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HomeMy WebLinkAboutWPO202000034 Plan - VSMP 2020-11-03I SITE DATA OWNER: BELVEDERE LAND HOLDINGS LLC PO BOX 7505 CHARLOTTESVILLE, VA 22906 DEVELOPER: NEW BELVEDERE, Inc. 610 WEST RIO RD CHARLOTTESVILLE, VA 22901 PLAN PREPARER. ROUDABUSH, GALE, & ASSOCIATES 914 MON77CELLO ROAD CHARLOTTESVILLE,, VA. 22902 (4J4)-977-0205 TAX MAP PARCEL No: 06200-00-00-016DO PARCEL AREA: 15, 00 ACRES ZONING: R4 RESIDENTIAL (THIS PARCEL IS NOT PART OF THE BELVEDERE ZMA-2004-0007) STEEP SLOPES - MANAGED STEEP SLOPES - PRESERVED CURRENT USE: VACANT PROPOSED USE.- RESIDENTIAL DEVELOPMENT MAGISTERIAL DISTRICT: RIO MAGISTERIAL DISTRICT WATERSHED: UPPER RIVANNA RIVER BOUNDARY SOURCE: PLAT DIVISION OF DUNLORA" PREPARED BY WM. MORRIS FOSTER, LAND SURVEYOR, DATED NOVEMBER 1, 1985, REVISED DECEMBER 20, 1985, RECORDED AT DB 875 PG JJl. TOPOGRAPHY- AERIAL TOPOGRAPHY FLOWN IN 2016 BY BELL LAND SURVEYS LLC. TOPOGRAPHY STILL UNCHANGED BASED ON A SI7E VISIT AND DESIGN PROFESSIONALS OPINION, THE SURVEY IS STILL ACCURATE TO THE EFFECT THAT THERE ARE NO EVIDENT VARIA77DNS. BENCHMARK: FIRE HYDRANT 455.10, RIGHT FRONT BONNET BOLT; AT CORNER OF FOWLER STREET AND FARROW DRIVE DATUNM: HORZ.: NAVD 88; VERT: NAD8J FLOODPLAIN: THIS PROJECT IS LOCATED WITHIN ZONE X" AS SHOWN ON FLOOD INSURANCE RATE MAP. COMMUNITY PANEL NUMBER 51000JO 0279 D. EFFECTIVE DA TE: FEBRUARY 4. 2005, NO EVIDENCE OF A BURIAL S/7E WAS FOUND ON SUBJECT PARCEL. NO STREAM BUFFER(S) ARE PRESENT ON THE SUBJECT PARCEL. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT. THIS SITE IS NOT LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR. STORMWATER MANAGEMENT COMPLIANCE SUMMARY THE DEVELOPMENT OF BELVEDERE PHASE 5, TMP 62-16D, WILL OCCUR IN TWO SEPARATE STAGES OF CONSTRUCTION. THE COMPLETED SUBDIVISION WILL UTILIZE AN EXTENDED DETENTION FACILITY TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND CONVEYED THROUGH A STORMWATER PIPE NETWORK TO THE FACILITY, NUTRIENT OFFSET CREDIT PURCHASE ROUNDS OFF THE STORMWATER APPROACH. REGARDING WATER QUALITY ANALYSIS: 9VAC25-870-63. WATER QUALITY DESIGN CRITERIA REQUIREMENTS. 1. NEW DEVELOPMENT, THE TOTAL PHOSPHORUS LOAD OF NEW DEVELOPMENT PROJECTS SHALL NOT EXCEED 0.41 POUNDS PER ACRE PER YEAR, AS CALCULATED PURSUANT TO 9VAC25-870-65. CALCULATIONS SHOWN ON THIS PLAN WERE DETERMINED FROM ACCEPTABLE METHODOLOGY "DEQ VRRM FROM NEW DEVELOPMENT COMPLIANCE SPREADSHEET -VERSION 3.0." CONCLUSION: BASED ON NEW DEVELOPMENT OF BELVEDERE PHASE 5 (A AND B), TMP 62-16D, SHOWN HEREON THESE PLANS, THE WATER QUALITY PORTIONS OF THIS PLAN WILL BE SATISFIED WITH PURCHASING 9.68 IB/YR OF OFFSITE NUTRIENT CREDITS IN THE SAME OF ADJACENT HYDROLOGIC UNIT CODE (02080204). COMPLIANCE OF 9VAC25-870-65.F: OFFSITE ALTERNATIVE IAW 9VAC25-870-69 PURCHASE OF NUTRIENT OFFSET CREDITS IS PROPOSED AND AFFIRMED. REGARDING WATER QUANTY ANALYSIS FOR POINT OF DISCHARGE #1: COMPLIANCE OF 9VAC25-870. B.1.13 (CHANNEL PROTECTION): IN ACCORDANCE WITH CHANNEL PROTECTION SECTION B.3.A) OF 9VAC25-870-66 OF VIRGINIA LAW; THE MAXIMUM PEAK FLOW RATE FROM THE ONE-YEAR 24-HOUR STORM FOLLOWING THE LAND- DISTURBING ACTIVITY APPEARS TO BE IN ACCORDANCE WITH THE ENERGY BALANCE METHODOLOGY: QDEVELOPED S I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED POINT OF ANALYSIS 1: 1YR QDEVELOPED 0.064 0.064 (1" ORIFICE) 0.497 (3" ORIFICE) S I.F.* (1YR OPRE-DEVELOPED * RVPRE-DEVELOPED)/RVDEVELOPED S 0.80*(0.611 * 0.38) /1.27 S 0.144 �Qv 114, 1 A I I :q a .... 'kW- 41111 1 A EROSION CONTROL PLAN FO LVEDERE PHASE 5 RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA L VICINITY MAP SCALE: 1 "=1000 FEET EXISTING INTERMEDIATE CONTOUR - — — —33T EXISTING INDEX CONTOUR — 300— LEGEND PROPOSED CONTOUR 20 POINT OF ANALYSIS 2: EX. EP 1YR QDEVELOPED S I.F.* (1YR QPRE-DEVELOPED * RVPRE- DEVELOPED) /RVDEVELOPED EXISTING EDGE OF PAVEMENT - — — — — — — — - 0.772 S 0.80* (1.597 * 0.515) / 0.680 PROPOSED EDGE OF PAVEMENT EP EX. C&G EXISTING CURB AND GUTTER ®® 0.772 S 0.97 cfs PROPOSED CURB AND GUTTER CGf COMPLIANCE OF 9VAC25-870-66.0 (FLOOD PROTECTION: TRANSITION FROM CG-6 ROLL-TOP CGS ROLL-TOP EX. 15" RCP EXISTING STORM SEWER IN REFERENCE TO FLOOD PROTECTION SECTION C.1), THE SITE'S POINT OF DISCHARGE RELEASES CAPTURED STORMWATER INTO A CONVEYANCE SYSTEM PROPOSED STORM SEWER 15" RCP THAT, FOLLOWING LAND DISTURBING ACTIVITY, CONFINES THE POST -DEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT WITHIN THE STORMWATER CONVEYANCE SYSTEM. Q10PDST- DEVELOPED S Q10PRE-DEVELOPED EXISTING SANITARY SEWER —5 —5 —5 — POINT OF ANALYSIS 1: 0t0POST-DEVELOPMENT (1" EB ORIFICE) = 3.496 cfs S Q10PRE-DEVELOPMENT = 4.373 cfs Q10POST-DEVELOPMENT (3" EB ORIFICE) = 2.743 cfs S Q10PRE-DEVELOPMENT = 4.373 cfs POINT OF ANALYSIS 2: Q10POST-DEVELOPED S QtOPRE-DEVELOPED 5.31 cfs S 7.63 cfs PROPOSED SANITARY SEWER PROPERTY LINE EASEMENT LINE CENTERLINE LIMITS OF CLEARING AND/OR GRADING m m m = m = EXISTING SPOT ELEVATION +12.0 PROPOSED SPOT ELEVATION +12.0 EXISTING TREE DRIP LINE EXISTING TREE EX. 15' OAK PROPOSED TREE OAK EXISTING WATERLINE PROPOSED WATERLINE EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATER VALVE PROPOSED WATER METER EXISTING REDUCER PROPOSED REDUCER HANDICAP RAMP (CG-12) DENOTES LOCATION OF STD. VDOT CG-12 AND/OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES BENCHMARK SOILS BOUNDARY VEHICLES PER DAY COUNT PROPOSED STREET NAME SIGN EXISTING SIGN PROPOSED SIGN SANITARY MANHOLE IDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER w w SHEET INDEX SHEET 1 -- SHEET 2 SHEET 3-- SHEET 4 SHEET 5 --- SHEET 6 SHEET 7 — SHEET 8 --- SHEET 9 — SHEET 10 ---- SHEET 11 -- SHEET 12 ---- SHEET 13 ------ SHEET 14 ----- SHEET 15 ----- SHEET 16 --- SHEET 17 ----- SHEET 18 --- ASSOCIATED PLANS WITH THIS PARCEL: 1. FINAL SITE PLAN SDP-2020-00036 2. ROAD & UTILITY PLAN SUB-2019-00170 3. EASEMENT PLAT SUB-2020-00123 4. RETAINING WALL DESIGN PLANS COVER SHEET EXISTING CONDITIONS, SOILS & DEMOLITION PLAN EROSION CONTROL NARRATIVE EROSION CONTROL PLAN PHASE 1 - PHASE 5A & TEMPORARY FIRE ROAD EROSION CONTROL PLAN PHASE 1 - PHASE 5B EROSION CONTROL PLAN PHASE 1 - TEMPORARY FIRE ROAD EROSION CONTROL PLAN PHASE 2 - PHASE 5A & TEMPORARY FIRE ROAD EROSION CONTROL PLAN PHASE 2 - PHASE 5B EROSION CONTROL PLAN PHASE 2 - TEMPORARY FIRE ROAD EROSION CONTROL PLAN PHASE 3 - PHASE 5A & TEMPORARY FIRE ROAD EROSION CONTROL PLAN PHASE 3 - PHASE 513 EROSION CONTROL PLAN PHASE 3 - TEMPORARY FIRE ROAD SEDIMENT BASIN-1 DESIGN & DETAILS EROSION CONTROL NOTES & DETAILS WATER QUALITY CALCULATIONS & COMPLIANCE WATER QUANTITY CALCULATIONS & COMPLIANCE STORMWATER MANAGEMENT POND CONVERSION CULVERT DESIGN APPROVED by the Albemarle County Community Development Department Date 11/03/2020 File WP0202000034 CONTRACTOR'S RECORD DRAWING CERTIFICATION STATEMENT: (SEE SHEET 3 FOR RECORD DRAWING REQUIREMENTS) THIS HAND MARKED SET OF DRAWINGS HAS BEEN "REDLINED" TO PROVIDE AN ACCURATE DETAILED RECORD OF ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS ANY ITEMS NOT REDLINED" ON THIS PLAN SET OR SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE "CONSTRUCTED IN ACCORDANCE WITH THE DESIGN AS SHOWN". NAME, 777LE FOR. TRACTOR) APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT ENGINEERING INSPECTIONS z i 0 F- U N W 0 W a 0 �n - O I-r z I- I,� z z z z z W W W W O���I� 1 P: 2 2 a 0 0 0 0 U.0 U'U I Z Z Z Z w o z z z z 0 0 0 0 0000 U U ' U ! U O o ' O Q Z DESIGNED BY: UVN/JLF DRAWN BY: I UVN/JLF CHECKED BY: JLT eee��Py'c V Y J�(my L. TiEggart Lic. No. 4 A'Po F 10� 0�2020 4k' %E'SSIONAL Svr':v Z g IL J 0 Z O U Lr) O W U) O W J W W a- U cl: Z W T W N w0� (!5 w aJ X Q F- W m Q O H E-H W W O U DATE: 06-11-2020 SCALE: 1" = 1000' FILE: WPO-2020-00034 RGA#: 8438 SHEET: 1 OF18 a of all 0 N 0 m 80 0 80 160 240 , SCALE: 1"=80' LFUTURE PHASE 5B 0 STEEP SLOPES (MANAGED) luSTEEP SLOPES (PRESERVED) 95 SOIL LINE TYPE - (SOIL TYPE) BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81'23'05" E 26.04' L2 S 29.18'35" E 27.36' L3 N 71 `09'25" E 27.84' �11 /' //`\\`\\\\`\`XAk \ 111II1111 11\\\\\\ \ \ \ ////////////// u .\\\ \ \� \.. 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"N / \ ..: I7 :. \ �..1 _ / G. :: / 10 \ / 1 .r 1 ...� , .. 1 I 1 w.pp r 1 0 8 5 cn o U - N O 0 J> Crn^ rn a P IL :2v i Q — 3� J> (mn M LLI I¢- !� 00 o Z IE w I U D _O ZT) I-M zw0 O iMW — Q2 9v01 ZQq O w o� xw O LLZ cn �:)O N d w N /�/� U) N 'cW`rJl' Q W ; � //�� O r , J p _1r 1�^-1/1 Lu m O W v v U 0 W >0)a 0 a SiU a z 0 d a 0 0 0 IZ a o F O w w R 2 2 � 2 w 0 V V H z z 0 0 0 0 N N W O ry H N 0 � M 2 Z c N I I . � —L DESIGNED BY: UVN DRAWN BY: IARC 'CHECKED BY: JLT 144�.j,TH Op P4 U� /,y !' t/ �1 �,Jiimm/my L./'Taggart Lic. No. 22841 �. A�01, E\\GN+ ONAL z g z J (7 O Cl 0 - w �z OU 0 < O a O vi � � aMw w J LL cc = w 0 � Lu co 06 �- . cc Z a �_ LJJ 0- :) O wI=N0 rn w W CO z z LLJ r Q J x o z 2 Lu a o Fr Q CO� z ul IM 0 w H ¢ DATE: 08-11-2020 SCALE: 1 ":80' JOB: 8438 SHEET: 2 OF18 'EROSION AND SEDIMENT CONTROL NARRATIVE PRIOR TO CONSTRUCTION 1. OWNER SHALL POST SURETY BONDS FOR CONSTRUCTION, EROSION & SEDIMENT CONTROL. 2. CONTRACTOR SHALL OBTAIN PERMITS TO WORK WITHIN STATE RIGHT-OF-WAY (VDOT LAND -USE PERMIT). BONDING FOR WORK WITHIN THE VDOT RIGHT-OF-WAY MAY BE REQUIRED TO OBTAIN THE PERMIT. 3. CONTRACTOR SHALL COORDINATE WITH OWNER TO OBTAIN VSMP PERMITS, AS REQUIRED BY THE STATE DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ). 4. CONTRACTOR SHALL OBTAIN LAND DISTURBANCE PERMIT FROM THE COUNTY OF ALBEMARLE PRIOR TO BEGINNING CONSTRUCTION. 5. A PRE -CONSTRUCTION MEETING WITH THE ENGINEER, THE CERTIFIED LAND DISTURBER, AND THE ENVIRONMENTAL INSPECTOR MAY ALSO BE REQUIRED. ALLOW 72 HOURS FOR COORDINATION AND SCHEDULING OF PRE -CONSTRUCTION MEETING. PROJECT DESCRIPTION THE FIRST STAGE OF CONSTRUCTION OF BELVEDERE PHASE 5, KNOWN AS PHASE 5A, PROPOSES THE CONSTRUCTION OF 38 ATTACHED TOWNHOUSE UNITS AND 5 SINGLE FAMILY DETACHED UNITS. THE SECOND STAGE OF CONSTRUCTION, KNOWN AS PHASE 5B, PROPOSES 19 SINGLE FAMILY DETACHED UNITS. EXISTING SITE CONDITIONS & ADJACENT AREAS THE CURRENT CONDITIONS OF TMP 62-16D CONSISTS OF MODERATE TREE COVER WITH VIRGIN SOL TERRAIN. THE PROPERTY IS BOUNDED BY A CREEK TO THE NORTH WHICH SEPARATES IT FROM BELVEDERE PHASE 3, BELVEDERE PHASE 2B TO THE NORTH WEST, AND DUNLORA FARM TO THE SOUTH WEST AND SOUTH EAST. ALL EXCESS MATERIAL GENERATED AS PART OF THIS PROJECT SHALL BE HAULED TO A LOCATION WITHIN THE BELVEDERE DEVELOPMENT THAT HAS BEEN APPROVED BY THE COUNTY OF ALBEMARLE COMMUNITY DEVELOPMENT DEPARTMENT. SOILS 27B - ELIOAK LOAM (2% TO 7% SLOPES): MODERATELY SLOPING AND WELL DRAINED. STARTING AT SURFACE LAYER TO SUBSTRATUM, SOIL LAYERS CONSIST OF LOAM, SILTY CLAY, SILT LOAM. PERMEABILITY IS MODERATELY HIGH TO HIGH, AVAILABLE WATER STORAGE CAPACITY IS MODERATE. SURFACE RUNOFF IS MEDIUM. 39D - HAZEL LOAM (15% TO 25% SLOPES): SOIL IS DEEP, STRONGLY SLOPING AND EXCESSIVELY DRAINED. STARTING AT SURFACE LAYER TO SUBSTRATUM, SOIL LAYERS CONSIST OF LOAM UP TO 20 INCHES DEEP, CHANNERY LOAM UP TO 30 INCHES, BEDROCK UP TO 79 INCHES. PERMEABILITY IS MODERATELY HIGH TO HIGH WHILE AVAILABLE WATER STORAGE IN PROFILE IS LOW. LOCATION WITHIN THE DITCH WHERE APPLICABLE. 10. WHILE THE SEDIMENT BASIN REMAINS FUNCTIONAL FOR THE DISTURBED AREA, INSTALL THE PERMANENT EXTENDED DETENTION PONDS AND OUTLET PROTECTION MEASURES PER THE SPECIFICATIONS. 11. AFTER BEING NOTIFIED BY THE EROSION AND SEDIMENT CONTROL ADMINISTRATOR THE TEMPORARY EROSION AND SEDIMENT CONTROLS CAN BE CLEANED UP OR REMOVED, AND THE SEDIMENT TRAPS CAN BE FILLED IN AND SEEDED, THEREBY REDIRECTING DRAINAGE TO THE PERMANENT FACILITIES. 12. THE STORMWATER MANAGEMENT FACILITIES SHOULD BE CHECKED REGULARLY BY THE HOMEOWNERS ASSOCIATIONS TO ENSURE THAT THEY ARE STRUCTURALLY SOUND AND HAVE NOT BEEN DAMAGED BY EROSION. THE EMERGENCY SPILLWAY SHALL BE CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION RESISTANT. GRASS SHALL BE KEPT MOWN BELOW A HEIGHT OF 15" AND THE OUTLET SHOULD BE CHECKED FOR CLOGGING. THE DAM SECTION SHALL BE KEPT FREE OF SAPLINGS OR TREES.(REFER TO THE ADDITIONAL MAINTENANCE SPECIFICATIONS) PERMANENT STABILIZATION ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH STRAW & SEED IMMEDIATELY FOLLOWING FINISHED GRADE. SEEDING SHALL BE DONE WITH KENTUCKY 31 TALL FESCUE IN ACCORDANCE TO STANDARD AND SPECIFICATION 3.32, PERMANENT SEEDING OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. ANY FERTILIZER AND LIME APPLICATIONS SHALL BE IN ACCORDANCE WITH SOIL TEST RESULTS. ALL SEEDED AREAS WILL BE STRAW MULCHED TO PROTECT AGAINST RILL EROSION AND TO PRESERVE SOIL MOISTURE THAT WILL ENHANCE SEED GERMINATION. CRIMPING, PUNCH ROLLER -TYPE ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE STRAW MULCH INTO THE SOIL ON SLOPES IF STRAW IS TO BE USED. EROSION CONTROL MAINTENANCE 1. IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR: 2. 3. CRITICAL AREAS A. STEEP SLOPES STEEP SLOPES (PRESERVED) AND STEEP SLOPES (MANAGED) PER ALBEMARLE COUNTY CIS DOES EXIST ON THE NORTH EAST SIDE OF THE SITE. THE AREAS WHERE CONSTRUCTION ACTIVITIES OCCUR NEAR PRESERVED STEEP SLOPES, TREE PROTECTION AND SILT FENCE WILL BE INSTALLED AS A PROTECTIVE BARRIER, AS TO q NOT DISTURB THE SLOPES. STRUCTURAL PRACTICES 1. SAFETY FENCE (3.01) - A TEMPORARY SAFETY FENCE SHALL BE CONSTRUCTED WHERE DEEMED NECESSARY DURING CONSTRUCTION TO PROTECT THE MANHOLES AND SANITARY LINE FROM CONSTRUCTION TRAFFIC. 2. TEMPORARY CONSTRUCTION ENTRANCE (3.02) - A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE INSTALLED AT SITE ENTRANCE ON FOWLER STREET. 3. ROAD STABILIZATION (3.03) - ACCESS ROADS, PARKING AREAS, AND OTHER ON -SITE VEHICLE TRANSPORTATION ROUTES SHALL BE STABILIZED WITH STONE IMMEDIATELY AFTER GRADING. 4. SILT FENCE BARRIER (3.05) - SILT FENCE BARRIERS WILL BE INSTALLED TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE EROSION AND SEDIMENT CONTROL PLAN. 5. SUPER SILT FENCE BARRIER - WIRE -REINFORCED SILT FENCE BARRIER WILL BE INSTALLED TO FILTER RUNOFF FROM SHEET FLOW IF DEEMED NECESSARY BY THE EROSION CONTROL INSPECTOR. VEGETATIVE PRACTICES 1. SURFACE ROUGHENING (3.29) - ALL AREAS WITH A GRADE STEEPER THAN 3:1 SHALL BE STAIR -STEP GRADED OR GROOVED (PLATE 3,29-4) TO AID IN GRASS ESTABLISHMENT, INCREASE INFILTRATION, AND TO SLOW RUNOFF VELOCITIES. 2. TOPSOILING & STOCKPILING (3,30) - TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION OR TO HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER TO PROTECT DOWNSTREAM AREAS. 3. TEMPORARY SEEDING (3,31) - AREAS NOT BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS SHALL BE STABILIZED WITH A TEMPORARY SEED MIXTURE ACCEPTABLE FOR THAT TIME OF YEAR. CRIMPING, PUNCH ROLLER -TYPE ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE STRAW MULCH INTO THE SOIL ON SLOPES IF STRAW IS TO BE USED. 4. PERMANENT SEEDING 3.32 - AREAS BROUGHT TO FINAL GRADE OR THOSE ( ) CONSTRUCTION AREAS THAT WILL REMAIN DORMANT FOR YEAR OR MORE SHALL BE STABILIZED WITH A PERMANENT SEED MIXTURE ACCEPTABLE TO THAT TIME OF YEAR. PREPARE SURFACE WITH APPROVED TREATMENT AND ADDITIVES PRIOR TO APPLYING SEED. 5. MULCH (3.35) - PLANT RESIDUES OR OTHER SUITABLE MATERIALS SHALL BE APPLIED TO DISTURBED SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES. THIS PRACTICE SHOULD BE APPLIED TO ALL SEEDING OPERATIONS, OTHER PLANTER MATERIALS WHICH DO NOT PROVIDE ADEQUATE SOIL PROTECTION BY THEMSELVES, AND BARE AREAS WHICH CANNOT BE SEEDED DUE TO THE SEASON BUT WHICH STILL NEED PROTECTION TO PREVENT SOIL LOSS. CRIMPING, PUNCH ROLLER -TYPE ROLLERS, OR TRACK WALKING MAY BE USED TO INCORPORATE STRAW MULCH INTO THE SOIL ON SLOPES IF STRAW IS TO BE USED. 6. EROSION CONTROL BLANKETS (3.36) - EROSION CONTROL BLANKETS IN CONJUNCTION WITH PERMANENT SEEDING WILL BE INSTALLED ON ALL SLOPES STEEPER THAN 3:1 FOLLOWING GRADING. EROSION CONTROL BLANKETS WILL ALSO BE INSTALLED IN DITCHES WHERE POTENTIAL EROSIVE VELOCITIES MAY EXIST AS DETERMINED BY ENGINEERING CALCULATIONS. THIS WILL PROTECT FROM RILL AND GULLY EROSION. 7. TREE PROTECTION (3.38) - THE TREE FENCE BARRIER WILL BE INSTALLED TO PROTECT THE TREES OUTSIDE OF THE LIMITS OF DISTURBANCE AS INDICATED ON THE EROSION AND SEDIMENT CONTROL PLAN. 8. DUST CONTROL (3,39) - DUST CONTROL METHODS MUST BE USED TO REDUCE THE AMOUNT OF AIRBORNE DUST DURING ALL PHASES OF CONSTRUCTION WHERE SOIL IS EXPOSED OR DISTURBED. MANAGEMENT STRATEGIES 1. CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BE SEQUENCED, AND ALSO BEGIN AND END AS QUICKLY AS POSSIBLE. 2. THE CONSTRUCTION ENTRANCE AND PERIMETER EROSION CONTROL MEASURES SUCH AS TREE PROTECTION AND SILT FENCE SHALL BE INSTALLED AS THE FIRST STEP OF DISTURBANCE. 3. SEDIMENT BASIN MEASURES SHALL BE INSTALLED WITH PERIMETER SILT FENCE PRIOR TO ANY GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY FOLLOWING INSTALLATION. 4. THE SEDIMENT BASIN SHALL BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EVERY RUNOFF PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE-HALF OF THE DESIGN VOLUME OF THE WET STORAGE. 5. TEMPORARY SEEDING OR OTHER STABILIZATION METHODS, SUCH AS BASE AGGREGATE WILL FOLLOW IMMEDIATELY AFTER REACHING FINAL GRADES. 6. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED TO ESTABLISH GROWTH.. 7. THE JOB SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL PRACTICES. 8. DURING FINE GRADING OPERATIONS, MAINTAIN ALL DIVERSION DITCHES TO THE SEDIMENT TRAPS. THE SEDIMENT TRAPS SHALL REMAIN FUNCTIONAL THROUGHOUT INSTALLATION OF THE STORM SEWER INLETS, PIPES, OUTFALLS. INSTALL SILT FENCE INLET PROTECTION TRAPPING MEASURES AT EACH INLET THE CONSTRUCTION ENTRANCE SHALL BE CHECKED DAILY FOR SOIL BUILDUP. IF THE ENTRANCE BECOMES CLOGGED WITH SOIL AND FAILS TO PREVENT THE TRANSPORTATION OF SOIL ONTO THE ROADWAY, ADDITIONAL STONE, REPLACEMENT OF STONE, OR A WASH -RACK MAY BE REQUIRED. SILT FENCE SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. CLOSE ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED SILT FENCE RESULTING FROM END RUNS AND UNDERCUTTING. SHOULD THE FABRIC ON A SILT FENCE DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED, AND SEEDED. DIVERSION DIKES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW CHANNEL, OUTLET, OR SEDIMENT TRAPPING FACILITY AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 5. STORMWATER CONVEYANCE CHANNELS (WHERE APPLICABLE): 5.1. GRASS LINED CHANNELS - DURING THE INITIAL ESTABLISHMENT, GRASS LINED CHANNELS SHOULD BE REPAIRED IMMEDIATELY AND RE-ESTABLISHED IF NECESSARY. AFTER GRASS HAS BECOME ESTABLISHED, THE CHANNEL SHOULD BE CHECKED PERIODICALLY TO DETERMINE IF THE GRASS IS WITHSTANDING FLOW VELOCITIES WITHOUT DAMAGE. IF THE CHANNEL IS TO BE MOWED, IT SHOULD BE DONE IN A MANNER THAT IT WILL NOT DAMAGE THE GRASS. 5.2. RIPRAP-LINED CHANNELS - RIPRAP LINED CHANNELS SHOULD BE CHECKED PERIODICALLY TO ENSURE THE SCOUR IS NOT OCCURRING BENEATH FABRIC UNDERLINING OF THE RIPRAP LAYER. THE CHANNEL SHOULD ALSO BE CHECKED TO DETERMINE THE STONES ARE NOT DISLODGED BY LARGE FLOWS. 5.3. IF SEDIMENT IS DEPOSITED IN A GRASS -LINED CHANNEL, IT SHOULD BE REMOVED PROMPTLY TO PREVENT DAMAGE TO THE GRASS. SEDIMENT DEPOSITED IN A RIPRAP CHANNEL SHOULD BE REMOVED WHEN IT REDUCES THE CAPACITY OF THE CHANNEL. 6. CHECK DAMS SHALL BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EVERY RUNOFF PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE-HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. REGULAR INSPECTIONS SHALL BE MADE TO INSURE THE CENTER OF EACH DAM IS LOWER THAN THE EDGES. EROSION CAUSED BY HIGH FLOWS AROUND THE EDGES OF THE DAM SHOULD BE CORRECTED IMMEDIATELY. 7. THE EARTHEN EMBANKMENTS SHALL BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. 8. THE STORMWATER MANAGEMENT FACILITIES SHOULD BE CHECKED REGULARLY BY THE HOMEOWNERS ASSOCIATIONS TO ENSURE THAT THEY ARE STRUCTURALLY SOUND AND HAVE NOT BEEN DAMAGED BY EROSION. 9. THE EMERGENCY SPILLWAY SHALL BE CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION RESISTANT. GRASS SHALL BE KEPT MOWN BELOW A HEIGHT OF 15" AND THE OUTLET SHOULD BE CHECKED FOR CLOGGING. 10. THE DAM SECTION SHALL BE KEPT FREE OF SAPLINGS OR TREES.(REFER TO THE ADDITIONAL MAINTENANCE SPECIFICATIONS) 11. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED. IN THE EVENT THAT THE APPLIED SEEDING FAILS TO TAKE HOLD, BLANKET MATTING SHALL BE PLACED IN APPROPRIATE AREAS DEEMED NECESSARY BY THE ENGINEER OR EROSION CONTROL INSPECTOR. SEQUENCE OF CONSTRUCTION AFTER OBTAINING ALL REQUIRED PERMITS THE CONTRACTOR SHALL COORDINATE A PRE -CONSTRUCTION MEETING, ALLOWING 72 HOURS FOR ITS COORDINATION. 1. PHASE 1 1.1. PRIOR TO ANY LAND DISTURBANCE, CONTRACTOR TO HAVE SURVEYOR FLAG PHASE 1 CLEARING LIMITS. NO CLEARING OR GRADING IS ALLOWED OUTSIDE OF PHASE 1 LIMITS UNTIL THE PHASE IS COMPLETE. 1.2. INSTALL CONSTRUCTION ENTRANCE AT SITE ENTRANCE ON FOWLER STREET AND AT THE FIRE ROAD ENTRANCE ON BELVEDERE BLVD. SHOULD THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY THEN A PAVED CONSTRUCTION ENTRANCE, WATER TANKER TRUCK WITH TWO (2) PRESSURE WASHERS AND A SETTLING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT CONTROL PROGRAM ADMINISTRATOR. 1.3. CLEARING AND GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO INSTALL SILT FENCE TREE PROTECTION AND OTHER PERIMETER CONTROLS. SAFTEY FENCE SHALL BE INSTALLED IF DEEMED NECESSARY BY THE EROSION CONTROL INSPECTOR. PERIMETER CONTROLS MUST BE MADE FUNCTIONAL PRIOR TO ANY UPSLOPE LAND DISTURBANCE THAT TAKES PLACE. 1.4. INSTALL ORANGE CONSTRUCTION FENCE AS PROTECTION AT THE PERIMETER OF THE PRESERVED STEEP SLOPES (PER ALBEMARLE COUNTY CIS) TO PREVENT DISTURBANCE WITHIN THE WOODED AREAS CONSIDERED CRITICAL SLOPES. SILT FENCE REQUIRE "J-HOOKS" AT LEAST EVERY 100 FEET WHERE SILT FENCE IS NOT NEAR PARALLEL TO EXISTING SLOPE. CONTRACTOR TO INSTALL AS NEEDED, ESPECIALLY ALONG THE FILL SLOPES OF THE FIRE ROAD. 1.5. INSTALL SEDIMENT BASIN 1 & SEDIMENT TRAPS 1 & 2. PROVIDED STABILIZATION MEASURES TO THE DAM EMBANKMENT AND DOWNSTREAM SLOPE WITH SILT FENCE PLACED DOWNHILL FROM THE TOE AS SHOWN ON THE PLAN. 1.6. CONTRACTOR TO CONSTRUCT DIVERSION DIKES (DD) TO DIRECT RUNOFF TO THE SEDIMENT BASIN AND TRAPS. SILT FENCE SHALL BE INSTALLED ON THE DOWNHILL SIDE OF THE ACTIVE TRENCHING OPERATIONS. 1.7. ONCE ALL OF THE PHASE 1 CONTROLS ARE INSTALLED, AND PRIOR TO ADDITIONAL CLEARING AND GRUBBING, THE CONTRACTOR SHALL COORDINATE INSPECTIONS, AS REQUIRED BY THE COUNTY OF ALBEMARLE. 2. PHASE 2 2.1. UPON APPROVAL OF E&S CONTROL MEASURES BY COUNTY INSPECTOR, BEGIN CLEARING AND GRADING OF THE PROJECT AREA. THE LAND DISTURBANCE SHALL BE RESTRICTED TO THE LIMITS OF DISTURBANCE SHOWN IN THE APPROVED EROSION CONTROL PLANS. THESE LIMITS ARE CONFINED TO THE PROPERTY FOR THE FIRE ROAD AND THE BELVEDERE PHASE 5 DEVELOPMENT WITHIN THE BELVEDERE SUBDIVISION 2.2. CONTRACTOR TO BRING SITE UP TO GRADE AS SHOWN ON THE PHASE 2 EROSION CONTROL PLAN. CONSTRUCTION ROAD STABILIZATION MAY BE REQUIRED. REMOVE SEDIMENT TRAP #1. TRAP#2 MAY BE REMOVED IF DEEMED APPROPRIATE BY THE COUNTY INSPECTOR. DENUDED AREAS SHALL DRAIN TO AN APPROVED EROSION CONTROL MEASURE AT ALL TIMES DURING CONSTRUCTION. ALL PERIMETER CONTROLS SHOULD BE MAINTAINED UNTIL SITE IS UP TO GRADE AND AREA HAS ACHIEVED TEMPORARY STABILIZATION. 2.3. DIVERSION DIKES DD SHOULD BE MAINTAINED TO DIVERT WATER TO SEDIMENT BASIN #1 AS SHOWN ON PHASE 2 PLAN. 2.4. STOCKPILE TOPSOIL WITHIN AN AREA ON THE PROPERTY OWNED BY BELVEDERE AT A LOCATION APPROVED BY ALBEMARLE COUNTY COMMUNITY DEVELOPMENT. INSTALL SILT FENCE AT THE PERIMETER OF STOCKPILE(S). 2.5. CONSTRUCT RETAINING WALLS AS SHOWN. 3.6. FOR THE AREA SHOWN AS BELVEDERE CONSTRUCTION PHASE 5B: PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. LIME, FERTILIZE AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL DENUDED AREAS IMMEDIATELY AFTER ACHIEVING FINAL GRADES. ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL RECEIVE STABILIZATION WITH LANDSCAPING VEGETATION HARDIER THAN GRASS, WHICH WALL NOT REQUIRE MOWING. 3.7. PUMP AND DRAIN EXISTING SEDIMENT TRAP ALONG FIRE ROAD. REMOVE RIPRAP TO BRING SIDE SLOPES TO FINAL GRADE. BLANKETS, MATTING, MULCHING, TEMPORARY SEEDING, AND ANY ADDITIONAL MEASURES SPECIFIED BY THE INSPECTOR SHALL BE INSTALLED TO STABILIZE THE SIDE SLOPES OF THE FIRE ROAD. SILT FENCE SHOULD BE USED PARALLEL WITH THE PROPOSED SLOPES TO CAPTURE RUNOFF AS THE LIFTS ARE INSTALLED. ADDITIONAL MEASURES, SUCH AS SEEDING MIGHT BE REQUIRED. MUD -TRAPS ARE TO BE USED DURING THE INSTALLATION OF THE CULVERT PIPE. INSTALL CULVERT INLET PROTECTION, AND OUTLET PROTECTION. DIVERSIONS TO BE USED TO DIVERT WATER TO THE WEST SIDE OF THE FIRE ROAD WERE POSSIBLE. CONSTRUCTION OF THE FIRE ROAD MUST BE COMPLETED ONCE DISTURBANCE OCCURS, DURING A TWO WEEK NON -RAIN EVENT. 4. PHASE 3 4.1. REPAIR SILT FENCE WHERE NECESSARY, COMPLETE ANY DREDGING OF SEDIMENT BASIN #1. 4.2. CONTRACTOR TO PROCEED WITH CONSTRUCTION OF UTILITIES AND SHALL COORDINATE INSPECTIONS, AS REQUIRED BY THE ABLEMARLE COUNTY SERVICE AUTHORITY. 4.3. ONCE ROADS HAVE BEEN COMPLETED AND STORM SYSTEM HAS BEEN MADE FULLY FUNCTIONAL, SILT TRAP #2 MAY BE FILLED AND GRADED. AS STORM STRUCTURES ARE CONSTRUCTED,INLET PROTECTION AND OUTLET PROTECTION SHALL BE INSTALLED. 4.4. INSTALL DIVERSION DIKE (DD) AT THE TERMINAL OF FOWLER STREET (CONSTRUCTION STAGE 1) TO DIVERT WATER TO THE BASIN AS SHOWN. THE DIVERSION WILL BE MAINTAINED UNTIL BELVEDERE PHASE 5B PLANS HAVE BEEN APPROVED. 4.5. REVISIT PERIMETER CONTROLS, CHECK AND REINFORCE SILT FENCE DOWN HILL FROM SEDIMENT BASIN AND ALONG FIRE ACCESS ROAD. ENSURE NO WASH -AROUND IS OCCURRING NEAR TOPSOIL STOCKPILE. 4.6. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS, INCLUDING VEGETATION OF ALL SLOPES AND GRASSED AREAS. WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. LIME, FERTILIZE AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL DENUDED AREAS IMMEDIATELY AFTER ACHIEVING FINAL GRADES. ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL RECEIVE STABILIZATION WITH LANDSCAPING VEGETATION HARDIER THAN GRASS, WHICH WILL NOT REQUIRE MOWING. 4.7. CLEAN OUT ALL SEDIMENT BUILD UP FROM STORM CULVERT AND BASINS. AFTER SITE IS STABILIZED AND PERMISSION IS OBTAINED FROM THE EROSION CONTROL INSPECTOR, REMOVE SILT FENCING AND OTHER REMAINING EROSION CONTROL MEASURES IF DEEMED APPROPRIATE BY ALBEMARLE COUNTY. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS 1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR 1.1. CONTRACTOR SHALL ESTABLISH A STABILIZED SITE, AND NOT ALLOW ANY SEDIMENT TO EXIT THE PROJECT LIMITS. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 2.1. CONTRACTOR TO PROTECT STOCKPILE AREAS WITH SILT FENCE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 3.1. CONTRACTOR SHALL ESTABLISH A VEGETATIVE COVER ON ALL DENUDED AREAS. 4. SEDIMENT BASINS AND TRAPS PERIMETER DIKES SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 4.1. CONTRACTOR SHALL ESTABLISH THE PERIMETER CONTROLS OF SUPER SILT FENCE AS THE FIRST STEP OF THE LANDS DISTURBANCE FOR THIS PROJECT. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 5.1. CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AFTER EACH RAINFALL EVENT. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 6.1. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. 6.2. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.THERE ARE NO PROPOSED CUT OR FILL SLOPES. HOWEVER, THE CONTRACTOR IS TO RESTORE THE PROJECT AREA TO EXISTING GRADE. IF THE AREAS WITH NATURALLY STEEP SLOPES ARE FOUND TO BE ERODING EXCESSIVELY AFTER ONE YEAR, CONTRACTOR IS TO PROVIDE ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. B. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MAXIMIZE SHEETFLOW AND GROUNDWATER INFILTRATION 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED.CON TRACTOR TO NOTIFY ENGINEER AND COUNTY EROSION CONTROL INSPECTOR. 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.THERE ARE NO STORM SEWER INLETS PROPOSED. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.THERE ARE NO STORMWATER CONVEYANCE CHANNELS OR PIPES PROPOSED. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NON -ERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NON -ERODIBLE COVER M ATERI ALS. CONTRACTOR SHALL FOLLOW THE VESCH CHAPTER 3.25 UTILITY STREAM CROSSING REQUIREMENTS FOR THE TWO INTERMITTENT STREAM CROSSINGS. 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NON -ERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET.CONTRACTOR SHALL FOLLOW FOLLOW ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS FOR STREAM CROSSINGS. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: 16.1. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. 16.2. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 16.3. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. 16.4. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. 16.5. RE -STABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER. 16.6. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH.CONTRACTOR TO ADHERE TO THE APPLICABLE STANDARD FOR PRIVATE AND PUBLIC UTILITY INSTALLATION. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACT] VI TIES. CONTRACTOR SHALL MAKE PROVISIONS TO KEEP ADJACENT ROADS CLEAN FROM SOIL BUILD-UP. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE VESCP AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMEN TATION.CON TRACTOR SHALL STABILIZE SITE, AND OBTAIN INSPECTOR APPROVAL PRIOR TO REMOVING EC MEASURES. UPON APPROVAL OF THE ENVIRONMENTAL INSPECTOR, INSTALL INFILTRATION AREAS AND CONNECT ROOF DRAINS. 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:THIS PROJECT DOES NOT INCLUDE ANY ADDITIONAL IMPERVIOUS SURFACES AND THE PROJECT AREA WILL BE RESTORED TO ITS EXISTING CONIDTIONS. THEREFORE WILL NOT PRODUCE ANY ADDITIONAL STORMWATER RUNOFF. 19.1. 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. 19.2. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED USING THE VSMP CHANNEL PROTECTION CRITERIA. STORMWATER DISCHARGES ARE CLASSIFIED INTO ONE OF THREE TYPES OF CHANNEL. (1) "MANMADE STORMWATER CONVEYANCE SYSTEM" MEANS A PIPE, DITCH, VEGETATED SCALE, OR OTHER STORMWATER CONVEYANCE SYSTEM CONSTRUCTED BY MAN EXCEPT FOR RESTORED STORMWATER CONVEYANCE SYSTEMS OR, (A) THE MANMADE STORMWATER CONVEYANCE SYSTEM SHALL CONVEY THE POST -DEVELOPMENT PEAK FLOW RATE FROM THE TWO-YEAR EVENT WITHOUT CAUSING EROSION OF THE SYSTEM DETENTION OF THE STORMWATER OR DOWNSTREAM IMPROVEMENTS MAY BE INCORPORATED INTO THE APPROVED LAND DISTURBING ACTIVITY TO MEET THIS CRITERIA AT THE DISCRETION OF THE STORMWATER PROGRAM ADMINISTRATIVE AUTHORITY. (B) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. QDEVELOPED <= I.F. * (QPRE-DEV. * RVPRE-DEV.) / RVDEVELOPED UNDER NO CONDITION SHALL QDEVELOPED > Q PRE-DEV. NOR SHALL QDEVELOPED BE REQUIRED TO BE LESS THAN THAT QFOREST * RVPRE-DEV.)/RVDEVELOPED OR IN ACCORDANCE WITH ANOTHER METHODOLOGY THAT IS DEMONSTRATED BY THE VSMP AUTHORITY TO ACHIEVE EQUIVALENT RESULTS AND IS APPROVED BY THE BOARD. (2) "NATURAL STORMWATER CONVEYANCE SYSTEM" MEANS THE MAIN CHANNEL OF A NATURAL STREAM AND THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL OR, (3) "RESTORED STORMWATER CONVEYANCE SYSTEM" MEANS A STORMWATER CONVEYANCE SYSTEM THAT HAS BEEN DESIGNED AND CONSTRUCTED USING NATURAL CHANNEL DESIGN CONCEPTS. RESTORED STORMWATER CONVEYANCE SYSTEMS INCLUDE THE MAIN CHANNEL AND THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL. (A) THE DEVELOPMENT SHALL BE CONSISTENT, IN COMBINATION WITH OTHER STORMWATER RUNOFF, WITH THE DESIGN PARAMETERS OF THE RESTORED STORMWATER CONVEYANCE SYSTEM THAT IS FUNCTIONING IN ACCORDANCE WITH THE DESIGN OBJECTIVES. (B) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. SEE 19(B)(1)(B). GENERAL EROSION AND SEDIMENT CONTROL NOTES WORK AREA PROTECTION & MAINTENANCE 1. ALL FENCES REQUIRED TO BE REMOVED OR DISTURBED BY CONSTRUCTION SHALL BE SALVAGED, STORED, PROTECTED AND RE -INSTALLED BY CONTRACTOR AT THE DIRECTION OF AND LOCATION DESIGNATED BY THE PROJECT MANAGER. IF SUCH FENCE MATERIAL CANNOT BE REUSED DUE TO DAMAGE CAUSED BY CONTRACTOR, CONTRACTOR SHALL INSTALL NEW FENCE OF THE SAME TYPE OF MATERIAL. TEMPORARY FENCING REQUIRED BY PRIVATE PROPERTY OWNERS SHALL BE PROVIDED BY CONTRACTOR. CONTRACTOR IS ADVISED TO CONTACT PROPERTY OWNERS AT LEAST FORTY-EIGHT (48) HOURS IN ADVANCE OF REMOVING ANY FENCE IN ORDER TO COORDINATE RELOCATION AND/OR PROTECTION OF ANY ANIMALS, AND TO ESTABLISH AND CONFIRM WITH THE OWNER THE PRE -CONSTRUCTION CONDITION OF ANY FENCE TO BE REMOVED, DISTURBED OR REPLACED. 2. CONTRACTOR IS PERMITTED TO WORK IN THE PUBLIC RIGHT-OF-WAY FOLLOWING ISSUANCE OF VDOT APPROVAL) AND ANY TEMPORARY OR PERMANENT EASEMENT (FOLLOWING VERIFICATION OF EXISTENCE OF EASEMENT) SHOWN ON THE PLANS. HOWEVER, CONTRACTOR SHALL NOTIFY PROPERTY OWNER(S) FORTY-EIGHT (48) HOURS PRIOR TO WORKING ON ANY PRIVATE PROPERTY TO GAIN AND COORDINATE ACCESS AND TO DETERMINE A STORAGE AREA FOR MATERIALS IF NEEDED. COORDINATION OF ACCESS TO PUBLIC RIGHT-OF-WAY AND STORAGE OF MATERIALS THEREON SHALL BE COORDINATED WITH VDOT AND THE PROJECT MANAGER. CONTRACTOR'S FAILURE TO SO NOTIFY AND COORDINATE WITH PROPERTY OWNERS AND/OR THE PROJECT MANAGER MAY RESULT IN DELAYS. 3. CONTRACTOR SHALL, AT HIS EXPENSE, MAINTAIN THE WORK SITE IN A CLEAN AND ORDERLY APPEARANCE AT ALL TIMES. ALL DEBRIS AND SURPLUS MATERIAL COLLECTED SHALL BE DISPOSED OF OFF THE WORK SITE BY CONTRACTOR, AT HIS EXPENSE. 4. EXISTING LAWNS, TREES, SHRUBS, FENCES, UTILITIES, CULVERTS, WALLS, WALKS, DRIVEWAYS, POLES, SIGNS, RIGHT-OF-WAY MONUMENTS, MAILBOXES AND THE LIKE SHALL BE PROTECTED FROM DAMAGE DURING THE WORK. ANY DAMAGE CAUSED TO SUCH ITEMS SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. PROPERTY PINS DISTURBED BY CONTRACTOR THAT ARE NOT SHOWN ON THE PLANS TO BE DISTURBED SHALL BE RESTORED BY A LICENSED SURVEYOR AT CONTRACTOR'S EXPENSE. 5. CONTRACTOR SHALL EMPLOY EROSION CONTROL DEVICES AND METHODS AS REQUIRED TO MEET THE REQUIREMENTS AND INTENT OF THE LOCAL EROSION CONTROL ORDINANCE. CONTRACTOR SHALL PROVIDE THE NECESSARY DIVERSION DITCHES, DIKES OR TEMPORARY CULVERTS REQUIRED TO PREVENT MUD AND DEBRIS FROM BEING WASHED ONTO THE STREETS OR PROPERTY. CONTRACTOR'S VEHICLES SHALL BE KEPT CLEAN TO PREVENT MUD OR DUST FROM BEING DEPOSITED ON STREETS. NO AREA SHALL BE LEFT DENUDED FOR MORE THAN SEVEN (7) CALENDAR DAYS. VEGETATION 1. PRIOR TO REMOVING ANY VEGETATION, CONTRACTOR SHALL MEET WITH THE PROPERTY OWNERS AND THE PROJECT MANAGER TO REVIEW THE LIMITS OF CONSTRUCTION AND OBTAIN PERMISSION TO REMOVE VEGETATION REQUIRED TO DO THE WORK. 2. TREE AND PLANT ROOTS OR BRANCHES THAT MAY INTERFERE WITH THE WORK SHALL BE TRIMMED OR CUT ONLY WITH THE APPROVAL OF THE PROJECT MANAGER. ANY TREES OR PLANTS WHICH ARE SHOWN TO REMAIN THAT DO NOT INTERFERE WITH THE WORK, BUT ARE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS, SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. 3. CONTRACTOR SHALL CLEAN UP, RESTORE, SEED AND MAINTAIN ALL DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF WORK ON EACH SITE. TOPSOIL, SEED, FERTILIZER AND MULCH SHALL BE PLACED IN ACCORDANCE WITH ESC AUTHORITY STANDARDS ON ALL DISTURBED AREAS. A PERMANENT STAND OF GRASS ADEQUATE TO PREVENT EROSION SHALL BE ESTABLISHED PRIOR TO FINAL ACCEPTANCE. 4. THE ACT OF RESEEDING SHALL NOT QUALIFY AS "STABILIZED". THE CONTRACTOR SHALL 19 BE RESPONSIBLE TO ESTABLISH VEGETATION, NOT SIMPLY APPLY SEED AND MATERIALS. GENERAL CONSTRUCTION NOTES 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS),THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 AM TO 9:00 PM. 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 A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO BE APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF. INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/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 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO BE APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. CONTRACTOR'S RECORD DRAWING REQUIREMENTS CONTRACTOR SHALL KEEP ACCURATE RECORDS OF ANY CHANGES SUBSTITUTIONS, ALTERATIONS, VARIATIONS OR UNUSUAL CONDITIONS ENCOUNTERED OR IMPLEMENTED WHILE ENGAGED ON THIS PROJECT. THESE RECORDS SHALL BE IN THE FORM OF 'REDLINES". 'REDLINES" SHALL REFER TO THE CONTRACTOR'S HAND ANNOTATIONS USING RED COLORED PEN/PENCIL TO DEPICT ACTUAL CHANGE, SUBSTITUTION, OR CONDITION. PRIOR TO CONTRACTOR REQUESTING PARTIAL OR FULL PAYMENT, CONTRACTOR SHALL PROVIDE THE OWNER WITH AN UP-TO-DATE CONTRACTOR'S RECORD DRAWING. SPECIFICALLY, THIS SET OF PLANS, ISSUED TO THE CONTRACTOR AS FINAL CONSTRUCTION DRAWINGS, SHALL BEAR THE REDLINE' MARKINGS LISTED BELOW AS WELL AS THE CONTRACTOR (AGENT OR SUPERINTENDENT) SIGNATURE AND CERTIFICATION BELOW: 1. REDLINES SHOULD ALWAYS BE ACCURATE NEAT, LEGIBLE, DATED AND REASONABLY SCALED. 2. ADD LARGE RED LETTERS TO TITLE SHEET WITH 'CONTRACTOR'S RECORD DRAWING' INCLUDING CONTRACTOR'S NAME, DATE, AND OTHER RELEVANT INFORMATION 3. CONTRACTOR'S REPRESENTATIVE OR SUPERINTENDENT SHALL INITIAL EACH SHEET. IF A SHEET HAS NOT BEEN CHANGED AT ALL OR NO MARK HAS BEEN ADDED, LABEL THE SHEET ONLY 'NO CHANGES' 4. IF A SHEET HAS BEEN CHANGED OR MODIFICATIONS HAVE BEEN ADDED, LABEL IT 'REVISED' 5. USE WRITTEN EXPLANATION TO DESCRIBE CHANGES. REFER TO SPECIFIC ACTIONS INSTEAD OF REFERENCING CHANGE ORDER NUMBERS OR RELATED DOCUMENTS 6. USE CLEAR LETTERING 7. NEVER REMOVE OLD VALUES OR DETAILS, JUST REDLINE OR "X" THROUGH THEM. IF THERE IS NO ROOM FOR THE NEW VALUE, YOU CAN GO TO THE SIDE AND REDLINE THE REPLACEMENT VALUE. 8. PROVIDE THE REDLINE DETAILS OF CHANGES OR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO FABRICATION, ERECTION, INSTALLATION, LOCATION, SIZING, MATERIAL, DIMENSION ADDITIONS RELOCATIONS SUBSTITUTIONS ETC 9. BE SPECIFIC WHEN MAKING NOTES TO UNDERGROUND UTILITIES SHOWING EXACT LOCATION DEPTH, AND MATERIAL USED (EXAMPLE: SEWER LATERALS) 10. PROVIDE ALL NECESSARY INFORMATION OF CONTRACTOR'S DESIGNED SYSTEMS OR SUBSTITUTIONS 11. CROSS OUT ANY PLAN REFERENCE TO "APPROVED EQUAL" AND REPLACE WITH ANY SPECIFIC INFORMATION OF VARIANCE USED DURING THE CONSTRUCTION PROCESS 12. ANY CHANGES IN INVERT ELEVATIONS, GRADE MODIFICATIONS, SLOPES, AND RELATED INFORMATION ON PIPING UTILITIES, EARTHWORK, ETC. SHALL BE REDLINED. 13. RECORD ALL UNEXPECTED OBSTRUCTIONS, COMPLICATING FACTORS, UNSUITABLE CONDITIONS FOUND IN THE PROJECT AREA INCLUDING ROCK, UNUSUAL TOPSOIL CONDITIONS, BURIED DEBRIS, ETC. 14. ATTACH OR INCLUDE ANY SHOW DRAWINGS OR SUPPLEMENTAL INFORMATION TO THE CONTRACTOR'S RECORD DRAWING 15. CHANGES MADE AS A RESULT OF ANY REGULATORY OR OWNER INSPECTION PROCESS CERTIFICATION STATEMENT: THIS HAND -MARKED SET OF DRAWINGS HAS BEEN REDLINED" TO PROVIDE ACCURATE DETAILED RECORD OF ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS. ANY ITEM NOT REDLINED" ON THIS PLAN SET OR SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE 'CONSTRUCTED IN ACCORDANCE WITH THE DESIGN AS SHOWN". NAME, TITLE FOR: ___ (CONTRACTOR) IItL\la A . 0 W w r o � U N °'za O0 Z t0 �Y< 2 05 HLb5Qw 0 < C/] .11!4OU r Ir ¢� m w 0= V) M 0 � 0 2J JZ v < - Z 0 > I4 (A o , o w C7 � W En 0 j In o v aW N W N W Q Q Z O _ w U_ � o J - r v > V 0 a0Lu r w/ Fil L) � Q MT rno z 0 a z W 0 tL 0 z ci O z M �2 P p �2 Z O z W 2 z W i z W i z w i P= i 0 i 0 2 0 2 0 z r r- r ': w p Z Z Z Z 0 0 0 0 N O O O 0 � m m o � o 0 a 0 00 . a Z ' N M V Ej DESIGNED BY: UVN/JLF IUVN/JLF DRAWN BY: CHECKED BY: JLT P1,TII op `r� O C 0 � a/� U !' Y n Jimmy L. Taggart ALic. No. 2841 44 �oF 10%30/2020 144 E&&ZONAL E.LyG z g < D- Z_ _J 0 °C O > Ir H w O CE C) z W W � O � (D 00 E- cf) Q < (24 J OC = LLI 0 -.cv W 0- U z 06 W a z o z II 0 � wW N E� Cfl0 o W ❑ D- U U O W Q Ir z z I0 o Q J x 0 vo W � < � M m it 54 H- I- U) >Q Q 0 Iz 0 cr 07 DATE: 06-11-2020 SCALE: NA FILE: WPO-2020-00034 RGA#: 8438 SHEET: 3 OF 18 i EROSION CONTROL PLAN LEGEND 3.02 CE 3.18 OP CONSTRUCTION OUTLET ENTRANCE PROTECTIONCONSRUCTIN 3.03 CRS 3.19 RIPRAP RR ROADTSTABILLIIZATION 3.05 SF 3.31 TS - o-- SILT FENCE IEMPORARY SEEDING 3.07 IP 3.32 PS STORM DRAIN INLET PROTECTION PERMEN�ANT 3.09 DD }� EdTAN TP - �- TEMPDIVERRARY SION DIKE DPPROTECTIONN 3.13 ST 3.39 DUST CONTROL DC SEDIMENT TRAP *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. I 11 11 I i / / TEMPORARY SEDIMENT TRAP PARAMETERS ST#1 Total Drainage Area= 0.57 acres Total Storage Req= 76.38 cy Minimum wet/dry Volume Req'd. = 67 cy * 0.57 acres = 38.19 cy Total Storage Provided ® 444 = 149.40 cy Sediment Trap Design Volumes for Wet Storage Available Basin Volume Prov'd. = 48.7 cy CAP 440 Bottom of wet storage: 436 Top of wet storage: 440 Side slope: 1:1 Depth:4 ft Sediment Trap Design Volumes for Dry Storage Available Basin Volume Prov'd. = 100.7 cy ® 444 Bottom of dry storage/bottom of stone weir: 440 Top of dry storage:444 Side Slopes:2:1 Depth: 2 ft Sed Trap Design Elevations: Top of Berm/Weir = 445 Berm Width = 2.5 feet H 3 ft Bottom of Stone Weir (Bottom of Dry storage) = 440 Ho 2 ft Weir Length = 6 x area = 4.5 feet W 2.5 ft Weir Height = 2 foot 30 0 30 60 90 SCALE: 1 "=30' STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L i N 81 °23'05" E 26.04' L2 S 29'18'35" E 27.36' L3 N 71'09'25" E 27.84' I �C�iITICA�SLOP \ T9 �ICF� OFF IiRIOR TO-9r,W-:-: " I I f \ \ _ C.ONSTRUCIV oPOS. ED-Li11A1TSLOP-0I T��AdVE€je 12° \ C-OWURR ANDIMS-NOT-ENCROAMINT(_ iE-CWCAL li9\ \ \ \ \ \ \ \ ; $f�OPE$.. . ■w��17+ EEn_PRA NSILT �w A1V_uD�iM—ITS -M . L04ES �F.L/f l TP CD WON X—X Now �Ts CD saw WIN NITIII�x—— 0 / 000 / � - -- -- ------------- 10 � �X_x— / ro \ -___ i DD m TS DC - / PROPOSED SAFETY FENCE, ! <� 1 \ � ST_1� DRAINAGE AREA 2 \ \ INSTALL SIGNS "WARNING CONCENTRATED STORMWATER G \ KEEP OUT, DROWNING TO ST-1: 0.57 AC _nP� HAZARD" FLOW DIVERTED TO SEDIMENT N PROPOSED DIVERSION. ` — TRAPS/BASIN USING DIVERSIONS 1 CONTRACTOR SHALL ENSURE POSITIVE SLOPE IS MAINTAINED. BERM \ \ \ \ \ TPSF 1�/ /' SHALL BE STABILIZED AS \ A FIRST STEP IN \\ \\ \ X TpX— X TP X— X TP X— X/ x I // \ \ \ DISTURBANCE.(TYPICAL \ \ \ \ \'FOR ALL SHOWN) 1 \\ % ^I BELVEDERE CE \\ \\ PHASE 5A / ) �DC TS ALL SLOPES GREATER / / <0` O _440 TR��E �� _--- \ / THAN 3:1 MUST BE / / // 40_ �'� EX I I / ' — \ \ \\ \ \ / / STABILIZED WITH LOW`� MAINTENANCE VEGETATIVE / / / / 2 I� y//�' \ \ \ \ T.\ ' ` GROUND COVER OTHER / / / / 2 � — — — — — / II i/�j. DC �D / — \ \\ \ / / i \ THAN GRASS // // DD/ ,5� 010 (PS i / / / DRAINAGE AREA TO SR-1 4.21 AC. (SEE SEDIMENT BASIN _ CALCULATIONS SHEET 13) 14) /®�I,/jy6o�Ro/fie �� / // / � � �D) 1t"011-G rJA%/jam / L� `L� \ \ \\ \\ /// // \ \\ \ // 00-1 Bonnet ' \ I 1 \ pR°01 / I \ \ \\���' /' ,� / — --\ \ \\ \\ a7q-� 10 2 / \ \ \ \ \ // / _\ \ \ \ \ i / rant ,10- �0 1 — \ \ \ \ -444' \\\ROPOSEb SAFETY FENCE, `IISTALL S14I "WARNING \ \ KEif OUT, DROWNING �C+ / /' ' \\ \\ \ \\ HAZA7"\--44f''/ Ts < DRAINAGE AREA TO SF=1.05 AC \ \ \ D DC `RECEIVING SECTION OF SF=615 LF *DA DOES NOT EXCEED 0O/ MU / .25 AC PER 100 LF LNG r \ C V\�"y•YP1`NP��1G' EMS �%i !� I \ 01 A \ _ LIMITS OF TU_RDIS_BANCE 14.46 ACRES \----432-------- ----- OPER \ I I �� \\ � � 1 \ \ �N b�ENT�\_ -----------4.- i --------' i \I zU g w U ° OZ zaN o� �Y> J Q0) �5Lid U ICE T J = O U z< m w 0U) mO D W OQ �L c=i Z0 (A i o LL LL Z 1— 0 i N V aIn a w Q z > o ^ Utwi�W a :EU) O a o w w/ L O Fil � Q U IE a 1' Ln W 0 W a 0 z oz zzzz z z z z Z W W W W O o 0 0 0 w2Maaa oZZZZ 0 0 0 0 0 0 0 0 N O O O Q N m m o zN M �o�4$1D G` ,7JiimmAao� 143 z g a a z_ —1 0 O Ir cc i z OLn CE Iq¢ a O_ (1) w m �a T J fn Q JILL C1. Q W CE } opf W Q z 13" 0 LU LUWN0 oW W LJ ° 5 4d a> Q F- ZLO z (O o �W XQ U2M Crm~�w a � a W 0 O ° 'F^- vJ DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1 "=30' FILE: wRo-2020-00034 RGA#: 8438 SHEET: 4 OF18 EROSION CONTROL PLAN LEGEND 3.02 CE CONSTRUCT N ENTRANCE 3.O3 CRS ROADTSTABILLIIZATION 3_05 SILT FENCE SF F3. 0 7]STORM 3.07 IP DRAIN INLET PROTECTION 3.09 DD }� D TEMPRARY VERSION DIKE 3.13 ST SEDIMENT TRAP 3.18 OP OUTLET PR TECTION 3.19 RIPRAP RR 3.31 ILMPORARY TS ---o-- SEEDING 3.32 PS T P SEEDING 3.38 TP - TREE PRESERVATION AND PROTECTION 3.39 DC DUST CONTROL *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81'23'05" E 26.04' L2 S 29`78'35" E 27.36' L3 N 71'09 25" E 27.84' V] STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) III 1v1Ii1� i_2Aw is 11 111 \ i�1 ll i Total Drainage Area= 1.61 acres Total Storage Req= 134 * 1.61 = 215.74 cy Minimum wet/dry Volume Req'd. = 67 cy * 1.61 acres = 107.87 cy Total Storage Provided @ 432 = 434.30 cy Sediment Trap Design Volumes for Wet Storage Available WET Volume Prov'd. = 124.48 cy @ 430 Bottom of trap: 428 Top of wet storage: 430 Side slope: 2:1 Depth:2 ft Sediment Trap Design Volumes for Dry Storage Available DRY Volume Prov'd. = 171.30 cy @ 432 Bottom of dry storage/bottom of stone weir: 430 Top of dry storage: 432 Side Slopes:2:1 Depth: 2 ft Sed Trap Design Elevations: Top of Berm/Weir = 433 Berm Width = 4.5 feet Bottom of Stone Weir (Bottom of Dry storage) = 430 Weir Length = 6 x area = 10 feet Weir Height = 3 foot 0 0 0 0 '/•/////%'�.�! i��i././.� j/.���'���'�—y.� .—.y -„ � J.I.I.J. /. l / / \ �\ \\. .\. \ \. \ \'\• \ �. \ '1�' / I I I , I 1 A. ----- ----.--li / \ TP A. so 4-42 TP a — a°c / / 446- / II / / / / / / DC CONCENTRATED STORMWATER FLOW DIVERTED TO SEDIMENT TRAPS/BASIN USING DIVERSIONS cry ) /DRAINAGE AREA DC / TOST-2: 1.60AC TS BELVEDERE PHASE 5B \ DD \I TS � / I 1 \PROPOSED DIVERSION. \ — — CONTRACTOR SHALL \ \ 440_ � I \ I I ENSURE POSITIVE SLOPE — — — — I S 1 I I I I IS MAINTAINED. BERM SF --� SHALL BE STABILIZED AS -- A FIRST STEP IN / 1 I \ I I I I DISTURBANCE.(TYPICAL FOR ALL SHOWN) —438-- \--434-_—_ / DRAINAGE AREA TO SF=1.19 AC _4 z RECEIVING SECTION OF SF=664 LF \ \\\ CONCENTRATED STORMWATER — — *DA DOES NOT EXCEED 0.25 AC PER 100 LF / / / % % \ 7. I FLOW DIVERTED TO SEDIMENT — 430 `\ TRAPS/BASIN USING DIVERSIONS30� (TYP) _ --428---___ / __-------426-----_ \ \ �\---------424-----__ \\ \ \--------- 422---_-- 4-24---- X �X —�X X. _X X —X X X —X X X X X---x _ X —X X —X X X —X X / X —7X I \\ ----------------- ----_� \ _ _ LIMITS OF DISTURBANCE 14.4ErACREO // — — — — — — — — — — — — — U 6 w U -R Z ZaN O 0 > Lr)J En Q 0< w U T J = 00 ¢�w m EE 0M� Z5 O W _j Z v c=i Z0 0 n W , N H�I.y W 0 0 1— > N V aw a w Q Z J > O ^ C) a _ CO Oa o LU w/ L O Fil � Q U IE 0 a U W 0 W a c z oz zzzz z z Z Z Z W W W W 0 F 0 i i 0 o 0 0 0 w2Maaa o Z Z Z Z 0 0 0 0 0000 N O O O Q N m m o o 0 0 ti Z e N M Op `J�C Jimmy L. Taggart LIC. No. Q Aa0 10/�38�2020 �3`SIONAL F'�G z d Z J 0 M z x 0 a a z 'L/U m vi T J 1 CC �= w 0 LU Q x Cz 06 W Q z p z w L U C\I 0 � cfl � a w 0 o q LU Q 0[ o x Q J x FD z 2i LI < a o) �m � z a CD � W � 0 O C0 DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1 "=30' FILE: wRo-2020-oo034 RGA#: 8438 SHEET: � OF18 a m 0 0 0 0 I I I o // /AA \ \\\ I I I \1 o I / / / \ I 1 1 , \ \ \ . \ • I / / / / / I I / / \ 30 0 30 60 90 -f� \. \\ . \. \ . \. I I / / / I I \ \ SCALE: 1 "=30' / I I I \ \ I I�59E.� I I I I I ti I / I\/ �/• / � I I ///// / / / .,. 1 I I I I / I I I I I \ \ ' I I I � I..I . / I / /,. /. / /,----_\ \ III , / /. STEEP SLOPES (MANAGED) \ II / / / / / o \ \ \ \ \ / / �-9'EMAR i COUNTY GIS � / I 1 I h - � A. ,. ., / / - - \ 1 I I ( ./ . /. / / CRITIC sLOPF15 I �\I // / / / ,// // o I i ✓ \ \— STEEP SLOPES (PRESERVED) \ \ \ \ \ \ \ \ \ \ 1 . \ . \ — _ / / / \ \ \ 11 I �! ( / / / / CONTRACTOR TO INSTALL 3' - 4' SECTIONS OF SILT- \ \ \ \ \ \ \ . \ . 1 / / / \ \ \ \ I I .I I / / / FENCE "J-HOOK" EVERY 100 FEET WHERE SILT I / \ \ \\ \\ \ \ \ \ \ \ \ ` — - - - _ _ _ / ' / \ \ \ )I 'I I I 'f I / / / / FENCE IS NOT NEAR PARALLEL TO EXISTING SLOPE I I \ \ \ \ \ \ \ \7\ .I. \ _ IIi1I I I I I .I. 1�c / / / / / / / \ \ \ \ \ \ \\ \\ \\ \ i.—. —420—. — ' -\/'1 I I l�\\\� I IIII. f .I . I. .I I / �4 s / / / / / / / / 000 BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81 "23'05" E 26.04' L2 S 29'18'35" E 27.36' L3 N 71'09'25" E 27.84' A AA AA x Mai \ \ \\\\ .1. \ ( 1 I 'y : 0sow \' x Sam Mom AA x AA T TS 1. I 1 1 / // / IDD DC B� -REMOVEDJOR -C 1L Rll gQN8TRUC-TI6N\ \\ � = \ \ \'� \ \ \\ �y /% \ ' ' 1 I I / // ' / X TpX—X 1PX—X 1p X—X/Tp—X—'L� \ \ \\ r\\ \\ �/ \\ \ \ // ` \ "J-HOOK" (TYP WHERE \ \ X \ ��� \\ \ \ \\ \\ \\ \\ `� ��V%\\�i J - � � \ >• III //'� � / ��o�j - �( \ \ III /.,.`'/' AA \ �o� \ \ \ \ \I tie Ov \ \ \ \ \ \ god �. / T( \ �oNl ' OP / \ \ \ \ �\ c o J \ / '. // Right Front Bonnet fr \ I \\ k \\ \ \ \\ \\ \ \ \ \ \ \ \ \>� �Z'5c- BMELEV.=455.10 ' \ \ \ QN \\ ALBEMARLE COUNTY GIS \ \�2 Z \ Bolt on Hydrant r 0 f\ \ \ \ \ \ \ MANGED SLOPES cL\�\�1 N ( 1 \ \ \ \ \ \ > Z �P o o �/ _ \ \ 0 \ AA z XAl \ ' \ \ m sZo. \ �/. .. X J i I \ �� \�\8C�' S / o o u /i / N'�2 \ \ \ J OWN � \ \ \ O \ \ \ \ \ \ \ o \ m o of `r�\\ INA (\O \ SF \ / �{ I \ \ \ \ \ > ° o\.• /, / / 1 \ \ \ 0 \ \ \ \ �\ \ ono\ \ \ l ti \ \ — \ \\ \ \\ \ \ \\ \ 1\\ cl\ \\'o \ot cs�v�\oJ�\\r� I I TS�wA \ \ 'A\ \ \ \ \\� o \ o �o o�d� � p/ %\ r I I \ ] 1 \ / p/ I \\\ WI \P A,\ \ D(� \ \ \ \ o� n�\ \ \ d act 0�\�0� /�. d \ \ \ I \ \ J \ \ �\ AA PER \ I \ \\ ` ���\\ $ N\ n�\\Y'y oo / �// \\ .�/ `� \ r \ \ / �' / j/, .. \ \ / �1 \ \ c PR019810- \ I I I I I \ \ \ I \ \ o v " \ )/ \\ o R 5 \ \ \ \\ \ \ \ \ \ \p� �\ \ \ \ \ \ \ \ \ \ \ \ \ \ INAk \ \ •\ �\ \ \ \ \ i /\ j . , p/ \ I \ O / / / \ \ I \ \ \ \ \ \ \ NOTE LOT 245 THROUGH 254: ALL TOWNHOUSE AND VILLA UNIT ROOF DRAINS SHALL\ \ O \ \ I / \ \P a \ vJE 6X \P TIE-IN TO THE PRIVATE STORM DRAINAGE PIPES. WHERE APPLICABLE, ALL FOUNDATION \ \ \ \ \ \ l I j X j / \ \ \ \.'\\ \ TM \O�N�\N — — — \ \ \ \\ \ \ DRAINS FROM THE ATTACHED UNITS SHALL TIE INTO THE PRIVATE STORM DRAINAGE \ \ \ \ ` / I� \ \ \\ G E AA \ \ CE PIPES AS WELL. (FROM APPROVED PHASE IIB PLAN WP02016 71 AMENDMENT #2) \ \ \ \ I / // — \ \\ `�� \ \\ \ \ \\ \ \ 1`S \ 7x\ \ \ \ \ \\\\ \ \ Ak r ) I \ o r- i I \ \ \ i .. \\\ j 1 'A/ -� \ \\\\ \ \\\ MPS N R09 m s W U-M O Z zw t0 �Ya 8 J i o f/� � � � j J Ir wco J = OC18U a u m a Z If a O Wo 0 w OQ �Ir cr Q Z v U ZO > N w C7 O Ir> o aw N 7 > oZ J } U) =ZW O a o Lu rn U z 0 a cc N W 0 a 0 z O z zzZZ Z cWc cW cW cWc 0_ cC cC CC CGC 0 0 0 0 w o Z > M M M > 0 0 0 0 0 0 0 0 N O O O W N \ o 0 0 ZN M V �PtiTx of `f�c Jimmy L. Taggart Lic. No. Q A*aF 10�30%2020 ESSIONAL �'�� Z Q Z_ J 0 O °C z uJ w I O a zOW(flm �AA (n Q r Q x p O = w LL p- x Lu W 06 W Q z a. w z LLJcr 0 � � 2 Q0 P4 W 0 D- U OO 0 W Q Ir c> � Q � w zoE" Q g � Q � c� O O H ¢ DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: 1,LT DATE: 06-11-2020 SCALE: 1 =30 FILE: wao 2020-0003a RGA#: 8438 SHEET: 6 OF LB 0 0 C 0 0 EROSION CONTROL PLAN LEGEND 3.02 ENTRANCE CONSTRUCTION CE 3.18 PROTECTCONSRUCTIN N OP 3.03 ROADTSTABILLIIZATION CRS 3.19 RIPRAP RR 3.05 SILT FENCE SF 3.31 TEMPORARY SE DIING TSSTORM ---�- 3.07 DRAIN INLET PROTECTION IP 3.32 P SEEDING T PS 3.09 DIVERTEMPSION DIKE DD �� EdRARY TAN DPPROTECTIONN TP ---�- 3.13 SEDIMENT TRAP ST 11 3.39 DUST CON IS *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL ,CONTROL MEASURES. / / I 7-7 'RE-vl I . CAIfE�-TS 29-'_ \176T-€.X-=��Akt.0_VMgL-E� Ln All 7 M -mown Mw SF Now /—x PS — IN logo low X� / _f ��� —x-- —x 4 RETAINING -WALL _GEOFA�—I—C --- / TS / A S >• d� xd / \ \ SEE- TE _WR PLAN FOR DETAILS - / ( ��-- 1�ETAINING WALL & GEOFABRIC Raw � �-/-x x / 4 pJ �✓ \\\ \ - (SEE SITE PLAN FOR MORE DETAILS _— --— — — — — —— \ \ ___------<-------- 1 V / T / CRS - �p TP SF , \ /'----------- x x —x TP x —x x x' CRS TP 7 ALL SLOPES GREATER THAN ` 3:1 MUST BE STABILIZED WITH LOW MAINTENANCE ' / 1 \ \ // ) / ) TS-- CE VEGETATIVE GROUND COVER / OTHER THAN GRASS, SUCH AS KENTUCKY BLUEGRASS ' / / / / / / D� y\ \ \ \ \ \\\ \\�\ TS / hh DC INE _440y — EE L EX. T� -C (� / ALL SLOPES GREATER— �' BELVEDERE \ / THAN 3:1 MUST BE / �/ i\/ // \ \ \\ �\ \ _/' / \ / � / STABILIZED WITH LOW P.HASE 5A MAINTENANCE VEGETATIVE ( GROUND COVER OTHER ,/ ,/ THAN GRASS, SUCH AS CRS / KENTUCKY BLUEGRASS / c �% / \ \ � � \CRS \ \ / \ / ---- / � \\ \\ PHASE / AREA TO SB-1: 3.80 AC. E _ (SEE SEDIMENT BASIN CALCULATIONS) �+ sa-i / 455.10 Bonnet rant I �S!t P(x-TNP0O 0 30 STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) 60 90 BOUNDARYLINE INFORMATION LINE BEARING DISTANCE L 1 N 81'23'05" E 26.04' L2 S 29°I8'35" E 27.36' L3 N 71'09'25" E 2Z84' ROPOSEb SAFETY FENCE, "WARNING KEEP OUT, DROWNING / // HAZA$D" \--442� / k6 I /�fO DD / PS �1AU BM\ P#\\\\ \\\ \\ \ \ \�Q11 \ \ \ I I 1 \ \ Z�Nt slll / 7 \� I \ — — — — —/x x� x x� x x x x, x— ? x x x x x x x x x�— x � / I I I j / \\ \\\\ \ 6 / ON�� / / / 1 3 VV / 10�9. 4 I \ \ \\ LIMITS OF DISTURBANCE 14.46 ACRES / / / I \ \ .RET. WALL & GEOFA'BRIC /�/ E \ ALL SLOPES GREATER THAN 3:1 MUST BE I SPLAN OR STABILIZED WITH LOW MAINTENANCE I / / I ---- — — -MORE AILS 38- P- VEGETATIVE GROUND COVER OTHER THAN GRASS, \ \\ \ \ \\ SUCH AS KENTUCKY BLUEGRASS m S w ^ �o -° U O Z z. o� �Y> 02 J Q 41 w U r J = 0U ¢� m w Mo cid pw D J Z v U Z0 Ir C7 ° >> o w o w 0 �rV//J�� � > N V EL w w Q z > o cQi ai J a J o V) Oa w Fil 0 O 0) Q m= rn O z a C 0 W a 0 o_Z Z O z w z W z W z W �g000 Z Z Z Z Q 0 0 0 0 W 0000 N O O O O H Q N � m m o \ o 0 0 00 .�-i rti N DESIGNED BY: UVN/JLF I UVN/JLF DRAWN BY: CHECKED BY: I JLT Op Jimmy Jimmy L. Taggart Lic. No. 4 n�0 10/230�2020 1}�� �ssIONAL ElyG Z g Q z J 0 Ir O > Ir F Z J 0 LSD Q I a cl,z (D m O_ u' C/) a Cn QT Q a r� J Ir JL U w0 Lu LLI j a a F- z LL 0 x Lu W E C9 ❑ U U W D- O LU Q F Q z > CFI-) ow -1 � LLJ Q x m ~ < wa Lu Q Q F- If U) DATE: 06-11-2020 SCALE: 1 "=30' FILE: WPO-2020-00034 RGA#: 8438 SHEET: 7 OF 18 EROSION CONTROL PLAN LEGEND 3.02 CONSTRUCT ENTRANCE N CE --03 3 3.05 ROADTSTABILLIIZATION SILT FENCE CRS SF F3. 0 7]STORM 3.07 DRAIN INLET PROTECTION IP 3.09 3.13 D EROSIION RARY DIKE SEDIMENT TRAP DD ST }� 3.18 3.19 OUTLET PR TECTION RIPRAP OP RR 3.31 SEEDING ILMPORARY TS ---o-- 3.32 3.38 T P SEEDING TREE PRESERVATION AND PROTECTION PS TP - 3.39 DUST CONTROL DC *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81'23'05" E 26.04' L2 S 29`78'35" E 27.36' L3 N 71'09 25" E 27.84' 2 STEEP SLOPES (MANAGED) 12 STEEP SLOPES (PRESERVED) X. =. .--. .------- --- �i�i / l / \ \Tp PS \ \. .\. A. \ \ \ �./i/! ii.i�i.��/ /i'���!� /P\'�_� � _�__�� .ice/. // /' \� \ \ \\ \ \ \.\.\. \. \•\ �\\•\\\ �—�' / / / / / sp \.\. \ \ DID � � \ \ vA. TP cp PS � QA f \ / J 1 CRS NN Pal PS / / / BELVEDERE PHASE 56: __ I\ AREA TO BE CLEARED, Z� \ GRUBBED & STABILIZED. TS DC DIVERSIONS & TRAP MAY BE S — \ REMOVED WHEN AUTHORIZED \ \\ MU BY COUNTY INSPECTORS \ \ 1 I I I I I \ \ \ \ \ l x I I I I I -� vv CRS DOD \\ ----- P SE -ZEROS N vv v CON URS SHOW 'IN THE \ \\ OAD ARE SUB -GRADE \ \ \\ ELEVATIONS 00 I I I \ — 440_ 4- \ I I —--434_—_ ps 30_-- \ \\ \\— — — — — — — Aq I } *SF�g — — — — ---- �\\420------ / \ \ \ �X--X X —X X —X X —X,— X —X X )(— —X —X _ X —X X —X �X —X --J \\ \ \\ ---------------------- LIMITS OF DISTURBANCE 14.46 ACRES/ // \\\ \ — — — — — — — — — — — — — \—` I J U g w U -R z z d N O O>J Q0) <w U T J = 00 Q� m w 0fA 0:O D U Q L Q2 vU zF3 CE_ n w, N H�I.y W 0 0 1— 0 i N V aw a w Q z J > O uj ^ U GO :EM Lu a J Oa o w w/ L O Fil � Q U IE 0 a a Ln W 0 w a c z oz z z z z z z z z Z W W W W 0 o 0 0 0 w2Maaa oDDDD 0 0 0 0 0 0 0 0 N O O O QQ N M M O �aaa PyTH Op DJ�C Jimmy L.Taggart Lic. No. Q Aa0 10/�30�2020 &3SIONAL ElyG z a z J 0 LO F 170 � z w x Ov a a z W w Q T m c.2 jr = w r) M LU � 06 L1J Q z a w L u C\l 0 z 2 Cfl P, w 0 D- - a C'3W <01 O F- z % ~ Ems-' 2i W x -i O C� J cr m ~ z W w a LD 2 w O H DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1 "=30' FILE: wRo-2020-oo034 RGA#: 8438 SHEET: 8 OF18 �\ I I I I I I I I I I � I I I I r/ \• .`.... / 1 — \' 1 I 1 / \ \ \ • \ I / / / MT MODIFIED MUD TRAP VAR I / —f� / / I I \ \ 30 O 30 I SCALE: 1"=30' A I4\ // \ l/ �� �� •/ i/ / / I l l / � I I I I \ \ STEEP SLOPES MANAGED �EMAR COU�T/ GIS I I \ \\ 1\ \\ \ \ \ \\ \\ \\ \,/CRITICFjL SLOPPS \. .\ . •\ \ _ / ��. / / \ / ' /' '/ / / / / / / / `f I 1 I \ ❑ STEEP SLOPES (PRESERVED) B M 1 TO BE INSTALLED ON CONSTRUCTED SLOPE .... - - ' ' . / / / \ \ \ I / / ALONG THIS FIRE ROAD ROUTE, GREATER THAN 10 I I I I I \ \ \ \ \ \ \ \ \ \ \ \ . . . . . -._ f i // \\ \\ I I� / // VERTICAL FEET. MATTING TO BE INSTALLED WITHIN l �` \\ \\ \\ \ \ \\ \\ \� \\ • \ \\ 1 .1 I \ _ ,_ � _ - - - _ - - _ - '— / / � _ _ \ } 48 � URS OF ACHIEVING FINAL GRADE. / � / I logo . _ , ALL SLOPES GREATER THAN 3: 1��— \ MUST BE STABILIZED WITH LOWX� �� goo MAINT "ANC VEGETATIV GR UN ' — I I A S / / l /- 60 90 \ sa BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81 °23'05" E 26.04' L2 S 29`18'35" E 27.36' L3 N 77°0925" E 27.84' \\ \ \\ \\ \ \ \ \\ \\ \ OTHER THAN GRASS, SUCH A — �\ \ X X � x I / ► I, woo ^ X E 0 D --- COVER S IF KENTUCKY BLUEGRASS — — �/ a 'may X X X . . I B_77/M 1 TO BE INSTALLED ON CONSTRUCTED SLOPE \ k \� \ . i \ I:: f ' : 1 . ' �: �. ' /.'��`� I/ —46 v/' :.:' - . .. j .. . . CLdAN WATER \ / I OI TSIDEJE LIMIT TP $F0 DISTUANCE �1 DDI / LL BE ERTED / / / X Tp— X — X Tp— X — X Tp— X - p=�X \ I , / 1 f 70THE LVERT/ / / ' 1 1 I 1 I I / / / / / / ALL SLOPES GREATER THAN ` II II 1 I 1 IIEX�STING SEDIME 'I / / WITH LOW OW MAINTENANCE ST BE D 2 \ o �f TRAP WP/02016-71 / / VEGETATIVE GROUND COVER #3, #357, or CLASS II ) (AMEN MENT #) / / / / / OTHER THAN GRASS, SUCH #5 STONP RIP RAP \ \ � \ \ � \ \ \� \ \ �► /�`� �c \ / / I � / AS KENTUCKY BLUEGRASS \ HORSE�E/7G/O� / / / / / �CIPFLOW \ \ gGORE�iYTE , , / / / -J STONE WEIR DETAIL 3, .:v::::: — _ i .. \ \ / 6' WIRE SUPPORTED �� \ �: ' \ \ \ \ ALL SLOPES GREATER THAN 3:1 - - , � � � � � � \ - - / C � - slur PENCE CLEAN Wi ER \ \ / NI MUST BE STABILIZED WITH LOW -/ > OUTSK THE\LIMI�S, \ \ MAINTENANCE VEGETATIVE GROUND _ zi / I I \ OF DISTU BANZ`F� \ \ \ COVER OTHER THAN GRASS, SUCH _ S \ \ \ \ \WILL BE DI TED \ �\ \� \ AS KENTUCKY BLUEGRASS \ \ \ \ \ \ TO THE CUL'RT C \ \�\\ / \ \ \ \ \ `\ \ \ \\ �� �\� I \\ \\ (- '• IIII I,_ SEE STONE C /� / / //// \kI / WEIR DETAIL ��� 9 � Note: Modified Mud Trap \ O�Q_61oDPR To Be Placed At Low Point D N PS ART( y� \ // / NOT TO SCALE \ ti I 1 PR°�\ I MT MODIFIED MUD TRAP Rlght Front Bonnet BM ELEV.= 455.10 Y \ \ RN 2 \ 01 / \ \ \ \ \ TY GIS \ r2 \� \ j Bolton Hydrant ALBEMARLE COUN \ \ \ \ \ MANGED SLOPES o d\ 1 s� \o�o LLD oho o // A\ 6 P\R�5(\ \\\ \ \ \ \ Q IZI of �F \ \ ty to \ \ \ \ \ \ o o i / `ki y I \ \ \ P M \ \ \ \ \ \ o > U. \ F CRC 1 \ l i \ \��y 2 s� \ NOTE LOT 245 THROUGH 254: a \ \ \ ER \ I I \ I �\ \ ALL TOWNHOUSE AND VILLA UNIT / / . \\ \ \ \ ROP ENS g \ I I _ - _ r ---- \ > Y \ o ROOF DRAINS SHALL TIE-IN TO I \ / / / .. /� \ 1 \ \ \ b� \ \ 1 I I THE PRIVATE STORM DRAINAGE \ O / \ ( I s\" \ f PIPES. WHERE APPLICABLE, ALL I 1, FOUNDATION DRAINS FROM THE O \ / / /�.� z �\� I . \ I JGP\N RtkS \ 1 \ \ \ \\�- - - - - - - \ ATTACHED UNITS SHALL TIE INTO \ \ 'ATHE PRIVATE STORM DRAINAGE \ \ � \ / \ / /.il \ \ • ♦� � \ \ . I \ .. 1 ° \\ \ \ \ / \\ II \\\ \ \ PIPES AS WELL. (FROM \ O \ \ I f \ \ \ \ \ \ / / / / \APPROVED PHASE IIB PLAN \ \\� \ / - \ WP02016-71 AMENDMENT 2) 6% v \ \ \\\ G\8 \\ l \\\ 2 \ / I \ 1 - \ \ \\ \ \ c / / / / \\ (�\ \ \ \ 1 // ,� i \ �O\ M \� \ \ \ A 1g \\ \ \\ ALL SLOPES GREATER \ / \\--> / / ��< I\ \ I i - ./ O\, oNn" �\ � \ V1 0 THAN 3: 1 MUST BE �I — / j �� \ / I \ \ \ \ \ �N--STABILIZED WITH LOW \ \\ G E y \\\ \N\ 'GR � \ \ \MAINTENANCE VEGETATIVE / \ \ / �/ 1 �\ \\ \ \ \ \ \\ \ . \ \ \ \ \ GROUND COVER OTHER �/ // / �/ ` \ �.. \\ \ \ \ \�(� \\ \\ / �\ \\ (I e THAN GRASS, SUCH AS a/ \ 0 1 ]\ \ / / \ \ \ ) I KENTUCKY BLUEGRASS / / ' CE I -- ^ \ \ c^ \ \ \ I I / / \ \\ \ \ \ \ \ \ / lil I / 1 a \\ / I A \\/ \\ \ \ \ \ O INS 9 R \ I ` � � / \ \ \\\ \ I \\\ OM 0 I / /\ i �\ \ \ \\\\\\ \ ��\\ r° 2N PQEG �j A 8 u, ^ �o OZ zO�N O _ Y ¢ � J F- 0) ¢ w O T Cc Qyyi OU ¢� m u0 ILZ =w ¢ O(0 Wo 0 W OQ M� ¢ Q Z v U Z 0 ?i (' N w (3 iL Z rn 0 > o d !r °' v W N cw ¢� z >o ¢ia w a zjj J _ U) > O�w n/ a0U0 Fil LU Q rn U Z O a U W p a p y z F- F- F- F- z z z z Z w w w w o a 00 }0 }0 y0 W z z z z p 2 Z Z Z > > > > 000ij 0 0 0 0 N O O O w o F- tV \ O O O a0 ti N � z ry m v �o{4'p,T/H 0� �t�n Un y �ra Jimmy L. Taggart Lic. No. "8 W¢ A10, 10/30/2020 l:,w 4111 ECG z Q d Z J O ¢ Er > z _j I O L Q � z W LJ w w O (1) x � 0 o Q J a 04 UJ v � 0W Qz aw L<'WNz LE o H� W � U v a (� W Q z zoo Q X W Q o oC m tr w LL1 ILL Q O c� O 17) H � DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1' -30 FILE: wPo 2D2D-0003a RGA#: 8438 SHEET: 9 OF 18 I EROSION CONTROL PLAN LEG 3.02 CE 1 CONSTRUCENTRANCETION 3.05 SILT FENCE SF F.07]STORM 3.07 DRAIN INLET PROTECTION IP 3.07 DIP DROP INLET PROTECTION 3.09 DID }� 1 TEMPORARY DIVERSION DIKE 3.13 ST SEDIMENT TRAP END 3.18 OP OUTLET PROTECTION 3.19 RIPRAP RR 3.31 TEMPORARY] EMPORASEEDINY 3.32 PS P T SEEDING 3.38 TREE PRESERVATION AND PROTECTION TP ---o-- 3.39 DUST CONTROL DC *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81 `23'05 " E 26.04' L2 S 29' 18'35 " E 27.36' L3 N 71°09'25" E 27.84' I \\ NOTE LOT 1 -14. ALL i— 4. ya/y \ • \ TOWNHOUSE UNIT ROOF DRAINS \ �PIROP..V/W \ , \ 420 yACCESS' &\ AND FOOTER/FOUNDATION / 9BENSPACE HEADER,— \ �d1NT�NANSIr PIPE INAS SHOWN NECT TO .. .. ' ' .. i%�CSSINT ' oLo I \ \ \ \ \ PROPOSED TEMPORARY GRADING AND CONSTRUCTION E/ SEMENTv\\ I I MAX HEIGHT 14.�1` �__ ... , •. - — --- �S sm S S�� i " — woo _ �� �'::•::.. �\� ,' \I �I �� II>?VC ®1%I IN SZOPEI �I CLEANOUT TYP. �E SHOWN ' � — — — I--- �_ ,1 �woo X ; SF rjs' I _ I I I I I I I IP .'..... _ \\ \ : \ \\ L JL— �� JI-=--�L—_J I IL_ I ''�-�I IL II ' w'f1II - - --- - - - ---- _ s .......... ............ " p, O c� ''% :gp — � _ /-' �_ -'" \ \' •e ' \ ems- � JV !! �O — N \ \ \ / �..... - - - - — - FO n / ' — / 12 •; m „ 1 —X T X —X j X yTP x P--X \. R Z y INSTALL SIGN: "WARNING, KEEP OUT, DROWNING 8TOT o �F� OPE® HAZARD" / �� \ \ / \\ / © I Pal / \ i /\ / \ / 1 \ _ / / �1 11 PROPOSED t2' ACtiESS — / / CE — ,: \ ' . O / / \ \ / /\ P / v> 1 -& MAINTENANCE j/ // /\ \\ / DC �\ / aS o N -OV pv�y \ /PND�� /< /�.'' / / BELVEDERE PHASE 5A / \ N � / \ _ / /� \\\ \\ate // \� \•' � \ �\ /// \\$cam ks �1 / \ \ / f • Yam{ 10 rant ��RNO� 2 / \ / '� 0( \ / \ / \ / / \ \ / / / — ti \ 5\ P Nr�� / / 1 \\ � \ « \ \ - i �\ • � ' • '., � , ..:.� '... � � /\ HAS 3 DRAINAGE O SB-1: 6.76 AC. (SEE / PS A EASEMENT (FOR POND & \ / \ WALL MAINTENANCE) -440 7 _! 11 o INSTALL SIGN: "WARNING, KEEP OUT, DROWNING — ,- HAZARD" \ PROPOSED V/W ;WM EASEMENT ` I � I� Y I I\ I I I \ I \ I \ R 1 I/ T", \\ \\\ \ /i ;/ �/ 11' 4 — _ \ — �\ SEDIMENT BASIN �\ 0•6 \ _ /...'...�\ \\�\\ \I \\\\ \ \'\ / �l \ \ \\\\�;// _ r_ 6 \\ CALCULATIONS SHEET - // \OF \ ........... \\ \ \ \ l / // 28: ALL TOWNHOUSE UNIT ROOF I \ // ,' 0 l \ \ \ RE \ / / // / / // NOTE LOT 19 - FOUNDATION DRAINS TO \ I oo.I \\ \`mac' / A k I / 2OO I DRAINS AND FOOTERS AS 4 I I CONNECT TO HEADER PIPE SHOWN I N _ J J \ v® v v vN PGA / U 1 v v vv v r // I � _ 21 L _v_ _ , v� PS, PS ®\ IF! SCO E ,� .T 3�---- IN SOP \\� �• \ DC D N P \ \ \ \'\ . \!I\,�, \\ \ ,/ \\ \ \\ � I ING \7�'o'��sZ� � \\ \ \ - - - - - / �`'_ 36 �-- ----- -__--- _ - ----'` � ��v SPAEEs---- ��- -- - --� / - - - - - --- - ----- � I #1 /\ `\ O \-\� \\ --- �g� --- ------- \ \ o \ \ � Ad I T x x X— x= � x— X X X� X X x—J ,x X— \ -PROPo ^� LIMITS OF DISTURBANCE 146 ACRES . 22 M o � N/23°51 '30 W 1069. 4' \ \ h6 /' .' .' .' .' .' \ \ \ m \ I / NOTE: ALL SFD UNITS TO HAVE SPLASH BLOCKS AT ACCESS 8c N' / /� — r \o-1 \ \ \ a \ \ cO / FOUNDATION DRAIN & ROOF DOWNSPOUTS TO ENSURE MAINTENANCE / \ \ 11 \ SHEET FLOW. THE YARD AREAS WILL BE / ' \ — -433- —PROPOSED V/W SWIM EASEMENT \ a \ \ G EASEMENT / �o \ \ \ cy�o \ — — _ — R�(1 \\ GRADED/SEEDED/LANDSCAPED AS NECESSARY TO FULLY / Q- / / / �'�� \ \ \\ \ / / / /PROPOSED/ 15' ACCESS EASEMENT I \ \\R0?0 L \ STABILIZE THE SITE TO PREVENT CONCENTRATED FLOW -- / ^m / / c \ \ \\ \ \ m ALL SLOPES GREATER THAN 3:1 MUST BE // k0� \ \ \ / , \ \ 1 1 �(\P LEAVING THE REAR OF ANY RESIDENTIAL LOT WITHIN THE \ — — _ _ _ _ _ _ k / \\ \ \ \ STABILIZED WITH LOW MAINTENANCE VEGETATIVE / / / / / P� \ \ b� E \ / / \ \ \ / / / / / 7 o I 1 510 BELVEDERE PHASE 5 DEVELOPMENL GROUND COVER OTHER THAN GRASS /.' ... �7 a, s W cao U -m O Z z9N En 2 J > I+` T J = 00 ac in"O LLZ =W a 0O55 Wo 0 w 0Q Nc Q Z v U Z� L7 ° -> F•rj w w 0 o Fil LLZcn rn Ir > No v LLW N� N W Q z J > O v > a J O ILO W 00 O W Lu rn U z 0 d N W a O Z F- F- z z z z Z W W W W o���� i i 0 0 �0000 U }} >> o z z z z 0 0 0 0 0 0 0 0 U U U u 0 0 0 0 0 N M V z �PyTH aF Gf�c Jimmy L.Taggart Lie. No. zeal w�' A�oF 10/z30/2020 1}a �Ssl ANAL EtyG z a Z J 0 O Ir > w O LO Q z w w w �a O r Q dam_ i = w O a �. LiJ a- o2f cr LLI <L z p- w W CV D o w W 0 F- E~ C3 W Q LL �� z 2 � zLO 2i LLI Q o OC m w w a Q N O ° rn DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1 ":30' FILE: wPo-2020-00034 RGA#: 8438 SHEET: 10 OF 18 EROSION CONTROL PLAN LEGEND 3.02 CE CONSTRUCT N ENTRANCE 3 --03 CRS ROADTSTABILLIIZATION 3.05 SILT FENCE SF F3. 0 7]STORM 3.07 IP DRAIN INLET PROTECTION 3.09 DD }� D TEMPRARY VERSION DIKE 3.13 ST SEDIMENT TRAP 3.18 OP OUTLET PR TECTION 3.19 RIPRAP RR 3.31 ILMPORARY TS ---o-- SEEDING 3.32 PS T P SEEDING 3.38 TP - TREE PRESERVATION AND PROTECTION 3.39 DC DUST CONTROL *REFERENCE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81.23'05" E 26.04' L2 S 29`78'35" E 27.36' L3 N 71'09 25" E 27.84' 2 STEEP SLOPES (MANAGED) 12 STEEP SLOPES (PRESERVED) A� f /y��,VOP��c./II nlp ,.� / ��/ / /../ / / X. / / O MU TS 46 PS ���/ i� i, .�_ ice✓ \ 3Sx 0 �•!'�� �� �/ ice/ �•` `i�k� // � \\ � \-- ----x �_- // // / IP / PSNOY Qou R� � PS TS Z_'_ 4 Ts De BELVEDERE x I \:. r\ �:... PHASE 5B E `� r\ \\ MU _ x ---- — / \ / PROP. FU RE STORM q 42 \ SEWER MT. �I Z PS IP ^ P x \ � - DC IP \ �\ MU -----434__ Op/� LEVEL / x ,SPREADEi — � �G ---------422-- 420 \ \ ` �X_—X —X X —X X —X � x— X X —X 2�X —X X —rX X —X X 7�4X X �20 � _ _ LIMITS OF DISTURBANCE 14.46"ACREO / — — — — U g W ^ �o U -R Z z U) O En O� �Y> OM JO Qa1 ��W U T J = 00 Q� m W 0U) 0:o D W 0Q �L c=i z� C7 ° -> W o LL LLZ 1— ir > N V 1-1Cc O O_ w Q N V �1 N W Z J > O ^ U GO a J :EM OaOw w/ L O Fil � Q U IE 0 a a Ln W 0 w a c z O z z z z z z z Z Z Z W W W W 0���� o 0 0 0 w � o Z Z Z Z 0 0 0 0 o 0000 N O O O Q N M M O PyTH Op DJ�C Jimmy L.Taggart Lic. No. Q Aao� 10/�30�2020 z g a d Z J 0 IM F- Q z W J x Ov a a z W W O Q 0 ILL � 2 w 0 M w U x cz 06 W Q z w L u C\l 0 z 2 Cfl a w 0 D_ - ,4 q W Q 01 O F- 2i W x - O Q C� w m w Z a 2 W O DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: 1 "=30' FILE: wRo-2020-00034 RGA#: 8438 SHEET: 1 1 OF18 0 30 60 I • . 1. •. � I / / / / � I � / / \ ', 30 90 I I I I I ij. \: \ \\. \ I 1 I I I / I \ \ SCALE: 1"=30' I / B/M 1 TO BE INSTALLED ON CONSTRUCTED SLOPE ALONG THIS FIRE ROAD ROUTE, GREATER THAN 10 VERTICAL FEET. MATTING TO BE INSTALLED WITHIN \. III I / / / / // / / / / /. 48 HOURS OF ACHIEVING FINAL GRADE. STEEP SLOPES (MANAGED) PROPOS D'PUBLIC V \ \ DRAIN GE EASEMENT \ AJ BEMARIe COUNTY/ CIS h I \ STEEP SLOPES (PRESERVED) RITICAL SLOPFP of \ - - - / MUD -TRAPS R. CROSS SLOPE SILT FENCE MAY BE \ • \ \ - / / / , , \ \ \ I / / / / / REMOVED WHEN ROADWAY IS AT FINAL GRADE, PROPOSED TEMPORARY GRADING AND \ /BLANKET AND MATTING IS IN PLACE, AND COUNTY iCONSTRUCTION E SEMENT A INSPECTORS AUTHORIZE. - 1 -PROPOSED TEMPORARY GRADING \ \ / ALL SLOPES GREATER THAN 3:1 MUST BE STABILIZED I - AND CONSTRUCTION EASEMENT \ / WITH LOW MAINTENANCE VEGETATIVE GROUND COVER -- OTHER THAN GRASS, SUCH AS KENTUCKY BLUEGRASSV. ___--- di BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81 °23'05" E 26.04' L2 S 29'18'35" E 27.36' L3 N 71'09'25" E 27.84' 71 _--- ' Xis aXs a _ X X "- - X loft/ S X f,-- S EASEM _/4F — X TP X — X Tp— x \ - \ / �_. V A A v v• \ . � � � �'� � � � — — — � � , �'� \ PROPOSED TEMPORARY GRADING AND CONSTRUCTION EASEMENT \\ \\ \ ALL SLOPES GREATER THAN 3:1 MUST BE STABILIZED WITH LOW � MAINTENANCE VEGETATIVE \ \ , GROUND COVER OTHER \ THAN GRASS, SUCH AS / KENTUCKY BLUEGRASS \ \ \ �, \ y �� \ \ \ ✓ S - - - - '0 -T POSED SWM EASEMENT / \ ' \ l \ / // �� ����/ i''\ / \ / / \\ \ \\ \ '��\\\ �i � =}% /// i';, \\\ ��� Q��O��� I�. I III �'� .•. '•' d\ g \ \ \ \ /.' .' .' .' .' .' .' . 6E G plop P D k / 8 zip f \ / e'' \ \ \ \\ / .. \ / kont Bonnefi... \\ \\ I\ 1\ \ � PR201 / \ PROPOSED TEMPORARY GRADING AND CONSTRUCTION EASEMENT >� SINELEV�455:10 NQR 0� / \ I / \ \ \ ALBEMARLE COUNTY CIS \� o \� o \ \ \ Bolton ran#. \\ `�\OP �N(1 �M0(/ / MANGED SLOPES �P OAP \ \�> ''cL `o o� >\ y `�c�� moo. \:\ l• ', / �/ ....' ......:. l \ \ \ \ \ \ \ Q d2o o\ u o �cL m \\ \ \ \ �\ 1\ 1 \\ � � \ \ \ \ i ' Q�SQ � � cp`t� \off v o� ..' ✓� .' .' .' .' .' .' .' .' .f .' .' .' .' .' .' .' .' .'i _ C �. _.•7•: • '..',.' :1\ ��� 2 0. Z / \' •' \\ \ \ \ \ l \ G l `'''..'...\........... �/...... ww`` "\ i / / 5F- I \ \' .' .' .' .' .' .' \� \ \ G� 6'• ES / � \ oho o /.•! / �,',', .'.\.' / F \ \ \ •'..'.. \� \ \ PG / 0 1 \ \ \\ \ \ \ \\P \ \ > o mod . v� \ ✓/• .' y /� 1 �1 a- I \ \ \ \' .' .' .' .......' . ` s cL o � /'•.� 0 �\ orb/:.� CA \ \ \ y. •\ \ \ MJ 5 �//•',......�... i / // \ \ // y / {.................. \ \ \ �� 0.1 \ \ \ \ \\ \ y, \ v> \ pow "> \Zo• �.'/ \/............./ \ \ / \ / ....'.'.'. "......'.\ a s \ \> \ d \ o� \/\ / / \\ \ YO I / \ / \ i x / � / . \ • .. ,' ,' .' \ \ \ \ \ �mP�R 19a 1Pi \ o cam\ o �o r \ os /` '' NOTE LOT 245 THROUGH - \tl \ \ �.�':. \ r cL p o� �' ALL TOWNHOUSE AND VILLA UNIT \ \ / / \ i - _ \ \ �'�` � \ ROOF DRAINS SHALL TIE-IN TO I I \ � _'S \ \ I � / � / I ' ' ' � � \ � � '®•' .� .. • . 4 THE PRIVATE STORM DRAINAGE \ — \ PIPES. WHERE APPLICABLE, ALL . FOUNDATION DRAINS FROM THE \ O \ �\ / I /.'::'.�%� \\ \\\,'.. I,'•..'.'\ \ \ \ \ \ \ \ ATTACHED UNITS SHALL TIE INTO ' \ \\) \ / / �i `t •• . \ � I..',',•.•.\ \ \ �\ �G \ I \ �/ THE PRIVATE STORM DRAINAGE \\\\ \ \ \ I / /.... \Y/ \ Nv \\.' J .' .. .' .' .' .\� gSpN \ I\ \ \ \ \ \ \ ��� PIPES AS WELL. (FROM \\ \\ \ \ \ I \91�APPROVED PHASE IIB PLAN / O \ \ / �!/." '.' ...... y WP02016-71 AMENDMENT 2 / \ \ G \ \ / C?O/ /.... y — \ \.. G \ \ \ \ . .' .' .' ...' .' .' .' ... \v\\\ \ \ \\R0�19 g m 8 w ^ �o O'0 zaN (D > 2 J > Q 0 < JIr U � r J = OU ¢�F_ m 0Ow iro U �0 J Z v U ZU Q f > N w 0 0 Ir i N V 0 a w �1 N W Q Z > o vaiW a J > O aOK 04 Wo 0)a 0) z 0 d z u 0 0 Ob M z z z z Z w w w w a���� d o 0 z u u u u o z z z z O O O O 0 0 0 0 N O O O w O H N Q � M m O o 0 0 oo�N� Z c N M Py�THOp Jimmy L.Taggart Lic. No. 2841 A� A�0 102080 2020� &SIONAL S'� z g a d Z_ J 0 O ¢ H z _ I OU e� z W w w O Cn a xo R = LLI O a � xs Q z w WLIJ °CNC) a,4 2 (D z o 0 w Q F ou Q > � z� �W Q- v' 0 Ir m ~ F w Q U) C7 O U) DATE: 06-11-2020 SCALE: 1 "=30' FILE: WPO-2020-OD034 RGA#: 8438 SHEET: 1 Z OF 18 DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF I*CHECKED BY: 1,11T SB- SEDIMENT BASIN-1 SEDIMENT BASIN S CHEMA TI C ELE VA TIONS 10' WIDE EMBANKMENT ® 425 CREST OF EMERGENCY SPILLWAY @ 424 DESIGN HIGH WATER (25-YR. STORM ELEV.) � T 1 MIN. 1.0' r0.5' MIN 67 C.Y. AC. --- DRY STORAGE - TOP WET STORAGE: 417.7 - - 67 C.Y./ AC. WET STORAGE MIN. 1.0' i r� SEDIMENT CLEANOUT POINT (" WET " STORAGE REDUCED TO 34 C.Y./ ACRE) RISER CREST: 422 DEWATERING DEVICE 48" RISER POND BOTTOM: 414 DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY (2) 4.5'x4.5' 106LF-18" HP PIPE 04.71% 1.1: 414 1.0: 409 I I SOURCE: VA. DSWC PLATE. 3.14-2 ANTI- VORTEX DEVICE DESIGN PRESSURE RELIEF HOLES 1/2" DIA. A O O L PLAN VIEW TACKWELD ALL AROUND H 8" MIN. k6 X 12" SUPPORT BAR SIZE SPACER BAR (#6 REBAR MIN.) (TYPICAL) _►1 RISER I SECTION A -A TACK WELD I V' s PROVIDE ADEQUATE STRAPPING CORRUGATED METAL RISER TOP STIFFENER (IF REQUIRED) IS-X-X-ANGLE WELDED TO TOP AND ORIENTED PER- O 11 PENDICULAR TO CORRUGATIONS TOP IS -GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS -GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. ISOMETRIC lion .1 OXHINA POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN \ APPENDIX 3.14-A) DEPTH VARIES AS REQUIRED FOR" DRY " STORAGE WET FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MI IMUM, DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE s DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 SOURCE: VA. DSWC PLATE. 3.14-15 1992 3.14 DETAILS OF CORRUGATED METAL ANTI -SEEP COLLAR NISfAl1 KYIIA IMIX wwxr�raNs �K ccuAn ro ac a sxrE crc[ As rlc xwc wm wlxal rt s usm camxuaus evn� ,n• x :• ,s- M. La' w,tw ecirs. +S - + -- l ,. T auo VEtp BOtx 506 AT a* c.c.AT SECTION B-B crxrm or"�xrm1O ELEVATION OF UNASSEMBLED COLLAR 3. UNASSEMBLED COLLARS SHALL BE MARKED BY NOTES FOR COLLARS: PAINTING OR TAGGING TO IDENTIFY MATCHING PAIRS. 1. ALL MATERIALS TO BE IN ACCORDANCE WITH 4. THE LAP BETWEEN THE TWO HALF SECTIONS CONSTRUCTION AND CONSTRUCTION MATERIAL AND BETWEEN THE PIPE AND CONNECTING BAND SPECIFICATIONS. SHALL BE CAULKED WITH ASPHALT MASTIC AT 2. WHEN SPECIFIED ON THE PLANS, COATING OF TIME OF INSTALLATION. COLLARS SHALL BE IN ACCORDANCE WITH 5. EACH COLLAR SHALL BE FURNISHED WITH TWO CONSTRUCTION AND CONSTRUCTION MATERIAL 1/2- DIAMETER RODS WITH STANDARD TANK SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE. DETAIL OF HELICAL PIPE ANTI -SEEP COLLAR SIZE AND SPACING OF SLOTTED N�,y° I1'(js x �• ,m coax ox mo A ao' OPENINGS SHALL BE THE SAME NOTE FOR BANDAND COLLARS: AS SHOWN FOR CM COLLAR. MODIFICATIONS S THE DETAILS USE RODS AND LUGS TO CLAMP /� SHOWN MAY BE USED PROVIDING BANDS SECURELY TO PIPE. I'� , ,Ix. EQUAL WATERTIGHTNESS IS MAINTAINED AND DETAILED 12' wx. DRAWINGS ARE SUBMITTED AND APPROVED BY THE ENGINEER PRIOR Y TO DELIVERY. ff � r 9VD 6 IEVJL NPE ISOMETRIC VIEW aatr Inca caw+ swa e[ cur ro m cclNlxrmars a x[ K aao, no 0.00 Ilb W6 N➢LEo N1M A CGIIMp15 N➢D. NOTE: FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE. �nAl anlw W tai0 xEa< NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: uDnm INuva INK x 1. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4FT.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. PARTIAL ELEVATION 2. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE ,n, uxxa frin uuxna WITH #3 REBAR SPACED 15- HORIZONTALLY AND VERTICALLY. SOURCE: USDA-SCS ANTI -SEEP COLLAR SATURATED ZONE CONNECTIONS BETWEEN THE ANTI -SEEP AND THE BARREL MUST BE WATERTIGHT SOURCE: VA. PLATE. 3.14-13 PLATE. 3. RISER PIPE BASE CONDITIONS SOURCE: VA. DSWC TYPICAL CONCRETE BASE SEDIMENT BASIN/DRY POND CONSTRUCTION NOTES 1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. 2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION UNLESS OTHERWISE NOTED. 3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATION TOPSOIL AND/OR ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS. 4. AFTER CLEARING, GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED WITH COMPACTION EQUIPMENT UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT SHALL CONSIST OF THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER PRIOR TO PLACEMENT OF FILL. 5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED FOUNDATION AND ABUTMENT PREPARATION OR ON ANY FROZEN SURFACE. COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED ON THE APPROVED CONSTRUCTION PLAN. COMPACTED FILL MATERIAL SHALL BE OF THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, OR OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM (USCS). RESTRICTIONS ON LIQUID LIMIT AND PLASTICITY INDEX OF MATERIAL MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBISH, FROZEN SOIL, SNOW, ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS MATERIAL. 6. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYER of 10"-12" IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS SHALL BE SPECIFIED BY THE GEOTECHNICAL CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT COMPACTION IS ACHIEVED WITHOUT YIELDING OF THE SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEAST 95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698, AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL WHICH BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING BETWEEN LAYERS. 7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION TO THE SPECIFIES DENSITY STANDARD SHALL BE SACRIFICED, DRIED, OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION. OP OUTLET PROTECTION SPECIFICATIONS I RVRAP '^ V ROUTED Q10=0.935 ICESMIN. DEPTH In F18" PIPE JNDERLYING F.F * APRON LENGTH = 10' OP##1 3DO = 4.5' LA = 10' W= DO+LA= 14.5 SEDIMENT BASIN #1: SEDIMENT BASIN #1 IS DESIGNED FOR 6.76 ACRES OF DRAINAGE. THE DRAINAGE AREA TAKES INTO ACCOUNT THE REMOVAL OF SEDIMENT TRAPS THROUGH DIFFERENT PHASES OF THE EROSION AND SEDIMENT CONTROL PLAN. TOP DAM = 425.00 BOTTOM = 414.00 BOTTOM WIDTH = 34' DRAINAGE AREA TO SIB #1: 6.76 ACRES DRY/WET STORAGE REQUIRED: 453 1 TOTAL STORAGE REQURIED: 906 C.Y. PROVIDED STORAGE: 33091 CLEAN OUT ELEVATION: 416.50 SLOPES: 3:1 PRINCIPLE SPILLWAY: 48" RISER DIAMETER TRASH RACK/ANTI-VORTEX DEVICE DESIGN: 72 INCHES m TEMPORARY SEDIMENT BASIN s 1n PROJECT Belvedere Phase 5 PROJ NO. 8438 V (3 d N BASIN # SEDIMENT BASIN SB-1 DATE 8/17/2020 Q p (0 Y LOCATION BY RV co Q 0) _z ¢< w o J = INPUT �L d U i w m DRAINAGE AREA 6.76 ac ¢ z C) K o TOTAL STORAGE REQUIRED 905.84 cy Q a o w BASIN VOLUME DESIGN Z Z WET STORAGE ¢ 1. MINIMUM REQUIRED VOLUME FOR WET STORAGE 452.92 Cy \./ > u 2. AVAILABLE BASIN VOLUME ^ W o AVERAGE END AREA- BASIN VOLUME ESTIMATES Z LL rn N v � d o m rn ELEVATION AREA VOLUME VOLUME Ti a N w ft sf Cf Cy Cy (W Q ¢ z O 414 1,610.00< U) > Ly a � 4,420.00 163.70 = U) 416 2,810.00 163.70 o 4,267.50 158.06 O o z w 417 5,725.00 321.76 a 4,244.10 157.19 rn a Top of wet storage 41T.7 6,401.00 478.95 M c=i 1,965.15 72.78 418 6,700.00 551.73 35,734.00 1,323.48 422 1 11_,167.00 1,875.21 38,724.00 1,434.22 425 14,649.00 3,309.44 REQUIRED WET STORAGE VOLUME 452.92 cy Z 0 PROVIDED AT APPROX. ELEVATION 417.70 a C 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 223.08 cy N 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 416.40 6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.00 INVERT DEWATERING ORIFICE R'QD 417.40 Min. Elevation Req' INVERT DEWATERING ORIFICE USED 417.70 at Wet storage elevation a APPROX. VOLUME AT INVERT USED 478.95 cy DISTANCE FROM INVERT TO C/O LEVEL 1.30 ft DISTANCE ACCEPTABLE z WET STORAGE VOLUME ACCEPTABLE O DRY STORAGE 7. MINIMUM REQUIRED VOLUME 452.92 cy 8. TOTAL AVAILABLE VOLUME AT CREST OF RISER z z z z w w w z w CREST OF RISER 422.00 Top of dry storage 0 r :5 2 2 2 APPROX. AVAILABLE TOTAL VOLUME 1875.21 cy o 0 0 0 ADEQUATE DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE ,U Q (From Dewatering Sheet) 1.75 cfs 0 0 0 0 d (From Dewatering Sheet) 6.74 in USE d 8 in (Never less than 3 inches) 10. DIAMETER OF FLEXIBLE TUBING 10 in (minimum 2 inches larger) o 0 0 STANDARD SIZE C PRELIMINARY DESIGN o 0 0 11. PRELIMINARY DESIGN ELEVATIONS: 0. N m "r CREST OF RISER 422.00 ft z TOP OF DAM 425.00 ft DESIGN HIGH WATER 423.00 ft *design of high water assumes a peak flowrate DESIGNED BY: UVN/JLF UPSTREAM TOE OF DAM 414.00 ft DRAWN BY: UVN/JLF BASIN SHAPE CHECKED BY: 1 JLT 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 6401 sf (wet storgae) LENGTH OF FLOW PATH 78 ft Op EFFECTIVE WIDTH 82 ft $��PLTH ° `I� L/We 0.95 BAFFLES REQUIRED & PROVIDED RUNOFF i v �7 ,,� (RATIONAL METHOD CALCULATION) �/� USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE Jimmy L. Taggart 13. FLOW FROM 2-YEAR STORM (from Hydro software) A Lic. No. R C: 0.60 �oF 28 10�30/2020 Tc: 7.7 I: 3.4 in/hr 4SSIONAL ��w� OC' Q= 15.9 cfs (from Hydraflow software) 14. FLOW FROM 25-YEAR STORM C: 0.60 Tc: 7.7 I: 6.8 in/hr z Q= 21.2 cfs (from Hydraflow software) Q PRINCIPAL SPILLWAY DESIGN z 15. REQUIRED SPILLWAY CAPACITY: d EMERGENCY SPILLWAY? (Y/N) Y O REQUIRED SPILLWAY CAPACITY: 15.9 CFS > 16. ASSUMED AVAILABLE HEAD: ~ LU ELEV. OF CREST OF E.S. IF USED: 424.00 z J a ASSUMED AVAILABLE HEAD= 2.00 ft 0 LO Q E 17. RISER DIMENSIONS: w ❑ W RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) z U W ACTUAL MAX. ELEV.: 422.55 ft (From Calcs if appropriate) T 0 Q ACTUAL HEAD: 1.45 ft (From Plate 3.14-8 orCalcs) Q J 0 18. BARREL LENGTH: = W 1 % CS BARREL LENGTH: 106.00 ft W a- Q ~ BARREL INVERT OUT: 409.00 ft CIO HEAD H ON BARREL: 15.00 ft (From Plate 3.14-7) � LLI d j A 19. BARREL DIAMETER: z Ir O BARREL DIAMETER: 18 in (From Plate 3.14A or 3.14B) W w O I EMERGENCY SPILLWAY DESIGN W ❑ Z 21. REQUIRED SPILLWAY CAPACITY: Q W Q Qe = Q(25)-Qp = 5.2 CFS 22. DIMENSIONS: z a J x oZ E- BOTTOM WIDTH (b): 10.00 ft (From Table 3.14-C) 2 W SLOPE OF EXIT CHANNEL (s): 3.90 ft/ft (From Table 3.14-C) Q W MIN. LENGTH EXIT CHANNEL (x): 33.00 ft (From Table 3.14-C) rr Go Ir :2!ANTI-SEEP COLLAR DESIGN W W 23. DIMENSIONS: Q W VW] DEPTH WATER @ CREST OF P.S. (Y): 1.00 ft C7 SLOPE UPSTREAM FACE DAM (Z): 3.00 :1 Q 0 SLOPE P.S. BARREL (Sb): 4.72 % O LENGTH BARREL IN SAT. ZONE (Ls): 62.00 ft (From Plate 3.14-11] 0 � Number of collars req: 2.00 (From Plate 3.14-12) Dimensions: 4.50 ft (From Plate 3.14-12) FINAL DESIGN ELEVATIONS DATE: 06-11-2020 25. ELEVATIONS: SCALE: 1 ":30' TOP OF DAM: 425.00 ft FILE: WPO-2020-00034 DESIGN HIGH WATER: 422.55 ft RGA#: 8438 EMERGENCY SPILLWAY CREST: 424.00 ft PRINCIPAL SPILLWAY CREST: 422.00 ft DEWATERING ORIFICE INVERT: 418.00 ft13 CLEANOUT ELEVATION: 416.50 ft , SHEET: OF 18 I CAP CULVERT INLET PROTECTION SILT FENCE CULVERT INLET PROTECTION ENDWALL ---------- - --------------- ---- L-1 --- T-1 TO, OF FILL 4 CULVERT I � I 3, of II I I I I I I SILT FENCE FLOW TOE OF FILL * DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT OPTIONAL STONE COMBINA TION FLOW *VDOT #3, #357, #5, #56 OR #57 --- TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC RR RIPRAP I RIPRAP PLATE. 3.08-1 TOE REQUIREMENTS FOR BANK STABILIZATION FILTER CLOTH UNDERLINER (PREFERRED) GRANULAR FILTER SOURCE: Adapted from VDOT Drainage Manual PLATE. 3.19-1 CLEAN WATER DIVERSION Source: Va. DSWC sT TEMPORARY SEDIMENT TRAP MINIMUM TOP WID TH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) ST-1 ST-2 W EXCAVATED AREA MAX. DEPTH = 4 SOURCE: VA. DSWC ST-1 ST-2 H,J I H Plate 3.12-1 H HO W 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 ORIGINAL GROUND ELEV. PLATE. 3.13-1 TEMPORARY SEDIMENT TRAP 1'j VARIABLE* ORIGINAL GROUND ELEV. *SEE PLATE 3.13-1 "MIL , r M, slit 67 CU. YD./ACRE 4' MAX. \ (EXCAVATED) FILTER CLOTH ORIGINAL GROUND ELEV. COARSE AGGREGATE** CLASS I RIPRAP CROSS SECTION OF OUTLET CI ACS T RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) /DIVERSION DIKE �--- COARSE AGGREGATE � / / / / EXCAVATED /\FILTER CLOTH AREA �� *#COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC PLATE. 3.13-2 sF SILT FENCE CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MAX. FLOW r r 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) SF/STONE NOT REQUIRED AFTER SLOPES ARE STABILIZED DOWNSLOPE OF OUTFALL POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) OURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.10-2 PERMANENT SEEDING FERTILIZATION Ps AND MAINTENANCE TABLE 24 Maintenance Fertilization for Permanent Seedings Use Soil Test Recommendation or Rates Shown Below Seeding Mixture Formulation Lbs. per Lbs. per Time Mowing Acre 1000 sf Tall fescue makes 10-10-10 500 11.5 Yearly, or as `Not closer than 3" if up 70% or more or 400 9.2 needed fall occasional mowing is of cover. 30-10-10 desired. Crownvetch Spring the year Do not mow crownvetch Service lespedeza 0-20-0 400 9.2 following establishment Birdsfoot trefoil and every 4-5 years thereafter. Fairly uniform Fall the year Not required. not closer stand of Tall following than 4" if occasional Tescue & Service 5-10-10 500 11.5 establish- ment mowing is desired, and lespedeza, or and every 4-5 then in fall after seed Birdsfoot Trefoil. years thereafter. has matured. Weeping Spring the year Not required. not closer Lovegrass & following than 4" if occasional Service lespedeza 5-10-10 500 11.5 establishment mowing is desired, and fairly uniform plant and every 3-4 fall after sericea has distribution years thereafter. matured. Red & chewings 20-10-10 250 5.8 September, 30 Mow no closer than 2" for red fescue and Ky fescue, Kentucky days later December, May bluegrass; and closerbluegrass, hard 20-10-10 100 2.3 20-June-30, if than 3" for fescue. fescue mixture: needed. Ts TEMPORARY SEEDING MIXTURES FOR THE PIEDMONT AREA TABLE 26 TEMPORARY SEEDINGS BY RATES, DEPTHS, AND DATES Seeding Rate Planting depth M Seeding zones (Q and Seeding Date Q Species (11 Per Lbs/1000 7a and 7b 6b 6a and 5b acre Sq. ft (Inches) 2/1- 5/1- 8/15- 3/1- 5/1- 8/15- 3/15- 6/1- 8/1- 4/30 8/14 11/30 4130 8/14 11/15 5131 7/31 10/31 Choose one: BY BY BY Barley 2.5 bu. 2.80 1-2 X - 10/15 X - 10115 X - 10/1 Oats 3 bu. 221 1-2 X - - X - - X - - Rye (4) 2.5 bu. 322 1-2 X - X X - X X - X a e or Rye lus 10115 10/15 10/1 150lbs 3.45 1 X X X X X X Foxtail X X X X X X X X X millet 5 I Weeping 41bs. 0.09 1/4-1/2 lovegrass_U6 Annual ryegrasS 50lbs. 1.15 114-112 X - 11/1 X - 11/1 X - 8/15 Millet (7) 50 Lbs- 1.15 112 - X - - X - - X - (1) Applicable on slopes of 3:1 or flatter (2) Refer to figure A -Adopted from USDA, ARS Miscellaneous Publication #1475, January 1990 (3) Between fall and spring seeding dates, use mulch only if ground is frozen and reseed when thawed (4) May be used as a nurse crop for late fall/early winter permanent seedings, add 56 Lbs/ac. to the permanent seeding mixture (4) Maryland State Highway Administration Temporary Seed Mix (5) May be used as a nurse crop for mid -summer permanent seedings. Add 2 Lbs/ac to permanent seed mix. (6) May be used as a nurse crop for mid -summer permanent seedings. Add 10 Ibs/ac. to the permanent seeding mix. I 70' MIN, II EXISTING K- A 3 PAVEMENT sn ITL11iI�111i�,l IL FILTER CLOTH 6" MIN. A MOUNTABLE BERM (OPTIONAL) SIDE ELEVATION :XISTING GROUND 70' MIN. WASHRACK 10' MIN. B I F_ (OPTIONAL) 10' MIN. 12' MIN, F EXISTING IIPAVEMENT VDOT #1 �� POSITIVE DRAINAGE 10' MIN. COURSE AGGREGATE B TO SEDIMENT - I - TRAPPING DEVICE 'Y • MUST EXTEND FULL WIDTH INGRESSOF AND EGRESS OPERATIONPLAN VIEW I 12' MIN. FILTER CLOTHS SECTION A -A REINFORCED CONCRETE SECTION B-B DRAIN SPACE SOURCE: ADAPTED from 1983 Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC PERMANENT SEEDING MIXTURES FOR Ps THE PIEDMONT AREA TABLE 25 TOTAL LBS. PER ACRE MINIMUM CARE LAWN - COMMERCIAL OR RESIDENTIAL 175-200 LBS. - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100% - IMPROVED PERENNIAL RYE GRASS 0-5% - KENTUCKY BLUEGRASS 0-5% HIGH MAINTENANCE LAWN 200-250 LBS. - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 100% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP' 20 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) - KENTUCKY 31 FESCUE 108 LBS. - RED TOP GRASS 2 LBS. SEASONAL NURSE CROP* 20 LBS. - CROWN VETCH" 20 LBS. TOTAL 150 LBS. `USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL 30TH............ ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER 31ST........... ANNUAL RYE NOVEMBER 1ST THROUGH FEBRUARY 15TH ........ANNUAL RYE SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA.) IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INNOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10- 20 LBS./ACRE IN MIXES. SUGGESTED TEMPORARY SEEDING MIXTURE FERTILIZER: 10-20-10: 1,000 LBS/ACRE SEPTEMBER-FEBRUARY 15: 50% ANNUAL RYE & 50% WINTER RYE 100 LBS/ACRE FEBRUARY 16-APRIL 30: ANNUAL RYE 100 LBS/ACRE MAY -AUGUST: GERMAN MILLET 50 LBS/ACRE OTHER OPTIONS EXIST, SEE VA EROSION AND SEDIMENT CONTROL HANDBOOK. SUGGESTED PERMANENT SEEDING MIXTURE LIME: 2 TONS/ACRE FERTILIZER: 10-20-10 1,000 LBS/ACRE MARCH -MAY 15: KENTUCKY 31 FESCUE 200 LBS/ACRE, ANNUAL RYE 20 LBS/ACRE MAY 16-AUGUST 15: KENTUCKY 31 FESCUE 200 LBS/ACRE, FOXTAIL MILLET 20 LBS/ACRE AUGUST 16-OCTOBER: KENTUCKY 31 FESCUE 200 LBS/ACRE, ANNUAL RYE 20 LBS/ACRE NOVEMBER-FEBRUARY. KENTUCKY 31 FESCUE 200 LBS/ACRE, WINTER RYE 20 LBS/ACRE Plate 3.02-1 � s �o U ° z Z°N OoID �Yg to J 1� H maw 0 � ar J = Qi 00 ¢m yZ DE Irw o W w 0 D W 0a ZvL=i 0 Q N' N WLL V] 0 Z �i o v aW N� w w Q Z > 0 O�/ a U J >_=mowa0 O Fil LU Q rn= 0)U z 0 a U w 0 0 0 z z z z z Z w w w w 0 g i=aa�i a 0 0 0 0 K U U U U Lj o z z z z O O O O 0 0 0 0 N O O O Q m m O \ O O O Z c N M �O}@�Py�T//H/�/,O'�p `f�� U / y Jimmy L. Taggart Uc. No. 2841 Al A/o n410%30/2020ott~F 9`SIONAL F'� z g a D- Z_ J C3 O °C 0= i W O LO Q z Lu W w O U) m Q v) Q J a lr = U '0 w w w E- 06 W Q Z z w N o 0 2 LLI Q0 - H w o z W Q CE o z > U Q J Q C) O rr m ~ Fr Cn O a N x W Cc 0 0 fn DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT DATE: 06-11-2020 SCALE: NA FILE: wPo-2020-00034 RGA#: 8438 SHEET: 14 OF 18 i45a to poa EVELOPMENT COVERAGE/AREAS POST -DEVELOPMENT LAND COVER SUMMARY LIMITS OF DISTURBANCE: 14.46 acres TOTAL IMPERVIOUS COVER 5.27 acres STORMWATER MANAGEMENT COMPLIANCE SUMMARY THE CONSTRUCTION OF BELVEDERE PHASE 5, TMP 62-16D, WILL OCCUR IN TWO SEPARATE STAGES OF CONSTRUCTION. THE COMPLETED SUBDIVISION WILL UTILIZE AN EXTENDED DETENTION FACILITY TO FACILITATE CHANNEL AND FLOOD PROTECTION. STORMWATER RUNOFF WILL BE COLLECTED AND CONVEYED THROUGH A STORMWATER PIPE NETWORK TO THE FACILITY. REGARDING WATER QUALITY ANALYSIS: 9VAC25-870-63. WATER QUALITY DESIGN CRITERIA REQUIREMENTS. 1. NEW DEVELOPMENT, THE TOTAL PHOSPHORUS LOAD OF NEW DEVELOPMENT PROJECTS SHALL NOT EXCEED 0.41 POUNDS PER ACRE PER YEAR, AS CALCULATED PURSUANT TO 9VAC25-870-65. CALCULATIONS SHOWN ON THIS PLAN WERE DETERMINED FROM ACCEPTABLE METHODOLOGY "DEQ VRRM FROM NEW DEVELOPMENT COMPLIANCE SPREADSHEET -VERSION 3.0." CONCLUSION: BASED ON NEW DEVELOPMENT OF BELVEDERE PHASE 5 (A AND B), TMP 62-16D, SHOWN HEREON THESE PLANS, THE WATER QUALITY PORTIONS OF THIS PLAN WILL BE SATISFIED WITH PURCHASING 9.68 IB/YR OF OFFSITE NUTRIENT CREDITS IN THE SAME OF ADJACENT HYDROLOGIC UNIT CODE (02080204). COMPLIANCE OF 9VAC25-870-65.F: OFFSITE ALTERNATIVE IAW 9VAC25-870-69 PURCHASE OF NUTRIENT OFFSET CREDITS IS PROPOSED AND AFFIRMED. Project Name: BELVEDERE PHASE 5 Date: 10/23/2020 aMP Design Specifications List: 2013 Draft Stds &Specs Site Information Post -Development Project (Treatment Volume and Loads) Impervi aus Cwer (eves) Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus fTPIEMC(mgA) 0.26 Total NinogenfTNIEMCf mg/IJ 1.86 Target TP Load (Ib/xre/yr) 0.41 Pj (unitless correction fac[orl 0.90 Runoff Coefficients IRW A Soils BSoils Csoils DSoils RoresVope-Space 0.02 0.03 0.04 0.05 Managed Turf 1 0.20 0.22 1 025 Impervious Cover 1 0.95 1 0.95 0.95 1 0.95 strya Conservation October 23, 2020 Steve Krohn Belvedere Land Holdings LLC PO Box 7505 Charlottesville, VA 22906 Re: Slate River Nutrient Bank Nutrient Offset Availability Project Name: Belvedere Phase 5 Mr. Krohn, This letter is to confirm the availability of authorized nonpoint nutrient offsets at the Slate River Nutrient Bank located in Buckingham County. The Slate River Nutrient Bank has received operational status through the Chesapeake Bay Watershed Nutrient Exchange Program (Virginia Code § 62.1-44.19:12 et seq.) of the Virginia Department of Environmental Quality. DEQ approved this project and issued a Nonpoint Nutrient Credit Generation Certification: Certificate No. James- 045 and an initial credit release for this project on January 14, 2019. A further credit release was released one year later, on January 2, 2020, upon meeting the success criteria as laid out by DEQ. As of the date of this letter, Ostrya Conservation, Inc, has 91.22 pounds of phosphorus offsets and 305.31 pounds of nitrogen offsets available for transfer in the approved service area in the lames River watershed (including the following HUCs: 02080201/Upper James; 02080202/Maury; 02080203/Middle James -Buffalo; 02080204/Rivanna; 02080205/Middle James -Willis; and 02080207/Appomattox). These offsets were certified pursuant to the Chesapeake Bay Watershed Nutrient Exchange Program by the Virginia Department of Environmental Quality and the Virginia Department of Conservation and Recreation to be used as compensation for state or local permit water quality requirements. These offsets have been generated and are transferable according to § 10.1- 603.8:1 of the Code of Virginia. Ostrya Conservation confirms, via this letter, that the Slate River Nutrient Bank is reserving 9.68 phosphorus credits (i.e., 9.68 pounds/year) for use on your Belvedere Phase 5 project. Reservation of these credits is contingent on putting an "Agreement for Purchase and Sale of Nonpoint Nutrient Offset Credits" in place with Ostrya Conservation, Inc. within one month of the date of this letter. Please contact me with any questions. Sincerely, James M. Eaton I Director Phone: +1-708-703-2552 Email: james.entonCalo<tryacons rvarlon.com Ostrya Conservation, Inc., P.O. Box 153, Scottsville VA 24590 'Idata lnputcNls constant values calculation cells A N U m w H U) ^ w o U -° ° z ZN O0ED �Y> M J H m Q w U �t J = Q T �t 00 QU m y W Ole 0 rn M 0 WUQ �Q Cc J Z v U Z� 3 05 0 W o LL wZ 0rn o m d W Ca V W Q 0 J > U Ld coJ a U) O aZ yco O Fil Q rn= rn U Z O a Uu w H C y C z Z M M M z z z z Z w w w w Coco a Coco G VVy yUy }U} }U} w F F F F N O O O H N Q U7100 m m o 0 N \ \ \ 00 o 0 0 Z D t�CL)9Jiart4io♦4�' z g Q IL Z w Ir > Q, O � Q z w w O (n T Q L U LIJ 0 0_ W 06 w Q Z W W C\1 o w0 a q W Q Q � U) E- Q J x o a LLI Q � W m w Cr Q pq W Q � O F- Ir U) BY: UVN/JLF [DESIGNED DRAWN BY: UVN/JLF 'CHECKED 8Y: JLT DATE: 06-11-2020 SCALE: 1':60" FILE: wpo-2020-00034 RGA#: 8438 SHEET: 15 OF 18 I ♦ d ♦ i • ♦•♦•. j�.�<♦♦�'` �G fir• � ' .fit �t♦♦t♦♦♦t ♦t♦ :ii�i%'i a•�i:•i••'Jr: ♦••i•♦i � it♦t+•♦t♦•♦t••♦t•♦t♦♦♦t� -�'O•ri♦♦i�r,-Li♦i�p<♦ii••i�` O♦•♦i�` . �►y♦iQ@i♦♦i@♦♦iQti♦� ♦r♦•♦.r•�.. 5..•' .• i♦��@t♦t♦♦flit♦♦t♦♦@i i ^,,: ._,. .,._ II uf•♦��`%° iAj%�t•♦�hlii��li�li��ti��';�=��•ll@♦l♦♦����i, r.IAyr♦�i�i�a�<�s%ii8� ^�. <<'-cf- •._'6Al@♦ty♦tlj♦�iG� @O ♦i•♦�♦�.!� . 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B.1.6 (CHANNEL PROTECTION \ ::::...::.. >.. \ \ � ' .. ..: .. �. IN ACCORDANCE WITH CHANNEL PROTECTION SECTION 6.3.A) OF 9VAC25-870-66 OF VIRGINIA LAW; THE \ \ MAXIMUM PEAK FLOW RATE FROM THE ONE-YEAR 24-HOUR STORM FOLLOWING THE LAND- DISTURBING ACTIVITY APPEARS TO BE IN ACCORDANCE WITH THE ENERGY BALANCE METHODOLOGY: QDEVELOPED 5 I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED 1YR QDEVELOPED S I.F.* QPRE-DEVELOPED * RVPRE-DEVELOPED)/RVDEVELOPED (1YR IN\ ��°- 0.064 5 0.80* (0.611 * 0.38) /1.27 0.064 (1" ORIFICE) S 0.144 0.497 (3" ORIFICE) ° - COMPLIANCE OF 9VAC25-870-M.0 (FLOOD PROTECTION IN REFERENCE TO FLOOD PROTECTION SECTION C.1) THE SITE'S POINT OF DISCHARGE RELEASES CAPTURED STORMWATER INTO A CONVEYANCE SYSTEM THAT, FOLLOWING LAND DISTURBING ACTIVITY, CONFINES THE POST -DEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT WITHIN THE STORMWATER CONVEYANCE SYSTEM. QpoPOST-DEVELOPED S QpoPRE-DEVELOPED / / I /I // Q10POST-DEVELOPMENT (1" EB ORIFICE) = 3.496 cfs S Q10PRE-DEVELOPMENT = 4.373 cfs ANTICIPATED STREEI /� I THOUSE LAYOUT (TYP)(fBD) 010POST-DEVELOPMENT (3" EB ORIFICE) = 2.743 cfs S Q10PRE-DEVELOPMENT = 4.373 cfs ♦Qasi•- �••i�♦♦i'•♦•i•� �i%�i�♦i s�••d♦ice 1. 5 •. • `♦+ app�i+fie!+@��+i�!•dGy 1, II � �" @ ++•� �••y7�,'�-�i`A!! !• • �` 1 s••�i •• i��r �� �•♦w j.����.y �tyty��pi�.@ �+@ �►y��!�1i'��iyy��•••�••� •r 1 ••1 r / •r . 1. •!!@ ♦ l♦f`!�@- !<•tyQ!!•sy/•� `yy>- r �+s' 1 ...h�A��♦+•!•!�\�'•!y Q�.)!�� �� i♦oi.c ids .•�•♦i�� a;v� �. ���j_f.i�ylyty�+•j�►wj+�•�@••�'•y�Q�y�+�l+•j�a••j�:�, �, V ••yf,�7• l��♦94, OA�Iyy►yC:�w9.YO71Y`G.��36aID9. \?t+�. i.!tb @��!iy •�', `� c6�•idi•`!♦��i ♦♦�o.� .♦�<.o'a'..:♦---���1+•+•♦+•+•+yi.+••!+••+••+•h•+e•��.%i� +� `+••+ t�•• �'a► i!♦+!j•+.lyv '��!♦••�lA+•♦OR}1���.A •ln.�A+••r � .i•i•.♦�••4i�i* e!•i••ii•o. •ii••i< 'bus,♦.����@•.Q••�@•+•+•j•!•��.�p-\i0y.,.o.. TOWNHOUSE 1 ' •/1 �i . yp-. ,A..l♦ Z" c�,. •O<@•�A�yl�♦A+y@•y♦-ice•.-��__��.-:: t♦.G@*y++Q.t•!•�!f' 't ♦ i��•+!•'•♦ � ..•••♦♦dv ��d•' Aia�♦♦♦•♦.; ♦♦♦♦♦� >c��..�-_�A•1_A�yl�ly�•�,-,;♦�y!!s- c! '�" `�} yv� ..y!!=♦yl+l++•tZ•+!♦�!♦ilyw �!f'•lw•llC♦\�ri,y�j•2.1y@•y. n•�♦♦••♦♦d.. �L♦o•♦♦.!fit ♦. :•i••ir ►o�•i.►.- ��.�__�E@@•y4.gfiry ••d♦•i DRAINS AN1 FOOTER/FOUNDATION DRAINS T/ CONNECT +••� lljwb �� wtOay �•+•j!♦@!+y♦+Q•+y@!•l�y�•♦♦ram �yhs..0 . - •@�•!+•@;�yl+y@t. � •.�♦�♦�♦♦•�♦�. ♦♦���•••♦♦•. �.� ����� �♦••♦� 4-.�1�.=_®•��•+@� •�I �di• P ,,. • +�• ,l+y♦t� ��9 y';��+y@•+yl+@l•+•%•!a�♦lt'�'•:i% i••++�+y+�r•+y!♦" '�i�L `��r �•i••i•'�•< i••ii••i•♦i••i I: a ��. •♦!a,•!y ••♦w♦•.' 1 HEADER SHOWN. ♦��1. .clay�r �VA.♦•.��=�=ti•l+a.�sA�•�„•� ♦ •-�a�• ••A@ y �. / `•o •�•:♦•♦ .a..' • ♦, f•p! d••. ♦ @! ♦ • ♦ • @ N@N `�� v�i•• .A�•is�dir�!' i�•••i•. 'ii�♦i �!!' I• idiiai�•i / • 1 OW MAINTENANCE VEGETATIVE GROUND COVER ' � Cl • • v< v + i• t THAN GRASS AS SOON AS FEASIBLY POSSIBLE . a��•♦ �•Q+y.Z•!.. "�{•@'•gip♦•♦•w••+yV•••+i♦•+i@i. �yQ•�r, / J , � llY ,. •i.•.� i. I • ♦' '�•��•s ♦i �. i��y��♦ � t's7}yy�,... .,1•yyic•i♦�+i♦i@II•++•�• �. , / � ' d. : ;•:�• �=�•a�•iiia••o `,. , ,d' ' � /III �;. ,.*,•♦++ y�+♦�►:�F:'•ty�•♦�+i�♦@!@py+@A+�Q1'il+��•: •: .♦s �ypyi•+y++ .may+Qyo+♦+•R••@•+y♦p�A+ .�i � �' ��� // � �p••a• •s. ._._ ♦ .�C 6•••'.••0�=' • .. ACRESPOIINT : .1 1 .1 1 IMPERVIOUS - 3.W ACRES POST CN - 80 r ■ ■ ■ ■ ■ ■ ■ ■ ■ ®i •1 PRE • POST -DEVELOPMENT .• DRAINAGE CLASS I RIP -RAP PLUNGE POOL 2 :1 MAX. OUTLET PROTECTION/ APRON OP LENGHTH PER OUTLET PROTECTION DESIGN FILTER CLOTH KEYED INTO EXISTING GRADE 2 :1 MAX. l 1-3 INCH COURSE AGGREGATE OR OTHER LINING AS DESIGNED FOR STABILITY PLAN VIEW I• / 'err ♦4•f SPREADER 1 OF LEVEL SPREADER I BASED I DESIGN I eri;%;:paps OF ELS PER i cfs CALCULATED DESIGN: ELS LENGTH = (131 x (2.135 cfs) = 27.8' 2" MIN. 3 3' 3 MIN. 10'MIN. MIN. MIN. 12"MIN. 18" CLASS I RIP -RAP SECTION VIEW -III-, , ,1119IJy IREATED TIMBERS TIMBERRS 14 REBAR TO SECURE TIMBERS NOTE REGARDING POST DEVELOPMENT FLOW LEAVING STRUCTURE 42: Q1 1.578 cfs Q2 = 2.135 cfs Q10 = 3.844 cfs OUTLET PROTECTION (min) = 3.75' (3Do) x 8.5' (La) x 9.75' (W) 9VAC25-870-66.B.3: CHANNEL PROTECTION ENERGY BALANCE CALCULATIONS - 1 YEAR DA AT POINT OF ANALYSIS DA AT POINT OF ANALYSIS DA AT POINT OF ANALYSIS PRE -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS ROUTED SITE AREA = 2.59 ACRES SITE AREA = 7.35 ACRES SCS METHOD (1" ORIFICE) CURVE NUMBER (CN) = 61 CURVE NUMBER (CN) = 80 1-YR Q(PEAK) = 0.064 CFS TIME OF CONCENTRATION = 21.8 MIN TIME OF CONCENTRATION = 7.7 MIN TIME TO PEAK = 24.13 HRS VOLUME = 18,026 CU.FT SCS METHOD SCS METHOD 1-YR Q(PEAK) = 0.611 CFS 1-YR Q(PEAK) = 14.75 CFS TIME TO PEAK = 12.17 HRS TIME TO PEAK = 12.00 HRS VOLUME = 3,566 CU.FT VOLUME = 33,751 CU.FT 9VAC25-870-66C: FLOOD PROTECTION 10 YEAR FOR FLOOD PROTECTION DA AT POINT OF ANALYSIS DA AT POINT OF ANALYSIS DA AT POINT OF ANALYSIS PRE -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS ROUTED SCS METHOD SCS METHOD (1" EB-ORIFICE) SITE AREA = 2.59 ACRES SITE AREA = 7.35 ACRES 10-YR Q(PEAK) = 3.496 CFS CURVE NUMBER (CN) = 61 CURVE NUMBER (CN) = 80 TIME TO PEAK = 12.53 HRS TIME OF CONCENTRATION = 21.8 MIN TIME OF CONCENTRATION = 7.7 MIN VOLUME = 57,780 CU.FT 10-YR Q(PEAK) = 4.373 CFS 10-YR Q(PEAK) = 38.81 CFS (3" EB-ORIFICE) TIME TO PEAK = 12.13 HRS TIME TO PEAK = 11.97 HRS 10-YR Q(PEAK) = 2.743 CFS VOLUME = 16,187 CU.FT VOLUME = 89,409 CU.FT TIME TO PEAK = 12.73 HRS VOLUME = 89,388 CU.FT °I zU g f--1 w H � rn UO Z Z°N Op J I-0oi �¢w U T Q J = OO QCn w dz =w AlO co Q O W OQ Q Z v U z0 CO N w (3 � n Ir Ir No v F•r (LW Q ° v N w z LLi > o U w a =aw O IL O� P4 w �a U z O H a V w w Q OO z z z z z z z z z z cWc cWc cWc CWC 0 G G C C �0000 z z z wz oz 0 0 0 0 0 0 0 0 N O O O W O ♦- N 0 N Z Py�THOp vt�C Un !rY Jimmy L. Taggart Lic. No. 4 A�0 10/�30�2020 �`9SIONAL Elie Z g o_ z J Ir U O w O � Q zW02 o T_ _i ¢ = w o z W (� o w i E- 06 W Q z I w�CV° a W � 2 Cfl � w 0 CL o q W Q Q : 2 W X C z H Q � Ir m Fr c� LU Q w E- O 0 U) DESIGNED BY: BE FLAT UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JL-,SHALL TLENGTH DATE: 06-11-2020 SCALE: 1':60" FILE: wPo-2020-00034 RGA#: 8438 SHEET: 16 OF 18 3.0" ENERGY BALANCE ORIFICE TO BE PLUGGED DURING CONSTRUCTION UNPLUG WHEN CONVERTING TO POND 12' X TRASH RACK ORIFICE SIZING NOTE: TO SATISFY THE ENERGY BALANCE EQUATION, SEE SHEET 16, THE 1-YEAR FLOW LEAVING THE POND CAN NOT EXCEED 0.143 CFS. TO SATISFY THE REQUIREMENT, AN 1"x 1" ORIFICE IS REQUIRED AT ELEVATION 414.1. DUE TO THE RISK OF CLOGGING AND MAINTENANCE ASSOCIATED WITH SMALL ORIFICES; AND DISCUSSIONS WITH COUNTY ENGINEERING DEPARTMENT, THIS DESIGN FIRM RECOMMENDS THAT A MINIMUM ORIFICE OF 3" SHOULD BE USED. IF A 3" ORIFICE IS USED, THE 1-YEAR FLOW LEAVING THE SITE WILL INCREASE TO, 0.497 CFS. Stage -Storage Report Elev(Ft) Storage(CF) Total Storage(CF) Area(SF) 414.000 0.000 0.000 1609 416.000 4417 4417 2808 417.000 3973 8390 5137 418.000 5752 14142 6367 419.000 7050 21191 7732 420.000 8276 29467 8820 422.000 19987 49454 11167 424.000 24908 74362 13741 425.000 14195 88557 14649 POND #1 STORAGE HAS BEEN SIZED TO MEET WATER QUANTITY REQUIREMENTS FOR THE FULL BUILD -OUT OF THE BELVEDERE PHASE 5 (A AND B) DEVELOPMENT FRONT SECTION TRASH RACK 1" HOLES 30% OPENING AREA 6" SIDE SECTION CONVERT OF SB-1 TO DRY POND #1 ORIFICE TRASH RACK DETAIL o o ° 0 0°00°0 W O°000'0,I 0000o0000p0 00 (1'00°000 . 0 0 o0 00 00 oo�a o°oo ° oa,o oe o, o o 00 s o0 000 0 0000 00 0 000aa 00a c 00 Isometr is 1/4- IIIII•E plxlr "; Iced l.Rllyd 1. nlr url ur L. NDYF: x1r Rr 1...A yln Mir ° L/I- plxrr „..d Rr"13np 0�°° Kiln I• hrs axd a min L 00000o of 3o% .f '1, are. 00000000 �I man Ufarh, r rd l.y Plastic 0 0 0 0 0 S.Tnli.nR 1.- m 0000o rq,1„I. 0000 ° _ AtI M. .,ai .l plate von. wpr.. IIDIIE A. In, yI.Mh I/4" pl.lu nud "ralinR Section "ill. I• IN,IeN "nd . or adz nr nprninq r.T" nnfnet nr ed 1- Pi"Mir .3.. 1nluliF." 1nr. FIT ..I IIII-I / p D D 0 uy1f1"UP EINv81.Eat3 ORIFICE TRASH RACK �OLL71 SOtt'TIDN=-o77--1;7"27 INC. RISER TRASH RACK DETAIL SWM OR 'S RISER Ill 10NMEMENT It SIT RISER CMENSKN I65ER OILRSION MRIOx. LO O.D. • B C 0 E LD. 0.0. • 6 C D E SE6"ENT WT. IL"S.' 2e M 31 28% ] D 27 b JO 30 6 ] U I] 15 46 35 44 45 0/1 U 19 40 36 a4 42 6 13 a 40 22 82 4 ♦ r I 21 53 48 59 SS 9 13 20 53 29 120 fi0 72 73 6T 17 28 68 60 ]2 8" 9 17 26 66 J6 169 72 86 87 60 23 35 ]9 ]2 B6 BI 9 23 34 79 42 221 84 100 ql 1 INFA 1 25 S, 92 12 25 1 92 49 2. 96 114 11$ 106'/ $2 36 105 9fi IM q] 12 22 35 105 56 341 HIGH DENSITY POLYETHYLENE METAL NOTES I. ALL AET4 TRMH RACKS 36 INDIALETER AND LMOER OR WITH A 1074 3. WTI VORTEX PLATE S TO RE LSED WHEN SPECIFIED ON THE PLANS. "IOT 75 LEES OR GREATER SN4L HAVE A xNI LOCKABLE ACCESS COST OF PLXMISHING MO PLRCIxG THE MTI-VORTEX RATE i5 TO DOOR W1In A NOWNI 2' x 2' CLEM OPENxG. BE INCLUDED N TIE BO FREE FOR ME STRUCTURE. 2. 4L MEN DENSITY POMINnENE TRASH RKKS 48 INDIMETER 4° 1I �NCL�I xv • ImcITTITT lDLc ICCE1, ... wlT. A WI 2'X zII SWIFE TIDN STORMWATER MANAGEMENT DETAILS TRASH RACK �vNIT RCFEREXLE FOR SWM DRAINAGE STRUCTURES RDAD MD 3N° AD"'°` y12 REVISION DATE SHEET 4 Ci 5 VRpHR pErtliiHEM (F TRMSPpti RTl°X D]/M 114°) Trash Rack for SWM - Drainage Structures see sheet for details 10YR WSE = 422.11 DRY POND 1YR-EB WISE = 418.72 *Trash rack to be installed on orifice as shown on details sheet. **Impervious core and cutoff trench shown for informational purposes only. Final design to be provided by geotechnical engineer. DRY POND #1 DETAIL (NOT TO SCALE) NOTE: TOP OF DAM TO BE COMPACTED TP 98% COMPACTION. NO SETTLING WILL OCCUR. Top of Dam Elev = 425 Pond Embankment 10 100YR WISE = 424.17 10' Wide Emergency Spillway = 424 Orifices for ponds should face away from the dam VGeotechnical Engineer to determine nnecessity of impervious Core** 48" 0 RCP RISER OP# 1 Q 106'-18" HP Inv=414 O 4.71% Rip -Rap dF, ;1Z Inv = 409 18" 0 - 8.0' Thick Concrete Base -Embed 6" in Concrete 3.0" Energy Balance Orifice ®414.1 Cutoff Trench** oP OUTLET PROTECTION SPECIFICATIONS Q10 = 3.220 cfs 0 1 R)PRAP 24" MIN. DEPTH � F18" PIPE W �UND� LYING APRON LENGTH = 10' 3D0 = 4.5' LA= 10' W= DO+ LA= 14.5 STORMWATER POND CONSTRUCTION SEQUENCE: THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL A DRY ED POND. THE STEPS MAY BE MODIFIED TO REFLECT DIFFERENT DRY ED POND DESIGNS, SITE CONDITIONS, AND THE SIZE, COMPLEXITY AND CONFIGURATION OF THE PROPOSED FACILITY. 1. USE OF ED POND AS AN E&S CONTROL. AN ED POND MAY SERVE AS A SEDIMENT BASIN DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHOULD BE BASED ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENT VS. WATER QUALITY TREATMENT REQUIREMENT). INSTALLATION OF THE PERMANENT RISER SHOULD BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHOULD BE SET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION ED POND IN MIND. THE BOTTOM ELEVATION OF THE ED POND SHOULD BE LOWER THAN THE BOTTOM ELEVATION OF THE TEMPORARY SEDIMENT BASIN. THE CONSTRUCTION NOTES SHOULD CLEARLY INDICATE THAT THE FACILITY WILL BE DEWATERED, DREDGED AND RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE. APPROPRIATE PROCEDURES SHOULD BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING CONVERTED INTO AN ED POND. 2. STABILIZE THE DRAINAGE AREA. FINAL GRADING AND CONSTRUCTION OF ED POND COMPONENTS SHOULD ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS STABILIZED. 3. ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKE SURE THEY MEET DESIGN SPECIFICATIONS, AND PREPARE ANY STAGING AREAS. 4. CLEAR AND STRIP THE PROJECT AREA TO THE DESIRED SUB -GRADE. 5. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE POND THAT ARE GRADED OR DENUDED DURING CONSTRUCTION MUST BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION. 6. EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE. 7. INSTALL THE RISER OR OUTFLOW STRUCTURE AND ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION. 8. CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8 TO 12-INCH LIFTS, OR AS DIRECTED BY GEOTECHNICAL RECOMMENDATIONS, AND COMPACT AS REQUIRED WITH APPROPRIATE EQUIPMENT. 9. EXCAVATE/GRADE UNTIL THE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE ED POND. 10. CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS. 11. INSTALL OUTLET PROTECTION, INCLUDING EMERGENCY AND PRIMARY OUTLET APRON PROTECTION. 12. STABILIZE EXPOSED SOILS WITH TEMPORARY SEED MIXTURES APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL POOL ELEVATION SHOULD BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW. 13. PLANT THE POND BUFFER AREA, FOLLOWING THE PONDSCAPING PLAN. DAM CONSTRUCTION NOTES: 1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. 2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION UNLESS OTHERWISE NOTED. 3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATION TOPSOIL AND/OR ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS. 4. AFTER CLEARING. GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED WITH COMPACTION EQUIPMENT UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT SHALL CONSIST OF THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER PRIOR TO PLACEMENT OF FILL. 5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE. COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED ON THE APPROVED CONSTRUCTION PLAN. COMPACTED FILL MATERIAL SHALL BE OF THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, OR OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM (USCS). RESTRICTIONS ON LIQUID LIMIT AND PLASTICITY INDEX OF MATERIAL MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBISH, FROZEN SOIL, SNOW, ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS MATERIAL. 6. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYER OF 8"-12" IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS SHALL BE SPECIFIED BY THE GEOTECHNICAL CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT COMPACTION IS ACHIEVED WITHOUT YEILDING OF THE SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEAST 95% OF STANDARD PROCTOR MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698, AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL WHICH BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING BETWEEN LAYERS. 7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION TO THE SPECIFIES DENSITY STANDARD SHALL BE SACRIFICED, DRIED, OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION. 14 A m 8 w n o U U -° O Z z vN (0 :::iNee a = J i G Q 0) LE U Ir W J = OU Q� m "p 0- Z = w OCO Mo 0 W OQ QZ vU Z 0> o W 0o F+1LL Z O > N V [ L W N w QW z J 7 vai-i a J EL Z =Zw O w/ 0O U W Lu Lu a �_ rn U z 0 2 s U w c 0 CA z Mz z z M z z z Z w w w w o���� 0 0 0 0 W p z z z z ssss N W N o � 0 N M PyTH aF Dr�C r� Jimmy L. Taggart Lic. No. zeal w�' D�aF 10/z30/2020 14`' 4s`SIONAL F'�a Z a O_ Z_ J 0 O 0_ LU o z J M 0 Q 04 O (n m U i = W Q O W Q } a � I- F W � � w W C\I W ❑ � U_ 0 W Q Fr Q Q'. 2 W Q I� m ~ Ir 0 I- jO cn c> C'3 (C LL O O /H VJ DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JET DATE: 06-11-2020 SCALE: NA FILE: wPo-2020-00034 RGA#: 8438 SHEET: 17 OF 18 r/ MODIFIED SEDIMENT TRAP DESIGN TOTAL REQUIRED BASIN STORAGE =134CY X 2.74 AC = 367 CY TOTAL AVAILABLE BASIN STORAGE= 3,919 CY WET STORAGE REQUIRED HALF OF TOTAL STORAGE MINIMUM 67 CY X 2.74 AC = 184 CY SET WET STORAGE AT ELEVATION 432 WHICH CORRESPONDS TO THE TOP OF THE RISER. 928 CY OF STORAGE IS AVAILABLE AT ELEVATION 432. SET CLEANOUT ELEVATION ® 429 = 363 CY OF STORAGE AVAILABLE DRY STORAGE MINIMUM 67 CY X 2.74 AC = 184 CY TOTAL DRY STORAGE AVAILABLE BETWEEN 432 - 440 = 2985 CY EMBANKMENT TOP = 444 (ELEVATION OF FIRE ROAD) EMBANKMENT WIDTH = 30 FEET (WIDTH OF FIRE ROAD) STAGE STORAGE TABLE ELEV AREA (sq. ft.) DEPTH (ft) AVG END INC. VOL. (cu. ft.) AVG END TOTAL VOL. (cu. ft.) 426.000 2,466.694 N/A N/A 0.00 428.000 3,541.241 2.000 6007.94 6007.94 430.000 4,749.584 2.000 8290.83 14298.76 432.000 6,082.098 2.000 10831.68 25130.44 434.000 7,662.252 2.000 13744.35 38874.79 436.000 9,668.719 2.000 17330.97 56205.76 438.000 12,252.468 2.000 21921.19 78126.95 440.000 15,371.991 2.000 27624.46 105751.41 WATERSHED SUMMARY TO POA #2 PRE DEVELOPMENT POST DEVELOPMENT SITE AREA = 2.68 ACRES SITE AREA = 2.74 ACRES CURVE NUMBER (CN) = 65 CURVE NUMBER (CN) = 69 TIME OF CONCENTRATION = 9.9 MIN TIME OF CONCENTRATION = 9.9 MIN 9VAC25-870-66.B.3: CHANNEL PROTECTION ENERGY BALANCE CALCULATIONS - 1 YEAR PRE -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS ROUTED 1-YR Q(PEAK) = 1.597 CFS 1-YR Q(PEAK) = 2.42 CFS 1-YR Q(PEAK) = 0.77 CFS TIME TO PEAK = 12.03 HRS TIME TO PEAK = 12.03 HRS TIME TO PEAK = 12.23 HRS VOLUME = 5,169 CU.FT VOLUME = 6,979 CU.FT VOLUME = 6,959 CU.FT 9VAC25-870-66C: FLOOD PROTECTION - 10 YEAR PRE -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS POST -DEVELOPMENT CONDITIONS ROUTED 10-YR Q(PEAK) = 7.63 CFS 10-YR Q(PEAK) = 9.184 CFS 10-YR Q(PEAK) = 5.31 CFS TIME TO PEAK = 12.03 HRS TIME TO PEAK = 12.03 HRS TIME TO PEAK = 12.13 HRS VOLUME = 20,152 CU.FT VOLUME = 24,036 CU.FT VOLUME = 24,016 CU.FT ENERGY BALANCE EQUATION: QDEVELOPED 5 I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED 1YR QDEVELOPED S I.F.* (1YR QPRE-DEVELOPED * RV PRE-DEVELOPED)/RV DEVELOPED 0.772 S 0.80* (1.597 * 0.515) / 0.680 0.772 S 0.97 cfs FLOOD PROTECTION: Q10POST-DEVELOPED 5 Q10PRE-DEVELOPED 5.31 cfs 5 7.63 cfs HP STORM TRENCH INSTALLATION DETAIL MIN. COVER TO � ,� �� Fv,T � MIN. COVER TO RIGID PAVEMENT H 'I FLEXIBLE PAVEMENT. H FINAL BACKFLL SPRINGLINE - - INITIAL BACKFLL HAUNCH BEDDING 4' FOR ITd4' PIPE 6" FOR 30'-60' PIPE I MN TRENCH WIDTH 1 SUITABLE FF (SEE TABLE) FOUNDATION NOTES: 1. ALL PPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS". LATEST ADDITION. WITH THE EXCEPTION THAT THE INITIAL BACKFlLL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH. CHI AS DEFINED IN PREVIOUS VERSIONS OF ASTM D2321 ARE NOT APPROPRIATE BACKFlLL MATERIALS. 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFiUL MATERIAL. WHEN REQUIRED- 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER. THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING! SUITABLE MATERIAL SHALL BE CLASS 1. 1, 11, OR N. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERILL SPECIFICATION TO ENGINEER COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER_ MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 1T-24" (300mm600mm) DIAMETER PIPE: e" (i50mm) FOR 30"40' (750m 1500,m) DIAMETER PIPE. THE MIDDLE 193 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS N MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT! USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 5. INITIAL BACKFlLL" SUITABLE MATERIAL SHALL BE CLASS 1, 1. ®, OR N IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE PPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGNEER, MATERIAL SHALL BE INSTALLED AS REWIRED IN ASTM D2321, LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE. CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT' USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 6. MINIMUM COVER MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS! IS IT (300mm) FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS: CLASS 1 OR II MATERIAL COMPACTED TO 90% SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED. FOR TRAFFIC APPLICATIONS. MINIMUM COVER, H. IS 1T (300mm) UP TO 48' (1200mm) DIAMETER PIPE AND 24' (600mm) OF COVER FOR 60' (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. r 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04. TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAN. MN, TRENCH WIDTH IT 30 300mm 762mm) IF 34' 375mm (864mm) 18- 39" 450mm 991mm 24" 48" 600mm 1219mm 30' S6" 750mm 1422mm 3619IT 1048' 48'1260, 60 1500mm TABLE 2. MINIMUM RECOMMENDED COVER VEHICLE LOADING CONDITIONS SURFACE WE LOADING CONDITION HEAVY CONSTRUCTION PIPE DIAM. H46 (75T AXLE LOAD) 1T-48' 1Y W300mm-1200mm Xronm 1219mm 60' 24- 60' 1500mm 610mm) (1524mm) ' VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER TABLE 3. MAXIMUM COVER FOR ADS HP STORM PPE. 0 CLJ13S I CLASS II CLASS III CLASS IV PPEOIA COMPACTED 95% 90% 85% 95% 90% 95% 1T 41 28 21 16 20 16 16 (300m) (12.5m) (6.5m) (&4m) (4.9m) (6.1m) (4.9m) (4.9m) /5' 42 29 21 16 21 16 16 (375mm) (12.Bm) (88m) (GAM) (4.9m) (6Am) (49m) (4.9m) 18' 44 30 21 16 22 17 16 (450mm) 03.4m) Aim) (6.4m) (4.9m) (6.7m) (5.2m) (4.9m) 24' 37 26 18 14 19 14 14 (600mm) (11.3m) (79m) (5.51n) (4.3m) (5.8m) (4.3m) (4.3m) Nr 39 27 19 14 19 15 14 (7501nR) (119m) (&2m) (5.em) (4.3m) (SAM) (4.6m) (4.3m) 36' 28 20 14 10 14 11 10 (900R"R) (&5m) (&tm) 0.3m) (3.0m) (4.3m) (3.4m) (3.0m) 4T W 21 14 f0 15 11 10 (1050mm) (9.1m) (6Am) (4.3m) (80m) (4.6m) (SAM) (3.Om) 48' 29 20 14 9 14 10 10 (1200mm) (&Bm) (&lm) (4.3m) (2.7m) (4.3m) (3.0m) (3.0m) 60" 29 20 14 9 14 10 9 (ISOOmm) (818m) 1&tm) (4.3m) (2.7m) (4.3m) (3.0m) (2.7m) FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12. LOAD RESISTANCE FACTOR DESIGN (LRFO) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS NO HYDROSTATIC PRESSURE UNIT WEIGHT OF SOIL (y3) a 120 PCF REV. MA4MUM COVER HEIGHTS RIND m/IVI] XWRI 9ON BV MA4DDM' CHN9 ADVANCED DRAHAGE STSTEMS. INC CADS')HASPREPAREDT DETNLBASEOONINFMWTMPROV OTOA05. TIK OMWNIO LS JAB INTENDED TO DEPICT THE COMPONENTSAS REQUESTEM ADS HAS NOT PERFORMED ANY ENC4NEEMG OR DESIGN SERNCES FOR MS PROJECT, NOR HASADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPOED. THEH9TALLATIONDETAESPROVDEDHEREN ARE GENERK TMCB DNSTANATION 61g4gg - RECOMMENDARDNSANDARENOTSPECFK:FORTMSPROJECT. THE OESIGH ENGINEER SHALL REVIEW THESE DETP63 PROR TO BBT1B. (� STORY) IillMD p4D4X24 CONSTRUGTOK R ISTHE DESIGN ENtlNEER6 RESPONSINUry TO ENSURE THE OETNLS FRONDED HEREIN MEETS OR E%CEEDS 1HE NATpNAL STPTE.OR LOCK REDIAIEMENTSAND TO ENSURE THPTTHE DEIFIES PROVDED HEREIN PRE ACCEPTABLE FOR THS ..6W1gUEµ.,NBLyD Nts PROJEABTE PROJECT. ORPWINO NUMBEIE 5T6101D 1116 j I'15I j I,' Iljl�(��Ilvjli�f� 11 1 1 I I I I I I I I I I ,:,1•:f,'�'.L'.4:.' lf;, x 11 \ I\ 1\ I\ 1 1\ \11 II I I j j I I I I j j I .1:►:{'J:��' } ..::.\.� ' �-� PRE -DRAINAGE AREA TOPOAI#2:"�c V A\ \\V \ .! -� _y♦. „�-�. � CN=65 \ \ Tc: 1001 sheet flow w/ _\ELEV = 61 & 459 OF CONIC. FLOW W/ A ELEV. Tc: 9.9 min \ PRE - Q 1 year = 1.60 cis \9 PRE - Q 10 year = 7.63 cis / I I \ I a �•w♦♦� \� I 1 FIRE ROAD PLAN VIEW NARRATIVE: THE EXISTING SEDIMENT TRAP (WPO-2016-00071) WILL BE MODIFIED AS SHOWN HEREON THESE PLANS TO CAPTURES A DRAINAGE AREA OF APPROXIMATELY 2.74 ACRES. A 15" PIPE WITH A 48" RISER AND ANTI -VORTEX DEVICE WILL BE INSTALLED. THE RISER WILL HAVE A 12" ORIFICE AT ELEVATION 426.10. THE ORIFICE SATISFIES THE ENERGY BALANCE REQUIREMENTS. DURING THE EROSION CONTROL PHASES, CONTRACTOR TO INSTALL A HORSESHOE RING OF AGGREGATE AROUND THE RISER THAT WILL SERVE AS A FILTER FOR WATER TO PASS THROUGH SIMILAR TO THAT FOUND WITH THE TRADITIONAL SEDIMENT TRAP DESIGN. THE STORMWATER QUANTITY REQUIREMENTS AT POINT OF ANALYSIS #2 (FICA #2) MEET THE MINIMUM CHANNEL AND FLOOD PROTECTION REQUIREMENTS SET FORTH IN 9VAC25-870-66. HORSESHOE RING OF AGGREGATE (EROSION CONTROL PHASE) 1' 1.5' COARSE AGGREGATE MrM ELEV = 429.00 3' HIGH ELEV = 426.00 45! 45( 44! 44( 43! 43( 42' 42( 41; 41( 40: 40( 39! 9 \\III •tF•�.f j: , / � � � / / / / / / / / / / f / 11I101 ORXIN�E/8 _UA AIUOE/EASE4ENT / /RfGEIjSE WPE &N6H / i / / FIRE ROAD PIPE PROFILE HORIZ. SCALE: 1 "=30' VERTICAL SCALE: 1"=10' oP# OUTLET PROTECTION SPECIFICATIONS VDOT EW-1 HEADWALL 15" HP PIPE Q1 = 0.772 cfs Q2 = 1.708 cfs Q10 = 5.308 cfs SCALE: 1"= I I I1� / POST bE�IELOP_ME*- DRAINAGE AREA TO BE TppUTED VIA CULVERT: 240 t8" RISER CREST ELEVATION \T 432.00 BASIN BOTTOM & STABILIZED FINISHED GRADE = 426.00. RISER TO HAVE 12" LOW FLOW ORIFICE AT ELEVATION 426.1 WHICH SATISFIES THE ENERGY BALANCE REQUIREMENTS. TRASH RACK TO BE INSTALLED OVER ORIFICE OUTLET PROTECTION IS SIZE IN ACCORDANCE WITH PLATE 3.18-3 OF THE VIRGINIA EROSION CONTROL MANUAL. 3Do = 15" * 3 = 3.75' La = 8.5' MIN W = Do + La = 1.25 + 8.5 = 9.75' *DESIGN ENGINEER RECOMMENDS FULL CHANNEL WIDTH MIN 8.5' CL I RIPRAP STANDARD EC-1 CLASS 1 REQUIRED TYPE A INSTALLATION OUTLET PROTECTION MIN DEPTH OF RIPRAP = 24" m 8 W Wo U z Zd 0 0 L0 -:1 : J Qt,00 <Lu 0 T �I J = �1 OU Q� m az = a m0co M0 0 W OQCc QZ vU z C7 ?i co N 0 rV/{� LL z O i N V am W N W to z Q J > 0 zjj a J Y C0 EL O W 0 a w/ 00 O W a rn IE z O a s U w p W a p z O z M z z M z z z z Lu 0 i i i i E i M i i uFE 0 0 0 0 u u u u W p z z z z 0 0 0 0 0 0 0 0 N W N a IN IN o p � - o 0 0 aD DESIGNED BY: UVN/JLF DRAWN BY: UVN/JLF 'CHECKED BY: JLT e�e:^�PyT/H /O'F Jimmy L. Taggart Lic. No. 10/2320/842020D1,4`'1 4�' A♦OFE S`YIONAL z O- _4j 1..1: z OLO U ui 0 O U U) Q 0 L = _J w W U W 06 W Q W LULU Cfl � Q cQ G 2 WQ ~ 0- CO W c� G 0 a z 0 DATE: 06-11-2020 SCALE: NA FILE: WPO-2020-00034 RGA#: 8438 SHEET: 18 OF 18