I \_/ �7(IP -� -58 / / / / _ / l / / ) I / I / l GREENE,WAtT, FREDERICK L & STASIA L \ ,� -- / l l l / 1\\ \ \ ` \-� I / / 1. / ` _ � I I / I , / / / \ \ 4 / ,11 / l / _ ( � � _ -�/ --.� /.r, l 1 l / / / / • / \ - / (J / / I ) ) / D.B. 3 NE PG. 233 / / . \ . /I I / / I I \ — — _ , } \ \ \ , / � -- _— ll / / \ / / / ' `' 1\ 1 1 < < 1 / - \ \\ I \ / I \ ) � \\ / // / , \- -..__� -- // /I / / // -', // // / •/ \ / - / \ \ / \ / ( / / l - / / I I ` USE ZONED: / i \ \ \\ \ \ \ \ / \ \ �I / \ 1 I ( f -/- - l ) / \ \ • \ \ \ \ \ \•-' `� \ / /'r= -�--,' I \ ( 1 I I I -1 -_ I / � } r / / / / / / / / / / / / %/ /, v v� �.v v�v�` �v� v vv 1v��.- -1 /_ / � I ( I- / -- ��- � �, ��� / I �� -/� ) / ' / I/ / / /// / / / I i I ll / /l l \\ \ \ . \\ �\ . \\ \ \ \\ \ /lam/ I� l / I � - �, I ( ( \ \\\ C -_ -- // / � / / �/ ) / / ' \ \ \ \\� I \\ \� \\ `� `\ \ \ _/ \ AME E / 0 \� \�\ - / / / I / / / I ) I I \ \ \�\ \\\ \ \ I \ \ I I / I )I OAD \ \ \\ I\ \ ~\\\ \\ / /' / /' \} /// / i I .1 I ' - 1 I \ j \1\ \ \ \ \ \ r I I I \ I (/ J \ / \ \ � \ \ \ \ \ / /� \ / / \ \ I I I � * / I / /. \ �\ \ \/\ \ 1 \ \ I \ / \ \ \ \ \ �--'/ l i I / / / / - -i \ \\ \ \\ \ I I I\ \ \ \ 1 \ G \ \\ n\ - `� \ \ \ I f �/ c / / / �� / / ' I \ \ • \ \\. \ / I \ 1 1 \ \ \ � \ \ \ / / ' / / \ \' , - - - \ \ \.\ \ \ \\ \,' / ll \ \ / I I l,'/ TMP 93A1 -E / / / �\ \ I I l COUNTY OF ALBE ARLE �IR IA / / \ \ \ \. \ \ \ \\ \ \ / \ \ -- - - I I / \ _)- / / \ - - \ \ \ \ \ \ \\ \ \ // / \ \ \ - - -- I i / _ _ _ \ ` I I 1 I / / ! D.B. 409 6, �PG/ 1 18 / � // l - . \ \ \\\\\ \\\ \ / \\\ \ - -- I I I 'A\ t�� \ \ \ \ \ f / / / / // / �/ \ \ • \ \ ", �- - \ / I O� \ \ \ \ \ � I I I I ' I \ ZONED: P'RD/ / I - - \ \ \ \ � \ \ \\ / _ \ \ / / y / l 1 'C� \ I \ \ \ \ \ I \ \ \ / I I ,j� 1) j / USE: UNAJS D / / ' 1 / / /' \ \ \ \\\ \ \ / - '/ / \ \ \\ I\ \ \ / /�� /& /_' / 1 I I 1 \ \ \ \ \ \ /' // / -- - �� /k / 1) �- /� \ \ ) \\ \ I /I / / / /// - / / ice/ /� ��i 1 // / �/ / / .' // / �/^ / I I ) I \ \ \ \ I ( , / / �- / '( I \ \ 1 i ) \ \ V /// / � � \ - . . -. . -� I / / / I \ . / /I - - � / - � \ \ \\ I 1 / I < \ \ \ \ A- - - - / / / / / / / / / / 25 SIDE BUILDING SETBACK / / ' . \ I / , / / / / / I �' ' I I � I I �I / - \ \ \ \ \\\ \ \ \ \ \\ \ \ / \ / /// / //' -' � //' / / /. } , / / / / / / ) ) I I \ .,. \ \ 1 1 r i \ \ \ \ \ \ \ \ � - - / �/ ) / / i / l ' / \ \\ \ \ \ \ \ \ .o— / / / / /// /. \ �� /�, / -/ ' — — — — � ., /' i� • '— — \ I 1 / // • // /' // // / / / / / / � \ \\ I I-L \ p \ \ \ \ \ \ �\ '_ -- - / / / / I 11 \\ \__ �/' /' /' �' .' II \\ \ \\ \\\\ \ \ } ' -' \ F \ \\ \\ \ }I I\ \ \\\ \\\\ \� - - / /' - I / j, / / / /,� / ' j'/ // I/ 11 � ' / -1.1 11 // . I \ ! /l. /'/ ' ,/ // // \ \ \ \ \ \ \ \ \ \ \ \ \ \ , - �' ' ( _ / �' i � � R i - - - 35 REAR BUILDING SETBACK / I \ / ,;' / '' , / / 11 \\ �\` ��\ *\. \ \\ \\ \\\ \ \\\ \% E IC c U DEMOLISH EXISTING OVERHEAD ELECTRIC - y — I RGGJ ruvv vGUG iris wiv \ni i nuv \ T �o w I "F-n�. vF-mvu�n PROPANE TANK '^ THE ` ,L�VATION 307 -E4 II�� o 1 \ THE LIMITS OF CLEARING FLOFORNSLABON AND Y �j Q5 DEMOLISH EXISTING UNDERGROUND ELECTRIC AND UTILITIES BUILDING IS REMOVE e D: p DEMOLISH EXISTING CHAIN LINK FENCE LEGEND 1 SLOPES GREATER \ T THAN 25% \ ... E.�as .. — � —308— — — SOIL BOUNDARY LINE AREA 1 Im - AREAS TO BE DEMOLISHED � (TYPICAL) •� I / TT 2 \ WON -- = EXISTING FEATURE TO BE DEMOLISHED 41B = SOIL I / 53C BOUNDARY Q ` — / 4 I �; = PROJECT AREA = LIMITS OF CLEARING AND GRADING / MIXED 8 -2 — `\ I WO DED / \ A EA I GENERAL DEMOLITION NOTES 1. ELECTRIC, TELEPHONE, GAS, WATER, SANITARY SEWER, AND STORM DRAINAGE UTILITIES SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS. — 2. CONTRACTOR SHALL HAND LOCATE EXISTING UNDERGROUND SERVICES PRIOR TO I - CONSTRUCTION - TO INCLUDE BUT NOT LIMITED TO ELECTRIC, TELEPHONE, GAS, SANITARY / - - _ SEWER, SEPTIC TANKS, DRAIN FIELDS, WATER AND STORM DRAIN - AND SHALL COORDINATE 1 LIMITS QF / / TT / / CLEARING \ PROPER PROTECTION DEMOLITION RELOCATE AND/OR ABANDONMENT WITH APPROPRIATE CLEARING / — / � � =� / �/ AN GRADING � ____ ____ — -- — ` -_ --_ AND GRADING � --- -__, --__ ____ OWNER /UTILITY COMPANY. / / / / � ' � �'ROJECT- ARUc-(SEE- SHEET— C-506 FOR CONTINUATION 316 3. CONTRACTOR SHALL WALK THE SITE AND BE FAMILIAR WITH THE SCOPE OF DEMOLITION T T ' I OF THE PROJECT AREA REQUIRED. ALL DEMOLITION WORK REQUIRED TO CONSTRUCT NEW IMPROVEMENTS WILL BE / 1 / / '�37g_ n LOCATED SOUTH OF THE PERFORMED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. REGIONAL FIRVI21 MS — — — / 1 / i` �"► / / / — TRAINING CENTER ENTRANCE) 4. DEMOLITION SHALL INCLUDE BUT IS NOT LIMITED TO THE EXCAVATION, HAULING AND OFFSITE o MIXED ♦ / T / DISPOSAL OF EXISTING BUILDING AND APPURTENANCES, CONCRETE SIDEWALKS, CONCRETE �` ` WOOD,VD / '� .�,,, •... - _ n _ i PADS, AND ALL MATERIALS OR VEGETATION/TREES CLEARED AND STRIPPED (AS DIRECTED BY / AREA now '� Emig •� �' 3 8- - - SOILS ENGINEER) TO THE EXTENT NECESSARY FOR THE INSTALLATION OF NEW / / / / �� T T` 320 CONTRACTOR SHALL IMPROVEMENTS AND WITHIN THE LIMITS OF CLEARING AND GRADING. COORDINATE WITH DWG. / / / �/ --L _ REMOVE ALL TREES v3 NO. C -103. 1 / / / TREE T /� WELL -- ---- - AND- VEGEFATIM WITHIN - 1/ / THE LIMITS OF CLEARING x 5. THE CONTRACTOR SHALL PROTECT ALL PROPERTY AND STRUCTURES AND UTILITIES ON THE / / / / — — , / (SEE SHEET CE -101 FOR v PROPERTY NOT TO BE DEMOLISHED. DAMAGE TO THE PROPERTY DUE TO THE CONTRACTOR'S / / / / / / / / TREE �. — ; CONTINUATION OF THE 320 ACTIVITIES SHALL BE REPLACED IN KIND BY THE CONTRACTOR AT NO COST TO THE OWNER CANOPY UMiTS --OF Ct= EAR(NG CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ® ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avetnore Square PI. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net cr W z w U z z N Q d) N F— Q V) >_ DC W Q N T 0 O cz U Q z O r_ v CD W Cc N WAMW NOUN �_ — — — — — — — -322- "�' `—"' '>." "_t x� —x 14 0 / LOCATED SOUTH OF THE CN NO: 5364 0 6. ELECTRIC, TELEPHONE, SANITARY SEWER, WATER AND STORM DRAINAGE UTILITIES THAT / / / / / / —x �M 5 `\ — — REGIONAL FIREARMS DATE: 11/24/2014 i SERVICE THE PROPERTY SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS. / / / / '/ / — — — — — — MIXED v TRAINING CENTER ENTRANCE) DESIGN: JDB v 7. THE CONTRACTOR SHALL PRODUCE A PHOTOGRAPHIC RECORD OF DEVELOPMENT / ��� 1 / / / / / _ AREA — --TES _ _ _ r DRAWN: KTM 4- COMMENCING WITH A RECORD OF THE SITE AS IT APPEARS BEFORE DEMOLITION IS BEGUN. AREA LINE \ „y >s , -322 REVIEW: HFW a, AFTERWARDS, A PHOTOGRAPHIC RECORD SHALL BE MAINTAINED DURING THE CONSTRUCTION / — — ' < <_` r - - ! REVISIONS PROCESS. / � / 2�,- -- — — — / / / / / / i Di� i 3 PROJECT I ° — 3 No. Date Description c 8. EXISTING ROADS, LIGHTS, SIDEWALKS, FENCES, TREE/VEGETAIION AND UTILITIES NOT / / / / / i #�M52 AREA -- _ INTENDED FOR DEMOLITION SHALL BE MAINTAINED, PROTECTED, AND UNDISTURBED DURING / / /,; / /4 2 01/21/15 Revised Demolition of Electrical / POWER -POLE / o DEMOLITION. / �� � / / PP I 1 EMAIN 3 03/02/15 Revised 100 Year Flood Plain 0 326 9. ALL DEMOLITION WORK SHALL BE DONE IN STRICT ACCORDANCE WITH FEDERAL, STATE AND / / / / / / o / �� - I r r LOCAL LAWS AS WELL AS OSHA REGULATIONS. �° / / `" / / r i - — — — << LIMITS OF — — — / / / / CONTRACTOR SHALL REMOVE ALL CLEARING — N / ��g/ / / r TREES AND- VEGETATION WITHIN — APPROXIMATE LOCATIO AND GRADING -� 10. CONTRACTORS ACTIVITIES SHALL NOT IMPEDE USAGE OF OR INGRESS /EGRESS TO THE / / / /� — — — -6E €€DE AE DAM - a� / / / 0 / / ` THE LIMITS OF CLEARING c► REGIONAL FIREARMS TRAINING CENTER PROPERTY, OR IMPEDE TRAFFIC FLOW ALONG MILTON — — BREAK IN ATION— J -328 EA U N D «`>>> �' << "A41�T015LAfRPORT E X I S T I N G ::, ROAD (ROUTE 729). / / / / / / i POWER LINE T 11�ITa -OF-- �0 --- SIGN — A A M N� E SE 2 �— << F CLEARING UY .-- 1. 11. EXISTING UNDERGROUND ELECTRIC SERVICING THE EXISTING OUTDOOR FIREARMS TRAINING / / / / / � � i � PROJECT--. ;<<� --• -�- RvA__• � CONDITIONS AND FACILITY TO BE RELOCATED TO THE EXTENT NECESSARY TO CONSTRUCT NEW BIOFILTER. / / t / o� i -� AREA �►ND GRA__Q1NG- - - _ ,.;,.,.. RADIO � � — — -- -. - -- n£ . / ��� / / , - _ ,,....TREE — 330 _�aN� ° —- DEMOLITION PLAN f'� A ry /!►TI \1/1 -mrre+ TA nr \IUU \1111 nr !►rl rf\TI \/rl V /'I rl nrn nV n1A1.1 + 'r^ �r ►IA \/r unIAnnn- .' / / / / / / _ . . '� at:::::z >. , CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.9821183 WWW.CLARKNEXSEN.COM M11" SITE PLAN ® ENGINEERS M1 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.wwassociates.net rr W F— z W U J -6 z OC z _ o Q 01/21/15 Revised Parking Entrance Radius, N W Q C/) > G � .U) Q a) W .' O ��y-+� LL i Cz _ H C- U J -6 < OC z C: O 01/21/15 Revised Parking Entrance Radius, W O C) rr N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 1 01/05/15 Revised Project Area 2 01/21/15 Revised Parking Entrance Radius, Revised Grading at Power Pole 3 03/02/15 Revised 100 Year Flood Plain, Added Notes and Signage 4 03/19/15 Added Notes and Signage SITE LAYOUT AND UTILITIES PLAN C 0 3 SHEET 6 OF 18 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN wArm — ® 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.wwassociates.oet rr W z w U CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Revised Tree Canopy, level Spreader, and SCC Channels 3 03/02/15 Revised 100 Year Flood Plain, Revised Grading, Labeled Storm Pipes GRADING AND DRAINAGE PLAN E C -104 SHEET 7 OF 18 z z _ Q o CE N > 5 °' W �' fr _O L- cz _ L U J Q —0 OC z O w o o N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Revised Tree Canopy, level Spreader, and SCC Channels 3 03/02/15 Revised 100 Year Flood Plain, Revised Grading, Labeled Storm Pipes GRADING AND DRAINAGE PLAN E C -104 SHEET 7 OF 18 EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR THE CONSTRUCTION OF A NEW INDOOR FIREARMS TRAINING FACILITY ON THE SITE OF THE EXISTING OUTDOOR REGIONAL FIREARMS TRAINING FACILITY LOCATED AT 2300 MILTON ROAD. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 2.73 ACRES AND WILL HAVE 1.11 ACRES OF IMPERVIOUS AREAS IN THE DEVELOPED CONDITION. THE PROJECT WILL REQUIRE APPROXIMATELY 2,502.52 CUBIC YARDS OF CUT AND 5,209.34 CUBIC YARDS OF FILL TO COMPLETE THE GRADING OPERATIONS. 11. EXISTING SITE CONDITIONS THE SITE IS PRIMARILY WOODED WITH SOME CLEARING FOR AN OVERHEAD POWER LINE SERVING AN EXISTING BUILDING ON THE SITE. THERE ARE SEVERAL EXISTING BUILDINGS LOCATED ON THE SITE INCLUDING THE BUILDING SERVING THE EXISTING OUTDOOR TRAINING FACILITY, A COMMUNICATIONS BUILDING, A TWO -STORY BLOCK BUILDING, AND THE HANGAR FOR THE RADIO CONTROL MODEL AIRPLANE CLUB. THE EXISTING TWO -STORY BLOCK BUILDING AND THE HANGAR WILL REMAIN. THE EXISTING OUTDOOR TRAINING FACILITY WILL REMAIN IN OPERATION DURING THE CONSTRUCTION OF THE NEW INDOOR TRAINING FACILITY E AND WILL BE DECOMMISSIONED AT A LATER DATE AS PART OF A SEPARATE PROJECT. THE EXISTING SOILS ON THE SITE ARE ON 2 TO 7 AND 7 TO 15 PERCENT SLOPES, ARE WELL DRAINED, AND HAVE MEDIUM RUNOFF. THE SITE SLOPES TO THE WEST AND DRAINS TO THE RIVANNA RIVER. LIMITS OF CLEARING AND EXISTING VEGETATION TO REMAIN SHALL BE DELINEATED BY SURVEY AND CLEARLY MARKED. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE NORTH BY TAX MAP 93 -8A, TO THE EAST BY THE RIVANNA RIVER, TO THE WEST BY MILTON ROAD, AND TO THE SOUTH BY TAX MAPS 93 -58A, 93 -58A1 AND 93 -58. THE NEIGHBORING PROPERTIES ARE ZONED AGRICULTURAL. IV. 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: DOGUE SILT LOAM (24B), HIWASSEE LOAM (41B), HIWASSEE CLAY LOAM (4263), MASADA LOAM (53C), MCQUEEN LOAM (556). A DESCRIPTION OF THE SOIL TYPES FOLLOWS: 24B - DOGUE SILT LOAM 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP C K FACTOR, WHOLE SOIL RATING .49 K FACTOR, ROCK FREE RATING .49 pH 3.6 -5.5 (0 TO 79 INCH DEPTH) PERMEABILITY (Ksat): MODERATELY HIGH (0.20 TO 0.57 IN /HR) USDA TEXTURE:0-10 INCHES - SILT LOAM 10 -70 INCHES - CLAY LOAM, CLAY, SANDY CLAY 70 -79 INCHES - STRATIFIED SAND TO SANDY CLAY LOAM, CLAY LOAM DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80 INCHES COMPOSITION: DOGUE AND SIMILAR SOILS - 85 PERCENT 41 B - HIWASSEE LOAM 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP B K FACTOR, WHOLE SOIL RATING .28 D K FACTOR, ROCK FREE RATING .28 pH 4.5 -6.5 (0 TO 79 INCH DEPTH) PERMEABILITY (Ksat): MODERATELY HIGH TO HIGH (0.57 TO 1.98 IN /HR) USDA TEXTURE:0-8 INCHES - LOAM 8 -79 INCHES - CLAY, SILTY CLAY, CLAY LOAM DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80 INCHES COMPOSITION: HIWASSEE AND SIMILAR SOILS - 85 PERCENT C 4263 - HIWASSEE CLAY LOAM 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP B K FACTOR, WHOLE SOIL RATING .24 K FACTOR, ROCK FREE RATING .24 pH 4.5 -6.5 (0 TO 79 INCH DEPTH) PERMEABILITY (Ksat): MODERATELY HIGH TO HIGH (0.57 TO 1.98 IN /HR) USDA TEXTURE:0-8 INCHES - CLAY LOAM 8 -79 INCHES - CLAY, SILTY CLAY, CLAY LOAM DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80 INCHES COMPOSITION: HIWASSEE AND SIMILAR SOILS - 85 PERCENT 53C - MASADA LOAM 7 TO 15 PERCENT SLOPES HYDROLOGIC SOIL GROUP B K FACTOR, WHOLE SOIL RATING .28 K FACTOR, ROCK FREE RATING .28 pH 4.5 -5.5 (0 TO 79 INCH DEPTH) KSAT: MODERATELY HIGH TO HIGH (0.57 TO 1.98 IN /HR) USDA TEXTURE:0-7 INCHES - LOAM 7 -33 INCHES - CLAY LOAM, CLAY, GRAVELLY CLAY 33 -79 INCHES - LOAM, CLAY LOAM, GRAVELLY SANDY CLAY LOAM DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80 INCHES COMPOSITION: MASADA AND SIMILAR SOILS - 80 PERCENT 556 - MCQUEEN LOAM 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP C K FACTOR, WHOLE SOIL RATING .37 K FACTOR, ROCK FREE RATING .37 pH 3.6 -5.5 (0 TO 79 INCH DEPTH) PERMEABILITY (Ksat): MODERATELY LOW TO MODERATELY HIGH (0.06 TO 0.20 IN /HR) USDA TEXTURE:0-7 INCHES - LOAM 7 -42 INCHES - SILTY CLAY, CLAY LOAM, CLAY 42 -52 INCHES - CLAY LOAM, SILTY CLAY LOAM, SANDY CLAY LOAM 52 -79 INCHES - SANDY CLAY LOAM, CLAY LOAM, SANDY LOAM DEPTH TO RESTRICTIVE FEATURE: MORE THAN 80 INCHES COMPOSITION: MCQUEEN AND SIMILAR SOILS - 85 PERCENT 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 SILT 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 -D" ON DWG CE -501 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: N/A 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: PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24 -HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN -MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN -MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: (1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (B) ALL PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO -YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN -YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO -YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR (2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN -YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TWO -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TEN -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN -MADE CHANNEL; OR (4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (II) DETAIN AND RELEASE OVER A 24 -HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24 -HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10 -YEAR, 24 -HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1- 44.15:54 OR 62.1- 44.15:65 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1- 44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1 - 44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND- DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25- 870 -48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25- 870 -66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) D. MAINIEIANONS SHALL BE DEEMED TO SATISFY THE REQUIREMENTS ,OF SUBDIVISION 19 OF THIS SUBSECTION. 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. 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. 4. 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. 5. STORMDRAIN INLET PROTECTION (3.07) AND CULVERT INLET PROTECTION (3.08): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 6. 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. 7. TEMPORARY RIGHT -OF -WAY DIVERSION (RWD), 3.11: THE TEMPORARY RIGHT -OF -WAY DIVERSION SHALL BE INSPECTED AFTER EVERY RAINFALL AND REPAIRS MADE IF NECESSARY. AT LEAST ONCE EVERY TWO WEEKS, WHETHER A STORM HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. RIGHT -OF -WAY DIVERSIONS, WHICH ARE SUBJECT TO DAMAGE BY VEHICULAR TRAFFIC, SHOULD BE RESHAPED AT THE END OF EACH WORKING DAY. 8. TEMPORARY SEDIMENT BASIN (3.14): THE BASIN EMBANKMENT SHALL BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED, BY EROSION OR CONSTRUCTION EQUIPMENT. THE BASIN SHALL BE CHECKED AFTER EACH RUNOFF - PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 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. ROCK CHECK DAMS 3.20: THE CHECK DAM SHOULD BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EACH RUNOFF - PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. REGULAR INSPECTIONS SHOULD BE MADE TO INSURE THAT THE CENTER OF THE DAM IS LOWER THAN THE EDGES. EROSION CAUSED BY HIGH FLOWS AROUND THE EDGES OF THE DAM SHOULD BE CORRECTED IMMEDIATELY. 11. 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. 12. SOIL STABILIZATION BLANKETS AND MATTING (B /M) 3.36: ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. ANY DISLOCATION OR FAILURE SHOULD BE REPAIRED IMMEDIATELY. IF WASHOUTS OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE. THESE AREAS ARE TO BE MONOTORED UNTIL THEY BECOME PERMANENTLY STABILIZED, AFTER WHICH THEY ARE TO BE INSPECTED ANNUALLY. 13. TREE PROTECTION (3.38): INSPECT TREE PROTECTION TO ENSURE NO CONSTRUCTION DAMAGE IS OCCURRING. 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 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. 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 /100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 17. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS /1000SF, INCORPORATED INTO THE TOP 4 -6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS /ACRE AND CONSIST OF A 10 -20 -10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 18OLBS /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. 18. 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. 19. 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. 20. 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). 21. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATEIR PROTECTION ORDINANCE SECTION 17- 2078). SEQUENCE OF CONSTRUCTION 1. CONTRACTOR TO SCHEDULE AND ATTEND A PRE - CONSTRUCTION MEETING WITH THE UNIVERSITY OF VIRGINIA AND OBTAIN VSMP PERMIT PRIOR TO THE START OF ANY LAND DISTURBING/ CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PLAN. 2. INSTALL CONSTRUCTION ENTRANCE, SEDIMENT BASIN, AND PERIMETER CONTROLS. 3. PERFORM GRADING TO SUBGRADE ELEVATIONS. 4. CONSTRUCT PARKING LOT AND TRAVELWAYS. 5. CONSTRUCT BUILDING. 6. PAVE (PARKING LOT, TRAVELWAYS, AND ROADWAY. 7. STABILIZE DISTURBED AREAS. 8. 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 EROSION CONTROL INSPECTOR. 9. REMOVE SEDIMENT BASIN ONCE THE DRAINAGE AREA IS STABILIZED AND APPROVAL IS GIVEN BY THE EROSION AND SEDIMENT CONTROL INSPECTOR. 10. CLOSE OUT THE PROJECT. UNIVERSITY OF VIRGINIA GENERAL EROSION AND SEDIMENT CONTROL NOTES ES -1: !Unless otherwise indicated, all vegetative and structural erosion and sediment control practices will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook, 1992 and the Virginia Erosion and Sediment Control Regulations. ES -2: The Administrator must be notified one week prior to the pre - construction conference, two weeks prior to the commencement of Land disturbing activity, and one week prior to the final inspection. The name of the Responsible Land Disturber must be provided to the Administrator two weeks prior to actual engagement in the land - disturbing activity shown on the approved plan. If the name is not provided prior to engaging in the land- disturbing activity, the plan's approval will be revoked. ES -3: All erosion and sediment control measures are to be placed prior to or as the first step in clearing. ES -4: A copy of the approved E &SC plan shall be maintained on the site at all times. ES -5: Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a supplementary E &SC plan to the Administrator for review and approval. ES -6: The contractor an a is -res responsible for installation of p y additional a erosion control measures necessary to prevent erosion and sedimentation as determined by the Inspector. ES 7: All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved, after which, upon approval by the Inspector, the controls shall be removed; Trapped sediment and the disturbed soil areas resulting from the removal of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. ES -8: During dewatering operations, water shall be pumped into an approved filtering device. ES -9: The contractor shall inspect all erosion control measures at least every 2 weeks and immediately after each runoff- producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. ES -10: The contractor is responsible for the daily removal of sediment that has been transported onto a paved or public road surface. ES -11: Seeding operations shall be initiated within 7 days after reaching final grade or upon suspension of grading operations for anticipated duration of greater than 14 days or upon completion of grading operations for a specific area. ES -12: The contractor shall be responsible for preventing surface and air movement of dust from exposed soils which may present health hazards, traffic safety problems, or harm animal or plant Life. ES -13: A Virginia Stormwater Management Program (VSMP) Permit for the discharge of stormwater from construction activities is required for projects disturbing 1 acre or greater. Visit DEQ s Construction General Permit web page at the following link for more information: httr): / /www.dea.state.va.us /Projzrams/ Water /StormwaterManaaement /VSM PPermits /ConstructionGeneralPermi t.aspx Page 6 of 6 WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN wim- '� ENGINEERS M SURVEYORS PLANNERS SOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Chulottesville. VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net cr W Z rW V V Z Z CV (3) N Q W > G 0) .> Q N a--J W 0 _O Ir " _ CZ H = U J 70 Z C O O C V G W C:) C'7 LY cv CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 3 03/02/15 Revised Sequence of Construction Notes EROSION & SEDIMENT CONTROL NARRATIVE t C E -001 SHEET 8 OF 18 VI. CRITICAL AREAS CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND CONVEYANCE CHANNELS TO PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO MILTON ROAD. VII. STORMWATER MANAGEMENT CONSIDERATIONS STORMWATER QUALITY WILL BE PROVIDED BY THE BMP FACILITY PROPOSED AS PART OF THESE PLANS. THE FACILITY WILL SERVE AS A SEDIMENT BASIN UNTIL THE SITE IS STABILIZED. THE PROPOSED IMPROVEMENTS WILL CREATE AN INCREASE IN RUNOFF FROM THE PROJECT AREA. THE FLOWS FROM THE BMP FACILITY WILL BE DISCHARGED TO A LEVEL SPREADER PRIOR TO ENTERING THE 100 TEAR FLOODPLAIN. 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. B X. SOIL STOCKPILES A SOIL STOCKPILE SHALL BE PROVIDED IN THE AREA SHOWN ON THE PLANS. CONTRACTOR SHALL PROVIDE SILT FENCE ON THE DOWNSTREAM SIDE OF THE STOCKPILE TO PREVENT EROSION. A. STRUCTURAL PRACTICES 1. 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 3 MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT Z'. SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. I 2 2. 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. W U `�' 3. STORM DRAIN INLET PROTECTION (IP), 3.07 AND CULVERT INLET PROTECTION (CIP), 3.08: STORM DRAIN INLET PROTECTION N M T INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS TO PREVENT SEDIMENT FROM ENTERING AND CULVER NL oar THE STORM DRAIN SYSTEM. i c 4. TEMPORARY DIVERSION DIKE (DD), 3.09 AND TEMPORARY RIGHT -OF -WAY DIVERSION (RWD), 3.11: TEMPORARY DIVERSION cL DIKES AND RIGHT-OF-WAY DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS NEEDED TO DIVERT SEDIMENT LADEN a, RUNOFF TO A STABLIIZED OUTLET. 5. TEMPORARY RIGHT -OF -WAY DIVERSION (RWD), 3.11: A TEMPORARY RIGHT -OF -WAY DIVERSION SHALL BE PROVIDED AS a c SHOWN IN ORDER TO SHORTEN THE FLOW LENGTH WITHIN THE SLOPING RIGHT -OF -WAY AND REDUCE THE EROSION 12 POTENTIAL BY DIVERTING STORM RUNOFF TO A STABILIZED OUTLET. .* N 6. TEMPORARY SEDIMENT BASIN (SB), 3.14: TEMPORARY SEDIMENT BASIN TO BE CONSTRUCTED AS SHOWN ON THE PLANS o 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. N 7. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE AS SHOWN FOR THE CONVEYANCE OF CONCENTRATED °i c RUNOFF WATER TO A RECEIVING CHANNEL OR INLET. 0 PC A 8. OUTLET PROTECTION (OP), 3.18: OUTLET PROTECTION TO BE PROVIDED AS SHOWN ON PLANS TO PREVENT SCOUR AT STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL FOR DOWNSTREAM v EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS. ED 9. ROCK CHECK DAMS (CD), 3.20: ROCK CHECK DAM TO BE PROVIDED AS SHOWN ON THE PLANS TO REDUCE THE v VELOCITY OF STORMWATER FLOW AND REDUCE EROSION OF THE DITCH. Q 10. SOIL STABILIZATION BLANKETS AND MATTING (B /M) 3.36: SOIL STABILIZATION BLANKETS AND MATTING IS TO BE PROVIDED AS SHOWN IN ORDER TO AID IN CONTROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROCLIMATE WHICH o PROTECTS YOUNG VEGETATION AND PROMOTES ITS ESTABLISHMENT. W_ i� 11. TREE PROTECTION (TP), 3.38: PROVIDE AS SHOWN ON PLANS TO ENSURE THE PROTECTION OF DESIRABLE TREES DURING CONSTRUCTION. 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 SILT 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 -D" ON DWG CE -501 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: N/A 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: PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24 -HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN -MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN -MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: (1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (B) ALL PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO -YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN -YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN -MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN -YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO -YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR (2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN -YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TWO -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE - DEVELOPMENT PEAK RUNOFF RATE FROM A TEN -YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN -MADE CHANNEL; OR (4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (II) DETAIN AND RELEASE OVER A 24 -HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24 -HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10 -YEAR, 24 -HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN -MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1- 44.15:54 OR 62.1- 44.15:65 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1- 44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1 - 44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND- DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25- 870 -48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25- 870 -66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) D. MAINIEIANONS SHALL BE DEEMED TO SATISFY THE REQUIREMENTS ,OF SUBDIVISION 19 OF THIS SUBSECTION. 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. 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. 4. 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. 5. STORMDRAIN INLET PROTECTION (3.07) AND CULVERT INLET PROTECTION (3.08): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 6. 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. 7. TEMPORARY RIGHT -OF -WAY DIVERSION (RWD), 3.11: THE TEMPORARY RIGHT -OF -WAY DIVERSION SHALL BE INSPECTED AFTER EVERY RAINFALL AND REPAIRS MADE IF NECESSARY. AT LEAST ONCE EVERY TWO WEEKS, WHETHER A STORM HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. RIGHT -OF -WAY DIVERSIONS, WHICH ARE SUBJECT TO DAMAGE BY VEHICULAR TRAFFIC, SHOULD BE RESHAPED AT THE END OF EACH WORKING DAY. 8. TEMPORARY SEDIMENT BASIN (3.14): THE BASIN EMBANKMENT SHALL BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED, BY EROSION OR CONSTRUCTION EQUIPMENT. THE BASIN SHALL BE CHECKED AFTER EACH RUNOFF - PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 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. ROCK CHECK DAMS 3.20: THE CHECK DAM SHOULD BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EACH RUNOFF - PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. REGULAR INSPECTIONS SHOULD BE MADE TO INSURE THAT THE CENTER OF THE DAM IS LOWER THAN THE EDGES. EROSION CAUSED BY HIGH FLOWS AROUND THE EDGES OF THE DAM SHOULD BE CORRECTED IMMEDIATELY. 11. 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. 12. SOIL STABILIZATION BLANKETS AND MATTING (B /M) 3.36: ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. ANY DISLOCATION OR FAILURE SHOULD BE REPAIRED IMMEDIATELY. IF WASHOUTS OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE. THESE AREAS ARE TO BE MONOTORED UNTIL THEY BECOME PERMANENTLY STABILIZED, AFTER WHICH THEY ARE TO BE INSPECTED ANNUALLY. 13. TREE PROTECTION (3.38): INSPECT TREE PROTECTION TO ENSURE NO CONSTRUCTION DAMAGE IS OCCURRING. 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 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. 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 /100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 17. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS /1000SF, INCORPORATED INTO THE TOP 4 -6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS /ACRE AND CONSIST OF A 10 -20 -10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 18OLBS /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. 18. 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. 19. 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. 20. 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). 21. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATEIR PROTECTION ORDINANCE SECTION 17- 2078). SEQUENCE OF CONSTRUCTION 1. CONTRACTOR TO SCHEDULE AND ATTEND A PRE - CONSTRUCTION MEETING WITH THE UNIVERSITY OF VIRGINIA AND OBTAIN VSMP PERMIT PRIOR TO THE START OF ANY LAND DISTURBING/ CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PLAN. 2. INSTALL CONSTRUCTION ENTRANCE, SEDIMENT BASIN, AND PERIMETER CONTROLS. 3. PERFORM GRADING TO SUBGRADE ELEVATIONS. 4. CONSTRUCT PARKING LOT AND TRAVELWAYS. 5. CONSTRUCT BUILDING. 6. PAVE (PARKING LOT, TRAVELWAYS, AND ROADWAY. 7. STABILIZE DISTURBED AREAS. 8. 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 EROSION CONTROL INSPECTOR. 9. REMOVE SEDIMENT BASIN ONCE THE DRAINAGE AREA IS STABILIZED AND APPROVAL IS GIVEN BY THE EROSION AND SEDIMENT CONTROL INSPECTOR. 10. CLOSE OUT THE PROJECT. UNIVERSITY OF VIRGINIA GENERAL EROSION AND SEDIMENT CONTROL NOTES ES -1: !Unless otherwise indicated, all vegetative and structural erosion and sediment control practices will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook, 1992 and the Virginia Erosion and Sediment Control Regulations. ES -2: The Administrator must be notified one week prior to the pre - construction conference, two weeks prior to the commencement of Land disturbing activity, and one week prior to the final inspection. The name of the Responsible Land Disturber must be provided to the Administrator two weeks prior to actual engagement in the land - disturbing activity shown on the approved plan. If the name is not provided prior to engaging in the land- disturbing activity, the plan's approval will be revoked. ES -3: All erosion and sediment control measures are to be placed prior to or as the first step in clearing. ES -4: A copy of the approved E &SC plan shall be maintained on the site at all times. ES -5: Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a supplementary E &SC plan to the Administrator for review and approval. ES -6: The contractor an a is -res responsible for installation of p y additional a erosion control measures necessary to prevent erosion and sedimentation as determined by the Inspector. ES 7: All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved, after which, upon approval by the Inspector, the controls shall be removed; Trapped sediment and the disturbed soil areas resulting from the removal of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. ES -8: During dewatering operations, water shall be pumped into an approved filtering device. ES -9: The contractor shall inspect all erosion control measures at least every 2 weeks and immediately after each runoff- producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. ES -10: The contractor is responsible for the daily removal of sediment that has been transported onto a paved or public road surface. ES -11: Seeding operations shall be initiated within 7 days after reaching final grade or upon suspension of grading operations for anticipated duration of greater than 14 days or upon completion of grading operations for a specific area. ES -12: The contractor shall be responsible for preventing surface and air movement of dust from exposed soils which may present health hazards, traffic safety problems, or harm animal or plant Life. ES -13: A Virginia Stormwater Management Program (VSMP) Permit for the discharge of stormwater from construction activities is required for projects disturbing 1 acre or greater. Visit DEQ s Construction General Permit web page at the following link for more information: httr): / /www.dea.state.va.us /Projzrams/ Water /StormwaterManaaement /VSM PPermits /ConstructionGeneralPermi t.aspx Page 6 of 6 WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN wim- '� ENGINEERS M SURVEYORS PLANNERS SOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Chulottesville. VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net cr W Z rW V V Z Z CV (3) N Q W > G 0) .> Q N a--J W 0 _O Ir " _ CZ H = U J 70 Z C O O C V G W C:) C'7 LY cv CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 3 03/02/15 Revised Sequence of Construction Notes EROSION & SEDIMENT CONTROL NARRATIVE t C E -001 SHEET 8 OF 18 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' ww%�� 20' 0 20' APE PLAN OF TREE FENCING NOTES: 1. NO MATERIAL OR SOIL STOCKPILES ARE ALLOWED WITHIN THE 100 YEAR FLOOD PLAIN. CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540. 982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN f PROPOSED / °� I ' w WOODEN iv X' ECG ° 2. NO ENCROACHMENTS OR J PRIMARY voH s'. v'"'' ^��..,` - DRAINFIELD f AUGER �/ I 1 X 01 B�FFLES � ' CONCRETE PERMANENT FILLS ARE LOCATION \ ,� G`� WALK ALLOWED WITHIN THE 100 CL YEAR FLOOD PLAIN. F / °� � of / _ \ SEDIMENT / �1 0 DRAINAGE 15" 4' DfA BUSH 24.00' �O ti� - ° (TYP OF 3) l ` / 70728 AREA GUY — ENGINEERS -0 CO \ 1.8 ACRES 302 / 7 BORE HOLE HA2 � WOVEN 299 1 � /� _ DOGWC 2" FENCE SURVEYORS / 310.87 / \ 12' CHAIN FENCE X ° POST \ �/► �► ,I ` \ \ \ --- 'x LINK _ 302 X _ _ ' 3 ,► _ k\ PLANNERS ANN ERS FENCE 70725 o AsSOCIATES �- 30 DV P ° o ° .• #K ° CONTRACTOR LAYDOWN AREA. PO Box 4119 3040 Avemoce Square P000 I. BORE HOLE H 305 (ADDITIONAL ��� REQUIRED ° � Lynchburg, VA 24502 Chalottesville, VA 22911 3 0 3 UTSIDE OF DESIGNATED PROJECT Phone: 434.316.6080 Phone: 434.984.2700 � 000 �► �. --- -- -- -_ —_ \ �_,yUr%pp ____ AREA SHALL BE COORDINATED 305 \ W W w. W W assoc sates. net • LIMITS OF ` �, -�x \ \ MIXED -� O 0�"� \ k o WITH THE OWNER AND UVA.) ____: \ CLEARING ♦ �`�k `` ♦ \\ \ WOODED 'S \ 309 08 \ �- / ` ' AND / ♦ ` �� \ ±o '� �1 v 10 �x �\ EXISTING CHAIN � GRADING / ♦ \ , - \ \ .�,' AL o' LINK FENCE TO / / ♦ SF k--�X X��� \ ' O°� X REMAIN INTACT Ii O D I ��, ♦ ♦ \ CO k��'�♦ �/ '� \ \ °� I AND UNDISTURBED �`� CO 70 ♦ \ k Oi . J'�p I \ \ — `` bk� RADIO CONTROL r" CLUB HANGER ERB R I / \ V -DITCH WITH BUILDING I EC -2 BLANKET � � � moo\ \ ��s �LAIK o' t R . 1 MMI � \ '`� \ `- MATTING �� o� RWD -� EENC "A� l LIMITS OF EROSION AND SEDIMENT CONTROL LEGEND �_`� \ �cLEARING - TEMPORARY PAVED SIN REGIONAL FIREARMS \ � GRADING CONSTRUCTION CE SF TRAINING CENTER - _ - _ -' / ENTRANCE iM 1 /'FE= 313.50 ' W 19,720 S.F. 3.05 SILT FENCE S F X X- X 4 / A \ 12 30 v - W 3.07 STORM DRAIN Aft INLET PROTECTION 3.08 CULVERT INLET C P PROTECTION Li I TEMPORARY MIXED - '� - N 3.09 DIVERSION DIKE BB_2 - - - / ` O WOODED / 3,13 — -- -- — — AREA Q O TEMPORARY / r r — — -- N ® N 3.11 RIGHT -OF -WAY DIVERSION ?` _ 313 3.14 TEMPORARY S B ` '�' B-1 SEDIMENT BASIN f STORMWATER 3.17 CONVEYANCE S C D (U CHANNEL / 312 — — — — — 4 — W Q 3.18 OUTLET PROTECTION Q P / / / _ - - / '� 315 316 ��illillill U- B 3.20 ROCK CHECK DAMS C D --'- -' MIXED ♦ 19 1 / / �REA / LI TS OF � "� / "� �"' 'm.. .� � . .. .. �.. �" '.� � X X X X - -318- 3.21 LEVEL SPREADER LEA AIN(y / / �1�/ /� -� 320_ / GWING / TRH - - / W W wELe - O �AnOPY 3.31 TEMPORARY SEEDING TREE i — — j ; — 32D O CANOPY / — '� �� �� �� �� �� _w �^x x ��a^ 4 O w O -c 3.32 PERMANENT SEEDING P�j Ps / - �« ) (y) 2 / / / i ? / MIXED TREE W3.35 MULCHING M U .-Q-.- ��� / / / ��� / / - - - -WOODD s- - -71?U I C / - - - - - - 322 - - - �U � / -"� T ..- _� ____ --- 75 BUILDING SETBACK ___- ____- -____ LINE -_- ---. � ____ ____ CN NO: 5 64 N %` '� ` 4� �-• DATE: 13/24/2014 C4 3.36 SOIL STABILIZATION �. BLANKETS &MATTING ,w 2 / / YD _ _ 32 ' _ _ o - 324- - - DESIGN: JDB c / / / #�M52 - DRAWN: KTM Q- 3.38 TREE PRESERVATION / �� / / PP 25 /(� ' REVIEW: HFW AND PROTECTION TP � / / / � -- _-- — -- — -_ `� � / / / / ``�`- 326 - - - - - -___ --__ � ' �- O� � REVISIONS V -DITCH WITH r--/- --�- - -- -- - - -326- No. Date Description LIMITS OF CLEARING AND % b. / / �T - - - APPROXIMATE LOCATION I EC -2 BLANKET ,✓ / / �1 / / i �+. RT BASIN DRAINAGE AREA / / / / / / �� - 8F €EDERAL DAM 327 I�i4TTING - - - - - - 2 01/21/15 Revised Per TJSWCD Comments o EC -2 BLANKET AND MATTING / / / / X20 / / / O / —` — -328 — SIT OF BREAK INUNDATION---- \ r O 3 03/02/15 Revised 100 Year Flood Plain, N CLEARING0 32 - - _ - >� / Added Notes o / / X22 . . ... .� - • --: �► - \ ' r - J � - LII7ITS �F -- - 328— CONTRACTOR LAYDOWN AREA / / / // / �� / - GRADING GUY x . RJk4�INA / CLEARING N / / / / / / / O� / - X32 , RADIO - -�. . . — / / / T- \ CONTROL O AND TREE —_ -330 _ _ _ J�� _ 3 CLAN GRADING � � ✓/ ' � l � / � / / .�, / /�- � -- .-- TRUNK LINE 3�EP°'�E = TP \ � 7< ,(� —330 EROSION & ?c A 3 YJVV OUT / / 0 T HT OHT '�OHT OHT O1dT o OHT T Oy� 0 T T 0 Olin - OHT -- \ — 1 -- �- 12 �c T 0H� 0HT 0HT OHT�- /6 -� _�� 0HT %- -� / -- Sf`�`-'° x - 3X - 3 SEDIMENT 316 ��x. -�-- ---_ ---= --_- "--- --�- 33 2- - 331 CONTROL PLAN 1 y- ti9) / "�Qj / MILTON R / ±4,000' TO II EXEC ION WITH ±9,000' TO\jNTKRSECTI N WITH �o �_ _ Q ..> r _ / �L ROAD (R TE 729) NORTH NfLLTON ROAD THOMAS JEFEERSO — WAY ROUTE lb 'IV z _~ Y 10 1 N — 318 — / __��� b- I o \?N SHEET 9 OF 18 I PF PP WWA FILE NUMBER: 214032.04 CLARK*NEXSEN Paved construction entrance for erosion control plans 213 SOUTH JEFFERSON TABLE 3.31 -B ROANOKE, VA 24011 (Revised June 2003) TS "f� "I' 1992 3.05 1992 3.07 1992 3.08 TEMPORARY SEEDING SPECIFICATIONS 540 9820800 FAX 540-982-1183 OM (j ` WWW.CLARKNEXSEN.COM .CNETRUCTION- QUICK REFERENCE FOR ALL REGIONS AC'...- ;S -,� ;,.. T X111 -2A ASPHALT 70P R 1r exi =T�c, - 2 y - 2% - ; PizEM NT CO S TR UCTION of A SILT FENCE SILT FENCE DP INL�' T SILT FENCE CULVERT INL L' T SEED (WITHOUT MIRE SUPPORT) PROTECTION PROTECTION APPLICATION DATES SPECIES APPLICATION RATES � 1 , " 6AIN. 2`A a t3_C #I'E LASE 1. SET THE STAKES. 2. EXCAVATE A 4 "X 4" TRENCH z x a• wocn FRAME 50/50 Mix of Annual Ryegrass (lolium multi - UPSLOPE ALONG THE LINE OF DROP INLET Sept. 1 - Feb. 15 florum &Cereal Winter Rye Secale cereale 50 -100 (Ibs /acre) P� STAKES, WITH GRATE ENDWALL ) (Winter) Y { ) 6'MAx. m "� E -� T FRAME Feb. 16 - Apr. 30 Annual Ryegrass (lalium multi- florum) 60 - 100 (Ibs /acre) --' :/ 1.5 MAX. - r - - -- - - -- FINAL - l `i - - -T May 1 - Aug. 31 German Millet 50 (Ibs /acre) 4 r ,v xI "RUCIiIOi� ASPHALT PA'v -- �._d -- / /���.� --''� -,. Il I �- '`.-- % / }'�•/� � t I ACCESS � I- " i* / ! uU.ASH SAL j -� / 1r� / Y a , IIII --� TOE 0, I I i CULVERT 3' MIN FERTILIZER &LIME SITE PLAN EXISISNW 2% 2 � PAVFLEyT J ,, 2% UN.* FLOW � , r - - --r r Apply 10 -10.10 fertilizer at a rate of 450 Ibs. /acre (or 10 Ibs. J 1,000 sq. ft.) GATHER i + Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) �- f�V..,r• EXCESS , AT CORNERS { I NOTE; 4' 'I J _-�. _-__ . --� 1 - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. =t, r, ::M FULL WIDTH �i "P+7�IT WE ''t�AIPlAt�k. __ _________ 2 Incorporate the Ilene and fertilizer into the to 4 - 6 Inches "h U3� Lxl- Imo. . l L_ t�I�TM in ,� II�IE'�T 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT ____ ______ -___ ,. p p of the soil by disking or by other means. OF, (MGR ss AND EGRESS ' T€iA ' *� t? yJIGF: TO STAKES AND EXTEND THE EXCAVATED SOIL. -- „P�;�T!ON PERSPECTIV�'� VIES � 3- When applying Slowly Available Nitrogen, use rates available In Erpslon& Sediment Control Technical Bulletin IT INTO THE TRENCH. # 4, 2003 Nutrient Management for Development Sites at http:/ /www,dcr.state.va.us /sw /e &s.htm #pubs PLAN s TDE OF FILL 0 0 STAKE l J FFF SILT FENCE ---17' �ti`v. "`�"'�i'OS'T,VF DI�r1.N�,CE��,� /���.✓ j�� 'DISTANCE IS 6' MINIMUM IF FLOW 'TO S SEDIMENT / / � tttAAf'NINI, D V r� - � � _ : FABRIC 15 TOWARD FOMENT - 1 EMBAN ,... FLOW 1992 3.09 I` MIN. �II I I.. T ILTC Ct ilTli- SECTION A--A - � - 6 - � � OPTIONAL STONE COMBINATION TEMPORARY DIVERSION DIKE - ENGINEERS A ruinhumn water tap of l inch must be iiistalled,NAth a ruinixrnun1 ilich balle-ock - � SHEET FLOW INSTALLATION ELEVATION OF STAKE AND v e+ slrutoffv'alv�e supplyzug a wash hone with a clialz>eter of 1. 4; in lies for adequate (PERSPECTIVE VIEW) I.o' ,:5' SURVEYORS constant pies sure, ��•'aA water" inust be carried away frein the entrance to all FABRIC ORIENTATION DETAIL A approved settluig area to remove sedituent. All sediinelit shall be prevented t]'oiii, PLANNERS WA eiiteilli, stc?iYn draiiiw, ditches or watercourses,. Compacted Sail A A ASSOCIATES PAVED„ WASH RACK CE t B �\ SPECIFIC APPLICATION FLOW - ro' 2.5• 18° min FLQM PO Box 4119 3040 Avemore Square Pl. SCALE �' -F10W ( Lynchburg, VA 24502 Charlottesviue, VA 2291.1 NO SCA° E THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE - j I - Phone: 434.316.6080 Phone: 434984.2700 INLET DRAINS A RELATIVELY FLAT AREA SLOPE NO GREATER IW1J I I I II ( f I, i 1, I \ 7 I i d I I I Il t } 'y ww� . c�assoctates. net THAN 5 %) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT v w �f I�Ilj I EXCEEDING 1 C_F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS CLASS I RIPRAP TO R g3, E SILT OR NC COARSE AGGREGATE 4:5' rT11T1. I POINTS A SHOULD BE HIGHER THAN PAINT B. IN STREET OR HIGHWAY MEDIANS, To Rff'IACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED 3.20 DRAINAGEWAY INSTALLATION 1992 (FRONT ELEVATION) Source: N.C. Erosion and Sediment Control Source: Adapted from VDOT Standard f)jf' Source: Adapted from Installation of Straw and Fabric Filter Manning and Design Manual, 1988 Plate 3.07 -1 Sheets and Va. DSWC Plate 3,08 -1 1 D ROCK CHECK DAM Barriers for Sediment Control, Sherwood and Wyant Plate 3,05 -2 2 ACRES OR LESS OF DRAINAGE AREA: 111-25 S F 111 -35 I P C I P D D ERB R' I 111-49 Source: Va. DSWC Plate 3.09 -1 1 • 3'S �? FILTER CLOTH �jQNAL (OPTIONAL) I (DOWNSTREAM VIEW) I 1992 3.14 i 1492 3.1$ VDOT #)1 COARSE AGGREGATE SEDIMENT BASIN SCHEMATIC RECOMMENDED DEWATERING PIPE' OUTLET CONDITIONS FLOW f 3, ELEVATIONS • SYSTEM FOR SEDIMENT 1992 3.17 A A _.� CREST OF EMERGENCY BASINS SPILLWAY D(SGYR. sORRMWA�) TYPICAL WA TER WA S' 3d- -- --- - - - - -- MIN. CROSS-SECTIONS Source: Va. DSWC Plate 3.20 -1 �' � Ds d4 MIN 1.()* '---- --°- -- - - - --- ,� COMPACTED SOIL PIPE OUTLET TO FLAT RISER CREST PROVIDE ADEQUATE STRAPPING AREA WITH NO DEFINED 67 C.Y./ AC. DEWATERING POLYETHYLENE CAP _ `~ CHANNEL " DRY " sroRAGE DEVICE - ; - PLAN VIEW AC " WET °Y•STORAGE § a ..e+a: y.;. - -- ( po�.' ♦ !! }}�� .,: II�IIIIIJIIIII IIII IILI�. - 1111 -� -.I L a DEPTH r 6' SEDIMENT CtEANQLIT POINT s. - -- RER R DS TYPICAL CONCRETE LINED CAL VEE CROSS - SECTIONS TYPICAL GRASS LINED DITCH PERFORATED POLYETHYLENE* % -� J=I�I =III III- I IIIII III =III �" WET " STORAGE REDUCED -_ FOR" DRY " T6 34 C.Y. / ACRE) DRAINAGE TUBING, DIAMETER STORAGE T d -III I I -III- I I FIE I I- VARIES (SEE CALCULATIONS IN 1 1 D SECTION A -A I�I � 1- 1 � 1 ' / "� 1 -111 Ill -' .`'�. APPENDIX 3.t4 -A) FILTER CLOTH KEY IN 6 " -9 °; RECOMMENDED FOR ENTIRE PERIMETER 3 c 3-i DESIGN ELEVATIONS WITH WET COMPACTED EMERGENCY SPILLWAY FERNCO -STYLE " COUPLING STORAGE PARABOLIC XATERWAY CROSS - SECTION A c C SOIL GRASS LINED CHANNEL 3" DIAMETER PVC STUB � I -� TYPICAL RiRRAP CHANNEL A ado (MIN.). DESIGN HIGH WATER INV =30100 (25 -YR. STORM ELEV.) D MIN. 2.0 CONCRETE RISER =`- - per "IN ecota; dp SCC TYPICAL SECTION (SCC -1, SCC -2. SCC -3. G5; MIN. .D W -III , i IiIII -- -- - -- { MIN. 1,0 III1N 111111-11111 it TIM I1111 !O!Irmalli II IIIII -1 1111115111 PIPE OuLET TO WE1L S i� (� - /� DEFINED CHANNEL ! liV T 67 C.Y./ AC. FILTER CLOTH OTE ALTHOUGH FILTER CLOTH IS PLAN VIEW z �CJ` "DRY STORAGE PREFERED; A GRANULAR FIL ER MAY BE SUBSTITUTED FOR RISER CREST NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FILTER CLOTH. (FOR PHYSICAL REQUIREMENTS, SEE STD. & W 67 C.Y./ AC. FOR DEWATERING ORIFICE SPEC 3. r9, RIPRAP) E L a „ WET " STORAGE DEWATERING „ DEVICE =) d V DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 - SEDIMENT CLEANOUT PONT SECTION A -A 1992: 3.11 AND AASHTO M294 - -- DESIGN ELEVATIONS YY I T H O U T FILTER CLOTH KEY IN 6"-9% RECOMMENDED FOR ENTIRE PERIMETER Z Source: Va. DSWC Plate 3.1%-1 NOTES: 1, APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION `� EMERGENCY SPILLWAY BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED 7 TEMPOTEMPORARY RIGHT-OF-WAY (RISER PASSES 25 -YR, EVENT) USING PLATES 3-18-3 AND 3.18 -4. L /1 1 RARY 3. d = 1 -5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT � 1 DIVERSIONS 111-133 LESS THAN 6 INCHES.- Q Q VDOT #1 I' Source: Va. DSWC Plate 3.14 -2 Source: Va. DSWC Plate 3.18 -1 N COARSE AGGREGATE 1$' MIN N Q 111-83 SB SB SCC 111- 157 OP > -' NUTLET PROTECTION DESIGN s'tM Outlet Hydraulics Apron CL W O t 1992 3.36 1992 3.38 �'1r' i L �� CJ I..L CZ TYPICAL GRAVEL STRUCTURE ca r_ to TABLE 3.32 -D TYPICAL TREATMENT - 2 FENCING AND ARMORING � U_ (Revised June 2003) U -o U- T B •2 PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA SOIL STABILIZATION MATTING ID O E SLOPE INSTALLATION z € a C'1 > > remarks fr GP -1 1:25 2.86 1.00 2.85 8.0 Class Al Extend to Biofilter Surface SEED' OP-2 1.25 2.87 1.00' 7.21 8:0 Gass At Extend t0 Level Spreader LAND USE SPECIES APPLICATION PER ACRE ° w?1/I L Tall Fescue 95 -100% FILL SLOPE SECTION - 1 O OP -3 1.25 2.04 1.00 2.95 8.0 Class At Extend to Blofilter Surface 1 - �i O Minimum Care Lawn Perennial Ryegrass 0 -5% yl - I Source: Va. DSWC Plate 3.11 -1 r�� (Commercial or Residential) Kentucky Bluegrass' 0 -5% soil srABILlznnoN MATS SHOULD � �' DRIP uriE I ') BE INSTALLED VERTICALLY 5. hIaTE; SLOPE SURFACE TCJTAL. 175 -200 IbS, DOWNSLOPE FOR BEST RESULTS. SHALL BE SMOOTH High- Maintenance Lawn Tall Fescue 200-250 , , AND FREE of of Sediment Basin #1 Design TOTAL: Ibs. � � �, � %J� � STICKS. MAT PSHA � I W Q Tall Fescue 128 Ibs. DIRT, GRASS AND Q .; MIN.1' Wt SPILLWAY CREST OF EMERGENCY / 5 I CO • WITHOUT SPILLWAY Red To: Grass o:r Cree in Red Fescue 21bs, % •.� Q oN PLACED FLAT SNOW FENCE `. drainage area (acres} 1.8 General Slope (3:1 or less) p z P g( ✓ yl PROPER SOIL I DESIGN HIGH WATER basin volumes: (Using Average End Area Method) (25 -YR. STORM ELEV:) Seasonal Nurse Crop 20 lbs. � GONTACt. TOTAL:. 150 Ibs: ..,V�(, f? �VVy f N elevation (ft)' contour area (sf) Volume(cy) ° "g. , , �a Z KEY LEVEL SPREADER - - -- -- - -- -- - -- Tall Fescue 108lbs. � 2 k! MN. to, Re, To Gras or Creeping Red Fescue I . a11 . �, �� 00 00 299 1572 - Q it MIy S% ca <t'� ( )i 1T7 EXi?If�l.a aFICIE RISER CREST d p s z p rig 2 bs r� fq 300 1923 64.7; Low- Maintenance Slope V 30 2301' 142.9 $TOLE DEWATERING (Steeper than 3:1) Seasonal Nurse Crop 20 Ibs. �r i d, CLASS A -1 RIPRAP, 1 _ a ( M� PLUNGE POOL 302 2704- 235.6 wsT sroaACE Crownvetch 20 Ibs. > CN NO: 5364 N TOTAL: 150 lbs. _ - G DIRT SHALL BE `'" 30�. 3355. 347:$.... .: DATE. 11/24/2014 .n TAMPERED PRIOR w. _ BOARD FENCE #rid 1 When selecting varieties of turf - rass use the Virginia Crop lm Improvement Association VCIA recommended d CLASS 1 ;.:� t�. .� .,,, 304° A•o63 485.2....... g t g 9 p P ( ) me e - i - �.. To LAYING ToP � O 6 t3 TREATEC? _ M I ,xviil sew F34 C4FANAC POINT I P Ii DESIGN: D B RIPRAP _q ,. urt sass van t list. uall seed well bear label Indicatln that they area ro ed b VCIA. A current t rf as .--- -_ LA J ei' .WET srnRACE REDUCED t g e y I Quality e a g b y pp V y u gr S fi x Tll�?dEFIS C3I 305' 4827 649.& ( To 3< c.Y. Acne I CORD FENCE / APRON 1? r variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at ' c �;ca�CR�T� t_IF' DRAWN: KTM _. _ http . / /sudan.cses.vt.edu /html/Turf/ turf/ pubhGatlons /gublic�Itions2.html BERM TOE s .h .. .... ... ....... ...._ .... _ . PLASTIC FENCE 0. 2 Use seasonal nurse crop in accordance with seeding dates as stated below. REVIEW. HFW p ' 4 M MAINTAIN SLOPE ANGLE TRENCH INTO BERM P D y iy. February 16`h-April ............................... Annual Rye PROGRESS Do NSO CORRECT METHODS OF TREE FENCING wet storage: May 1St August 15th ................._ _ _.... xtail M llet REVISIONS - V Fo - TOP OF LEVEL SPREADER No. Date Description S wet storage required (cy) (67 *DA) 120.6 design high water 303.00 August 16th - October ...... Annual Rye SHALL BE FLAT n TOP of O - t dewaterin orifice elevation ft 301.0 to of dam ft 305.0 November - February 15 Winter Rye L-� g { ) P { } _ ry ......:............. CUT .SLOPE c :r:, PE LINING SLOPE LINING 3 - Su SLOPE wet story a rowded at this elevation c : 142.9' to width of dam ft 8.0 Substitute Sericea lespedeza for Crownvetch east of Farmvllle, VA May through September use hulled seed, 1 L 9 P { Y) P ( ( It 2 01/21/15 Revised Level Spreader Detail a other mods e null ence . If Flat pea is s increase rate to 30 Ibs. /acre. if Weeping Love: ras is , y p available volume before cleanout (cy) (33 DA) 59.4 bottom of basin (ft) , 299.0 periods, use u h ed S a) pe used, cep g g Ss WET SLOPE.} •,�;, (DRY SLOPE} used, include in an slope or low maintenance mixture during warmer seeding periods, increase to 30 -40 cleanout elevation (ft) 300.0 approx. bottom dimensions: 28' x 56' Y P 9 9 P , 1-3 Ii . OL7l1RvE OOFIEi a TE distance from cleanout to orifice ft > 1 1.0 upstream face slope: 3:1 C4 OR OTHER LINING AS {) (- } P � TREATMENT - 2 MO downstream face slope: 2:1 DESIGNED FAIR STABILITY FERTILIZER & LIME POLYPROPELYENE 2. dry storage: NON -WOVEN PLAN + (NEEDLE PUNCHED) GL(SCN gCE TREATMENT - 2 dry Storage required (Cy) (67 DA) 120.6 baffles. Yes 10-20-10 GEOTExTILE FILTERIi SOU 161�� _ --- -- - -_ -- -- _ __ - -__ -.. _ _ -__- __.__ ___ A l fertilizer at a rate of 500 Ibs. / acre or 12 lbs. / 1 000 s . ft. N PPY { q ) CLOTH BEHfND FILABO (AQOf LFNIDISTURBED EXISTING GRADE principle spillway crest (ft) 302:5: length of flow, L (ft) 64.0 f Apply Pulverized Agricultural Limestone at a rate of 2 tons /acre or 90 Ibs: ! 1 000 s . ft. _ 4) 5' 5°.0 (20.1 } OR LESS IF VEGETATED _. -... -.. _ f PP Y 9 e ( 4 ) rREATM�Nr 2} O dry storage pro+�ded at this elevation (cy) 204.9 effecti� width, We (ft} 58.0 FILTER STRIP OR NOTE: O1 < SOIL % BOTTOM OF FILL SLOPE OPEN SPAC €: I=1AST Ta FEET LESS diameter of dewatenng orifice (In) 3.0 L J We (baffles .required If 2) 1.1 �,- G - A oil test is necessary to determine the actual amount of Ilene required to adjust the soil pH of site. o 2 IvlliV ThIAIVt �._,r .. - �a� EROSION & diameter offiexible tubing (in) (orifice +2") 5.o Incorporate r o t he i a d fe i o e o e 1 0 , I a p ra e t I me n fertilizer 6zer into th t p 4 6 Inches of th soil b diskin r b other means. ,w- �� - '' a�i � 1 -,, urF LL l' � �'�i't'� Y g v CORRECT TRUNK ARMORING A to Y` 5 O A :collars: no , - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin O PIPE 10 IViI{�I runoff depth of water at spillway crest (it} _ _ P # 4 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs ubs BOTTOM of CUT SLOPE TRIANGULAR N SEDIMENT ill l g p p p A GULAR BOARD FENCE = I _ - _............ _ _ - --- - - - -.- .__ - - -- G (use o.45 fa bare earth) 0.72 slope of upstream face BorroM of CUT SLOPE a oR sr+ouloER o rr tC min .. 7 slO a of barrel Sb _ BREAK POINT 1► , __ 12yr 4.7 Q 2yr 6.1 length of barrel in saturated zone (Ls) CONTROL DETAILS (i' i 25yr 6.8 Q 25yr 8.8 number collars required Source: Va. DSWC Plate 3.38-2 ' � 9" MIN t�, �x Source: VDOT Road and Bridge Standards Plate 3,36 -5 O dimension of collars U - - principle spillway: • Z .l - = I t j "-I - available head (ft) 0.5 emergency spillway: no diameter riser (in) 48 required capacity {625 -Qp) (cfs) Ill - 401 IIL -1.1 I I 1 I_ Ili II I L I, L. PS 111- 367 / TP C4 FILTER spillway capacity @ 0.5' head, Qp (cfs) 14.0 bottom width (ft) `1 M FABRIC Trash Rack diameter (in) 72 slope of exist channel (ft /it) \\ O P FILE �. barrel length (ft) 50 mfnimun length of exit channel (ft) �501 N head on barrel through embankment (ft) 7.0 crest of spillway (ft)`\ / diameter of barrel (in) 15i 111 barrel inv. In (ft) 298' , SHEET 10 OF 18 barrel inv; Out (f#) 297= WWA FILE NUMBER: 214032.04 E C c 0 ii 'v ii �r 0 C4 IM 0 �A a ii. v a CN N 6 "x6 "- W4,OxW4.0 U1r1 MIrM u"nr- r- At"]P]I P. I L/o )LVr'r- VISILGJJ OTHERWISE NOTED ON PLANS e ' V A mill o 6 "III MIN 4 " -VDOT COMPACTED SUBGRADE - AGGREGATE TE NOTES: 1. TO BE POURED VDOT CLASS A3 CONCRETE. 2. DISTANCE BETWEEN SCORE LINE NOT TO EXCEED 5' IN LONGITUDINAL DIRECTION. 3. SIDEWALK SHALL HAVE A 6" MINIMUM THICKNESS WITH WELDED WIRE FABRIC REINFORCEMENT IN AREAS SUBJECT TO VEHICULAR TRAFFIC. 4. HEAVY DUTY SIDEWALK TO BE CONSTRUCTED IN AREAS SUBJECT TO VEHICULAR TRAFFIC. SIDEWALK - DETAIL NOT TO SCALE �., 15' -0" I - TURN DOWN SLAB (TYP) 2" GALVANIZED STEEL GATE ,FRAME WITH 1 "x6" FENCE BOARDS- 5 so 0 GALVANIZED 9' -6° STEEL 'POST ! (TYP OF 4) ,I I I 20' -0" I< 6'-0" 7' HIGH I STOCKADE FENCE 40 POST " (TYP OF 7) 9 -6 I BOLLARD TYP OF 2 40 P.T. POST TYP OF 3 0 12' -0" DUMPSTER DETAIL NOT TO SCALE 6 "x6 "- W2.9xW2.9 SEE PLANS WELDED WIRE SEE PLANS 6" FOR GRADE FABRIC FOR GRADE -1 1111 11-ift 1, 8" MIN. 4" VDOT NO. 21A CONCRETE DUMPSTER PAD - SECTION NOT TO SCALE 44 P.T. INTERMEDIATE 7' -0" �• •,••�• •, Ifflloll • •, ••• • �,}_•••�• �••�� S. -o', EW • •. • A ' A • NOT TO SCALE so 11' -0" 1`W P.T. VERTICAL SLATS • • APPROVED SUBGRADE EMERGENCY FIRE ACCESS PAVEMENT SECTION NOT TO SCALE PAINTED STEEL ANGLE FRAME AND DIAGONAL BRACES (GRIND WELDS AND CORNERS SMOOTH) 5" 0 GALVANIZED GATE POST • W W 2 N z L` O • FINISHED GRADE ASPHALT PAVING 2" X 4" CROSS MEMBER SECURED TO POST W /METAL HANGERS (TYP OF .,mrnrr.r nAkiri v L011 ' 1 C -501 CAST IRON FRAME AND COVE (TYP OF 2) GROUND= 312.28 3/4" SEAL MEETING ASTM C -990 ., 8" P.T. DECO digital'M D444-LED �TICAL 3- EARREID INV IN= 310.49 STS 00 CO 4' 7 6" HIGH PRESSURE WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE BOOT SEAL :� ••, ,'•. ,.. .. .. mow.• .l.•;,,. .... :,,� +t'.�r�,�:i.:•• .'�1r.;: .rTr•,:' '�: •� •� . •.•. ..f•. ••:• •+J♦•.:'. • «. • t• .• "Z.'.•s. w`, ;.'fr.l 'N••••C.•r..,� + .t'I 1227 & 923 ,...•t •"...• INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' z 4' WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER. PERPENDICULAR 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP PERMISSIBLE WITH REQUIRED BARS. Prepared by: 4. .;��� t1 ' Albemarle Firearms Facility TYPE 'T' a.1' -1 acts- • Buy American i i i` r i i - PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A -4. ,r�cwaa�uuror+ a^>ruRna,.isoas COMPLIANT AJ_L(J4MAPi(�E 5. 12 M 5 0 CONCRETE The D444-LED medium trapezoidal cutoff wall pack offers a sleek design and _ NOTE: Y4" DIAMETER BY 1h" DEEP cutoff performance With a Wide range of uses. It delivers the lighting needed :;: CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B for the exteriors of retail buildings, businesses, walkways, underpasses or DO NOT PROVIDE LOCKING LATCH. RECESSES FOR GATE CANE Vs. j� -• door entrances. FILLED GATE POST (See Price List) BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER DUMPSTER MUST BE ACCESSIBLE BOLTS. PROVIDE TWO AT EACH AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY Heavy duty two piece, die -cast aluminum housing aluminum reflector CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, :'• r AT ALL TIMES. GATE IN CLOSED AND OPEN �'' ' ''' POURED CONCRETE Mounts directly to 3.5° octagon, or 4" square outlet box . iii p„ HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS POSITION. FIELD VERIFY EXACT 5' NIPS tapped holes provided in three locations for surface conduit entry UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED S Eq for optional photocell control AND USED BY PEDESTRIANS IItIP,llll"Yfui1' IIIs LOCATIONS. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT , ® I - Integral cast -in aluminum hin ge s THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND AT X X SAME AS TOP OF CURB Clear tempered g ass lens Is thermal and shock resistant -' , UL 1598 listed for wet locations . F .`..�..,...,: DUMPSTER GATE DETAIL I•- V -6 "--I Dark Sky friendly TYPICAL CONCRETE SIDEWALK IS 4'' THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL .ax PERPENDICULAR NOT TO SCALE �I r1ef r B2 Text Black for custom finishes. ASPHALT PAVING 2" X 4" CROSS MEMBER SECURED TO POST W /METAL HANGERS (TYP OF .,mrnrr.r nAkiri v L011 ' 1 C -501 CAST IRON FRAME AND COVE (TYP OF 2) GROUND= 312.28 3/4" SEAL MEETING ASTM C -990 OFv IbFT NG AS SHOWN (TYP) NOTES: 1. WOOD FENCE MATERIALS SHALL BE GRADE A PRESSURE TREATED LUMBER W /0.4 LB /CF SALT RETENTION AND FREE OF EXCESSIVE CHIPS, CRACKS, WARPS, OR KNOTS. 2. ALL NAILS, FASTENERS, AND HANGERS SHALL BE HOT- DIPPED GALVANIZED. 3. MIN. 28 -DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE 2,500 PSI. WOOD STOCKADE FENCE NOT TO SCALE METAL COLLAR TO FIT OVER 5 "0 5 "0 GALVANIZED POST. WELD BOTTOM TO POST. GATE POST BOLT TOP COLLAR. GREASE AREA BETWEEN POST & HINGE HSS 2X2FRA GATE \ HYDRAULIC GREASE FITTING. DRILL AND TAP HOLE (TYP 8 PLACES I 5' -6" GATE POST DETAIL - PLAN NOT TO SCALE 6" SCH 40 STEEL PIPE FILL WITH CONCRETE I�I�<elC7_lrla VDOT A3- CONCRETE CENTER 24" DIAMETER ACCESS WAY OVER SANITARY TEE 0 TOP SLAB NOT TO SCALE PROVIDE LOCAL GRADING TO R DIRECT SURFACE SET /EXTEND TOP TO DRAINAGE SET FLUSH WITH AROUND SEPTIC FINISHED GRADE TANK ACCESS WAYS USE SILICON ADHESIVE 24" 24" - BETWEEN RISER JOINTS _ 3/4" SEAL MEETING 8" ASTM C -990 R - TO DRAINFIELD INV OUT U U = 310.32 1,000 GALLONS 6" HIGH PRESSURE BOOT SEAL MEETING ASTM 1227 & 923 ,SEPTIC TANK SECTION C -501 C -501 NOT TO SCALE NOTES: 1. TANK TO BE TOP SEAM TYPE. 2. INLET AND OUTLET SANITARY TEES SHALL BE IN ACCORD WITH 12 VAC5- 610 -815 C.2 OF THE SEWAGE HANDLING AND DISPOSAL REGULATIONS. IZ- TRENCH 3" WIDE WARNING TAPE (SE COMPACTED BACKFILL BEDDING TO SPRING LINE OF PIPE VDOT NO. 57 TRENCH WIDTH NOTES: 1. PROVIDE A MINIMUM BEDDING DEPTH OF 4 INCHES BENEATH THE PIPE INVERT. WHERE ROCK IS ENCOUNTERED, PROVIDE A MINIMUM BEDDING DEPTH OF 6 INCHES BENEATH THE PIPE INVERT. TYPICAL PIPE TRENCH DETAIL NOT TO SCALE C.I. CLEANOUT BOX MFG. BY CAPITAL FOUNDRY =III III III -11 - III =III I 2 " MIN. I FINAL GRADE I 45 ° BEND \ ALTERNATE INSTALLATION AT END OF LINE PIPE (SIZE AS SHOWN ON DRAWINGS) _ NORMAL FLOW "Y" BRANCH TYPICAL SANITARY SEWER CLEANOUT NOT TO SCALE a , PAINT OSHA YELLOW All ..In, l III • " � - - e• III- 0' -9" 0'-9 OR SQUARE BOLLARD DETAIL NOT TO SCALE 0 0 NOTES: 1. THESE PAVEMENT SECTIONS REPRESENT A PRELIMINARY DESIGN BASED ON AVERAGE SOIL CONDITIONS FOR ALBEMARLE COUNTY (MIN CBR =5 AND SSV =5), AND IS NOT APPROVED FOR CONSTRUCTION UNTIL SUBSTANTIATED BY ACCEPTABLE TEST RESULTS OF THE SUBGRADE SOIL. CONTRACTOR SHALL SUPPLY SOIL CBR TEST RESULTS FOR FINAL PAVEMENT DESIGN TO THE DISTRICT MATERIALS ENGINEER. APPROVAL OF THE FINAL DESIGN SHALL BE OBTAINED PRIOR TO CONSTRUCTION OF THE PAVEMENT. 2. PRIME AND TACK COATS SHALL CONSIST OF A LIQUID ASPHALT MATERIAL AS PER VDOT STANDARDS, SHALL BE APPLIED FOR NEW ROADWAY CONSTRUCTION AT A RATE OF 0.4 GAL /SY OVER STONE, AND 0.1 GAL /SY OVER ASPHALT. 3. THE CBR OF THE SUBGRADE SOILS SHALL BE DETERMINED IN ACCORDANCE WITH "THE VIRGINIA TEST METHOD FOR CONDUCTING CALIFORNIA BEARING RATIO TESTS" (DESIGNATION VTM -8). THE DISTRICT MATERIALS ENGINEER SHOULD ASSURE THAT SUFFICIENT CBR TESTS ARE MADE FOR THE PROJECT. SOIL SAMPLE FREQUENCY AND CBR TESTS FOR THE DESIGN OF NEW SUBDIVISION STREETS SHALL BE BASED ON THE FOLLOWING: A. FOR STREETS LESS THAN 200 FEET IN LENGTH, ONE SOIL SAMPLE FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TEST IS REQUIRED. B. FOR STREETS 200 TO 500 FEET IN LENGTH, AT LEAST TWO SOIL SAMPLES FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS ARE REQUIRED, WHICH INCLUDES ONE AT EACH INTERSECTION OF AN EXISTING STATE ROAD. C. FOR LONGER STREETS, ONE SOIL SAMPLE SHALL BE TAKEN AT EACH INTERSECTION WITH AN EXISTING STATE ROAD PLUS ONE TEST SAMPLE EVERY 500 FEET IN LENGTH, OR PORTION THEREOF, IS REQUIRED FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS. 4. SUBGRADE SHALL BE APPROVED BY VDOT INSPECTOR AND GEOTECHNICAL ENGINEER. CONTRACTOR SHALL PROOF ROLL SUBGRADE WITH A 20 TON LOADED TANDEM WHEEL DUMP TRUCK IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER. AREAS THAT ARE SOFT AND EXHIBIT "PUMPING" SHALL BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER AND BACKFILLED WITH GRANULAR MATERIAL AND PROOF ROLLED AGAIN. PROCESS TO BE REPEATED UNTIL SUBGRADE APPROVED BY GEOTECHNICAL ENGINEER. i lighting ., 8" P.T. DECO digital'M D444-LED �TICAL 3- EARREID INV IN= 310.49 STS 00 CO 4' 7 6" HIGH PRESSURE WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE BOOT SEAL 1NISHED MEETING ASTM TRADE 1227 & 923 OFv IbFT NG AS SHOWN (TYP) NOTES: 1. WOOD FENCE MATERIALS SHALL BE GRADE A PRESSURE TREATED LUMBER W /0.4 LB /CF SALT RETENTION AND FREE OF EXCESSIVE CHIPS, CRACKS, WARPS, OR KNOTS. 2. ALL NAILS, FASTENERS, AND HANGERS SHALL BE HOT- DIPPED GALVANIZED. 3. MIN. 28 -DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE 2,500 PSI. WOOD STOCKADE FENCE NOT TO SCALE METAL COLLAR TO FIT OVER 5 "0 5 "0 GALVANIZED POST. WELD BOTTOM TO POST. GATE POST BOLT TOP COLLAR. GREASE AREA BETWEEN POST & HINGE HSS 2X2FRA GATE \ HYDRAULIC GREASE FITTING. DRILL AND TAP HOLE (TYP 8 PLACES I 5' -6" GATE POST DETAIL - PLAN NOT TO SCALE 6" SCH 40 STEEL PIPE FILL WITH CONCRETE I�I�<elC7_lrla VDOT A3- CONCRETE CENTER 24" DIAMETER ACCESS WAY OVER SANITARY TEE 0 TOP SLAB NOT TO SCALE PROVIDE LOCAL GRADING TO R DIRECT SURFACE SET /EXTEND TOP TO DRAINAGE SET FLUSH WITH AROUND SEPTIC FINISHED GRADE TANK ACCESS WAYS USE SILICON ADHESIVE 24" 24" - BETWEEN RISER JOINTS _ 3/4" SEAL MEETING 8" ASTM C -990 R - TO DRAINFIELD INV OUT U U = 310.32 1,000 GALLONS 6" HIGH PRESSURE BOOT SEAL MEETING ASTM 1227 & 923 ,SEPTIC TANK SECTION C -501 C -501 NOT TO SCALE NOTES: 1. TANK TO BE TOP SEAM TYPE. 2. INLET AND OUTLET SANITARY TEES SHALL BE IN ACCORD WITH 12 VAC5- 610 -815 C.2 OF THE SEWAGE HANDLING AND DISPOSAL REGULATIONS. IZ- TRENCH 3" WIDE WARNING TAPE (SE COMPACTED BACKFILL BEDDING TO SPRING LINE OF PIPE VDOT NO. 57 TRENCH WIDTH NOTES: 1. PROVIDE A MINIMUM BEDDING DEPTH OF 4 INCHES BENEATH THE PIPE INVERT. WHERE ROCK IS ENCOUNTERED, PROVIDE A MINIMUM BEDDING DEPTH OF 6 INCHES BENEATH THE PIPE INVERT. TYPICAL PIPE TRENCH DETAIL NOT TO SCALE C.I. CLEANOUT BOX MFG. BY CAPITAL FOUNDRY =III III III -11 - III =III I 2 " MIN. I FINAL GRADE I 45 ° BEND \ ALTERNATE INSTALLATION AT END OF LINE PIPE (SIZE AS SHOWN ON DRAWINGS) _ NORMAL FLOW "Y" BRANCH TYPICAL SANITARY SEWER CLEANOUT NOT TO SCALE a , PAINT OSHA YELLOW All ..In, l III • " � - - e• III- 0' -9" 0'-9 OR SQUARE BOLLARD DETAIL NOT TO SCALE 0 0 NOTES: 1. THESE PAVEMENT SECTIONS REPRESENT A PRELIMINARY DESIGN BASED ON AVERAGE SOIL CONDITIONS FOR ALBEMARLE COUNTY (MIN CBR =5 AND SSV =5), AND IS NOT APPROVED FOR CONSTRUCTION UNTIL SUBSTANTIATED BY ACCEPTABLE TEST RESULTS OF THE SUBGRADE SOIL. CONTRACTOR SHALL SUPPLY SOIL CBR TEST RESULTS FOR FINAL PAVEMENT DESIGN TO THE DISTRICT MATERIALS ENGINEER. APPROVAL OF THE FINAL DESIGN SHALL BE OBTAINED PRIOR TO CONSTRUCTION OF THE PAVEMENT. 2. PRIME AND TACK COATS SHALL CONSIST OF A LIQUID ASPHALT MATERIAL AS PER VDOT STANDARDS, SHALL BE APPLIED FOR NEW ROADWAY CONSTRUCTION AT A RATE OF 0.4 GAL /SY OVER STONE, AND 0.1 GAL /SY OVER ASPHALT. 3. THE CBR OF THE SUBGRADE SOILS SHALL BE DETERMINED IN ACCORDANCE WITH "THE VIRGINIA TEST METHOD FOR CONDUCTING CALIFORNIA BEARING RATIO TESTS" (DESIGNATION VTM -8). THE DISTRICT MATERIALS ENGINEER SHOULD ASSURE THAT SUFFICIENT CBR TESTS ARE MADE FOR THE PROJECT. SOIL SAMPLE FREQUENCY AND CBR TESTS FOR THE DESIGN OF NEW SUBDIVISION STREETS SHALL BE BASED ON THE FOLLOWING: A. FOR STREETS LESS THAN 200 FEET IN LENGTH, ONE SOIL SAMPLE FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TEST IS REQUIRED. B. FOR STREETS 200 TO 500 FEET IN LENGTH, AT LEAST TWO SOIL SAMPLES FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS ARE REQUIRED, WHICH INCLUDES ONE AT EACH INTERSECTION OF AN EXISTING STATE ROAD. C. FOR LONGER STREETS, ONE SOIL SAMPLE SHALL BE TAKEN AT EACH INTERSECTION WITH AN EXISTING STATE ROAD PLUS ONE TEST SAMPLE EVERY 500 FEET IN LENGTH, OR PORTION THEREOF, IS REQUIRED FOR CONDUCTING AASHTO SOIL CLASSIFICATION AND CBR TESTS. 4. SUBGRADE SHALL BE APPROVED BY VDOT INSPECTOR AND GEOTECHNICAL ENGINEER. CONTRACTOR SHALL PROOF ROLL SUBGRADE WITH A 20 TON LOADED TANDEM WHEEL DUMP TRUCK IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER. AREAS THAT ARE SOFT AND EXHIBIT "PUMPING" SHALL BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER AND BACKFILLED WITH GRANULAR MATERIAL AND PROOF ROLLED AGAIN. PROCESS TO BE REPEATED UNTIL SUBGRADE APPROVED BY GEOTECHNICAL ENGINEER. i lighting ., DECO digital'M D444-LED Type: �A > Catalog #k_ 4' 7 •• -o o aMedium Trapezoidal Cutoff Wallpack WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE ` ] - - -- 10.1 MAX 11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), RAMP FLOOR BY 2 FOOT IN LENGTH IN THE DIRECTION OF PEDESTRIAN Project: A 4'x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR TRAVEL. OTHER TYPES 0,r MATERIAL WITH THE TRUNCATED DOMES DETECTABLE - - - - - -- --- - - - - -- - - - - - -- Comments INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' z 4' WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER. PERPENDICULAR 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP PERMISSIBLE WITH REQUIRED BARS. Prepared by: 4. .;��� t1 ' Albemarle Firearms Facility TYPE 'T' a.1' -1 acts- • Buy American i i i` r i i - PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A -4. ,r�cwaa�uuror+ a^>ruRna,.isoas COMPLIANT AJ_L(J4MAPi(�E 5. 12 12 0 M1AX The D444-LED medium trapezoidal cutoff wall pack offers a sleek design and _ 0 0 0 0 0 O O 0 0 O 0 0 job- cutoff performance With a Wide range of uses. It delivers the lighting needed 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B for the exteriors of retail buildings, businesses, walkways, underpasses or ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER. PARALLEL 7. door entrances. / w (See Price List) BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER ..1._f� LANDING AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY Heavy duty two piece, die -cast aluminum housing aluminum reflector CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, \ Silicone gasketing provides protection against moisture i 1 _ 1211 BE LOCATED BEHIND Mounts directly to 3.5° octagon, or 4" square outlet box . iii p„ HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS 5, MIN X X - 5' NIPS tapped holes provided in three locations for surface conduit entry UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED S Eq for optional photocell control AND USED BY PEDESTRIANS IItIP,llll"Yfui1' IIIs Dark bronze powder coated finish for impact, corrosion and UV resistance RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT , ® I - Integral cast -in aluminum hin ge s THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND AT X X SAME AS TOP OF CURB Clear tempered g ass lens Is thermal and shock resistant -' , UL 1598 listed for wet locations . F .`..�..,...,: Can be used as a n up II ht f o r wall washing applications 0 TYPE C Dark Sky friendly TYPICAL CONCRETE SIDEWALK IS 4'' THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL .ax PERPENDICULAR Standard color is bronze: also available in black and white. Contact factory �I r1ef r B2 Text Black for custom finishes. AT BACK OF CURB 0.9 " -1.4° CRI: 80 +w,w L VARIABLE FULL WIDTH OF RAMP FLOOR _ s., SEE NOTE 12. 10 Year Limited Warranty BASE' DIAMETER PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL C O M P L I A N T M13 Anod Silver ORDERING INFORMATION; CBB Cold Weather BB 3111 1 T6 Pewter 01 120v Iv1ed�,rTrapemidal 20 0UVr2..4f1's UNV 222'iV WDF - Wired.DeuoleFuse DumffWallPack 38 31%3810­ 347 34fV wSF - WiredSfig.eFuse .i 2T32 (2) T32w 40 Aowi5cEC' 480 480V 60 n..,vrl "o2�-' (5tea 7�x�T,nns4rr -�'�as EMB - nteyral Eme 3en -y Backup W13 Pearl Beige used for 480V Dvi ter) 02 277v - Standard wor for this fixture - :n1tirK... r'ontactfactory for cu_tcir fi; =ishes 58- SuC0N.a' BZ- Brarze- BL - Efack initial or S P �VQ 98 �iandard.,. rlor emp�miure WH : White P2 Brushed Alum `' DLC t]ss,� cu - Custofn D f C 0 ' _ 3 r i G @2013 Deco Lighting • The Brand Name for Quality' A division of Deco Enterprises, irie. TRAFFIC, REFER TO STANDARD CG-13, COMMERCIAL ENTRANCE (HEAVY CG-12 TRUCK TRAFFIC) FOR CONCRETE DEPTH. GENERAL NOTES: �A 1. 2. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A -4 IF PRECAST) 4' 7 THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE ` ] - - -- 10.1 MAX 11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), RAMP FLOOR BY 2 FOOT IN LENGTH IN THE DIRECTION OF PEDESTRIAN 3 3500K A 4'x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR TRAVEL. OTHER TYPES 0,r MATERIAL WITH THE TRUNCATED DOMES DETECTABLE TYPE A INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' z 4' WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER. PERPENDICULAR 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP PERMISSIBLE WITH REQUIRED BARS. }' 4. FLOOR OR BY USING CONSTRUCTION JOINT IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO 5' MIN a.1' -1 THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF i i` r i i - PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A -4. 12.1 M"" 5. REQUIRED BARS ARE TO BE N0,5 X 8" PLACED 1' CENTER TO CENTER ALONG 12 0 M1AX BOTH SIDES OF THE ,RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM _ 0 0 0 0 0 O O 0 0 O 0 0 CONCRETE COVER 112 ". ♦ • i - • r • f xt ck 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS TYPE B ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER. PARALLEL 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED / w (See Price List) BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER ark 7 Dimming Ballast LANDING AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, \ OR NONEXISTENT THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS\1 AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT VEHICLE STOP LINES, EXISTING LIGHT POLES, FIRE i 1 _ 1211 BE LOCATED BEHIND . iii p„ HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS 5, MIN X X - �e. UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED I T -1 -I - 1- AND USED BY PEDESTRIANS _ - 4' MIN 8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT AT )K , 2 HIGHER THAN EDGE OF PAVEMENT W2 Gloss White THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND AT X X SAME AS TOP OF CURB U THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS , PERPENDICULAR TO THE CURB. 5C2 -65z OF BASE DIAMETER 0 TYPE C 9. TYPICAL CONCRETE SIDEWALK IS 4'' THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK PARALLEL .ax PERPENDICULAR TRAFFIC, REFER TO STANDARD CG-13, COMMERCIAL ENTRANCE (HEAVY n \� \ \\`�,`'St".\ \� %ka` •• TRUCK TRAFFIC) FOR CONCRETE DEPTH. s- 22700K 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, WSA White Smooth Acrylic 21 Photocell -See Notes THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH 11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), 1Q26 (1) Q26w 3 3500K A 4'x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR 42 All Aluminum Construction INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' z 4' LANDING AREA MAY INCLUDE THE GUTTER PAN. TRUNCATED DOME fr Z3 Text Bronze 12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF L.6'' 2. 4" C C a.1' -1 CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE - o M­_ WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD O O O O O O z - MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH _ 0 0 0 0 0 O O 0 0 O 0 0 1Q26 (1) Q26w ♦ • i - • r • f xt ck THE BACK OF CURB. DIM10 -Mark 10 Dimming Ballast 21126 (2) Q26w w. (See Price List) 0 fl O 0 0 0 0 0 0 0 0 0 0 0 O O O O 0 0 0 0 0 0 0 ark 7 Dimming Ballast LANDING RAMP v o t � s . iii p„ r �e. • N r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Q26 (2) Q26w W2 Gloss White or 02 277v U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2T32 (2) T32w 5C2 -65z OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t::� ..✓ t , r;;: the kit'. TOP DIAMETER DETECTABLE WARNING o �I B2 Text Black AT BACK OF CURB 0.9 " -1.4° L VARIABLE FULL WIDTH OF RAMP FLOOR _ SEE NOTE 12. BASE' DIAMETER PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL T (M11) XV00T CG -12 DETECTABLE WARNING SURFACE SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS REFERENCCE E SHEET 1 OF 5 REVISION DATE (GENERAL NOTES) 105 7/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 203.05 CLEA SOIL LAYER OF UNTREATEE BUILDING PAPER 4" PE PERCOLATI( LINE. INSI IN CENTER OF TRENCH VDOT #57 COARSE AGGREGATE rvlr•-rlkIn 2" MIN. ABOVE PIPE BELOW• PIPE PERCOLATION TRENCH DETAIL NOT TO SCALE EXTEND 4" GRAVITY DISTRIBUTION LINE 2' MIN. INTO GRAVEL DRAINFIELD (TYP) C F c C L L L L L L L C z \' ' t..� n \� \ \\`�,`'St".\ \� %ka` •• A120vNPF s- 22700K B1 Satin Black I WSA White Smooth Acrylic 21 Photocell -See Notes (Elec) 1Q26 (1) Q26w 3 3500K Z1 Satin Bronze 42 All Aluminum Construction U 277v HPF 44100K Z3 Text Bronze Y a.1' -1 (Elec) 21118 (2) 018w M­_ AgiolloolloolilliwL • • • s 1Q26 (1) Q26w ♦ • i - • r • f xt ck �i DIM10 -Mark 10 Dimming Ballast 21126 (2) Q26w w. (See Price List) ark 7 Dimming Ballast 2T32 (2) T3 2w t � s . iii p„ r .: • r 2 Q26 (2) Q26w W2 Gloss White or 02 277v DA`e -2 2T32 (2) T32w W3TextWhite 0 r `otl''.'v 3 S t::� ..✓ t , r;;: the kit'. : �i Tim \ \::'9 :... ..::::.... :•:::.: �: 1836 (1) 36w Biax B2 Text Black 4" GRAVITY SEWER FROM INV IN = 308.50 6" GRAVITY SEWER ECAST CONCRETE -WAY DISTRIBUTION IX _ �► 11ilo - - -- - -- _�►I 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN AM ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434316.6080 Phone: 434.984 2700 www.wwassociates.net 3-19' -tS 4 sr ©xA�+' W Z W 0 V Z _ Z TOT VJ N Q C G a) W _O U U Z 0 ° r_ V Q W M N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW EXTEND GRAVEL DRAINFIELD 2' MIN. " MARK OUTSIDE CORNERS REVISIONS BEYOND END OF 9 -0 OF ALL DRAINFIELDS PERCOLATION LINE MIN. WITH IRON PIN OR OTHER No. Date Description MEANS TO LOCATE 54' -0 "q TO Q (MIN.) BOUNDARY (TYP) 2 01/21/15 Added Lighting Details, Revised Drainfield Detail 7 LINE X 80' LONG DRAINFIELD DETAIL NOT TO SCALE DRAINFIELD CONSTRUCTION NOTES DETAILS 1. MINIMUM SLOPE FOR 6" AND 8" GRAVITY SEWER PIPING SHALL BE 6" PER 100 FEET (0.5%). 2. MINIMUM SLOPE FOR 4" GRAVITY HEADER PIPING BETWEEN DISTRIBUTION BOXES AND PERCOLATION PIPING SHALL BE 2" PER 100 FEET (0.179)). 3. MINIMUM SLOPE FOR 4" PE GRAVITY PERCOLATION PIPING SHALL BE 2" PER 100 FEET 0.179) . MAXIMUM SLOPE FOR 4" PE GRAVITY PERCOLATION PIPING SHALL BE 4" PER ( 100 FEET (0.337.). �9 4. THE GRAVITY SEWER AND HEADER PIPING LAYOUTS FOR THE DRAINFIELDS INDICATE i'vv MINIMUM LENGTHS AND SPACING REQUIREMENTS AND DO NOT INDICATE ALL PIPE FITTINGS REQUIRED. THE CONTRACTOR SHALL PROVIDE ALL PIPE FITTINGS REQUIRED FOR A COMPLETE AND PROPER SYSTEM READY FOR OPERATION. SHEET 11 OF 18 WWA FILE NUMBER: 214032.04 A120vNPF 11113(1)Q13w 22700K B1 Satin Black I WSA White Smooth Acrylic 21 Photocell -See Notes (Elec) 1Q26 (1) Q26w 3 3500K Z1 Satin Bronze 42 All Aluminum Construction U 277v HPF 44100K Z3 Text Bronze a.1' -1 (Elec) 21118 (2) 018w (Dimming option - See Notes) 1Q26 (1) Q26w Optional DIM10 -Mark 10 Dimming Ballast 21126 (2) Q26w (See Price List) ark 7 Dimming Ballast 2T32 (2) T3 2w W1 Yolk 0 2 Q26 (2) Q26w W2 Gloss White 02 277v DA`e -2 2T32 (2) T32w W3TextWhite 1836 (1) 36w Biax B2 Text Black I ootion - See Notes) 2B36 (2) 36wBiax T4 Shimmer Gray BB - Battery Backup 1M70 (1) 70WMH Elec T (M11) M13 Anod Silver CBB Cold Weather BB T6 Pewter 01 120v OW °2 2T32 (2) T32w W13 Pearl Beige 02 277v - 2T42 (2) T42w P2 Brushed Alum 06650Lumen (nominal) 1115 1 55w Biax P9 Brushed Nickel 121250 Lumen (nominal) 2F24(2)17wT5H0 L M16 Antique Brass 2124 (2) 24w T5H0 P1L West Coast 28435 Industry Drive., Valencia, California 91355 Sales: 800 -325- 4448/ 661 - 257 -0286• fax 800- 323 - 23461661 - 257 -0201 �Z East Coast Sales: 866 - 350.0991 • fax 866 -490 -5754 • www.lightwayind.com • sales @lightwayi,nd.com 4" GRAVITY SEWER FROM INV IN = 308.50 6" GRAVITY SEWER ECAST CONCRETE -WAY DISTRIBUTION IX _ �► 11ilo - - -- - -- _�►I 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN AM ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434316.6080 Phone: 434.984 2700 www.wwassociates.net 3-19' -tS 4 sr ©xA�+' W Z W 0 V Z _ Z TOT VJ N Q C G a) W _O U U Z 0 ° r_ V Q W M N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW EXTEND GRAVEL DRAINFIELD 2' MIN. " MARK OUTSIDE CORNERS REVISIONS BEYOND END OF 9 -0 OF ALL DRAINFIELDS PERCOLATION LINE MIN. WITH IRON PIN OR OTHER No. Date Description MEANS TO LOCATE 54' -0 "q TO Q (MIN.) BOUNDARY (TYP) 2 01/21/15 Added Lighting Details, Revised Drainfield Detail 7 LINE X 80' LONG DRAINFIELD DETAIL NOT TO SCALE DRAINFIELD CONSTRUCTION NOTES DETAILS 1. MINIMUM SLOPE FOR 6" AND 8" GRAVITY SEWER PIPING SHALL BE 6" PER 100 FEET (0.5%). 2. MINIMUM SLOPE FOR 4" GRAVITY HEADER PIPING BETWEEN DISTRIBUTION BOXES AND PERCOLATION PIPING SHALL BE 2" PER 100 FEET (0.179)). 3. MINIMUM SLOPE FOR 4" PE GRAVITY PERCOLATION PIPING SHALL BE 2" PER 100 FEET 0.179) . MAXIMUM SLOPE FOR 4" PE GRAVITY PERCOLATION PIPING SHALL BE 4" PER ( 100 FEET (0.337.). �9 4. THE GRAVITY SEWER AND HEADER PIPING LAYOUTS FOR THE DRAINFIELDS INDICATE i'vv MINIMUM LENGTHS AND SPACING REQUIREMENTS AND DO NOT INDICATE ALL PIPE FITTINGS REQUIRED. THE CONTRACTOR SHALL PROVIDE ALL PIPE FITTINGS REQUIRED FOR A COMPLETE AND PROPER SYSTEM READY FOR OPERATION. SHEET 11 OF 18 WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ® ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square P1. Lynchburg. VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net rr W z w U 0 z z — o (3) C\j G � .U) _0 W O U J � Q z C- O o O W O t� N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date 2 01/21/15 Description Added Ball Valve WATER SYSTEM DETAILS �rv�n C -502 SHEET 12 OF 18 E C C 3 'v Vz i c 0 0 Ii O M N a� �A U Q N z Pre Developed Tc Summary Sheet Flow (A ->B1) (TR -55 Method) Shallow Conc. Flow (131 ->132) Channel Flow (C1 ->C2) Total Time (min.) Length (ft.) 200 Length (ft) 299 Length (ft) 0 Length (ft) Slope (Rift) 0.078 Slope 10% Height (ft) 1 1 n Value 0.40 Surface Unpaved Travel time based on Kirpich Nomograph. 21.5 P2 3.7 Velocity (ft/s) 3.8 Tc (min.)l 20.2 Tc (min.)l 1.3 Tc (min.)l 0.4 0.0 PRE - DEVELOPED DRAINAGE AREA LEGEND DRAINAGE ANALYSIS AREA - - -� - -- TC FLOW PATH POST - DEVELOPED DRAINAGE AREA IFS DRAINAGE AREA DIVIDE - - CONVEYANCE CHANNEL DRAINAGE AREA DIVIDE - - -� - -- T. FLOW PATH 70741 - w HL�U -LyU. l Q / 12' CHAIN SHED OCATED IN BORE HOLE HAS' \ \ 40" 299.3 / LINK�c�� C %va��- s C CRETE 00 A FENCE o o \�\ SLAB C , DECIDUOUS o \ (� F \ TREE 70-747 / O� H�7 / i \ \ 0E LE HA3 - [300 CEDAR \ \ 982NDONED --303.2 I 12 CHAIN �G WELL-AND RETE LINK FLUMP HOUSE TOOP 528 HA -,6 \_ FENC \ 9� \�� 5 MPL T E 25 D IP 1 (J /306i � ----70731 � \ 4ED G CRETE BLOCK WOO BORE-HOLE HA5 UILDIN 1 A '00 \ MA BUIIDERG j 307.99 -_ � � / `'� _ a= o EXISTING OUTDOOR FIREARMS TRAINING FACILITY I /UGE U�E GE OODE POPLAR / VDH UGE �7\ CONCRETE ' I / AUGER/ ` - I \ Imo- WALK -� \ J 15" 4' DIA BUSH I I / BORE �lOLEJHA2 -- "0 WOVEN I X302 1 UY 6 ° o (TYP OF 3) ``� 12 CHAIN FENCE 4' CHAIN 2" FENCE 310.87 LINK --� LINK 0 POST 707251 j FENCE ! --- - --FEI i __�-o - o - BORE HOLE HA / / Q x � �� KY3� -- 0 308. l x x x x x\x - `304, _ WOODED C ' Y AREA 01:-1 1/- �4'=- �QLLARD ,� \ \ NO PARKING 2" \ ��o� \ SIGN W/ 3 DIA -�- ~ RA /0 CONTROL / \ �FEL �E \, IN CL B HANGER \ \ 4 \ \ DI �_ \ LIN BU LDING -E CTEICAL \ FENCE 0 PANEL �\ \ U /' \ MOON V ILDI E ND G 5.53' D \ \ T \ \ \ S n a �6� TELEPHONE T \ \ \ I CY 32 C DAR PEDESTAL PROP E \ E FBE C Th44RK T (TYP OF 2) C� OPY _ 308 1 � TC FLOW PATH (TYP) / oz' y 0 E 2- WOODED I / PRE- DEVELO .EED BIOFILTE J / - -YA =2.14 AC - / CN =56 - -- / _Tc= 21.5 -M1 N- 31 ,- - - /MIXE WOODED - / / -A-REA \,- 320 THE ` -, TREE r G _--- / 322 - / MIXED i WO TREE ^� -- ) 66ED- - _ AREA NE °•. 322- �- - T?j M -326- - �� - - A r�- - - -326 APPRO MATE LOCATION -310 / // / // j1 / �j '' -o= pAL DAM - - k- - - - 2 / -328- K� "�NDA�" /� "MIN TON AIR P R �' { - -- - Sj&s VAWA - 328- 1 INV UT / / 2 - THEE' 330 /� _fiRUNK �C➢' CRI THE IGHT ffA-Y ESC A - �� CLU S GE�N E 330 312- p� T� -jH /�� BAIT T� T OHT HT OHT BHA OHl OHT_! OH OHT - -- - 14 ---_ - --���� O MO• 14,000 TO INTERSECTION WITH 19,000' TO,-IN RSEC I WITH A� ) MILTON ROAD (RD 729) NORTH MI�T6N ROAD THOMAS JEFFER� A AY ROUTE -3.18 T PRE- DEVELOPED DRAINAGE AREAS zzz / - 70741 \ � ' \ -" k OBORE HO A�' \ 12' CHAIN HING j3ft405� 299'3 FENCE o 0 Q�� �� C�CSLAB _ 00 //PIe0P00m \ ,\ SLAB_ FOEIIIIII 70747 J BORE LE HA3 300 X3032 12 CHAIN ''CORETE LINK n STOOP / A_ 1FENC 98OJ \ C/ / 306 \ 305 G e �L 300 8 / 1101 C I u 0 \ (STORM 1 TO STORM 2) • 31 v r j303 3 03 STIORM o 30L30' " DA 0.551 C \ � 50 o 1- o/ IN IN _ ENCE 310 1 / INV �T V - 313.31= -372 3! - 31 n 9 4 316 L zzz 1 - I 70 SCC2B N A-- 009AC. �� 308 MUM J M~ x RSGI G Cmf= \' C=O. I 1 SCC 1 C - - = 519.50 DA =0.08 AC C =0.63 i 1r BIOFILTER 313 DA =2.14 IAC CN -74 � Tc=22.1 IMIN I 313 37.1- _ / � , „r .- 1 a 3 31�G 31 1 1-3-1 -g. � '- -- --- �/ -DA 320 - DA 70.25 / / �- AC , - 322 A k� n - - - /CC - = 5� � =0.51 - - - - - - 322--- _ 75' BUIL -S.ETBAQK - _ / _ _- 324 _ -324- - / - -- -..._fi FLOW - - _ b DA= 0.04AC. PATH (10 26- -SCC2A _ C =0.60 �? -326- / APPRO MATE LOCATION` - - / OF -, E F AL DAM BREAK NUNDATION f y / �� / 2� � / � • �• ___-- � 330 �� � - �/ /0 3�CRl TIF VE RIGH r CL S GN - 330 / /�T T T / - {�T HT OHT OH - x 0H 331 -332: O `U O• 14,000 TO 1 TERSECON WITH (9,000'' TC�IN TERSE, WITH } MILTON ROAD (RO 729) NORTH M{tl'6N ROAD T OMAS JEFFERS A AY ROUTE POST - DEVELOPED DRAINAGE AREAS NOTE: THE POST - DEVELOPED DRAINAGE AREA WAS UTILIZED FOR THE ANALYSIS OF THE PRE - DEVELPED WATERSHED CONDITIONS. IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 40' 40' 0 40' IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 40' 40' 0 40' WWA FILE NUMBER: 214032.04 1 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ® ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square P1. Lynchburg, VA 24502 Chazloucsville, VA 22911 Phone: 434.316.6080 Phone: 434.984 2700 www.wwassociales.net Ir W F_ z W V z z N 0) C\1 T Q Cl) \ 2 6 c .> W 0 _O U U J -6 Q rr z C o 0 O W O Er N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Drainage Areas for SCC -3 and SCC -4 STO R M WAT E R MANAGEMENT DRAINAGE AREAS It 6\V SHEET 13 OF 18 Post Developed Tc Summary Sheet Flow (A - >131) (TR r5 Method) Shallow Conc. Flow (B ->C) Channel Flow (C->D) Total Time (min.) Length (ft.) 153 Length (fit) 18 Length (ft) 611 Slope (ft /fit) 0.078 Slope 33.00/o Height (ft)l 9 n Value 0.40 Surface Unpaved Travel time based on Kirpich Nomograph. 22.1 P2 3.7 Velocity (ft /s) 9.5 Tc (min-)I 16.3 Tc (rnin.)r 0.0 Tc (rnin_)j 5.8 POST - DEVELOPED DRAINAGE AREA IFS DRAINAGE AREA DIVIDE - - CONVEYANCE CHANNEL DRAINAGE AREA DIVIDE - - -� - -- T. FLOW PATH 70741 - w HL�U -LyU. l Q / 12' CHAIN SHED OCATED IN BORE HOLE HAS' \ \ 40" 299.3 / LINK�c�� C %va��- s C CRETE 00 A FENCE o o \�\ SLAB C , DECIDUOUS o \ (� F \ TREE 70-747 / O� H�7 / i \ \ 0E LE HA3 - [300 CEDAR \ \ 982NDONED --303.2 I 12 CHAIN �G WELL-AND RETE LINK FLUMP HOUSE TOOP 528 HA -,6 \_ FENC \ 9� \�� 5 MPL T E 25 D IP 1 (J /306i � ----70731 � \ 4ED G CRETE BLOCK WOO BORE-HOLE HA5 UILDIN 1 A '00 \ MA BUIIDERG j 307.99 -_ � � / `'� _ a= o EXISTING OUTDOOR FIREARMS TRAINING FACILITY I /UGE U�E GE OODE POPLAR / VDH UGE �7\ CONCRETE ' I / AUGER/ ` - I \ Imo- WALK -� \ J 15" 4' DIA BUSH I I / BORE �lOLEJHA2 -- "0 WOVEN I X302 1 UY 6 ° o (TYP OF 3) ``� 12 CHAIN FENCE 4' CHAIN 2" FENCE 310.87 LINK --� LINK 0 POST 707251 j FENCE ! --- - --FEI i __�-o - o - BORE HOLE HA / / Q x � �� KY3� -- 0 308. l x x x x x\x - `304, _ WOODED C ' Y AREA 01:-1 1/- �4'=- �QLLARD ,� \ \ NO PARKING 2" \ ��o� \ SIGN W/ 3 DIA -�- ~ RA /0 CONTROL / \ �FEL �E \, IN CL B HANGER \ \ 4 \ \ DI �_ \ LIN BU LDING -E CTEICAL \ FENCE 0 PANEL �\ \ U /' \ MOON V ILDI E ND G 5.53' D \ \ T \ \ \ S n a �6� TELEPHONE T \ \ \ I CY 32 C DAR PEDESTAL PROP E \ E FBE C Th44RK T (TYP OF 2) C� OPY _ 308 1 � TC FLOW PATH (TYP) / oz' y 0 E 2- WOODED I / PRE- DEVELO .EED BIOFILTE J / - -YA =2.14 AC - / CN =56 - -- / _Tc= 21.5 -M1 N- 31 ,- - - /MIXE WOODED - / / -A-REA \,- 320 THE ` -, TREE r G _--- / 322 - / MIXED i WO TREE ^� -- ) 66ED- - _ AREA NE °•. 322- �- - T?j M -326- - �� - - A r�- - - -326 APPRO MATE LOCATION -310 / // / // j1 / �j '' -o= pAL DAM - - k- - - - 2 / -328- K� "�NDA�" /� "MIN TON AIR P R �' { - -- - Sj&s VAWA - 328- 1 INV UT / / 2 - THEE' 330 /� _fiRUNK �C➢' CRI THE IGHT ffA-Y ESC A - �� CLU S GE�N E 330 312- p� T� -jH /�� BAIT T� T OHT HT OHT BHA OHl OHT_! OH OHT - -- - 14 ---_ - --���� O MO• 14,000 TO INTERSECTION WITH 19,000' TO,-IN RSEC I WITH A� ) MILTON ROAD (RD 729) NORTH MI�T6N ROAD THOMAS JEFFER� A AY ROUTE -3.18 T PRE- DEVELOPED DRAINAGE AREAS zzz / - 70741 \ � ' \ -" k OBORE HO A�' \ 12' CHAIN HING j3ft405� 299'3 FENCE o 0 Q�� �� C�CSLAB _ 00 //PIe0P00m \ ,\ SLAB_ FOEIIIIII 70747 J BORE LE HA3 300 X3032 12 CHAIN ''CORETE LINK n STOOP / A_ 1FENC 98OJ \ C/ / 306 \ 305 G e �L 300 8 / 1101 C I u 0 \ (STORM 1 TO STORM 2) • 31 v r j303 3 03 STIORM o 30L30' " DA 0.551 C \ � 50 o 1- o/ IN IN _ ENCE 310 1 / INV �T V - 313.31= -372 3! - 31 n 9 4 316 L zzz 1 - I 70 SCC2B N A-- 009AC. �� 308 MUM J M~ x RSGI G Cmf= \' C=O. I 1 SCC 1 C - - = 519.50 DA =0.08 AC C =0.63 i 1r BIOFILTER 313 DA =2.14 IAC CN -74 � Tc=22.1 IMIN I 313 37.1- _ / � , „r .- 1 a 3 31�G 31 1 1-3-1 -g. � '- -- --- �/ -DA 320 - DA 70.25 / / �- AC , - 322 A k� n - - - /CC - = 5� � =0.51 - - - - - - 322--- _ 75' BUIL -S.ETBAQK - _ / _ _- 324 _ -324- - / - -- -..._fi FLOW - - _ b DA= 0.04AC. PATH (10 26- -SCC2A _ C =0.60 �? -326- / APPRO MATE LOCATION` - - / OF -, E F AL DAM BREAK NUNDATION f y / �� / 2� � / � • �• ___-- � 330 �� � - �/ /0 3�CRl TIF VE RIGH r CL S GN - 330 / /�T T T / - {�T HT OHT OH - x 0H 331 -332: O `U O• 14,000 TO 1 TERSECON WITH (9,000'' TC�IN TERSE, WITH } MILTON ROAD (RO 729) NORTH M{tl'6N ROAD T OMAS JEFFERS A AY ROUTE POST - DEVELOPED DRAINAGE AREAS NOTE: THE POST - DEVELOPED DRAINAGE AREA WAS UTILIZED FOR THE ANALYSIS OF THE PRE - DEVELPED WATERSHED CONDITIONS. IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 40' 40' 0 40' IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 40' 40' 0 40' WWA FILE NUMBER: 214032.04 1 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.9820800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ® ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square P1. Lynchburg, VA 24502 Chazloucsville, VA 22911 Phone: 434.316.6080 Phone: 434.984 2700 www.wwassociales.net Ir W F_ z W V z z N 0) C\1 T Q Cl) \ 2 6 c .> W 0 _O U U J -6 Q rr z C o 0 O W O Er N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Drainage Areas for SCC -3 and SCC -4 STO R M WAT E R MANAGEMENT DRAINAGE AREAS It 6\V SHEET 13 OF 18 E C 0 3 v N UI 0 c 0 CL t� 'o O M 0 N i M 0 0A ii ci Q N Virginia Runoff Reduction M ethod New Development Worksheet - v2.$ - June 2014 To be used w12011 BMP Standards and Specifications B Sails Site Data D Soils Project Name: Regional F" r e ma rms Training Center _ ._. • 2015 Date: Rev . January 21 a 0.04 data input cells _ ' .=calculation constant values _ - and Cover Information 1. Post Development Project & L 0.25 Constants 1 0.95 Annual Rainfall (inches) 43 _ 1 0.95 Target Rainfall Event (inches) 1.00 Phosphorus EMC ( m g /L ) 0.26 _ Nitrogen EMC m /L ) 1.86 .Target Ph_ osphoru s Target Load ( lb /acr_ e / r ) 0.41 Site Rv P1 0.90 Post-Development Treatment Volume Land Cove r acres ( ) - Volume cubic Post Development Treatment me 29.44 A soils B Soils C Soils D Soils Totals 0 00 _ 0 0 0 ,i,i ' . / _ Forest/Open Space (acres) s ) - undisturbed P rotected forest/open s a e or reforested land Managed Turf acres disturbed graded for turf t be mowed/managed ed yards orothertu o g 0 O0 1.48 0.00 x.00 _.......�..._ t.0:(} . ,21 � .- OK, OK. Impervious Cover (acres) Total 4; 1 Rv Coefficients Land Cover Summary A soils B Sails G Soils D Soils Forest/Open Space 0,02 0.03 0.04 0.05 Managed Turf 0,15 0.20 0,22 0.25 J.Impervious Cover 1 0.95 1 0.95 1 0.95 1 0.95 Land Cover Summary A'Soils Forest/Open Space Cover (acres) ____..:,• . :. _ Weighted Rv(forest) _ ��a Forest _. _ " Managed Turf Cover (acres) '1.42 er h t Weighted Rv(turf) f/ ,�. . o!' /4 Managed Turf .. Impervious Cover (acres)..:: '. Rv(impervious) % Impervious 1.48 Total Site Area (acres) '/ < _. Site Rv _..... __� Post-Development Treatment Volume (acre-ft),,,...: - Volume cubic Post Development Treatment me 29.44 feet) 4.11 Post Development Load (TP) (Ib /yr) Post Developmen t Load (TN) ( lb/ r ) � Total Load (TP) Reduction Required (lb /yr) STORMWATER NARRATIVE THE 172.2 ACRE PARCEL IS PRIMARILY WOODED WITH SOME CLEARING FOR AN OVERHEAD POWER LINE SERVING AN EXISTING BUILDING ON THE SITE. THERE ARE SEVERAL EXISTING BUILDINGS LOCATED ON THE SITE INCLUDING THE BUILDING SERVING THE EXISTING OUTDOOR FIREARMS TRAINING FACILITY, A COMMUNICATIONS BUILDING, A TWO -STORY BLOCK BUILDING, AND THE HANGAR FOR THE RADIO CONTROL MODEL AIRPLANE CLUB. THE EXISTING TWO -STORY BLOCK BUILDING AND THE HANGAR WILL REMAIN. THE EXISTING OUTDOOR TRAINING FACILITY WILL REMAIN IN OPERATION DURING THE CONSTRUCTION OF THE NEW INDOOR TRAINING FACILITY AND WILL BE DECOMMISSIONED AT A LATER DATE AS PART OF A SEPARATE PROJECT. THE PURPOSE OF THIS PROJECT IS FOR THE CONSTRUCTION OF A NEW INDOOR FIREARMS TRAINING FACILITY ON THE SITE OF THE EXISTING OUTDOOR REGIONAL FIREARMS TRAINING FACILITY LOCATED AT 2300 MILTON ROAD. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 2.73 ACRES AND WILL HAVE 1.11 ACRES OF IMPERVIOUS AREAS IN THE DEVELOPED CONDITION. A 4.11 ACRE PROJECT AREA ENCOMPASSING THE PROPOSED IMPROVEMENTS WAS ESTABLISHED TO DETERMINE THE POLLUTANT REMOVAL REQUIREMENTS FOR THE SITE. STORMWATER QUALITY FOR THE IMPROVEMENTS PROPOSED WITH THIS SITE PLAN WILL BE PROVIDED BY THE PROPOSED LEVEL 2 BIOFILTER. THE DRAINAGE ARFA FOR THE P1001TER IS 9 1A ACRES 810FILTER SIZING CALCULATIONS ARE PROVIDED BELOW. BIOFILTER SIZING CALCULATIONS BIOFILTER SURFACE AREA REQUIRED = 1.25(Tv) /STORAGE DEPTH Tv = 3,533 FT' (FROM RUNOFF REDUCTION SPREADSHEET) I STORAGE DEPTH = 1.65 FT (FOR 3' BIOFILTER MEDIA DEPTH) REQUIRED SURFACE AREA = 1.25(3,533 FT3)/1.65 FT = 2,677 THE ROUTED FLOWS FROM THE BIOFILTER WILL BE DISCHARGED TO A RIGID LIP LEVEL SPREADER. THE LEVEL SPREADER WILL CONVERT THE CONCENTRATED FLOWS FROM THE BIOFILTER OUTFALL TO SHEET FLOW AND DISCHARGE TO THE 100 -YR FLOOD PLAIN FOR THE RIVANNA RIVER. PER THE FEMA "FLOOD INSURANCE STUDY FOR ALBEMARLE COUNTY, VIRGINIA AND INCORPORATED AREAS AND THE INDEPENDENT CITY OF CHARLOTTESVILLE" DATED FEBRUARY 5, 2005 THE DRAINAGE AREA FOR THE RIVANNA RIVER AT THE POINT OF DISCHARGE FOR THE PROPOSED BIOFILTER IS APPROXIMATELY 501 SQUARE MILES OR 320,639 ACRES. THE PARCEL AREA IS 172.2 ACRES WHICH ACCOUNTS FOR LESS THAN 1% OF THE DRAINAGE AREA TO THE RIVANNA RIVER. PER REGULATION 9VAC 25- 870 -66 THE SITE MEETS THE REQUIREMENTS OF MS -19. BIOFILTER CONSTRUCTION SPECIFICATIONS BIOFILTERS SHOULD BE CONSTRUCTED AFTER ALL SITEWORK IS COMPLETE AND STABILIZATION MEASURES HAVE BEEN IMPLEMENTED. BIORETENTION FILTERS MUST BE PROTECTED FROM ALL SEDIMENT LOADS TO PREVENT MALFUNCTION. ALL BIOFILTRATION 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 BE 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. BIOFILTER SEQUENCE OF CONSTRUCTION 1. REMOVE ALL ACCUMULATED SEDIMENT AND EXCAVATE BIOFILTER AREA TO 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 TO 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 UNDERDRAIN GRAVEL. INSTALL PEA GRAVEL CHOKER STONE LAYER. FILL BIOFILTER AREA WITH LUCK STONE BIOFILTER MIX AS SHOWN IN THE PLANS AND DETAILED IN THE SPECIFICATIONS. 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 BIOFILTER 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. BIOFILTER 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 BE 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 Y4" 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. Virginia Runoff Reduction Method New Development Worksheet-v2.8- June 2014 Update Summary SheetI Site Data Summary Print Total Rainfall = 43 inches Site Land Cover Summa. ry _ Site Rv A'Soils B Soli s 1 C Soils D Soils Total % of Total Forest acres (acres) 0. 0 0 '1.42 0.00 0.00 1.42 34.55 Turf (acres) 0.00 1.48 0.00 0.00 1.48 36.02 Impervious (acres) 0.001 121 0.001 0.001 1.211 29.44 TURF AREA TREATED 4.11 100.00 Site Rv 0.36 Post Development Treatment Volume ft3 p ( } 5402 Post Development TP Load lb r p _ _ ( /v ) 3.39 Post Development TN Load (lb /yr) 24.28 Total TP Load Reduction Required ('lb /yr) 1.71 3 Total Runoff Volume Reduction ft ( ) 2772 Total Y ( 1 TP Load Reduction Achieved Ib r ) 2 Total TN Load Reduction Achieved ib r 15.56 Adjusted Post Development Load ( lb r) Adjusted p ( /y } 1.44 Remaining Phosphorous Load Reduction (Lb /yr) Required 0.00 Drainage Area Summary Drainage Area Compliance Summary _ Credit Area (acres) Downstream 0.64 Total TP Load Reduction Achieved in D.A. A (lb /yr) Practice 6.b,'Bioretention #2 (Spec #9) Impervious: 0.87 AREA CHECK Turf r10 is �. f i ,, ... W ..�. i ; . i1 1 •� 1 11 i tl 1 .� ►' • t° • r !11 i1♦ ri1 /11 is TURF AREA TREATED ,:, � Drainage Area Compliance Summary _ 1 2.141 BMP Selections Practice Credit Area (acres) Downstream 0.64 Total TP Load Reduction Achieved in D.A. A (lb /yr) Practice 6.b,'Bioretention #2 (Spec #9) Impervious: 0.87 AREA CHECK Turf r10 is �. f i ,, ... W ..�. i ; . i1 1 •� 1 11 i tl 1 .� ►' • gg,,��«« OK TURF AREA f f�ff f/ 1 mowed/managed : OK. 1 2.141 BMP Selections Practice Credit Area (acres) Downstream 0.64 Total TP Load Reduction Achieved in D.A. A (lb /yr) Practice 6.b,'Bioretention #2 (Spec #9) Impervious: 0.87 AREA CHECK Turf 0.64 _..,,, , , ,,, ,� -.:: _ 0 ,, ... W ..�. i ; . (Pervious): OK. IP+PERVIOUSG#G1ifERTREATED Total Impervious Cover Treated (acres) 0.87 Total Turf Area Treated (acres) 0.64 Total TP Load Reduction Achieved in D.A. A (lb /yr) 1.96 Total TN Load Reduction Achieved in D.A. A (lb /yr) 15.56 CONCENTRATED INFLOW 3LL 1 Lr_%17wJ FOR DIMENSIONS PLAN INFLOW PIPE CLASS Al SIZE RIVER COBBLE 12" DEPTH 2' GRAVEL DIAPHRAM SUBGRADE III -III =III ( #57 STONE) LEVEL SPREADER FILTER FABRIC PROFILE 2" MIN. GRAVEL FLOW SPREADER NOT TO SCALE Malntett�,oe Task,- - .. Frequertcy • Mowing of grass filter strips and bioretention turf cover At least 4 times a year • Spot weedin ,erosion re air, trash removal, and mulch rakin Twice during growing season • Add reinforcement planting to maintain desired the vegetation density As needed • Remove invasive plants using recommended control methods • Stabilize the contributing drainage area to prevent erosion • Spring inspection and cleanup • Supplement mulch to maintain a 3 inch layer Annually • Prune trees and shrubs • Remove sediment in re- treatment cells and inflow points Once every 2 to 3 years Replace the mulch layer Every 3 years BIOFILTER MAINTENANCE SCHEDULE Site Results SUMMARY A soils Routed Routed Q _ D.A. A D.A. B D.A. C D.A. D D.A. E D Soils AREA CHECK IMPERVIOUS COVER � /,.,.:.,.. x �� _..,,, , , ,,, ,� -.:: _ 0 ,, ... W ..�. i ; . 30 OK. IP+PERVIOUSG#G1ifERTREATED :. i:..._ ,: :f _..._ __ gg,,��«« OK TURF AREA f f�ff f/ 1 mowed/managed : OK. TURF AREA TREATED ,:, � ,:y.:�;� ` ,., W f: /I „'., 4 � OK . ' .:.., r -.a..c f {. %; «:., f 98 ,. 9 98 AREA CHECK OK, OK OK, UNDERDRAIN FACILITY= 297.50 OK, OK. C -14 C -14 NOT TO SCALE Weighted CN S Phosphorus TOTAL TREATMENT VOLUME c 1 year storm 2-year storm TOTAL PHOSPHORUS LOAD REDUCTION REQUIRED (LBIYEAR) RUNOFF REDUCTION IN-, PHOSPHORUS LOAD REDUCTION ACHIEVED (LBIYR) ......x ,,.. ,., ,... ADJUSTED POST-DEVELOPMENT PHOSPHORUS LOAD (TP) ib /yr)::; REMAINING PHOSPHORUS LOAD REDUCTION (LB/YR) N404q CONGRATULATIONS! I .. YOU EXCEEDED THE TARGET REDUCTION B. 0.2 LfYEAR.$ . Nitrogen (for information purposes) TOTAL TREATMENT VOLUME c ;:, RUNOFF REDUCTION (c ....� : `f _..�::_,_> NITROGEN LOAD REDUCTION ACHIEVED LBIYR ADJUSTED POST- DEVELOPMENT NITROGEN LOAD (TN) (lb /yr) Drainage Area (acres) Runoff Reduction Volume (cf) Drainage Area A SUMMARY A soils Routed Routed Q Discharge Rainfall B Soils C Soils D Soils Forest/Open Space - undisturbed; protected fares( /open Area (acres} f / f f/ �� ff f f ff f l .ff space or reforested land p CN 30 55 70 77 Managed Turf - disturbed railed for aids or other turf to be ' 9 , 9 Y Area (acres) ._ .. ; .:,,, ::fx � - ..., ti.,.._. i l mowed/managed CN 39 61 �..��.rr.�:� 74 80 W Area (acres) ' .:.., r -.a..c :..:- u_....... :...: <: x:.. Impervious Cover _ _ _ CN 98 PROVIDE MINIMUM BOTTOM 9 98 ,r.ru.+...:....__ ........ .. 98 _ UNDERDRAIN FACILITY= 297.50 TYPICAL LEVEL 2 BIORETENTION SECTION C -14 C -14 NOT TO SCALE Weighted CN S 1 year storm 2-year storm 10 -year storm RVD.wl. P ed (in) with no Runoff Reduction RVD..I. pad (in) with Runoff Reduction Adjusted CN 1310- RETENTION FACILITY ROUTING SUMMARY 24 Hour Routed Routed Q Discharge Rainfall Volume Velocity (cfs) Event (cu.ft.) (ft. /sec) 1 7,141 2.49 6.93 2 8,212 2.87 7.21 10 19,464 6.34 8.85 BIORETENTION SOIL MIXTURE IN ACCORDANCE WITH VIRGINIA BMP CLEARINGHOUSE SPECIFICATIONS, LATEST EDITION. TESTED FOR ACCEPTABLE PHOSPHORUS INDEX BETWEEN 10 AND 30 OR BETWEEN 7 AND 23 MG /KG OF P IN SOIL MEDIA. f MULCH 2 .. . ,.� _ . - - - -- 3 RIP RAP WEIR WALL RIP RAP NOT TO SCALE 8» o MIN. ' • A/A • F a a A. • 4. • v. • • z , CONCRETE CRADLE DETAIL NOT TO SCALE 4000 PSI CONCRETE IMPERVIOUS CORE 15" OUTFALL PIPE CONCRETE CRADLE CUTOFF TRENCH z ER ;E CL OF EMBANKMENT I �4' MIN. CUTOFF TRENCH DETAIL NOT TO SCALE IF SOD CANNOT BE INSTALLED UPON PLACEMENT OF SOIL MIX, INSTALL PERIMETER SILT FENCE AT TOP OF UNSTABILIZED EMBANKMNET SLOPES (TYP) TOP OF EMBANKMENT x = 305.00 C -14 C -14 6" MIN. REFER TO LANDSCAPE TOP OF PONDING PLANS FOR BIOFILTER MULCH DEPTH PLANTINGS DRAINAGE CONCRETE 40 PVC COURSE WATERTIGHT BASE PERFORATED CONNECTION UNDERDRAIN 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 TYPICAL LEVEL 2 BIORETENTION FACILITY NOT TO SCALE WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN T_ W Z LLB Z z N Q O C\1 Q v! > • U), W O U_ U Q rr z C O 5 O W M N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Updated Site Data Summary STORMWATER MANAGEMENT NARRATIVE DETAILS AND CALCULATIONS }J` SHEET 14 OF 18 TOP OF MULCH 1 L_ ELEV.= 302.00 3 3" MULCH PEA 3'_ GRAVEL ° W " 66 f FILTER STONE-/ PROVIDE MINIMUM BOTTOM OF VDOT N0. 57 AGGREGATE 6" SUMP BELOW BIORETENTION UNDERDRAIN FACILITY= 297.50 TYPICAL LEVEL 2 BIORETENTION SECTION C -14 C -14 NOT TO SCALE 4000 PSI CONCRETE IMPERVIOUS CORE 15" OUTFALL PIPE CONCRETE CRADLE CUTOFF TRENCH z ER ;E CL OF EMBANKMENT I �4' MIN. CUTOFF TRENCH DETAIL NOT TO SCALE IF SOD CANNOT BE INSTALLED UPON PLACEMENT OF SOIL MIX, INSTALL PERIMETER SILT FENCE AT TOP OF UNSTABILIZED EMBANKMNET SLOPES (TYP) TOP OF EMBANKMENT x = 305.00 C -14 C -14 6" MIN. REFER TO LANDSCAPE TOP OF PONDING PLANS FOR BIOFILTER MULCH DEPTH PLANTINGS DRAINAGE CONCRETE 40 PVC COURSE WATERTIGHT BASE PERFORATED CONNECTION UNDERDRAIN 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 TYPICAL LEVEL 2 BIORETENTION FACILITY NOT TO SCALE WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN T_ W Z LLB Z z N Q O C\1 Q v! > • U), W O U_ U Q rr z C O 5 O W M N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Updated Site Data Summary STORMWATER MANAGEMENT NARRATIVE DETAILS AND CALCULATIONS }J` SHEET 14 OF 18 E C 0 3 3 l U O O �F G 0 a 4) r'o EL. �F O O N �I 0 �A 14.1 U .c a W) N Stormwater Inlet Computations rr j ENGINEERS Project: Regional Firearms Trainin g Center By: JDB _ SURVEYORS PL-ANNMS ASSOCIATES WWA Project Number: 214032.03 Date: 10121/14 I CURB INLETS ON GRADE CURB SAG INLETS ONLY a INLET Hydrograph Report AREA RUN- - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 INLET RAIN RUNOFF • • Pre - Developed Flows Date: 10 -29 -14 DA to Biofilter = 1 yrs CAPA- = SCS Runoff Peak discharge FLOW 0' o Effie rte Peak discharge FROM TO 5 OFF CA TIME FAIL Q ELEVATIONS LENGTH SLOPE DIA MANNING'S CITY VEL TIME Qe (cfs) L. {ft. { } } r INLET DEPTH INLET No. POINT POINT "A " COEF Elevation (ft.) (TO €110) = 3.70 in Distribution 4 2 (ft /s) {#t -) ( deg,} ' {ft.} {fk.} Storm duration n (FULL) (FULL) (3) REMARKS (H) (9) (10) (11) (12) ' (19) (20) � (211) ACRES , V ACCUM - ULATED C � o 0) FT /FT of - CFS m SEC m c a tt 1 1 -- 4 it 6 7 9 = 11 12 14 15 16 17 r C 19 t L 22 � 4) © 0.50 0.28 0.28 •; 6.7 1'_8 305.00 304.00 .2 0 -009 15 0.013 0:3 5.1 ' o ° S 0100 a rite �m o } ' J nia q M 300 Oriflce:Coeff. = 0.60 0.60 0.60 REMARKS = 0,500 (by Contour) 0.70 010 Multi -Stage = nla No No No {1►��}y = 0.00 INF 3 -Ci M W, cvmenorfl-- f- Ia_alalyle d,c I, rr, <)aaa ouneefo <) «rrrrrn. we' nears <ne <�<a ra,orn <e <nieoa >d =)a�usud r9a�: "(s). Q 295 ' I Discharge 4.00 Elev (ft) I 0.60 0.60 r z . r_ , 1 3.00 290 Z j co 2.00 w 0.50 0.50 0 0 h- w i . r( tt _J 305 285 I -. 2,00 + _.. - 0.40 7 0 CL I� . W Q - -- j 1_00 C L3- �' 1 c1 f b• � I!: t � t� �" � 1 1 M t ���� 0 30 280 (�' 1 1 1t � r � � s �. 1/' oZ V fl 275 .g •- $ 275 . (, 300 0.20 J z Stormwater Inlet Computations rr j ENGINEERS Project: Regional Firearms Trainin g Center By: JDB _ SURVEYORS PL-ANNMS ASSOCIATES WWA Project Number: 214032.03 Date: 10121/14 I STORM SEWER DESIGN VI/WA PROJECTNUMBER 214032.03 CURB INLETS ON GRADE CURB SAG INLETS ONLY SHEET 1 OF1 INLET Hydrograph Report AREA RUN- - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 INLET RAIN RUNOFF INVERT Pre - Developed Flows Date: 10 -29 -14 DA to Biofilter = 1 yrs CAPA- = SCS Runoff Peak discharge FLOW 0' o Calculations by: JDB rte Peak discharge FROM TO 5 OFF CA TIME FAIL Q ELEVATIONS LENGTH SLOPE DIA MANNING'S CITY VEL TIME Qe (cfs) L. {ft. { } } r INLET DEPTH INLET No. POINT POINT "A " COEF Elevation (ft.) (TO €110) = 3.70 in Distribution 4 2 (ft /s) {#t -) ( deg,} ' {ft.} {fk.} Storm duration n (FULL) (FULL) (3) REMARKS (H) (9) (10) (11) (12) ' (19) (20) � (211) ACRES , V ACCUM - ULATED C � o 0) FT /FT of - CFS m SEC m c [PrfRsr] 1 2 -- 4 u 6 7 9 = 11 12 14 15 16 17 r C 19 t L 22 � 4) © 0.50 0.28 0.28 •; 6.7 1'_8 305.00 304.00 .2 0 -009 15 0.013 0:3 5.1 ' o ° S 0100 a rite �m o } ' J nia q M 300 Oriflce:Coeff. = 0.60 0.60 0.60 REMARKS = 0,500 (by Contour) 0.70 010 Multi -Stage = nla No No No {1►��}y = 0.00 INF 3 -Ci M W, cvmenorfl-- f- Ia_alalyle d,c I, rr, <)aaa ouneefo <) «rrrrrn. we' nears <ne <�<a ra,orn <e <nieoa >d =)a�usud r9a�: "(s). Q 295 ' I Discharge 4.00 Elev (ft) I 0.60 0.60 r z . r_ , 1 3.00 290 Z j co 2.00 w 0.50 0.50 0 0 h- w i . r( tt _J 305 285 I -. 2,00 + _.. - 0.40 7 0 CL I� . W Q - -- j 1_00 C L3- 0:00 � 280 Hyd No 2 Time (min) 0.30 0 30 280 (�' d oZ V fl 275 .g •- $ 275 . (, 300 0.20 J z Z F- 295 a 0.10 0.10 H z o.o0 - -- 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 295 - - -- J 'F3 1 131 -1 0.55 0.50 0,28 4.00 110 1,10 0.33 038 0.19 Grate Sag Inlet; 50% Clogged - - 290 - 285 STORM SEWER DESIGN VI/WA PROJECTNUMBER 214032.03 COMPUTATIONS COUNTY Albemarle DISTRICT DES)CRiPTION Regional Firearms Training Center SHEET 1 OF1 1 Hydrograph Report AREA RUN- - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 INLET RAIN RUNOFF INVERT Pre - Developed Flows Date: 10 -29 -14 DA to Biofilter = 1 yrs CAPA- = SCS Runoff Peak discharge FLOW Storm frequency Calculations by: JDB = SCS Runoff Peak discharge FROM TO DRAIN OFF CA TIME FAIL Q ELEVATIONS LENGTH SLOPE DIA MANNING'S CITY VEL TIME Qe (cfs) L. {ft. { } } TOP INLET INLET DEPTH INLET No. POINT POINT "A " COEF Elevation (ft.) (TO €110) = 3.70 in Distribution 4 2 (ft /s) {#t -) ( deg,} ' {ft.} {fk.} Storm duration n (FULL) (FULL) (3) REMARKS ELEVATIONS (H) (9) (10) (11) (12) (13) (14) ? (15) (18) (17) (19) (20) � (211) ACRES C INCRE- MENT ACCUM - ULATED MIN IN /HR CFS UPPER END LOWER END FT FT /FT IN CFS FPS SEC FT FT [PrfRsr] 1 2 3 4 5 6 7 8 9 107 11 12 13 14 15 16 17 18 19 20 21 22 4 3 0.55 0.50 0.28 0.28 5.0 6.7 1'_8 305.00 304.00 107.1 0 -009 15 0.013 0:3 5.1 21.0 �tU'i311:lAtii 309.00 4 -00 4 Slope ( %) = 2.56 0100 0.00 rite Li } N -Value = .013 ;013 .013 nia 310 I 300 Oriflce:Coeff. = 0.60 0.60 0,60 0.60 - = 0,500 (by Contour) Job Name: Regional Firearms Training Center x10.3 Monday, 01 112 ! 2015 8 1 Hydrograph Report Report WWA * 214032.04 - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 - --- - -___- __ -__ -. ------ ---- - Hydraflow Hydrographs Extension for AotoCADV Civil 3D© 2014 -____ ____.__ _.. _. __- by Autodesk, Inc. v10.3 Friday, 10 / 31 } 2014 Hyd, No. 1 Pre - Developed Flows Date: 10 -29 -14 DA to Biofilter = 1 yrs Pre - Developed Flows = SCS Runoff Peak discharge = 8.614 cfs Storm frequency Calculations by: JDB = SCS Runoff Peak discharge = 0.641 cfs Hydraulic Grade Line Calculation Worksheet Storm frequency = 2 yrs Outlet Water = 730 min Curve number Time interval = 1 min Hyd. volume Junction Lass = Oft Inlet Water = 2.140 ac Inlet Surface Station Do In. ( ) Qe (cfs) L. {ft. { } } Sf° Hf {ft. } (ft. /ft.) V. {fps) Qi V; Ile {ft.) Qi (Cfs) Vi (ft/s) 2 ( V; /2g A Angle K H (f) Ht (ft -) 1.3Ht 0.5Ht Hi (ft-)` Final H (0) Rim Elev: Surface (ft -) OK or NG�? Elevation (ft.) Shape factor Total precip. = 3.70 in Distribution 4 2 (ft /s) {#t -) ( deg,} ' {ft.} {fk.} Storm duration Elev. ft (,) Shape factor (2) (3) (4) (5) (0-'-) (8) (9) (10) (11) (12) (13) (14) ? (15) (18) (17) (19) (20) � (211) Top Width (ft) 4 305.00 15:00 1.80 77.20 _:(7) 0:0054 0.42 4,34 0.07 3.20 4.34 13.89 _(18) 029 0.10 I 0.00 0.00 ' 0.0q 0.18 0.59 _ 305 -59 309.00 OK 10.00 8.00 6.00 4.00 2.00 0 00 10.00 8.00 6.00 4.00 2.00 . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) x10.3 Monday, 01 112 ! 2015 8 1 Hydrograph Report Report __ -------- _______. ____- ________..__ - - ___._- _ ..... . _ -_ - _-- _- ____.. --- Hydraflow Hydrographs Extension for AutoCADD Civil 3DD 2014 by Autodesk Inc. v10.3 Y g - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 - --- - -___- __ -__ -. ------ ---- - Hydraflow Hydrographs Extension for AotoCADV Civil 3D© 2014 -____ ____.__ _.. _. __- by Autodesk, Inc. v10.3 Friday, 10 / 31 } 2014 Hyd, No. 1 Pre - Developed Flows DA to Biofilter DA to Biofilter = 1 yrs Pre - Developed Flows = SCS Runoff Peak discharge = 8.614 cfs Storm frequency Hydrograph type = SCS Runoff Peak discharge = 0.641 cfs = 1 min Storm frequency = 2 yrs Time to peak = 730 min Curve number Time interval = 1 min Hyd. volume = 3,558 curt = Oft Drainage area = 2.140 ac Curve number = 56 Total precip. Basin Slope = 0.0% Hydraulic length = Oft = 24 hrs Tc method = User Time of cone. (Tc) = 21.50 min Shape factor Total precip. = 3.70 in Distribution Type II Hyd: No. 1 -- 100 Year Storm duration = 24 hrs Shape factor 484 = 24 hrs Q (cfs) Pre - Developer! Flows Hyd. No. 1 - 2 Year 3,703 Q (cfs) = 311.00 DA to Biofilter M Top Width (ft) 1..00 1.00 4 439 11,165 Q -(cfs) ____ Culvert I Orifice Structures FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n weir Structures 0 [A] [B] [C] [PrfRsr] 315 [A] [B] [C] [D] Rise (in) = 15.00 0.00 0 -00 0.00 = 13.67 0:00 0.90 0.90. ....... . U0 0.00 ..... .. -. 0.00 _._ _.... 1 0 0 Weir Coeff,. = 333 3.33 333 3.83 Invert El. (ft) = 298 -00 0.00 0.00 0.00 Weir Type = 1 - -- -- -- Length (ft) 39.10 0.00 0.80 0.80 �tU'i311:lAtii = Yes No No No Slope ( %) = 2.56 0100 0.00 rite Li } N -Value = .013 ;013 .013 nia 310 I 300 Oriflce:Coeff. = 0.60 0.60 0,60 0.60 - = 0,500 (by Contour) 0.70 010 Multi -Stage = nla No No No {1►��}y = 0.00 INF 3 -Ci M W, cvmenorfl-- f- Ia_alalyle d,c I, rr, <)aaa ouneefo <) «rrrrrn. we' nears <ne <�<a ra,orn <e <nieoa >d =)a�usud r9a�: "(s). Stage (ft) 295 Stage I Discharge 4.00 Elev (ft) I 0.60 0.60 305 , 1 3.00 290 - _ 290 1 3.00 2.00 0.50 0.50 - -.- _. _ 285 305 285 I -. 2,00 _.. - 0.40 0.40 - C3- - ... ..... . ..... .. _ .... _ _ ___ - -- - -- 1_00 300 0.00 - 0:00 0 120 240 360 480 600 720 840 960 1080 1200 280 Hyd No 2 Time (min) 0.30 0 30 280 275 275 300 0.20 0.20 z Z 295 0.10 0.10 o.o0 - -- 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 10.00 8.00 6.00 4.00 2.00 0 00 10.00 8.00 6.00 4.00 2.00 . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) x10.3 Monday, 01 112 ! 2015 8 Hydrograph Report Hydrograph Report __ -------- _______. ____- ________..__ - - ___._- _ ..... . _ -_ - _-- _- ____.. --- Hydraflow Hydrographs Extension for AutoCADD Civil 3DD 2014 by Autodesk Inc. v10.3 Y g - - -__. ___ __ __ ____-_ Friday, 10 / 3112014 Hyd. No. 1 Friday, 10 3112014 Hyd. No. 2 Pond Data Pre - Developed Flows DA to Biofilter DA to Biofilter = 1 yrs Hydrograph type = SCS Runoff Peak discharge = 8.614 cfs Storm frequency = 100 yrs Time to peak = 727 min Time interval = 1 min Hyd. volume = 28,892 cult Drainage area = 2.140 ac Curve number = 56 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 21.50 min Total precip. = 9.10 in Distribution = T YP ell Storm duration = 24 hrs Shape factor = 484 = 24 hrs Shape factor Pre - Developed Flows Pre - Developed Flows Q (cfs) DA to Biofilter Hyd: No. 1 -- 100 Year Q (cfs) 10.00 8.00 6.00 4.00 2.00 0 00 10.00 8.00 6.00 4.00 2.00 . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 4.00 3.00 2.00 1.00 GkPIi� 3.00 2.00 1.00 0.00 - -- emu- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 -^- Hyd No. 2 Time (min) x10.3 Monday, 01 112 ! 2015 2 Hydrograph Report Hydrograph Report ___ --- -- ------- _ H yd raflow Hy' drographs Ex. tension --------- --------- ___ for AutoCAD(n7 Civil 3DC) 2014 _ _ -- ------- __ by Audi Inc. 00.3 Friday, 10 3112014 Hyd. No. 2 Pond Data Hyd. No. 2 DA to Biofilter DA to Biofilter = 1 yrs Time to peak Hydrograph type Hydrograph type = SCS Runoff Peak discharge = 1029 efs Storm frequency q Y = 2 yrs Y Time to peak p = 728 min Time interval = 1 min Hyd. volume = 10,623 cuft Drainage area = 2.140 ac Curve number = 74 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 22.10 min Total precip: = 3.70 in Distribution = Type iI Storm duration = 24 hrs Shape factor = 484 Pre - Developed Flows DA to Biofilter DA to Biofilter Q (Cfs) Q (cfs) Hyd. No, 2 - 100 Year Hyd. No. 2 -- 2 Year Q (cfs) 4.00 3.00 2.00 1.00 GkPIi� 3.00 2.00 1.00 0.00 - -- emu- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 -^- Hyd No. 2 Time (min) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 OM 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � °�-•� Hyd No. 2 Time (min) x10.3 Monday, 01 112 ! 2015 9 Hydrograph Report Hydrograph Report _ ____------------ Hydraflow Hydrographs Extension _ __ -------- for AutdCAD® Civil 3D® 2014 by Autodesk, 00.3 Friday, 10 31 12014 Hyd. No. 2 Hyd. No. 3 Pond Data Hyd. No. 2 DA to Biofilter Biofilter Routing = 1 yrs Time to peak Hydrograph type = SCS Runoff Peak discharge = 13.36 efs Storm frequency = 100 yrs Time to peak = 727 min Time interval = 1 min Hyd. volume = 45,579 cuft Drainage area = 2.140 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = Of Tc method = User Time of conc. (Tc) = 22.10 min Total precip. = 9.10 in Distribution = Type ll Storm duration = 24 hrs Shape factor = 484 1.0 0 303.00 Pre - Developed Flows DA to Biofilter Q (Cfs) Q (Cfs) Hyd. No. 1 -- 10 Year Hyd. No, 2 - 100 Year Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 OM 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � °�-•� Hyd No. 2 Time (min) Storage Indication method used Exfiltration extracted from Outflow Q (Cfs) 4.00 3.00 2.00 1.00 Biofilter Routing Hyd. No. 3 - 2 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � -� Hyd No. 3 --- 1 No, 2 I+ i Total storage used = 1,978 cult Time (min) x10.3 Monday, 01 112 ! 2015 3 Hydrograph Report Hydrograph Report ----- -.... __ - - - - -- Hydraflow Hydrographs Extension --- ____ ------ for AutoCADO Civil 3DP 2014 by Autodesk, --- __ ---- -_ _.------------ - _ _____ Inc. v10 3 ____ ____. - .. Fnday, 10 f 31 120_4 -.4 Hyd. No. 3 Pond Data Hyd. No. 2 Pre - Developed Flows Biofilter Routing = 1 yrs Time to peak Hydrograph type Hydrograph type = Reservoir Peak discharge = 2.870 cfs Storm frequency q Y = 2 yrs Y Time to peak p = 731 min Time interval = 1 min Hyd. volume = 8,212 cult Inflow hyd. No. _ - Biofilter r 2 DA to Bl Le Max. Nlax. Elevation 3 2.6 ft 0 5 Reservoir name - Biofilter Max. Storage - 1,978 cult Storage Indication method used Exfiltration extracted from Outflow Q (Cfs) 4.00 3.00 2.00 1.00 Biofilter Routing Hyd. No. 3 - 2 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � -� Hyd No. 3 --- 1 No, 2 I+ i Total storage used = 1,978 cult Time (min) Storage Indication method used. Exfiltration extracted from Outflow Biofilter Routing Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 14.00 12.00 1 0.00 8.00 6.00 4.00 2.00 0 00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0:00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 ---- Hyd No. 2 13 Total storage used = 3,197 cuff x10.3 Monday, 01 112 ! 2015 10 Hydrograph Report Hydrograph Report Hydraflow Hydrographs ro ra hs Ex1e nsi o n for Aut cCAD C ivil 3DO 2014 by Au Inc v1 0 3 Friday, 10 31 2014 Hyd. No. 3 Pond Data Hyd. No. 2 Pre - Developed Flows Biofilter Routing = 1 yrs Time to peak Hydrograph type Hydrograph type = Reservoir Peak discharge = 12.22 cfs Storm frequency = 100 yrs Time to peak = 731 min Time interval = 1 min Hyd. volume = 42,900 cult Inflow hyd. No. = 2 - DA to Biofilter Max. Elevation = 303.05 ft Reservoir name = Biofilter Max. Storage = 3,197 cult Storage Indication method used. Exfiltration extracted from Outflow Biofilter Routing Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 14.00 12.00 1 0.00 8.00 6.00 4.00 2.00 0 00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0:00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 ---- Hyd No. 2 13 Total storage used = 3,197 cuff 10 +00 10 +50 PROFILE VIEW: STORM -1 x10.3 Monday, 01 112 ! 2015 Friday, 10/31/2014 Hydrograph Report Hydrograph Report Hydraflow Hydrographs Extension _ _ ----- __ --------------- ------- for Au toCADD Civil 3D0 2014 b Autodesk Inc. v0 3 Friday, 10 / 31 t 8014 W ___ ____ - ---- --- _ Friday, 10 / Pond Data Hyd. No. 2 Pre - Developed Flows Storm frequency = 1 yrs Time to peak Hydrograph type = SCS Runoff Peak discharge = 2.857 cfs . frequency Storm eq y = 10 yrs y Time to peak = 727 min Time interval = 1 min Hyd. volume = 10,709 cult Drainage area = 2.140 ac Curve e number = 56 Basin Slope = 0.0% �mm• = Oft Tc method = User Time of cone. (Tc) = 21.50 min Total precip. = 5.60 in Distribution Type II Storm duration 24 hrs Shape factor = 484 = User 1.0 0 303.00 Pre - Developed Flows 3,355 Q (Cfs) 3,023 Hyd. No. 1 -- 10 Year Q (cfs) HGL Up (ft) = 24 hrs 4,063 = 484 3,703 6,726 = 311.00 DA to Biofilter M Top Width (ft) 4,827 NEW 4 439 11,165 Q -(cfs) ____ Culvert I Orifice Structures FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n weir Structures 0 [A] [B] [C] [PrfRsr] 315 [A] [B] [C] [D] Rise (in) = 15.00 0.00 0 -00 0.00 Crest Len (ft) = 13.67 0:00 0.00 0.00 Span (in) = 15.00 0.00 U0 0.00 Crest EL (ft) = 302.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff,. = 333 3.33 333 3.83 Invert El. (ft) = 298 -00 0.00 0.00 0.00 Weir Type = 1 - -- -- -- Length (ft) 39.10 0.00 0.00 0.00 �tU'i311:lAtii = Yes No No No Slope ( %) = 2.56 0100 0.00 rite Li - +� N -Value = .013 ;013 .013 nia 310 I 300 Oriflce:Coeff. = 0.60 0.60 0,60 0.60 EAL(in/hr) = 0,500 (by Contour) 300 Multi -Stage = nla No No No {1►��}y = 0.00 INF 3 -Ci M W, cvmenorfl-- f- Ia_alalyle d,c I, rr, <)aaa ouneefo <) «rrrrrn. we' nears <ne <�<a ra,orn <e <nieoa >d =)a�usud r9a�: "(s). Stage (ft) 295 Stage I Discharge 4.00 Elev (ft) I = = �1111111111111111ILI 305 10 +00 10 +50 PROFILE VIEW: STORM -1 3.00 2.00 1:00 3:00 lS�Ir' 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ----^ Hyd No. 1 Time (min) Pond Report 4 Hydraflow Hydrographs. Extension for AutoCAD® Civil 3D02014 by Autodesk Inc. A0 -3 x10.3 Monday, 01 112 ! 2015 Friday, 10/31/2014 Hydrograph Report Hydrograph Report Hydraflow Hydrographs Extension _ _ ----- __ --------------- ------- for Au toCADD Civil 3D0 2014 b Autodesk Inc. v0 3 Friday, 10 / 31 t 8014 Hyd. No. 1 ___ ____ - ---- --- _ Friday, 10 / Pond Data Hyd. No. 2 Pre - Developed Flows Storm frequency = 1 yrs Time to peak Hydrograph type = SCS Runoff Peak discharge = 2.857 cfs . frequency Storm eq y = 10 yrs y Time to peak = 727 min Time interval = 1 min Hyd. volume = 10,709 cult Drainage area = 2.140 ac Curve e number = 56 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 21.50 min Total precip. = 5.60 in Distribution Type II Storm duration 24 hrs Shape factor = 484 = User 1.0 0 303.00 Pre - Developed Flows 3,355 Q (Cfs) 3,023 Hyd. No. 1 -- 10 Year Q (cfs) 3.00 2.00 1:00 3:00 lS�Ir' 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ----^ Hyd No. 1 Time (min) Pond Report 4 Hydraflow Hydrographs. Extension for AutoCAD® Civil 3D02014 by Autodesk Inc. A0 -3 x10.3 Monday, 01 112 ! 2015 Friday, 10/31/2014 Pond No. 1 - Biofilter Hydrograph Report 325 _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 ___. -__ _ ---------- -_ _ -------- ----- - ______ ------------- - -------------------- _ --------------------- ____----- Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2014 by Autodesk Inc. 00.3 ___ ____ - ---- --- _ Friday, 10 / Pond Data Hyd. No. 2 = 0.000 cfs Storm frequency = 1 yrs Time to peak DA to Biofilter Time interval Contours -User- defined contour areas. Conic method used for volume calculation. Beginning Elevation = 302.00 ft Peak discharge = 6.453 cfs Stage I Storage Table Storm frequency - _ - = 2 - DA to Biofilter 320 = 1 min Sta a ft Elevation ft = 21,953 cuft Contour area s ft a tuft Incr. Storage o a Total storage a cult Curve number = 74 0.00. 302.00 © 2,704 320 0 0 Tc method = User 1.0 0 303.00 = 22.10 min 3,355 Total precip, 3,023 3,023 _N UJ HGL Up (ft) 2.00 304.00 = 24 hrs 4,063 = 484 3,703 6,726 = 311.00 DA to Biofilter 3.00 305.00 Top Width (ft) 4,827 NEW 4 439 11,165 Q -(cfs) ____ Culvert I Orifice Structures FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n weir Structures 0 [A] [B] [C] [PrfRsr] 315 [A] [B] [C] [D] Rise (in) = 15.00 0.00 0 -00 0.00 Crest Len (ft) = 13.67 0:00 0.00 0.00 Span (in) = 15.00 0.00 U0 0.00 Crest EL (ft) = 302.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff,. = 333 3.33 333 3.83 Invert El. (ft) = 298 -00 0.00 0.00 0.00 Weir Type = 1 - -- -- -- Length (ft) 39.10 0.00 0.00 0.00 Multi Stage = Yes No No No Slope ( %) = 2.56 0100 0.00 rite Li - +� N -Value = .013 ;013 .013 nia 310 I 300 Oriflce:Coeff. = 0.60 0.60 0,60 0.60 EAL(in/hr) = 0,500 (by Contour) 300 Multi -Stage = nla No No No TW Elev. (ft) = 0.00 RCP 4.00 W, cvmenorfl-- f- Ia_alalyle d,c I, rr, <)aaa ouneefo <) «rrrrrn. we' nears <ne <�<a ra,orn <e <nieoa >d =)a�usud r9a�: "(s). Stage (ft) 295 Stage I Discharge 4.00 Elev (ft) 2.00 1.00 304.00 303.00 -- -- 0.06 302:00 0.00 2.00 4,00 6.00 8.00 1000 12.00 14.00 16.00 Total O Discharge (cfs) 325 x10.3 Monday, 01 112 ! 2015 Hyd. No. 6 6 Hydrograph Report 325 _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 ___. -__ _ ---------- -_ _ -------- ----- - ______ ------------- - -------------------- _ --------------------- ____----- Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2014 by Autodesk Inc. 00.3 ___ ____ - ---- --- _ Friday, 10 / -.... 3112014 Hyd. No. 2 = 0.000 cfs Storm frequency = 1 yrs Time to peak DA to Biofilter Time interval = 1 min Hyd. volume = 0 cult Hydrograph type = SCS Runoff Peak discharge = 6.453 cfs - Storm frequency - _ - = 2 - DA to Biofilter 320 = 1 min 0 = 21,953 cuft 320 Drainage area _D� Curve number = 74 -_. © -- 320 = Oft = 3.51 Tc method = User Time of cone.. (Tc) = 22.10 min J Total precip, = 5.60 in 315 _N UJ HGL Up (ft) Storm duration = 24 hrs 315 = 484 = 308.75 315 = 311.00 DA to Biofilter = 0.91 Top Width (ft) Q: (cfs) NEW Hyd, No. 2 -- 10 Year Crest Width (ft) Q -(cfs) ____ FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n 7.00 0 310 Ld - 315 _. I 310 6.00 I .. , t .. �:x1 6;oa .t,• io-- xx. 305 -. - - 305 - --- Li - +� _- A LF. 310 I 300 5.00 - -- NDN__ - - 300 310 I RCP 4.00 s,�zn -r+s. emo�e 295 amm cn, 295 4.00 I = = 305 , 1 3.00 290 - _ 290 1 3.00 2.00 - -.- 285 305 285 - - 2,00 _.. - � - C3- - ... ..... . ..... .. _ .... _ _ ___ - -- 1_00 300 0.00 - 0:00 0 120 240 360 480 600 720 840 960 1080 1200 280 Hyd No 2 Time (min) lf= =- 280 275 275 300 - -_ z Z 295 70 - -- 10 +00 10 +50 11+00 PROFILE VIEW: STORM -2 320 x10.3 Monday, 01 112 ! 2015 Hyd. No. 6 6 Hydrograph Report Level Spreader Design _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 ___. -__ _ ---------- -_ _ -------- ----- - ______ ------------- - -------------------- _ --------------------- ____----- Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2014 by Autodesk Inc. 00.3 ___ ____ - ---- --- _ Friday, 10 / -.... 3112014 Hyd. No. 2 = 0.000 cfs Storm frequency = 1 yrs Time to peak DA to Biofilter Time interval = 1 min Hyd. volume = 0 cult Hydrograph type = SCS Runoff Peak discharge = 6.453 cfs - Storm frequency - _ - = 2 - DA to Biofilter 320 = 1 min Hyd. volume = 21,953 cuft Max. Storage Drainage area _D� Curve number = 74 Qovertop (cfs) Basin Slope = 0.0% _ = Oft = 3.51 Tc method = User Time of cone.. (Tc) = 22.10 min J Total precip, = 5.60 in Distribution Type ll HGL Up (ft) Storm duration = 24 hrs 315 = 484 = 308.75 Top Elevation (ft) = 311.00 DA to Biofilter = 0.91 Top Width (ft) Q: (cfs) Flow Regime Hyd, No. 2 -- 10 Year Crest Width (ft) Q -(cfs) FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n 7.00 0 - _- - 315 _. I 7.00 6.00 I .. , t .. �:x1 6;oa .t,• xx. Li - +� _- 310 I 5.00 - - 310 I 4.00 s,�zn -r+s. emo�e amm cn, 4.00 I 305 , 1 3.00 1 3.00 2.00 - -.- w. 305 - - 2,00 _.. - ... ..... . ..... .. _ .... 1_00 300 0.00 - 0:00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time (min) 300 295 - 295 - - -- 290 - - 290 - 285 - _ 285 wt - -- -- N 280 __ __ 280 I cot; - 4 a N - -- [ AO - - 275 - - - -- _ - 275 _ - Hydrograph Report Hydraflow Hydrographs Extension for AUtoCADOa Civil 3D® 2014 by Autodesk; Inc. x10.3 Monday, 01 112 ! 2015 Hyd. No. 6 6 Hydrograph Report Level Spreader Design _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 ___. -__ _ ---------- -_ _ -------- ----- - ______ ------------- - -------------------- _ --------------------- ____----- Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2014 by Autodesk Inc. 00.3 ___ ____ - ---- --- _ Friday, 10 / -.... 3112014 Hyd. No. 2 = 0.000 cfs Storm frequency = 1 yrs Time to peak DA to Biofilter Time interval = 1 min Hyd. volume = 0 cult Hydrograph type = SCS Runoff Peak discharge = 6.453 cfs Reservoir name Storm frequency = 10 yrs Time to peak = 727 min = 2 - DA to Biofilter Time interval = 1 min Hyd. volume = 21,953 cuft Max. Storage Drainage area = '2.140 ac Curve number = 74 Qovertop (cfs) Basin Slope = 0.0% Hydraulic length = Oft = 3.51 Tc method = User Time of cone.. (Tc) = 22.10 min = 0.0045, 2, 0.0317, 0.69, Total precip, = 5.60 in Distribution Type ll HGL Up (ft) Storm duration = 24 hrs Shape factor = 484 = 308.75 Top Elevation (ft) = 311.00 DA to Biofilter = 0.91 Top Width (ft) Q: (cfs) Flow Regime Hyd, No. 2 -- 10 Year Crest Width (ft) Q -(cfs) FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n 7.00 _- q 3 _. I 7.00 6.00 I .. , t .. �:x1 6;oa .t,• xx. 5.00 I 5.00 { I 4.00 s,�zn -r+s. emo�e amm cn, 4.00 I , 1 3.00 1 3.00 2.00 w. 2,00 _.. _. .._ ... ..... . ..... .. _ .... 1_00 1.00 0.00 - 0:00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AUtoCADOa Civil 3D® 2014 by Autodesk; Inc. x10.3 Monday, 01 112 ! 2015 Hyd. No. 6 Hydrograph Report Friday. Oct 91'2014 Regional Firearms Training Center (Str. 1 to Str. 2) Level Spreader Design _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 Friday, 10 1 31 12014 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 43 min Time interval = 1 min Hyd. volume = 0 cult Inflow hyd. No. = 5 - Level Spreader Check Max. Elevation = 302.47 ft Reservoir name = Biofilter Max. Storage = 1,427 cult Storage Indication method used. Exfiliration extracted from Outflow. Q (cfs) 2.00 1.00 Level Spreader Design Hyd. No. 6 -- 1 Year Q (cfs) 2.00 1.00 0.00 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time (min) Hyd No. 6 °-- Hyd No. 5 ; 1 i f 1 Total storage used = 1,427 cuft 9 +50 10 +00 10 +50 11+00 PROFILE VIEW: STORM -4 Storage Indication method used. Exfiltration extracted from Outflow Biofilter Routing Q (cfs) Q (cfs) .Hyd. No. 3 -- 10 Year 7.00 6.00 5.00 4.00 3.00 2.00 1,00 0.00 7.00 6.00 5.00 4.00 3,00 2.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No:3 ----- Hyd No, 2 ; a ' 7 i. I Total storage used := 2,31$ cult Time (min) Culvert Report W 7 Hydrograph Report Friday. Oct 91'2014 Regional Firearms Training Center (Str. 1 to Str. 2) _ - - -. _____ ___ - -. Hydranow Hydrographs Extension _- - - - -__ for Auto CADO Civil 300 2014 by Autodesk, ------ Inc. v10 3 Friday, 10 1 31 12014 Hyd. No. 3 Pipe Length (ft) = 86.00 Qmin (cfs) Biofilter Routing Slope ( %) = 3.35 Qmax (cfs) Hydrograph type = Reservoir Peak discharge = 6.344 cfs Storm frequency = 10 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 19,464 culft Inflow hyd. No. = 2 - DA to Biofilter Max. Elevation = 302.77 ft Reservoir name = Biofilter Max. Storage = 2,318 cult Storage Indication method used. Exfiltration extracted from Outflow Biofilter Routing Q (cfs) Q (cfs) .Hyd. No. 3 -- 10 Year 7.00 6.00 5.00 4.00 3.00 2.00 1,00 0.00 7.00 6.00 5.00 4.00 3,00 2.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No:3 ----- Hyd No, 2 ; a ' 7 i. I Total storage used := 2,31$ cult Time (min) Culvert Report W Hydraflow Express Extension for .Autodeska AutoCADO Civil 3D(D by Autodesk, Inc. Friday. Oct 91'2014 Regional Firearms Training Center (Str. 1 to Str. 2) Invert Elev Dn (ft) = 304.73 Calculations Pipe Length (ft) = 86.00 Qmin (cfs) = 0.00 Slope ( %) = 3.35 Qmax (cfs) = 3.75 Invert Elev Up (ft) = 307.61 Tailwater Elev (ft) = (dc +D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 3.75 No. Barrels 1 Qpipe (cfs) = 3.75 n- Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.51 Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.64 Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 305.75 DATE: 11/24/2014 HGL Up (ft) = 308.39 Embankment Hw Elev (ft) = 308.75 Top Elevation (ft) = 311.00 Hw /D (ft) = 0.91 Top Width (ft) = 58.00 Flow Regime = Inlet Control Crest Width (ft) = 20..00 FJ,.v fN Reglopal Fi -firms Training Center (Sir.1 to 5rr. 2) rs a«t*C'n 32 GC q 3 I .. , t .. �:x1 .t,• xx. I { I s,�zn -r+s. emo�e amm cn, WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN Ain ® ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesvilte, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net 2 01/21/15 Added SCC -3 and SCC -4 Calcs, Added 1yr Rational Routing Calc STORMWATER MANAGEMENT CALCULATIONS AND STORM DRAIN PROFILES 505 SHEET 15 OF 18 W z rW V V z z N N W vat W +� O Cz U J _0 bt z C_ O _ (D 5 W CD O N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added SCC -3 and SCC -4 Calcs, Added 1yr Rational Routing Calc STORMWATER MANAGEMENT CALCULATIONS AND STORM DRAIN PROFILES 505 SHEET 15 OF 18 ■o ■D] C 00 3 v, c a m 'v y v �A L i 0 v W vt�L CA OPY TREE CANO�X -- / — — —322— MIXED TREE A) 75' BUILDING SETBACK AREA _ _ LINE #JM PP 326- — — APPROXIMATE LOCATION _��5 T 328- BREA RADATION -- 3 /Z / I�I�OJEC r- r Z_- 130NF 3 1 / / / / AREA — _ G IiN< our 2� T 3 -TREE —330 — _ _ 3 / r� = 313.31 —�, // / / / / / ! ; // /: � TRUNK LINE �_ 3j2_ �NV OAT/ i, CHT� —� T��OHT�- -�IOHT v T_ C1I OHT , —OHT rP� OHT 0 T T 01�T�'� ACT 3- -3 333 31 -c 332 = "".�- - — DISI ±4,000 TO INTE -f � CTIO WITH fg / 11+0 �0 500' SI n� ry n��� ��O / MILTON ROAD (R UTE 729) NORTH M+LTTN ROAD TH, J —318 ® INV IN OHE PP P #JM24 -- OHE 0HE312.80 OHE OHE TIE INTO EXISITNG ASPHALT IN LINE AND ON ON GRADE — — — -�� — -324 ` -\ TIE INTO EXISITNG �\ o PHALT-IN IKE— AND ON GRADE \ \ RIVANNA r —328— \ \ �r CLUB. RO GN�� --- REA ` —330 _ 32 32— —330 329. — �— — T�_yNT F,RS��ECTI N WITH JEFFERSON AY (ROUTE 32 326 4 �� 500' SIGHT DIST W \ PLAN VIEW: NEW ENTRANCE / LINE OF SIGHT I Page 611 -14 August 2011 Typical Traffic Control Stationary Operation on a Shoulder (Figure TTC -4.0) Standard 1. For long -term stationary work (more than 3 days) on divided highways having a median wider than 8', sign assemblies on both sides of the roadway shall be required as shown (ROAD WORK AHEAD (W20 -1), RIGHT SHOULDER CLOSED AHEAD (W21- 5bR)), even though only one shoulder is being closed. For operations less than 3 days in duration, sign assemblies will only be required on the side where the shoulder is being closed and a RIGHT SHOULDER CLOSED AHEAD (W21 -5bR) sign shall be added to that side. Guidance 2. Sign spacing should be 1300'- 1500'.for Limited Access highways. For all other roadways, the sign spacing should be 500' -800' where the posted speed limit is greater than 45 mph; and 350' -500' where the posted speed limit is 45 mph or less. Option: 3. The SHOULDER WORD. (W21 -5) sign on an intersecting roadway may be omitted where drivers emerging from that roadway will encounter another advance warning sign prior to this activity area. 4. For short duration operations of 1 hour or less all signs and channelizing devices may be eliminated if a vehicle with activated high - intensity amber rotating, flashing, oscillating, or strobe lights is used. Standard: 5. Vehicle hazard warning signals shall not be used instead of the vehicle's high - intensity amber rotating, flashing, oscillating, or strobe lights. Vehicle hazard warning signals can be used to supplement high - intensity amber rotating, flashing, oscillating, or strobe lights. 6. Taper length (L) and channelizing device spacing shall be at the following: Taper Length (L) Speed Limit Lane Width (Feet) (mph) 9 10 11 12 25 95 105 115 125 - 30 135 150 165 180 35 185 205 225 245 40 240 270 295 320 45 405 450 495 540 50 450 500 550 600 55 495 550 605 660 — 60 540 600 660 720 65 585' 650 715 780 70 630 700 770 840 Minimum taper lengths for Limited Access highways shall be 1000 feet. Shoulder Taper ='/3 L Minimum Channelizing Device Spacing Location Speed Limit (mph) 0.35 36+ Transition Spacing 20' 40' Travelway Spacing 40' 80` Construction Access 80` 120' *Spacing may be increased to this distance, but shall not exceed one access per Y4 mile. On roadways with paved shoulders having a width of 8 feet or more, channelizing devices shall be used to close the shoulder in advance of the merging taper to direct vehicular traffic to remain within the traveled way. 7. The buffer space length shall be as shown in Table 611-3 on Page 611 -5 for the posted speed limit. 8. A shadow vehicle shall be used whenever a person is required to operate equipment mounted on or in the work vehicle such as buckets, augers, post drivers, etc. For work operations on the shoulder with a duration greater than I hour where workers are present, a shadow vehicle shall be used,. A truck- mounted attenuator (TMA) shall be used on the shadow vehicle on Limited Access highways and multi -lane roadways with posted speed limit equal to or greater than 45 mph. 4. When a side road intersects the highway within the temporary traffic control zone, additional traffic control devices shall be placed as needed. August 2011 K AHN-M SEE NOTE 1 Stationary Operation on a Shoulder (Figure TTC -4.0) Page 6H -15 -- G20 -2 (V) 500'+ 80'-120' ' SHADOW VEHICLE REQUIRED TMA REQUIREMENT SEE NOTE 8 ILLUMINATED FLASHING AMBER (CAUTION MODE) SEE NOTE 7 TYPE B OR C 10 +00 10 +50 11 +00 11 +50 12 +00 12 +50 13 +00 13 +50 14 +00 NOTE: 1. CONTRACTOR SHALL PROVIDE A LANE CLOSURE DURING CONSTRUCTION OF WORK ADJACENT TO VDOT RIGHT OF WAY. PROVIDE FLAGMAN AS REQUIRED TO ENSURE SAFETY AND CONTINUOUS TRAFFIC MOVEMENT. 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 18 +50 19 +00 19 +50 20 +00 PROFILE VIEW: LINE OF SIGHT IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 30' loom 0 0 0 6111" 30' 0 30' IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 10' 10' 0 10' Ell�= 50' 0 50' HORZ: 1" = 50' WWA FILE NUMBER: 214032.04 OBJ `' CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN ® 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.wwassociates.net Ir W %_ L (W V 0 Z Z N Lrr- C\1 V , /_ 2E •U) W _0 C LL CZ LL C) J rr C a C:) W C:) W � M N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description NEW ENTRANCE PLAN AND SIGHT DISTANCE PROFILE q� k�i 49 _ �1 506 SHEET 16 OF 18 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540.982.0800 FAX 540.982.1183 WWW.CLARKNEXSEN.COM SITE PLAN 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.wwassociates.net z V C CS M C c c '4 C C �i C M C it N m a c a 2. CNc� 0 U O Q N i Z W F— Z W V V z z Q N 0) N > 2i 6 rrw W O U U J Q -0 rr- z 0 ° w C) O cc N CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Trees for increased project area. LANDSCAPE PLAN 5� u1� L -101 SHEET 17 OF 18 E C 0 U) W Q 7 HUU I BALL WIDTH 1 SHADE TREE PLANTING I SCALE: NOT TO SCALE NOTES: STAKE LIMIT OF TREE PIT LIMIT OF TREE CANOPY / MULCH 1. THE CONTRACTOR SHALL PROVIDE MATERIALS, LABOR AND EQUIPMENT ROOTBALL SEQUENCE OF CONSTRUCTION (GENERAL) REFER TO SPECIFICATIONS TO COMPLETE LANDSCAPE WORK AS SHOWN ON THE PLANS AND PER 1. STAKE OUT PLANT /BED LOCATIONS,. THE PLANTS SECTION OF THE SPECIFICATIONS. 2. CUT EDGE OF PLANT BED PLANT MATERIAL SHALL CONFORM TO THE SIZES GIVEN IN THE PLAN 3. TILL SOIL AND APPLY AMENDMENTS TO ENTIRE PLANTING AREA. LIST AND SHALL BE NURSERY GROWN IN ACCORDANCE WITH THE 4. APPLY PRE - EMERGENT HERBICIDE (TWO WEEKS PRIOR TO PLANTING). "AMERICAN STANDARD FOR NURSERY STOCK," LATEST EDITION. PLANT 5. INSTALL PLANTS. :OR ADJACENT 6. INSTALL FERTILIZER TABLETS IN EACH PLANT PIT. DNS. 7. PLACE BACKFILL. kL LEADER. 8. WATER EACH INDIVIDUAL PLANT THOROUGHLY. OR 2" MAX. 9. PLACE MULCH OVER ENTIRE PLANT BED. :INISH GRADE. 10. WATER ENTIRE PLANT BED THOROUGHLY. 3E PLACED T & REMOVE TOP 1/3 OF BURLAP 3OM ROOTBALL. IING TO LIMIT OF CANOPY J. DIA., WHICH EVER IS GREATER. CUT EDGE G SOIL MIX _ANTING IN LAWN, SEED / SOD OF MULCH RING BADE SIT PLANTING; ,N FOR MATERIALS. 'SIDES AND BOTTOM OF IT TO 1" DEPTH. kMPED SOIL TO ROOT BALL IRBED SOIL 1. NEVER CUT CENTRAL LEADER. 2. CUT & REMOVE WIRE BASKETS IF APPLICABLE. 2. MULCH NEVER TO BE PLACED AGAINST TRUNK/ROOT FLARE. WIDTH 3 EVERGREEN TREE PLANTING SCALE: NOT TO SCALE PLANTING NOTES SET TREE W/ 1/8 OR 2" MAX OF ROOT BALL ABOVE GRADE CUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOT BALL MULCH AS SPECIFIED SOIL MIX AS SPECIFIED SHOVEL -CUT MULCH EDGE FINISHED GRADE SCARIFY SIDES OF HOLE PRIOR TO PLANTING UNDISTURBED SOIL 3 1. THE CONTRACTOR SHALL PROVIDE MATERIALS, LABOR AND EQUIPMENT v CALCULATIONS TO COMPLETE LANDSCAPE WORK AS SHOWN ON THE PLANS AND PER N BOTANICAL /COMMON NAMES THE PLANTS SECTION OF THE SPECIFICATIONS. cis 2. PLANT MATERIAL SHALL CONFORM TO THE SIZES GIVEN IN THE PLAN "' TOTAL AREA IN SF. LIST AND SHALL BE NURSERY GROWN IN ACCORDANCE WITH THE �I Shade Trees "AMERICAN STANDARD FOR NURSERY STOCK," LATEST EDITION. PLANT o 30 FT MATERIAL EXHIBITING A SPINDLY OR LOP -SIDED HABIT OR OTHER 04 TOTAL FEATURE THAT DETRACT FROM ITS HEALTH OR APPEARANCE WILL BE 4 Acer rubrum 'October Glory'/ October Glory Red Maple REJECTED. 1 3/4 "c 3. PLANTING SHALL BE IN ACCORDANCE WITH STANDARD AMERICAN o 1,588 ASSOCIATION OF NURSERYMEN PROCEDURES AND SPECIFICATIONS. o. 4. CONTRACTOR SHALL CONTACT UTILITY COMPANY AND VERIFY THE a� B &B CORRECT LOCATION OF UNDERGROUND UTILITIES WITHIN THE 397 1,985 LANDSCAPED AREA PRIOR TO INSTALLATION OF PLANT MATERIAL. IF -_ Betula nigra "Heritage" / "Heritage" River Birch CONDITIONS ARISE IN THE FIELD WHICH NECESSITATES SHIFTING OF 10' B &B THE PLANT MATERIAL, LANDSCAPE ARCHITECT IS TO BE CONSULTED is 794 PRIOR TO RELOCATION. 0 5. OBTAIN APPROVAL FROM OWNER BEFORE MAKING ANY SUBSTITUTIONS 1 3/4 "c B &B OR CHANGES. 0 6. PLANT BEDS AND TREE PITS SHALL HAVE A GRANULAR 2 Platanus occidentalis / American Plane Tree (Sycamore) PRE - EMERGENT WEED CONTROL APPLIED PER MANUFACTURER'S cr B &B RECOMMENDATION PRIOR TO MULCHING. 1253 7. PRECAUTIONS SHALL BE TAKEN TO AVOID DAMAGE TO EXISTING Ornamental (Flowering) Trees PLANTS, TURF AND STRUCTURES. DAMAGED AREAS SHALL BE o (a, RESTORED TO THEIR ORIGINAL CONDITIONS. TURF AREAS DISTURBED A BY PLANTING OR GRADING OPERATIONS SHALL BE FINE GRADED AND 3 Lagerstroem is x Naatche z/ Natchez Crape tc SEEDED OR SODDED. DEBRIS AND WASTE MATERIAL RESULTING FROM c B &B PLANTING OPERATIONS SHALL BE REMOVED FROM PROJECT AND 77 231 RB �+ 8. PLANTEFOR BEST APPEARANCE FOR REVIEW AND FINAL ORIENTATION 6 -7' B &B BY LANDSCAPE ARCHITECT. v 9. PLANT BEDS AND PLANTING AREAS TO BE MULCHED TO A DEPTH OF a Corpus florida / Flowering Dogwood 3" UNLESS OTHERWISE NOTED ON DRAWING. 6 -7' 10.ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED N 124 TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED *- MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE N RC 10 Juniperus virginiana / Eastern Redcedar Evergreen 7' B &B PLANT. SHRUB PLANTING MULTI -STEM TREE PLANTING 1 r. A LANDSCAPE TABULATIONS NOTES: FIRST LATERAL ROOT FLUSH WITH FINISH GRADE MULCH (TYP.)(3" DEPTH) TOOLED BED EDGE, MIN. 4" DEPTH, ALIGN LIMIT OF MULCH WITH PLANT CANOPY UNLESS OTHERWISE INDICATED ON PLAN (TYP.) FINISH GRADE, CONDITION VARIES SEE PLAN (TYP.) REMOVE 3 OF BURLAP FROM TOP OF ROOTBALL PLANTING SOIL MIX AS SPECIFIED COMPACTED OR UNDISTURBED SOIL TAMPED SOIL UNDER ROOTBALL TO PREVENT SETTLING TILLED SOIL 1. NEVER CUT CENTRAL LEADER. 2. CUT & REMOVE WIRE BASKETS IF APPLICABLE. 2. MULCH NEVER TO BE PLACED AGAINST TRUNK/ROOT FLARE. RAL LEADER FLAG, ONE PER WIRE FURN- BUCKLE (3 REQ'D) 1/8 OR 2" MAX. OF 3OVE FINISHED GRADE 'ECIFIED •8" MIN. DEPTH MULCH EDGE IL, SEE SPECS. D SUBBASE EES, CUT AND LAP FROM TOP 3ALL TOTAL TREE COVERAGE: TOTAL PROJECT AREA: 179,204 SQFT PERCENT OF TREE COVER REQUIRED: X 107 REQUIRED CANOPY COVER: 17,920 SOFT PRESERVED TREE CANOPY 6,513 SQFT PRESERVED CANOPY BONUS: X 1.25 8,141 SQFT PROPOSED TREE CANOPY: + 9.896 SOFT TOTAL: 18,037 SOFT PARKING LOT LANDSCAPING: PAVED AREA OF PROPOSED ACCESS AISLES AND PARKING: 19,335 SQFT PARKING LOT LANDSCAPING REQUIRED: X 5% REQUIRED PARKING LOT LANDSCAPING: 967 SOFT PROPOSED PARKING LOT LANDSCAPING (SEE SCHEDULE): 1,588 SQFT PARKING LOT SHADE TREES: SHADE TREES REQUIRED: 1 TREE PER 10 PARKING SPACES PROVIDED SPACES: 30 PARKING SPACES / 10 = 3 PROPOSED PARKING LOT SHADE TREES: 4 NOTE: JUNIPERUS VIRGINIANA /EASTERN REDCEDAR IS SPECIFIED AS A MINIMUM SIZE OF 7 FEET, WHICH IS TALLER THAN THE MINIMUM REQUIRED AT TIME OF PLANTING. THE AREA OF TREE IN SF HAS BEEN INCREASED TO REFLECT THAT INCREASED HEIGHT. PRESERVED TREES SCHEDULE LANDSCAPE SCHEDULE QTY CALCULATIONS CODE QTY BOTANICAL /COMMON NAMES Type SIZE ROOT SPACING/ As Shown AREA OF TREE IN SF. TOTAL AREA IN SF. TOTAL 1 Shade Trees Shade 45 IN 30 FT 2,827 UNIT TOTAL OG 4 Acer rubrum 'October Glory'/ October Glory Red Maple Shade 1 3/4 "c B &B A. S. 397 1,588 OG 5 Acer rubrum 'October Glory'/ October Glory Red Maple Shade 1 3/4 "c B &B A. S. 397 1,985 BN 2 Betula nigra "Heritage" / "Heritage" River Birch Shade 10' B &B A. S. 397 794 HL 3 Gleditsia triacanthos inermis / Thornless Honeylocust Shade 1 3/4 "c B &B A. S. 424 1,272 AP 2 Platanus occidentalis / American Plane Tree (Sycamore) Shade 1 3/4 "c B &B A. S. 1253 2,506 Ornamental (Flowering) Trees CM 3 Lagerstroem is x Naatche z/ Natchez Crape tc Ornamental 6 -7' B &B A. S. 77 231 RB 4 Cercis canadensis / Eastern Redbud Ornamental 6 -7' B &B A. S. 124 496 DW 5 Corpus florida / Flowering Dogwood Ornamental 6 -7' B &B A. S. 124 620 Evergreen Trees RC 10 Juniperus virginiana / Eastern Redcedar Evergreen 7' B &B A. S. 22 220 34 Total Trees Provided Total Tree Canopy Area Provided 8,124 Shrubs/ Groundcover UNIT TOTAL WB 11 Illex verticillata'Red Sprite' / Red Sprite Winterberry 1' -1 1/2' B &B A. S. 41 451 IH 6 Ilex glabra "Nigra" / Nigra Inkberry Holly 1 1/2'-2 1/2" B &B A. S. 23 138 AV 7 Virbumum dentatum "Chicago Luster"/ Chicago Luster Arrowwood Virburum 1' -1 1/2' B &B A. S. 31 217 WM 12 Myrica cerifera / Southern Wax Myrtle 1 1/2' -2 1/2" B &B A. S. 44 528 AB 13 Abelia grandiflora / Glossy Albelia 1 1/2' -2 1/2" B &B A. S. 14 182 VS 4 Itea virginica "Henry's Garnet" / "Henry's Garnet" Sweetspire 1' -1 112' B &B A.S. 64 256 53 Total Shrubs/ Groundcover Provided Total Shrub Canopy Area Provided 1,772 Total Canopy Area Provided I I I 1 9,896 NOTE: JUNIPERUS VIRGINIANA /EASTERN REDCEDAR IS SPECIFIED AS A MINIMUM SIZE OF 7 FEET, WHICH IS TALLER THAN THE MINIMUM REQUIRED AT TIME OF PLANTING. THE AREA OF TREE IN SF HAS BEEN INCREASED TO REFLECT THAT INCREASED HEIGHT. NOTE: THIS TABLE IS ONLY FOR REFERENCE WITH THE CALCULATIONS. THESE TREES ARE INCLUDED IN THE "LANDSCAPE SCHEDULE" ABOVE. PRESERVED TREES SCHEDULE PARKING LOT LANDSCAPE SCHEDULE QTY CALCULATIONS CODE QTY BOTANICAL / COMMON NAMES Type SIZE ROOT SPACING/ As Shown AREA OF TREE IN SF. TOTAL AREA IN SF. TOTAL 1 Shade Trees Shade 45 IN 30 FT 2,827 UNIT TOTAL OG 4 Acer rubrum 'October Glory'/ October Glory Red Maple Shade 1 3/4 "c B &B A. S. 397 1,588 Corpus florida / Flowering Dogwood Ornamental 6 IN 7 FT 153 Evergreen Trees 4 Total Parking Lot Trees Provided Total Parking Lot Tree Canopy Area Provided 1,588 NOTE: THIS TABLE IS ONLY FOR REFERENCE WITH THE CALCULATIONS. THESE TREES ARE INCLUDED IN THE "LANDSCAPE SCHEDULE" ABOVE. County of Albemarle Conservation Plan Checklist- To be placed on Landscape Plans (Handbook, pp II1 -284- 111 -297 for complete specifications) 1. The following items shall be shown on the elan: Trees to be saved; Limits of clearing (outside dripline of trees to be saved); Location and type of protective fencing; n/a 0 Grade changes requiring tree wells or walls; n/a ❑ proposed trenching or tunneling' beyond the limits of clearing. 2. Markings: �i All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Pre - Construction Conference: 21 Tree preservation and protection measures shall be reviewed with the contractor on site. 4. EauiementOneration and Storage: Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. 5. Soil Erosion and Stormwater Detention Devices: ®' Such devices shall not adversely affect trees to be saved. 6. Fires: 21 Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: M Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 8. Protective Fencing: Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells' n/a Q When the ground level trust be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: n/a Q When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenching and Tunneling: n/a ❑ When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanun: Protective fencing shall be the last items removed during the final cleanup, 13. Damaged Trees: Ed Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION Ilk 4 REQUIREMENTS. SIGNA CONTRACT PURCHASER SIGNATURE (DATE) 5/1/06 Page 1 of 1 WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540982.0800 FAX 540982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN Wd i- �1 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 wwwwwaSSOclates net cc W Z W U V Z Z N M N < U) G W -1-" _O cc L_ U U J Q rr Z C o O W O L� co CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Tree Conservation Checklist, Modified Schedule, and Updated Calculations. LANDSCAPE DETAILS AND NOTES L 501 SHEET 18 OF 18 PRESERVED TREES SCHEDULE QTY BOTANICAL / COMMON NAMES Type Trunk Caliper Canopy Radius TOTAL AREA IN SF. Shade Trees TOTAL 1 Acer rubrum / Red Maple Shade 45 IN 30 FT 2,827 1 Liriodendron tulipifera / Tulip Poplar Shade 30 IN 30 FT 2,827 Ornamental (Flowering) Trees 1 Corpus florida / Flowering Dogwood Ornamental 6 IN 7 FT 153 Evergreen Trees 1 Magnolia grandifora / Southern Magnolia Evergreen 151N 15 FT 706 4 Total Trees Preserved Total Preserved Tree Canopy Area 6,513 County of Albemarle Conservation Plan Checklist- To be placed on Landscape Plans (Handbook, pp II1 -284- 111 -297 for complete specifications) 1. The following items shall be shown on the elan: Trees to be saved; Limits of clearing (outside dripline of trees to be saved); Location and type of protective fencing; n/a 0 Grade changes requiring tree wells or walls; n/a ❑ proposed trenching or tunneling' beyond the limits of clearing. 2. Markings: �i All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Pre - Construction Conference: 21 Tree preservation and protection measures shall be reviewed with the contractor on site. 4. EauiementOneration and Storage: Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. 5. Soil Erosion and Stormwater Detention Devices: ®' Such devices shall not adversely affect trees to be saved. 6. Fires: 21 Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: M Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 8. Protective Fencing: Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells' n/a Q When the ground level trust be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: n/a Q When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenching and Tunneling: n/a ❑ When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanun: Protective fencing shall be the last items removed during the final cleanup, 13. Damaged Trees: Ed Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION Ilk 4 REQUIREMENTS. SIGNA CONTRACT PURCHASER SIGNATURE (DATE) 5/1/06 Page 1 of 1 WWA FILE NUMBER: 214032.04 CLARK*NEXSEN 213 SOUTH JEFFERSON ROANOKE, VA 24011 540982.0800 FAX 540982.1183 WWW.CLARKNEXSEN.COM FINAL SITE PLAN Wd i- �1 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 wwwwwaSSOclates net cc W Z W U V Z Z N M N < U) G W -1-" _O cc L_ U U J Q rr Z C o O W O L� co CN NO: 5364 DATE: 11/24/2014 DESIGN: JDB DRAWN: KTM REVIEW: HFW REVISIONS No. Date Description 2 01/21/15 Added Tree Conservation Checklist, Modified Schedule, and Updated Calculations. LANDSCAPE DETAILS AND NOTES L 501 SHEET 18 OF 18