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HomeMy WebLinkAboutWPO202100063 Plan - VSMP 2021-12-06SITE DATA OWNER: DEVELOPER: PLAN PREPARER: TAX MAP PARCEL No: TOTAL PARCEL AREA: ZONING: E L & ANN P PHILLIPS PHILIPS LIVING TRUST ETAL C/O CAROLINE MOLINA-RAY 6704 MENCHACA ROAD UNIT 33 AUSTIN, TX 78745 SOUTHERN DEVELOPMENT HOMES 142 SOUTH PANTOPS DRIVE CHARLOTTESVILLE, VA 22911 ROUDABUSH, GALE, & ASSOCIATES 999 SECOND STREET CHARLOTTESVILLE, VA. 22902 (434)-977-0205 06200-00-00-016AO 80.77 AC (PORTION OF TMP 62-16A) R4 RESIDENTIAL CURRENT USE: 2 EXISTING SINGLE FAMILY DETACHED (SFD) HOMES R4 STANDARD DENSITY: 4 DU/AC ALLOWABLE DENSITY: 4 DU/AC + 10% DENSITY BONUS CREDIT FOR MAINTENANCE OF EXISTING WOODED AREA (4 * 10%) + 30% DENSITY BONUS CREDIT FOR AFFORDABLE HOUSING (4 * 30%) + DENSITY BONUS CREDIT FOR DEVELOPMENT STANDARDS (4 * 0.26 ACRES) = 6.0 DU/AC MAXIMUM PROPOSED USE: PHASE 1 697,641 S.F. = 16.02 ACRES TOTAL 571,773 S.F. = 13.13 ACRES LOT AREA [77 R-4 LOTS+ 20 ATTACHED UNITS] 125,868 S.F. = 2.89 ACRES ROW AREA PHASE 2 848,122 S.F. = 19.47 ACRES TOTAL 706,791 S.F. = 16.23ACRES LOT AREA 141,331 S.F. = 3.24 ACRES ROW AREA PHASE 3 585,701 S.F. = 13.45 ACRES TOTAL 501,367 S.F. = 11.51 ACRES LOT AREA 84,334 S.F.. = 1.94 ACRES ROW AREA PHASE 4 289,544 S.F. = 6.65 ACRES TOTAL 216,101 S.F. = 4.96 ACRES LOT AREA 73,443 S.F. = 1.69 ACRES ROW AREA OPEN SPACE REMAINING: 35.77 ACRES REQUIRED OPEN SPACE: 25% MIN. PER ZONING (PER PHASE) 4.00 Acres - PHASE 1 4.87 Acres - PHASE 2 3.36 Acres - PHASE 3 1.66 Acres - PHASE 4 OPEN SPACE DEDICATED: 35.77 ACRES HUC NUMBER: 02080204 OFFSITE NUTRIENT CREDITS: 8.79 LBS/AC/YR NUTRIENT CREDITS FROM OFFSITE NUTRIENT BANK -- 17.1 LBS/AC/YR ORIGINAL 16.85 LBS CREDITS REMAINING ISLAND HILL SUBDIVISION FOREST OPEN SPACE EASEMENT CIRCUIT COURT OF FLUVANNA, VA. INST# 210001961 VSMP & SWM PLAN WPO#202100063 TM P 62-16A RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA \ 1 J� O �O �QO 4v BELVEDERE \ PHASE3 BELVEDERE PHASE5 D 1 1 SITE / LOCATION I JP Q. PQQ' P J �O��QO ooc CO i VICINITY MAP SCALE: 1 "=1000 FEET SHEET INDEX SHEET # Sheet Number Sheet Title 1 ------------- COVER SHEET 2 ---------------------------------------- PROJECT NOTES & OVERALL PLAN 3 ---------------------------------------- SOILS & EXISTING CONDITION PLAN 4 ---------------------------------------- CONSTRUCTION ACCESS & DEMOLITION PLAN 5 ---------------------------------------- EROSION & SEDIMENT CONTROL NARRATIVE 6 ----------------------------------------- EROSION & SEDIMENT CONTROL PLAN - PHASE 1 7 ---------------------------------------- EROSION & SEDIMENT CONTROL PLAN - PHASE 11 8 ---------------------------------------- EROSION & SEDIMENT CONTROL DETAILS 9 ---------------------------------------- SWM PRE -DEVELOPMENT DRAINAGE MAP 10 ---------------------------------------- SWM POST -DEVELOPMENT DRAINAGE MAP 11 ---------------------------------------- STORMWATER OUTFALL COMPLIANCE 12 ---------------------------------------- SB1 & SWM POND CONVERSION 13 ---------------------------------------- SB2 & SWM POND CONVERSION 14 ---------------------------------------- SB3 & SWM POND CONVERSION 15 ---------------------------------------- SB4 & SWM POND CONVERSION 16 ---------------------------------------- STORMWATER MANAGEMENT DETAILS 17 ---------------------------------------- LAND USE ANALYSIS 18 ---------------------------------------- BASIN & STORMWATER DETAILS TOTAL SHEETS = 18 COUNTY OF ALBEMARLE- CONSTRUCTION RECORD DRAWINGS (AS -BUILT) FOR VSMP THE FOLLOWING IS A LIST OF INFORMATION REQUIRED ON CONSTRUCTION RECORD DRAWINGS FOR STORMWATER FACILITIES (REFERENCE WATER PROTECTION ORDINANCE 17-422). IT IS PREFERABLE THAT THE CONSTRUCTION RECORD DRAWING BE PREPARED BY SOMEONE OTHER THAN THE DESIGNER. PLEASE DO NOT PROVIDE DESIGN DRAWINGS AS CONSTRUCTION RECORD DRAWINGS. A. A SIGNED AND DATED PROFESSIONAL SEAL OF THE PREPARING ENGINEER OR SURVEYOR. B. THE NAME AND ADDRESS OF THE FIRM AND INDIVIDUAL PREPARING THE DRAWINGS ON THE TITLE SHEET. C. THE CONSTRUCTED LOCATION OF ALL ITEMS ASSOCIATED WITH EACH FACILITY, AND THE INSPECTION RECORDS TO VERIFY PROPER DIMENSIONS, MATERIALS AND INSTALLATION. THE ITEMS INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: 1. INSPECTION RECORDS AND PHOTOGRAPHS FOR PIPE TRENCHES AND BEDDING, INCLUDING UNDERDRAINS. 2. VIDEO PIPE INSPECTION FOR ANY PIPES WHICH ARE NOT ACCESSIBLE OR VIEWABLE. 3. UPDATED LOCATION WITH GEO-COORDINATES OF ALL FACILITIES. 4. VERIFIED DRAINAGE AREA MAPS FOR THE DRAINAGE AREA TREATED, AND FOR DRAINAGE TO THE FACILITIES. 5. CURRENT PHYSICAL AND TOPOGRAPHIC SURVEY FOR ALL EARTHEN STRUCTURES. PONDS SHOULD INCLUDE A SURVEY OF THE POND BOTTOM. SURVEYS SHOULD VERIFY POND VOLUMES ARE PER DESIGN. CORRECTIONS MAY BE REQUIRED FOR ALTERATIONS FROM THE DESIGN. 6. PLANTS, LOCATION AND TYPE. 7. PLANS AND PROFILES FOR ALL CULVERTS, PIPES, RISERS, WEIRS, AND DRAINAGE STRUCTURES - DISPLAY THE INSTALLED TYPE OF DRAINAGE STRUCTURES, CULVERT/PIPE SIZE, WEIRS, MATERIALS, INLETS OR END TREATMENT(S), INLET AND OUTLET PROTECTION, ALIGNMENT AND INVERT ELEVATIONS COMPARED TO DESIGN 8. COMPUTATIONS FOR SIGNIFICANT DEVIATIONS FROM DESIGN, PROVIDE SEALED COMPUTATIONS VERIFYING THAT THE AS -BUILT CONDITION IS EQUIVALENT OR BETTER THAN DESIGN. 9. DITCH LINES - DISPLAY THE CONSTRUCTED LOCATION OF ALL DITCH LINES AND CHANNELS, INCLUDING TYPICAL SECTIONS AND LININGS. 10. EASEMENTS - SHOW ALL PLATTED EASEMENTS WITH DEAD BOOK REFERENCES LABELED. FACILITIES AND DRAINAGE MUST BE WITHIN PLATTED EASEMENTS, PROVIDE COPIES OF RECORDED DOCUMENTS. 11. GUARDRAIL, FENCES OR OTHER SAFETY PROVISIONS - DISPLAY THE CONSTRUCTED LOCATION OF ALL SAFETY PROVISIONS: FENCES, GUARDRAIL, INCLUDING THE TYPE, LENGTH AND APPLIED END TREATMENTS, COMPARED TO. 12. MATERIAL LAYERS - BIOFILTER MEDIA, STONE LAYERS, SAND LAYERS, KEYWAYS AND CORES MUST BE VERIFIED AS TO MATERIALS TYPES AND DEPTHS. INCLUDE INSPECTION REPORTS. BORING OR TEST PIT REPORTS AND MATERIALS CERTIFICATIONS. BIOFILTER MEDIA MUST BE AN APPROVED STATE MIX. 13. ACCESS ROADS - SHOW LOCATION OF ACCESS ROADS, SURFACE TREATMENT, DRAINAGE, ETC., AS APPLICABLE. 14. COMPACTION REPORTS ARE REQUIRED TO VERIFY FILL COMPACTION IN DAMS. 15. MANUFACTURES CERTIFICATIONS FOR PROPRIETARY BMP'S CERTIFYING PROPER INSTALLATION AND FUNCTIONING. APPROVALS DEPARTMENT SIGNATURE DATE DEPARTMENT OF COMMUNITY DEVELOPMENT ENGINEERING INSPECTIONS U o m N W W � ENO UQ= Z co J m O O (D 2 � W o W Ir <� O�00 ¢_ �Z OW w U U z m J Z O r� O fr V co w F+1 Lu z z N 0 0 0) a- W N a Q� (0aa J 0 J Lu m Lu } 0 � V = Lu W W O z as °O a_ a UCn of vfp� � Christopher C. Mulligan Uc. No. 031672 'vim �O� 12/06/21 ESSIONAL �tyG LLJ U) Q LL z w Q LLJ Oz o J U z06 �Q O Ir fr in z 0 a U w 0 z O w DATE: 22 NOV 21 SCALE: 1" = 1 000' JOB: 20.1674 SUB: 202100161 SHEET: 1 OF 14 l I IMP 62F1-D C DUNLORA COMMUNITY ASSOCIATION INC. ZONING: R4 am' jLi 0� , I I / ❑ r C 0 PHASE I��.._ PHASE III -----------_1Ft] I I r PHASE IV „J ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PUBLIC ROADS 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4: 1 OR BETTER ARE TO BE ACHIEVED. 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY VDOT. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. THE CONTRACTOR SHALL FIELD VERIFY THE LENGTH OF ALL STORM DRAINAGE PIPE. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN IN THE OPINION OF VDOT THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR=S DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A,B OR C). 10. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE CHANNEL WHEN IN THE OPINION OF VDOT THE DIRECTOR OF ENGINEERING OR THE DIRECTOR=S DESIGNEE, IT IS DEEMED NECESSARY. 12. A MINIMUM CLEAR ZONE OFTEN (10) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. ADDITIONAL CLEAR ZONE MAY BE REQUIRED DEPENDING ON THE CATEGORY OF ROAD DESIGN. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. THE CROSS SLOPE SHALL BE MAINTAINED AS SHOWN ON THE PLANS. EXCEPTIONS WILL NOT BE ALLOWED. 14. ALL REQUIRED SIGNS (STOP, STREET NAME, SPEED LIMIT SIGNS, ETC.) ARE TO BE FURNISHED AND INSTALLED BY THE DEVELOPER PRIOR TO ACCEPTANCE SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL" AND THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. THE LOCATIONS OF ALL SIGNS ARE SHOWN ON THE PLANS. THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE OFTHE SIGNS UNTIL THE ROADS HAVE BEEN ACCEPTED INTO THE STATE SECONDARY ROAD SYSTEM. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE DETERMINED BY VDOT PRIOR TO ACCEPTANCE. THE SPEED LIMIT IS TO BE POSTED 5MPH BELOW THE DESIGN SPEED. /I' I II ❑ ( IMP 62-2C COUNTY OF ALBEMARLE / ZONING: NMD 35.77 AC. OPEN SPA PH 1 = 4.0 AC. PH11=14.77AC PH 111 10.0 AC. PH IV = 7.0 AC. IMP 62-16C N/F MORGOGLIONE, THERESA E OR ✓OHN D SCHUTTE ZONING: R4 250 1 250 500 750 15. ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 16. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 17. USE VDOT STANDARD CD-1 OR CD-2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS. 18. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT INSPECTIONS AND ARE TO BE ACCEPTED INTO VDOTS MAINTENANCE PROGRAM AND OWNERSHIP. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOTS VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT AND/OR COUNTY INSPECTOR PRESENT. IN ADDITION, IF HIGH -DENSITY POLYETHYLENE (HDPE) PIPE OR PIPE SYSTEM IS INSTALLED, THE CONTRACTOR AND A REPRESENTATIVE FROM THE PIPE MANUFACTURER SHOULD HOLD A PRE- CONSTRUCTION MEETING FOR INSTALLATION TRAINING. THE PIPE MANUFACTURER SHOULD SPEND A MINIMUM OF TWO HOURS ON THE JOB SITE DURING THE INITIAL PIPE INSTALLATION. ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296- 5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. LEGEND EXISTING INTERMEDIATE CONTOUR - - - EXISTING WATERLINE EXISTING INDEX CONTOUR - - - - PROPOSED WATERLINE -• •- PROPOSED CONTOUR 20 EXISTING FIRE HYDRANT EXISTING EDGE OF PAVEMENT E PROPOSED FIRE HYDRANT t PROPOSED EDGE OF PAVEMENT EXISTING WATER VALVE EXISTING CURB AND GUTTER EX. C PROPOSED WATER VALVE -. 0 .- PROPOSED CURB AND GUTTER CG-6 PROPOSED WATER METER O TRANSITION FROM CG-6 ROLL-TOP -- EXISTING REDUCER _w 10 EXISTING STORM SEWER EX. 15" RCP PROPOSED REDUCER •10 • PROPOSED STORM SEWER -_ HANDICAP RAMP (CG-12) TENOTEG LOCATION OF STD. wOT CG-12 ANOIOR OI JURIGCTION LL GTANOARD RAMP CONSTRUCTION) EXISTING SANITARY SEWER -5 - S - S - PARKING INDICATOR iz PROPOSED SANITARY SEWER , (INDICATES THE NUMBER OF T WICAL PARKING SPACES) PROPERTY LINE BENCHMARK EASEMENT LINE PROPERTY BOUNDARY CENTERLINE - LIMITS OF CLEARING AND/OR GRADING �■■■■■■■■■■■■� VEHICLES PER DAY COUNT 1,234 VPD EXISTING SPOT ELEVATION + 400.50 PROPOSED STREET NAME SIGN PROPOSED SPOT ELEVATION +400.50 EXISTING TREE DRIP LINE EXISTING SIGN EXISTING TREE S O { PROPOSED SIGN `�•,j' SANITARY MANHOLE IDENTIFIER 0 PROPOSED TREE OAK STORM DRAIN STRUCTURE IDENTIFIER 18 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. SITE DATA PROPOSED IMPERVIOUS AREA 15.5 ACRES PROPOSED MANAGED TURF AREA 29.5 ACRES OPEN SPACE PROVIDED: 35.77 ACRES MAGISTERIAL DISTRICT: RIO MAGISTERIAL DISTRICT CRITICAL SLOPES: PRESERVED & MANAGED SLOPES SHOWN PER ALBEMARLE COUNTY GIS. STORMWATER MANAGEMENT: (1) LEVEL EXT'D DETENTION POND (2) LEVEL 1 EXT'D DETENTION PONDS WATERSHED: THE SITE LIES IN THE RIVANNA RIVER WATERSHED H.U.C. #: 02080204 BOUNDARY SOURCE: ALTA SURVEY PREPARED JULY 24, 2020 BY ROUDABUSH, GALE AND ASSOCIATES, INC. TOPOGRAPHY: BARE EARTH DEM FROM LIDAR, SOURCE VGIN (2016). POINT CLOUD DATA FILTERED BY ROUDABUSH, GALE AND ASSOCIATES, INC. BENCHMARK: SURVEY CONTROL POINT "D3" FROM ALTA SURVEY FIELDWORK PERFORMED JUNE 22, 2020 BY ROUDABUSH, GALE AND ASSOCIATES, INC. DATUM HORZ: NAVD 83; VERT: NAVD 88 FLOODPLAIN: A PORTION OF THE PROJECT SITE SHOWN HEREON IS LOCATED WITHIN FLOOD HAZARD ZONE "AE" FOR A 100-YEAR FLOOD AS SHOWN ON FEMA MAP 51003CO279D, EFFECTIVE 2/3/2005. THIS DETERMINATION HAS BEEN MADE BY GRAPHIC METHODS, NO ELEVATION STUDY HAS BEEN PREFORMED AS A PORTION OF THIS PROJECT. STREAM BUFFER: THERE ARE STREAM BUFFERS LOCATED ON THE PROJECT SITE. NO IMPACTS ARE PLANNED OR ANTICIPATED HISTORICAL SIGNIFICANCE: COORDINATION WITH FOR PRESERVATION OR RELOCATION OF EXISTING STRUCTURES AND/OR ARTIFACTS SHALL BE DIRECTED BY THE OWNER. CEMETERIES: AN EXISTING CEMETARY EXISTS WITHIN THE SUBJECT PARCEL AND WILL REMAIN. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT. THIS SITE IS NOT LOCATED WITHIN THE WATERSHED OF A COUNTY. PUBLIC WATER SUPPLY RESERVOIR. 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: �Um I c/ (CONTRACTOR) U o m N L., m � ENO .. U¢= OZ J m J ZOw 0 D� �Lu QIr �� OU °r p� �Z ¢_ O U w U U ¢ m J Z_ � Z O r� O V Ei5 w C7 F+1 LZ N 0) L� a w N ¢Ld La m CO J 0, J m J }0�� S Lu O Co z O rn fr d ¢ 2 U �o$��PyTH Op Df�r Christopher C. Mulligan Lic. 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I, d - ) /h0I /(/ r- 0 \\\ '•, : \��36\\\�\\\\\\\\��:�—= --�ri IIII —// /// r r^ `-�--- /71 j ///////I '� 40 _ \\ lrA l —\ KEYNOTE LEGEND O TO BE REMOVED - EXISTING ROAD O TO BE REMOVED - EXISTING BUILDING & ASSOCIATED APPURTENANCES O TO BE REMOVED - EXISTING STRUCTURE O4 TO BE REMOVED - EXISTING OVERHEAD UTILITY & LINES O TO BE REMOVED - EXISTING ELECTRICAL O TO BE REMOVED - EXISTING WALL OABATEMENT OF EXISTING SEPTIC SYSTEM AND DRAIN FIELD. CONTRACTOR TO COORDINATE REMOVAL. O8 DO NOT DISTRUB - EXISTING STRUCTURE TO BE PRESERVED AND RELOCATED. O DO NOT DISTURB - EXISTING CEMETERY TO BE PRESERVED. 10 DO NOT DISTURB - EXISTING WALL TO BE PRESERVED. U m NW w H N N _,Q= U In J i 7OJcnZO w 5 w 0 cn � O rr W amrI U O < p'� Iz ¢_ O � w U W uQ m J z z0 O> w(D w z N C1-/-)� rr Cr I� a_ w N Q ,n � �_ aI W to r- J p Ld J rn �to =ww O �0 P z 0 0) ir d Q = Uco oPyTx of °fpo� 47 Christopher C. Mulligan Lic. No. 031672 'vim �0.- 12/06/21 ,�' ESSI°NAL Y""G Q fl w z O Q I— = J I O !VI L z W L� Q 0 J � (`� W Q U z < Q zE) o D I] 06 U O IY C� O U z I-_ U co w 0 Z O w m w a 0 0 z DATE: 22 NOV 21 SCALE: 1": 100' JOB: 20.1674 SUB: 202100161 SHEET: 4 OF 14 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 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. CONTRACTOR SHALL ESTABLISH A STABILIZED SITE, AND NOT ALLOW ANY EROSION OR SEDIMENT TO EXIT. 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. LOCATE SOIL STOCKPILES WITH PERIMETER SILT FENCE AND UPSTREAM OF TRAPS & BASINS, AS SHOWN. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL GROUND COVER IS ACHIEVED THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 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. THE SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED AS THE FIRST STEP IN CONSTRUCTION. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES WEEKLY & 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. THE TEMPORARY SEDIMENT BASIN SHALL BE SIZED FOR RUNOFF FROM THE ENTIRE CONTRIBUTING WATERSHED. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. THERE ARE NUMEROUS SEDIMENT TRAPS PROPOSED; REFER TO THE SIZING TABLES FOR CONSTRUCTION. B. 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 MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A TWENTY-FIVE 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. THE SEDIMENT BASIN SHALL BE LOCATED AND SIZED TO RECEIVE THE LARGEST RUNOFF AREA. THE RISER AND BARREL IS TO BE CONSTRUCTED ONCE, AND LATER CONVERTED TO THE PERMANENT OUTFALL STRUCTURE. 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. THIS APPLIES TO THE PROPOSED FILL SLOPES ALONG THE PROPOSED ROADWAYS AND THE CUT/FILL SLOPES LOCATED AT THE PERIPHERY OF THE SITE. 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. SITE RUN-OFF WILL BE MANAGED IN A SHEETFLOW PATTERN, DISCOURAGING CONCENTRATION OF RUNOFF ACROSS THE FILL OR STEEP SLOPE AREAS. DIVERSION DITCHES SHALL BE LOCATED TO DIRECT RUNOFF TO THE SEDIMENT TRAPPING DEVICES. ADJUST DIVERSIONS ALONG PERIMETER AS SITE GRADES APPROACH FINAL GRADES. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. THERE ARE NO KNOWN CRITICAL AREAS KNOWN ONSITE, CONSULT GEOTECH IF AREAS OF SEEPAGE ARE ENCOUNTERED. 10. ALL STORM SEWER INLETS THAT ARE MADE 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. EXISTING AND PROPOSED INLETS SHALL BE PROTECTED WITH INLET PROTECTION AS CONSTRUCTED. 11. BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. APPLICABLE TO PERMANENT OUTFALL PIPES AND OVERFLOW CHANNEL EXITING FROM TRAPS OR BASINS. 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 MATERIALS. THERE ARE NO LIVE WATER COURSES WITHIN THE DISTURBED AREA ON THESE PLANS. 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. THERE ARE NO LIVE WATER COURSES TO BE CROSSED BY CONSTRUCTION VEHICLES. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. THERE ARE NO LIVE WATER COURSES TO BE CROSSED.. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. THERE ARE NO LIVE WATER COURSES TO BE IMPACTED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACK FILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. ADHERE TO THESE APPLICABLE STANDARDS 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 ACTIVITIES. 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 LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. CONTRACTOR SHALL STABILIZE SITE, AND OBTAIN INSPECTOR APPROVAL PRIOR TO REMOVING EC MEASURES. UPON APPROVAL OF THE ENVIRONMENTAL INSPECTOR, COVERT BASIN TO PERMANENT FILTRATION BMP's 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 STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA: ALL CONCENTRATED RUN-OFF FROM THE PROPOSED DEVELOPMENT AREA SHALL BE DIRECTED INTO THE STORM SEWER SYSTEM WHICH OUTFALLS INTO THE FOREBAY, SPILLS INTO THE DETENTION AREAS AND IS MANAGED AND CONTROLLED ACCORDING TO THE CURRENT VaRRM RUNOFF REDUCTION REQUIREMENTS FOR NATURAL CHANNELS. 19.1. CONCENTRATED STORM WATER 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. ALL CONCENTRATED RUN-OFF IS CONVEYED TO AN EXTENDED DETENTION POND, RUNOFF REDUCTION IS PROVIDED. A. 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. B. (1) "MANMADE STORMWATER CONVEYANCE SYSTEM" MEANS A PIPE, DITCH, VEGETATED SWALE, OR OTHER STORMWATER CONVEYANCE SYSTEM CONSTRUCTED BY MAN EXCEPT FOR RESTORED STORMWATER CONVEYANCE SYSTEMS OR, 19.0.1.1. (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. THE ENTIRE DEVELOPMENT AREA OUTFALLS INTO MULTIPLE TRIBUTARIES CONNECTING TO THE RIVANNA RIVER. THE STORM SEWER OUTFALL LOCATION FROM EACH DETENTION POND IS DESIGNED TO MEET NATURAL OUTFALL CONDITIONS. 19.0.1.2. (b) THE PEAK DISCHARGE REQUIREMENTS FOR CONCENTRATED STORMWATER FLOW TO NATURAL STORMWATER CONVEYANCE SYSTEMS SHALL BE MET. Q <= I.F. * (Q * RV )/RV Dev. Pre-Dev. Dev. Pre-Dev. I.F. = 0.8 FOR SITES > 1 ACRE; I.F. = 0.9 FOR SITES <= 1 ACRES UNDER NO CONDITION SHALL > Dev. Pre-Dev. NOR SHALL BE Q Q Q REQUIRED TO BE LESS THAN THAT Q * RV )/RV Dev. Dev. Forest Forest OR IN ACCORDANCE WITH ANOTHER METHODOLOGY THAT IS DEMONSTRATED BY THE VSMP AUTHORITY TO ACHIEVE EQUIVALENT RESULTS AND IS APPROVED BY THE BOARD. <= Q Q 0.80 (27.82 * 2.419 ac-ft) / 3.094 ac-ft ---- 17.4 cfs Post ESC MINIMUM STANDARDS CONTINUED 1. STORMWATER MODELED TO INCLUDE POND ROUTINGS DEPICTING THE REQUIRED RUNOFF REDUCTION VOLUME. THE EXTENDED DETENTION FACILITIES SHALL PROVIDE MANAGEMENT OF THE 1, 2 & 10 YEAR STORM EVENTS, OUTFALL WILL REMAIN. THE UNDERDRAIN FROM THE FILTRATION BASIN WILL CONTINUALLY SUPPLY HYDRATION SIMILAR TO PRE -DEVELOPED FLOW RATES. LARGER STORM EVENTS ARE MANAGED BY THE INTERACTION AMONGST BOTH FACILITIES, AND ADDITIONAL DETENTION WAS PROVIDED TO REDUCE THE PRE -DEVELOPED 25 YEAR STORM EVENT AT THE EXISTING 15" CULVERT, OUTFALLING THE SITE UNDER HULL STREET ROAD. 1.A. (2) "NATURAL STORMWATER CONVEYANCE SYSTEM" MEANS THE MAIN CHANNEL OF A NATURAL STREAM AND THE FLOOD -PRONE AREA ADJACENT TO THE MAIN CHANNEL OR, THE CHANGES IN RUN-OFF ASSOCIATED WITH THE DEVELOPMENT ARE QUANTIFIED IN THE HYDROLOGIC ANALYSIS AND SUMMARIZED IN THE NARRATIVE. HYDROLOGIC CHANGES ARE MINIMAL DUE TO IMPLEMENTATION OF MULTIPLE EXTENDED DETENTION PONDS AND THE STAGED DEDICATION OF OPEN SPACE DETENTION PRIOR TO RELEASE INTO THE OVERFLOW CHANNEL PROPOSED ALONG HULL STREET ROAD. THE UNDER -DRAIN FROM EACH FILTER CONTINUALLY SATURATES THE EXISTING, OFFSITE, WETLAND OUTFALL. 1.B. (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). SITE NARRATIVE DESCRIPTION: THIS DEVELOPMENT IS COMPRISED OF AN 80.77 AC FARM PARCEL, AND IS A PORTION OF TMP 62-16A. THE PARCEL IS COMPRISED OF ANXISTING PLANTATION HOUSE, ACCOMPANYING SLAVE QUARTERS, AND WOULD INCLUDE THE REMOVAL OF THE EXISTING SUPPORTING INFRASTRUCTURE. KNOWN INFRASTRUCTURE CONSISTS OF VARIOUS OUT -BUILDINGS, PRIVATE UTILITIES, INCLUDING POWER POLES AND SERVICES, WELL AND SEPTIC DRAIN -FIELDS. IN PARTICULAR, THE SLAVE QUARTERS SHALL BE REFURBISHED AND MOVED TO A NEW PERMANENT LOCATION. ADDITIONALLY, A SMALL FAMILY CEMETERY WILL BE PRESERVED IN ITS ORIGINAL LOCATION. THE DEVELOPMENT PROJECT AND SUBSEQUENT LAND DISTURBANCE AREA FOR IMPROVEMENTS TO THIS 35 ACRE LAND DISTURBANCE AREA CONTAINS NUMEROUS MATURE TREES MOST ALL OF WHICH WILL REQUIRE REMOVAL, AS DEPICTED ON THE EXISTING CONDITIONS AND EROSION CONTROL PLANS. THESE PLANS PROPOSE APPROXIMATELY 270 SINGLE FAMILY OR TOWNHOUSE PARCELS AND SHALL BE IMPLEMENTED IN 5 DISTINCT PHASES. THE PHASE 1 ESC DISTURBED AREA CURRENTLY CONTAINS STEEP SLOPES IMPACTED WITH ROAD CONSTRUCTION AND IS IMMEDIATELY ADJACENT TO THE RESOURCE PROTECTION AREA. HEAVY VEGETATION REMOVAL, EARTH MOVING AND CLEARING WILL BE REQUIRED TO INSTALL THE SEDIMENT TRAPPING FACILITIES. MOST OF THE SLOPES WITHIN THE DISTURBED AREA RANGE BETWEEN 5%AND 20%, AND THE HEAD OF WETLANDS LOCATED AT THE SITE OUTFALL LOCATIONS SHALL BE CONTROLLED WITH SILT FENCE, DIVERSIONS OR SEDIMENT TRAPPING FACILITIES, AS APPROPRIATE. THE ADJACENT WETLANDS SHALL REMAIN AND ARE TO BE PROTECTED BY SUPER SILT FENCE AND BARRICADE TAPE AS NEEDED TO PROTECT. SEE COE PERMIT FOR SPECIFICS RELATING TO APPROVED WETLAND OR W.U.S. IMPACTS. SPECIAL ATTENTION SHALL BE PLACED UPON STABILIZATION OF ALL CUT & FILL SLOPES ALONG THE PERIMETER, ENSURING THAT ALL RUNOFF POTENTIALLY CAPTURABLE IS DIRECTED INTO THE SEDIMENT TRAPPING FACILITIES AT ALL TIMES DURING FILL AND CONSTRUCTION OPERATIONS. THE STORM RUNOFF ANALYSIS IS QUANTIFIED FOR DEVELOPMENT AND MANAGEMENT OF THIS SITE AND ALSO INCLUDES THE SEDIMENT BASIN AND TRAP SIZING FOR PHASED IMPLEMENTATION. ALL SEDIMENT BASINS SHALL BE DEMUCKED, REGRADED, STABILIZED AND CONVERTED TO THE PERMANENT BMP FACILITY ENSURING THAT THE REQUIRED POND VOLUMES ARE PROVIDED. BMP CONVERSION SHALL NOT TAKE PLACE UNTIL THE ENTIRE CONTRIBUTING UPSTREAM WATERSHED IS STABILIZED. SOILS: THE EXISTING NATIVE AND UNDERLYING SOIL TYPE PRESENT WITHIN THE DISTURBED AREA ONSITE CONSIST OF MAYODAN-SAND LOAM, CLAYEY SUBSTRATUM (59B) AND BOURNE-COLFAX COMPLEX(261 B). MAYODAN-SAND LOAM, CLASSIFIED AS HYDROLOGIC GROUP B, ARE CONSIDERED WELL DRAINED, AND INCLUDE MODERATELY HIGH TO HIGH ABSORPTION RATES (Ksat). THE PROPOSED SLOPES WITHIN THE AREA OF LAND DISTURBANCE ARE GENERALLY 3:1, BUT ARE 2.5:1 ALONG THE TOE OF SWM 'B'. BOURNE-COLFAX COMPLEX, CLASSIFIED AS HYDROLOGIC GROUP C, IS CONSIDERED THE GRADED AREAS OUTFALL INTO A MANMADE GRASS DITCH AND STORM SEWER SYSTEM BEFORE BEING CONVEYED INTO TWO FILTRATION BMPs WITH EXTENDED DETENTION. THE LEVEL 2 FILTRATION FACILITY HAS A FOREBAY AREA ISOLATED FROM THE FILTER WITH A GABION WEIR WALL. ALMOST ALL OF THE PROPOSED IMPERVIOUS RUNOFF SHALL BE DIRECTED INTO THE BMP FACILITIES FOR RETENTION & TREATMENT. THE ULTIMATE DRAINAGE CONVEYS THROUGH MANMADE AND NATURAL CONVEYANCE SYSTEMS INTO UPPER SWIFT CREEK, ULTIMATELY CONNECTING TO APPOMATTOX RIVER. WATER QUALITY: THIS SITE IS LOCATED WITHIN HUC 02080205, RIVANNA RIVER WATERSHED- PORTION OF CHESAPEAKE BAY WATERSHED. A PORTION OF THE SITE, INCLUDING ADJACENT OFFSITE AREAS, DRAINS INTO THE PHASE 1, LEVEL 2 EXTENDED DETENTION AREA. PHASE 2 OF THE DEVELOPMENT CONSISTS OF CONVERTING THE SEDIMENT BASIN INTO A LEVEL 1 EXTENDED DETENTION FACILITY TO CONTROL RUNOFF TO AN EXISTING NATURAL CHANNEL. PHASE 3 OF THE DEVELOPMENT CONSISTS OF CONVERTING AN EXISTING SEDIMENT BASIN INTO A LEVEL 1 EXTENDED DETENTION FACILITY TO CONTROL RUNOFF TO THE EXISTING NATURAL CHANNEL. PHASE 4 OF THE DEVELOPMENT CONSISTS OF CONVERTING AN EXISTING SEDIMENT BASIN INTO A RUN-OFF FACILITY TO CONTROL RUNOFF TO THE EXISTING NATURAL CHANNEL. THE REMAINDER OF THE IMPROVEMENTS NOT DIRECTING INTO A BMP OR TO OPEN SPACE SHALL BE FINISHED GRADED TO PROMOTE SHEET -FLOW PRIOR TO EXITING THE DISTURBED AREAS(NON-STEEP SLOPES). THE EXTENDED DETENTION PONDS, DEDICATION OF OPEN SPACE AND THE TRANSFER OF OFFSITE NUTRIENT CREDITS EQUAL TO 8.79 LBS/AC/YR PROVIDE THE REQUIRED PHOSPHOROUS REMOVAL AND RUNOFF REDUCTION, FOR THES DEVELOPMENT, WHILE ALSO PROVIDING 10 YEAR AND 2 YEAR PRE -POST DETENTION AT EACH CONCENTRATED DISCHARGE.. THOUGH NOT APPLIED IN THE HYDRAULIC ANALYSIS, INCREASED FLOW -PATH LENGTHS WERE IMPLEMENTED TO FURTHER ASSIST IN MINIMIZING PEAK FLOWS. EROSION CONTROL MEASURES: THE ESC IMPROVEMENTS CAN ADEQUATELY CONTROL EROSION WITH A CONSTRUCTION ENTRANCE, DIVERSIONS, SILT FENCE PROTECTION INLET PROTECTION AND CULVERT INLET PROTECTION LOCALIZED SEDIMENT TRAPS & BASIN TO CAPTURE RUNOFF PRIOR TO DRAINING ONTO STEEP SLOPES OR THE ORIGINAL OUTFALL LOCATION. GRADING OPERATIONS INVOLVE EXTENSIVE CUT AND FILL OPERATIONS IN PREPARATION OF THE BASINS, ROADWAYS AND BUILDING PAD SITES. INSTALLATION OF THE SEDIMENT TRAPS AND BASINS SHALL OCCUR AS THE FIRST MAJOR STEP IN CONSTRUCTION AND PRIOR TO ANY ADDITIONAL GRADING OR EARTH MOVING OPERATIONS. ANY AND ALL SEDIMENT AND EROSION TRANSPORT SHALL BE MINIMIZED UNTIL THE FACILITY IS FULLY OPERATIONAL. DRAINAGE: THE LAND DISTURBANCE WITH THIS PLAN IS LOCATED ON THE DUNLORA PLANTATION SITE CONSISTING OF GRASSED AREAS AND A PRIMARILY WOODED SITE ADJACENT TO AN EXISTING APPROVED DEVELOPMENT FROM WHICH PUBLIC UTILITIES WILL BE EXTENDED. MOST CONCENTRATED AND IMPERVIOUS COVER DRAINAGE FROM THE SITE WILL BE INTERCEPTED BY CURB INLETS AND CONVEYED WITH STORM SEWER INTO THE EXTENDED DETENTION BMP's. SMALL PORTIONS OF THE SITE ALONG THE PERIMETER SHALL BE MANAGED AS SHEET -FLOW TO OPEN SPACE OR STEEP SLOPES AS PRACTICAL.SEE SUPPORTING HYDROLOGY AND COMPUTATIONS. STORMWATER RUN-OFF: THE PROJECT AREA CONSIST OF 80.77 ACRES, MOST OF WHICH IS CURRENTLY COVERED BY MATURE TREES, GRASSED FIELDS MULTIPLE OLD HOMESITES AND STRUCTURES. UTILIZING SCS METHODOLOGY AND NOAA ATLAS 14 RAINFALL DATA, THE EXISTING 1 YEAR RUNOFF FROM THIS SITE IS ESTIMATED TO BE 34.9 cfs, WHERE THE EXISTING 2 YEAR RUN-OFF FROM THIS SITE IS ABOUT 64.9 cfs; THE PRE -DEVELOPED DISTURBED AREA CONSISTS OF THE STEEP SLOPES, THE CLEARED & GRASSED AREAS INCLUDING THE OLD HOME -SITES AND ACCESS ROAD IMPROVEMENTS. THE ESTIMATED PRE -DEVELOPED CN VALUE IS 65 BASED ON THESE PAST GRADING AND HOMESTEAD *IMPROVEMENTS. THE POST -DEVELOPED RUNOFF LOCATIONS ARE BEING MANAGED SO THEY WILL NOT OFFER ANY SIGNIFICANT CHANGE TO THE EXISTING RUN-OFF CONDITIONS AT EACH CONCENTRATED OUTFALL LOCATION. THE'GOOD FORESTED' CONDITION FOR THIS SITE INDICATES A CORRESPONDING 1 YEAR PRE -DEVELOPED RUNOFF RATE OF 4.85 cfs FROM THE SAME DISTURBED AREA. AS DESIGNED, THERE WILL BE A SIGNIFICANT REDUCTION OF RUNOFF FROM THE SITE, ESPECIALLY WITH THE PROTECTIONS ALONG THE STEEP SLOPING AREA AND DEDICATED CONSERVATION OPEN SPACE. THE ESTIMATED OVERALL POST DEVELOPED CN=71 AND THE ACCOMPANYING, TYPICAL SITE RUNOFF TO EACH CONCENTRATED OUTFALL IS DESIGNED TO BE REDUCED BY 80%. REFER TO THE RUNOFF REDUCTION VOLUMES PROVIDED, AS WELL AS THE WATERSHED HYDROLOGY MODELS, POND ROUTING SUMMARIES, LAND -USE AND STORM EVENT SUMMARY TABLES. ADJACENT AREAS: THERE ARE MULTIPLE ENVIRONMENTALLY SENSITIVE AREAS TO REMAIN ONSITE; TO INCLUDE THE ADJACENT RIVANNA RIVER AND TRIBUTARIES THERE TO, WETLANDS AND STEEP SLOPES LOCATED IMMEDIATELY ADJACENT TO THE DISTURBANCE ALSO EXIST AND SHALL BE PROTECTED TO REMAIN. PERIMETER EROSION CONTROL MEASURES MUST BE PROPERLY MAINTAINED TO PREVENT UNINTENDED IMPACTS TO ANY OFFSITE AREAS, AND PREVENT ANY SEDIMENT LADEN WATER FROM ENTERING THE OFFSITE WATERSHED. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PI ONIq 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE O SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/ LOOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL NOTES 1. EXISTING UTILITIES THE LOCATION OF EXISTING SEWER, WATER, POWER, GAS, TELEPHONE, AND OTHER UTILITIES AND STRUCTURES WHICH ARE LOCATED ACROSS, UNDERNEATH, ALONG AND WITHIN THE LIMITS OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE UNDERGROUND PROTECTION CENTER ("MISS UTILITY) AT 1-800-552-7001 AND, AT HIS OWN COST, VERIFY THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES WITHIN THE LIMITS OF CONSTRUCTION. HE SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE APPEARS TO BE A CONSTRUCTION CONFLICT OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLAN. THE CONTRACTOR SHALL BE LIABLE FOR ALL DAMAGE DONE TO ANY STRUCTURES OR PROPERTY THROUGH HIS CARELESSNESS OR NEGLIGENCE. ANY GRADE STAKES, HUBS, ETC. DESTROYED WILL BE REPLACED AT THE CONTRACTORS EXPENSE. THE CONTRACTOR SHALL NOTIFY THE APPLICABLE GOVERNMENTAL PUBLIC WORKS, PUBLIC UTILITY DEPARTMENT/ VDOT AT LEAST 24 HOURS PRIOR TO START OF WORK ON THE PROJECT. 2. MATERIALS AND WORKMANSHIP ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF: A. THE 2016 VDOT ROAD AND BRIDGE SPECIFICATIONS. B. THE 2016 VDOT ROAD AND BRIDGE STANDARDS. C. THE CURRENT 2015 REVISION TO THE 2005 WORK AREA PROTECTION MANUAL D. APPLICABLE COUNTY OF ALBEMARLE ORDINANCES AND REGULATIONS E. THE LATEST RULES AND REGULATIONS GOVERNING CONSTRUCTION DEMOLITION AND EXCAVATION AS ADOPTED BY THE SAFETY CODES COMMISSION OF THE COMMONWEALTH OF VIRGINIA AND OSHA. 3. DEVIATION FROM PLANS NO DEVIATION FROM THESE PLANS WILL BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER, ENGINEER AND AFFECTED GOVERNMENTAL AGENCIES. 4. CLEARING AND GRUBBING A. ALL GROWTH OF TREES, OTHER VEGETATION AND OBJECTIONABLE DEBRIS SHALL BE CLEARED AND GRUBBED FROM THE PROPOSED PAVED AND BUILDING AREAS AS WELL AS AREAS INDICATED TO BE GRADED ON THE PLANS. B. ALL CLEARING AND GRUBBING WITHIN THE UTILITY EASEMENTS AND SPECIAL FILL AREAS SHALL BE TO THE LENGTH AND WIDTH NECESSARY TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THE PLANS. C. ALL TREES BRANCHES VEGETATION AND DEBRIS SHALL BE DISPOSED OF IN A LEGAL MANNER ACCEPTABLE TO THE OWNER AND ENGINEER. BURNING PERMITS WILL BE OBTAINED BY THE CONTRACTOR AT HIS EXPENSE. D. ALL TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED SO AS TO OBTAIN THE MAXIMUM SIGHT DISTANCE AT EACH INTERSECTION 6. TOPSOIL STRIPPING CONTRACTOR SHALL REMOVE TOPSOIL TO ITS ENTIRE DEPTH FROM ALL AREAS TO BE GRADED AND OR FILLED. HE SHALL STOCKPILE OR REMOVE/REPLACEIAMEND THE TOPSOIL AT OWNERS DIRECTION. 7. GRADING A. ROADWAYS, EASEMENTS, AND SPECIAL FILL AREAS TO BE GRADED AND COMPACTED TO THE FINISHED SUBGRADE OR GRADES AS SHOWN ON THE PLANS. OWNER SHALL HAVE REPRESENTATIVE SUBGRADE CBR TEST RUN AND SHALL REPORT TO THE OWNER, ENGINEER, AND ANY AFFECTED GOVERNMENTAL AGENCIES ANY CONTINUALLY SATURATED OR POOR SOILS; IF TESTED, RESULTS WHICH SHOW A CBR OF LESS THAN 10 SHALL BE ADDRESSED AND RESOLVED TO MEET THE MINIMUM REQUIREMENTS. IN SUCH CASE ROAD PAVEMENT DESIGN MAY HAVE TO BE RE -DESIGNED TO MEET WITH THE ACTUAL SOIL CONDITIONS ENCOUNTERED. B. IF UNSUITABLE MATERIAL IS ENCOUNTERED WITHIN THE ROADWAY, PARKING AREA OR ANY SPECIAL FILL AREA, IT SHALL BE REMOVED FROM THE ENTIRE PROPOSED PAVED AREA OR FILL AREA AND REPLACED WITH SELECT BACKFILL WHICH IS SUITABLE FOR ROADWAY (OR BUILDING SITE) CONSTRUCTION AS PER VDOT REQUIREMENTS AND ANY SPECIAL REQUIREMENTS OF THE COUNTY OWNER, ENGINEER, AND ANY AFFECTED GOVERNMENTAL AGENCIES. C. FILL AND BACKFILL MATERIAL SHALL BE COMPACTED TO 95 % STD. PROCTOR DENSITY AT OPTIMUM MOISTURE 32 % UNLESS SPECIFIED OTHERWISE ON THE PLAN. D. ALL GRADING OPERATIONS SHALL BE DONE IN SUCH A MANNER SO AS TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES. E. AT ALL ROAD INTERSECTIONS IN A CUT SECTION, THE BACK SLOPES AND VEGETATION SHALL BE CUT BACK WITH AT LEAST 3:1 BACK SLOPES SO AS TO PROVIDE THE BEST POSSIBLE SIGHT DISTANCE. F. STANDARD SPRING BOXES (SB-1) AND UNDERDRAIN SYSTEM (UD-4 UD-7) WILL BE INSTALLED AT LOCATIONS SHOWN ON THE PLANS AND WHEREVER FIELD CONDITIONS WARRANT. G. ALL PIPE CULVERTS AND STORM SEWER SYSTEMS WITHIN THE VDOT RIGHT OF WAY SHALL UTILIZE THE PIPE DIAMETE AND BE CONSTRUCTED OF THE SPECIFIED MATERIAL, HAVING A MINIMUM COVER AS SPECIFIED ON THE PLANS. H. BACKFILL FOR ALL UTILITIES WITHIN PROPOSED STREETS SHALL BE PLACED GENERALLY IN ACCORDANCE WITH CITY OF RICHMOND UTILITY SPECIFICATIONS AND SPECIFICALLY IN ACCORDANCE WITH VDOT SPECIFICATIONS FOR BACKFILLING AROUND UTILITIES AND THE FOLLOWING CRITERIA AS COORDINATED WITH GEOTECHNICAL REPORT I. TRENCHES SHALL BE EXCAVATED TO A MINIMUM OF 4 INCHES BELOW THE BOTTOM OF THE BARREL OF THE PIPE AND BEDDING SHALL BE PROVIDED AND INSTALLED OF SELECT MATERIAL SUITABLE TO MEET VDOT PBA PIPE INSTALLATIO REQUIREMENTS. TRENCHES SHALL NOT BE CUT OVER 16 INCHES WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE UNLESS AN UNSUITABLE FOUNDATION MATERIAL IS ENCOUNTERED 7. BASE AND PAVEMENT ITEMS A. SUBGRADE MUST BE CHECKED BY AFFECTED GOVERNMENTAL OFFICIALS, AND OWNER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS APPLIED. B. BASE AND PAVEMENT MATERIALS SHALL MEET ALL `VDOT` SPECIFICATIONS AND SHALL BE APPLIED IN ACCORDANCE WITH THE CURRENT 'VDOTSPECIFICATIONS. ALL MATERIALS MUST BE TESTED AND APPROVED BY'VDOTOR APPLICABLE GOVERNMENTAL AGENCY OFFICIALS PRIOR TO EMPLACEMENT. C. PAVING OPERATIONS SHALL NOT BE STARTED BETWEEN NOVEMBER 15 AND APRIL 1 WITHOUT WRITTEN AUTHORIZATION OF CHESTERFILED COUNTY OFFICIALS AND THE OWNER. D. WHEN USING PUG MILLED AGGREGATE BASE MATERIAL WHICH IS TESTED BY VDOT OFFICIALS AT THE PLANT THE TEST WILL BE GOOD FOR 90 DAYS ONLY. ADDITIONAL "IN PLACE" TEST SHALL BE MADE AFTER 90 DAYS. 8. SEEDING AND MULCHING, ETC. (TO COORDINATE WITH LANDSCAPE SPECS.) A. ALL FERTILIZING, SEEDING, LIMING, AND MULCHING WILL BE DONE AT THE EROSION & SEDIMENT CONTROL HANDBOO SPECIFIED PIEDMONT RATES UNLESS SPECIFIED OTHERWISE IN PLANS: SEE TEMPORARY, PERMANENT AND FERTILIZATIONS SPECIFICATION CHARTS 9. PERMITS ALL PERMITS, NECESSARY TO WORK IN PUBLIC ROADS, (ENTRANCE OR OTHERWISE) MUST BE OBTAINED BY TH CONTRACTOR PRIOR TO CONSTRUCTION. ALL OTHER PERMITS NECESSARY TO UNDERTAKE THIS PROJECT MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. REFER TO COVER SHEET OF THESE CONSTRUCTION PLANS 10. DRAINAGE STRUCTURES A. ALL CURB AND GUTTER AND STORM SEWER TO BE LOCATED IN ANY GOVERNMENTAL RIGHT OF WAY SHALL BE COORDINATED WITH V.D.O.T. AND COUNTY ENGINEER PRIOR TO INSTALLATION. B. A LONGITUDINAL DROP INLET (ON GRADE) SHALL BE POURED WITH THE THROAT ON THE SAME GRADE AS THE ADJOINING CURB AND GUTTER UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS. C. ALL STORM SEWER SHALL BE HPDE PIPE -ASTM 949 OR ASTM, C-76, CLASS III, RCP, EXCEPT WHERE NOTED D ALL DRAINAGE STRUCTURES SHALL BE EITHER PRECAST OR CAST -IN -PLACE 11. CONSTRUCTION STAKING ALL CONSTRUCTION STAKING WILL BEAT THE CONTRACTOR'S EXPENSE UTILIZING A VIRGINIA CERTIFIED PROFESSIONAL ENGINEER OR LAND SURVEYOR UNLESS AGREED UPON BY THE OWNER IN WRITING. COPIES OF ALL SITEWORK CUT SHEETS ARE TO BE FURNISHED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE LIABLE FOR ANY ADVERSE CONSEQUENCES IF CUT SHEETS ARE NOT PROVIDED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. COST OF THIS REVIEW TO BE BORNE BY CONTRACTOR. ALBEMARLE COUNTY ESC NOTES 1. SILT FENCE, SEDIMENT TRAPS AND OTHER PROTECTIVE MEASURES SHALL BE PROVIDED IN AREAS WHERE SEDIMENT FROM DISTURBED AREAS MAY LEAVE THE SITE AND MUST BE PROPERLY INSTALLED BEFORE LAND DISTURBANCE. THESE MEASURES MUST REMAIN INSTALLED AND MAINTAINED UNTIL ADEQUATE STABILIZATION IS ACHIEVED AS DETERMINED BY THE PROGRAM AUTHORITY. 2. ALL EROSION MEASURES ARE SUBJECT TO INSPECTION PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES AND CLEANUP OF SEDIMENTATION MUST BE MADE IMMEDIATELY. IF EROSION CONTROL MEASURES ARE FOUND TO BE INADEQUATE, OR IN NEED OF REPAIR, BY A COUNTY INSPECTOR, YOU WILL BE NOTIFIED. A FEE OF $150 WILL BE CHARGED FOR EACH REINSPECTION THAT IS NECESSARY. 3. A TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE PROVIDED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND WHERE THERE EXISTS THE POSSIBILITY OF TRANSPORTING MUD DIRECTLY ONTO A ROAD OR OTHER PAVED AREA. 4. ALL DENUDED AREAS ON THE SITE SHALL BE STABILIZED WITHIN SEVEN (7) DAYS OF FINAL GRADING WITH PERMANENT VEGETATION OR A PROTECTIVE GROUND COVER SUITABLE FOR THE TIME OF YEAR. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN THIRTY (30) DAYS. 5. A PERMANENT STABILIZATIONNEGETATIVE COVER SHALL BE ESTABLISHED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS OF THE START OF CLEARING OR GRADING. UNLESS DOCUMENTED IN WRITING TO THE PROGRAM AUTHORITY AT THE START OF LAND DISTURBANCE, THE NINE (9) MONTHS SHALL BE MEASURED FROM THE PERMIT ISSUANCE DATE. IF AN EXTENSION IS NECESSARY AND CONSTRUCTION EXTENDS FOR MORE THAN A YEAR, A PERMIT RENEWAL FEE OF $150 WILL BE REQUIRED. 6. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED, COVERED, OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. 7. ALL STORM SEWER INLETS THAT ARE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE STORM WATER CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 8. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL NOT BE REMOVED UNTIL DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE REMOVED WITHIN 30 DAYS, UNLESS OTHERWISE AUTHORIZED BY THE PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. SEQUENCE OF CONSTRUCTION PHASE 1. CONTRACTOR SHALL COORDINATE INSPECTIONS, AS REQUIRED BY THE VSMP PERMIT PRIOR TO ANY SITE CLEARING OR GRADING OPERATIONS. 2. CONTRACTOR INSTALL CONSTRUCTION ENTRANCE, TREE PROTECTION, PERIMETER SILT FENCING, STAGING AREAS AND SWPPP MEASURES- AS FIRST STEP IN CONSTRUCTION. 3. CLEARING AND GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO INSTALL PERIMETER CONTROL DEVICES, THE TEMPORARY SEDIMENT TRAPS, BASINS, EARTHEN BERM CONSTRUCTION INCLUDING OUTFALL STRUCTURES, OUTLET PROTECTION. RISER AND MODIFIED OUTLET PROTECTION AT ANY AND ALL CONCENTRATED OUTFALL LOCATIONS. 4. INSTALL ADDITIONAL PERIMETER CONTROLS: SUCH AS SILT FENCE, SUPER SILT FENCE AND DIVERSION DIKES AS NECESSARY TO DIRECT SEDIMENT LATENT RUNOFF TO EACH TRAP AND BASIN. 5. SEDIMENT BASIN SHALL BE MADE FUNCTIONAL PRIOR TO ANY ONSITE GRADING OR GRUBBING OPERATIONS. PHASE II 1. CLEAR AND GRUB THE REMAINDER OF THE SITE TO BEGIN THE EARTHWORK OPERATIONS AS NECESSARY TO ACHIEVE FINAL GRADES. 2. SOIL STOCKPILES SHALL BE LOCATED IN AREAS THAT WILL NOT INTERFERE WITH CONSTRUCTION PHASES AND AT LEAST 15 FEET AWAY FROM AREAS OF CONCENTRATED FLOWS OR PAVEMENT. THE SIDE SLOPES OF THE STOCKPILE WILL BE ROUGHENED BY EQUIPMENT TRACKING; AND WILL NOT EXCEED 2:1 AND SHALL HAVE SILT FENCE INSTALLED ALONG THE PERIMETER TOE. 3. DENUDED AREAS SHALL DRAIN TO AN APPROVED EROSION CONTROL MEASURE AT ALL TIMES DURING CONSTRUCTION. 4. INSTALL UTILITIES AND COMPLETE ACCESS ROAD STABILIZATION AND CONSTRUCTION. 5. INSTALL STORM SEWER INLETS, PIPES AND CULVERTS AS PHASED, ENSURING THAT ALL DENUDED AREAS DRAIN TO AN APPROVED SEDIMENT TRAPPING DEVICE AT ALL TIMES. 6. LIME, FERTILIZE AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL DENUDED AREAS IMMEDIATELY AFTER ACHIEVING FINAL GRADES. 7. AFTER THE CONTRIBUTING AREA TO EACH TRAP OR BASIN IS FULLY STABILIZED, AND PRIOR TO APPLYING TOPCOAT ASPHALT TO THE PAVED AREAS, OBTAIN APPROVAL FROM THE EROSION CONTROL INSPECTOR TO CONVERT DECONTRUCT SEDIMENT TRAPS OR CONVERT SEDIMENT BASINS TO THE PERMANENT SWM/BMP FACILITY. SEE CONVERSION DETAILS AND SPECIFICATIONS FOR EACH OF FOUR BASIN CONVERSIONS. 8. PERMANENT OR TEMPORARY 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 FOURTEEN 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. 9. PRIOR TO ANY DE-CONTRUCTION OF ESC MEASURES COORDINATE THEIR REMOVAL WITH THE APPROPRIATE INSPECTOR. 10. REMOVE SILT FENCING, INLET PROTECTION AND OTHER REMAINING EROSION CONTROL MEASURES. U N rn wg ENO � _ O>U0wD < ZJJ mOy0O (D g�wO/) D- Ir WQ_§ _91 M1 O3 frZ ¢= U cow U W C,< m J Z v < - Z CS 00 fr w (7 Frl w z_ F+i N O W) 0= fr rn l W N is uj <� CO<o i­- r` COW t` J ( J � Up>(( YU w W U w w O O _ U Z �O W/ rn ir a_ < = Ufr $�$PyTx of Pfl o � w C'. a Christopher C. Mulligan Lic. No. 031672 IVY �0,� 12/06/21 l�� 4'& ONAL sty, W > I- - Q LLI Ir Q Q [r = z J I O LL z � Q z Q a_ O CE 0 I- z z_ w CC Q G J � C) zo W D Q 06 Q z 0 0 0 O Ir w z O a U w 0 z O w m w 0 icil z DATE: 22 NOV 21 SCALE: - JOB: 20.1674 SUB: 202100161 SHEET: 5 OF 14 + ll J / / / I"/. I, I / / �\ I II ill, .``� _.`� \ \ .\� /, ///.........// / yr• y.. ALBEMARLE COUNTY SLOPES OVERLAY MANAGED 71]\,, v �i.III � � I II fl I I / ' ALBEMARLE COUNTY STEEP SLOPESOVERLAY- PRESERVED WETLAND AREAS PER WILD GINGER I r - -� _ So FIELD SERVICES LOCATION ON ALTA, • \ ��\\\ \\ ` r,/// „ 1 / / / /a f J (II I) ( , ( ( \ ' PRELIMINARY LIMITS OF )III SF LIMITS OF CLEARING i� `\\\\ \Z SURVEY BY RGA DATA JULY 24, 2020) � DISTURBANCE `I OFFSET FOR GRAPHICAL r/i , o .• PURPOSSEE //'� \IIII IIII 1. / •�.,-"-"�-�"- WATERS OF THE U.S. (WoUS) III I I I / I\ I / / \ /I // // / / "�:�_, / ill /l, / I/) / . \ l \ /.`� / / /"/��!y � o �LJ..,- 'i`-• /.-� / /�1 I o / II III \� \ \` \ � � / �/�� II �° o / / I III / I � � � •� �' / w � /- \ I\11\I Ill / .�' III iil iiil II � ti 111� I I �\ � �\\` / I � �_,�. �• /,, ( �-�_�,� /�� \ \ •.\II\IIIII IIII M ,' - - \✓ i �/ �/ \\1 II III DEFINED -I001 PLAIN f - wo. WASH RACK .1 �i $ �/ / i/ �� I ✓1 ` � EMERGENCY SPILLWAY ••• yC - (120 CY CL. 1 RIP -RAP w/ 1U2IN:NV1 DESER.SRT. L=TYO I3N8TG5O.F7PI5 LTER FABRIC y- \EBMOTERGENCY SPILLWAY BOTTOM WEIR LENGTH=8' E 10 IIIIII I I I I1III�IIIyII /r� \J ' 150 CY CL. 1 RIP -RAP w/ OF DAM UNDERLYING FILTER FABRIC TOM WEIR LENGTH- � y� ,I I , 16' 9� LiIII//l l I \ / n \ y \ \I SEDIMENT BASINfLr IrII� •�•• sr2o WASH RACK p �� t \ _gv� - if / r \ I \ / \ (SEE SHEET 13 FOR DETAIL) / / j I I \ \ > 6�� / I I I i / _ o \\ \ 2:1 S.S. TO TOP OF DAM \ INVERT - 391.50 1JJJ�II l i I \1 1 ` it Ts Dc •:' ��-- 42 _ ° ���'- �� / / /��IIIII II IIIIII II �j✓ � 1 ( \ '\ \ � 8.0 ACRE DRAINAGE AREA o/ / ( III f I ' I %� \ o � \ � i / - I (I I \ � \�.- CE � SEDIMENT BASIN #1 TOTAL STORAGE REQUIRED - 1,072 CY '7 l: z I \ � ' \ � ` � ( / / \` s 1 \ \ // / ••+•• •••)•• / ST SEDIMENTTRAP #11 III /J TOTAL STORAGE PROVIDED = 1,076.5 CY /// // // � � ` �` 4/0 �� � I' � A (SEE SHEET 12 FOR DETAIL) � '\/ � / ••• n ( r BOTTOM ELEV = 382.00 / i' ) , I I \\ \� =� �, \ \ 17 09.9 ACRE DRAINAGE AREA//I�--� / / ti '•• (SEE SHEET 8 FOR DETAIL) \ TOP OF DAM ELEV = 386.67 AREA$ I \ R �, _ \ . L STORAGE REQ D = 1,326.6 CY 2.0 AC DRAINAGE AREA r I I /STORAGE PRV'D = 2,260.5 CY - -�-. � - � I , / \ \ � TOTAL STORAGE REQUIRED = 268.0 CY \TOTAL STORAGE PROVIDED = 320.2 CY - BOTTOM ELEV = 380.00 BOTTOM ELEV = 404.00 \\ \ \ / / / / I \' \ /=- / PRELIMINARY LIMITS OF / i TOP OF DAM ELEV \ \. \�>>9 // // / \ / � / Ir/ f / SF � t- ,4 \ \ ' I Ili // /�\ � \ \\ - - ( ...• r. SSWR MH. I � \ \ TOP OF DAM ELEV 411.00 DISTURBANCE � \ \ �-r i/,' i / ,, / �✓ �� i \ \ \ LIMITS OF CLEARING J/i I I 1 i . /�✓ r \ \ \ \ \ / a��i OFFSET FOR GRAPHICAL \ \-\`��✓-���\\ \ \\ \ \ \- \ PURPOSES. SF .�' OP / /� / i ^ / / I / / / STOCKPILE r0 - � - �� \ >`.\\ \\\\ �` ���i/� /p' ! ' / /. .•'' / ,�i �i � / � / � PARKING, / AREA 4 ": r' / Pi $. \ n • / // o / y}¢ STAGING ---� \\\\ \ \�. \ /\ r /�/ f �� / / 4 --ter - / �l. -/ �/ I I %� --- 4/: I 390 �5 \ \ \�/// // /u„�/�//.a••:";••.1:;::: {.:. ;::' , STORAGE AREA - p I \ I ♦ \ \ ST SEDIMENT TRAP#1 I - I _ \\ \� \ \ \ \ �\\ \�-- � \ II Ire / / �' � ✓ / / l / / // / ' � // � .... ... ... (SEE SHEET 8 FOR DETAIL) I I g \ 3.0ACDRAINAGEAREA \ \\ �\ \ \\\ V\ \ \ �., \ Ill I / / LII ///° / •/ /'/� �/ / f �. y / \ TOTAL STORAGE REQUIRED = 402.0 CY I ' \� \ \ \ \�, ," . \ \ �I I IIIIII / �.•/ l % / , / , / J� ....�• =$.0 E�. \\\ o \ // �� \ \ \ \ \ '' \ �' III Ili I I // ♦'tl .'•••�••• • • ••' \ \ .• ''.� �`� \\ \ \ \ \ // TOTAL STORAGE PROVIDED = 509.6 CY y I /BOTTOM ELEV - 374.00 / \ �i $\\ \ \ \ \ 7 \ I ° • / r� ` \ 1 • \� • \\ \ I \\ I \\\-// 381.00 TOP OF DAM ELEV = I \O\ \ \ III III SEDIMENT TRAP#3 ST // / �\ \ \ a�1 �� L \ \\�\ G \-� I I (SEE SHEET 8 FOR DETAIL) ¢. (//r y. \ 0 \ ` \ \\\ 0.9 AC DRAINAGE AREA /. 11 ( \ \ • r 1 SF LIMITS OF CLEARING GRAPHICAL TOTAL STORAGE REQUIRED = 120.6 CY TOTAL STORAGE PROVIDED = 277.2 CY ( `• - "'" ^ ` ✓ O \ \ 410 " ,"°'� PURPOSES. BOTTOM ELEV -404.00 SF , , ���"...�� o O TOP OF DAM ELEV = 409.00 � �� •""'� `•••�"� � �,� \ PRELIMINARY LIMITS OF DISTURBANCE I 1 11J //i%% IIII \ �- r `r ` ` � ' •..•'"' - '" � � � � •• I ) )FOR STAGING &MOBILIZATION \ / r I I / I II � j = ////�/, _ o/jr// � / „'1 III' \\ \� _ _��� 25' .«, �`�_ Y�� w�� ?�'.� _ \ / / '� •::::�.•••" '..,,' .l ^�/ II-- 1\� �\\ . J I � (� / s /� / f //�� I ll / \ � - ��♦ �/ gyp♦••' rr �`�3 _ _ ��\R\ \� S / /';'� . O \ / A�y O I \ \\ � / I `J � y / "./ -i, r , IIII / I ` �--� . ... ... -�~ '>"��� •.. �� 70 % / � // 1 _ 4 T�'Vr:.. I �)y1 / :: > ✓ ST SEDIMENT TRAP / / l l SEDIMENT TRAP #4 ST I �♦ Epp• ♦ -�' /�/ r/ / / / / / / (SEE SHEET 8 FOR DETAIL) (SEE SHEET 8 FOR DETAIL) r 1 ••..•''' �r� EMERGENCY SPILLWAY i j - `J / / / / J / 1.5 AC DRAINAGE AREA .•/ . /�/ i 0 'i I )\ 2.4 AC DRAINAGE AREA \ I .• 10 CY CL. 1 RIP RAP w/ i / d3 (TOTAL STORAGE REQUIRED = 201.0 CY STORAGE REQUIRED = 321.6 CY 11 \ 'o 1 JAI ,Y♦o' •�•� ' j UNDERLYING FILTER FABRIC � l I / TOTAL STORAGE PROVIDED = 270.3 CY Z V \ \ \ \ / 1 I STORAGE PROVIDED = 363.4 CY \\ I P rs) v �� /BOTTOM WEIR LENGTH = 4' _J BOTTOM ELEV = 426.00 I I \ \\ \\\\\\ �� =~\\\ ^� "''':'• "•:::::':: / / I \� x q 65 ' J i , 2:1 S.S. TO TOP OF DAM / / DP11 .7\A BOTTOM ELEV = 360.00 �I ,I 3 �-- - � � � � -� \\\\ \\I1 / n I ' SSWR MH. 1 \ III 1 � I \ -, SF TOP OF DAM ELEV = 431.00 }� I \ \ I i � :-+ 1 \ TOP OF DAM ELEV = 367.00 0l ( 1 � � � INVERT = 369.50 / 0 '� -/ I - . �l l� `• I // / i _ (\.��/ �\ \\��j/; / \1\\ �I1111I , I �l I �- Ir /�/,�g0/ / / j ; r r •�• I ( �l\\\�\\ , `i�) �� /,/�/ / t "' ':..:::,::;;: / � J...a�\^ % *` l � I \ -Tr `1 \\\- ��-� 111I� IIIII 1�� (� rr sP / / .•••• ... � I ..1�'� 1 R I�I// Il l l/ // 1�1111 1'...:rov.:vti;fe�a•::'.;;:.:::'.♦ \ P ,� , \ �,, III L 5 � i � ,. •..� ...�..... , � I \, , I % l l / / I :::,iN�o.:r�.aokbn�al \�� �}r > �J , s ,/\ .� k'III�I II III � ICI �: � , '•.... � � / %` � / � <_ lr I� II III IIII III ,� `` ,� \� i I >~�••..,,• .•••., / / k � I `�_ //�j �� / II ,IIII ,, //// / / J �� / ��� \/i / III '\I I III I I I' , ,••� / / � • �' +� j � 111 I l � ` � / / ! i` \ \ I II I I I , I ,,...,, I n i n.n,,,�n ••••.. �.• f ^ -.'l J� 1 i /� , / / � ,l / / / J /// � I I � I I I / f ._ . /" � / \ ,� � \. 1�, II,� I�, ,11 l , I)( il, � I � y � t•.............�..... ..... +- � _��� l /l / / // l I I I � I � /d SEDIMENT _✓\\ l (SEE SHEET 15 �. 5.1 ACRE DRAINAGE AREA i 1 ` \ \ SF \ \ o, • '•�•• . ^ i / \ ✓ / I l� III ll it / �/ �� 11 I o I I , / / TOTAL STORAGE REQUIRED = 683.4 CY \ h ~ 0 1. S + 440i TOTAL STORAGE PROVIDED = 686.8 CY n +/ BOTTOM ELEV = 362.00 , ►'I r o r • _ p I / IIIII I �� �II III / // / / 5/ / y / I TOP OF DAM ELEV=370.33 l/j j ''/ �'I/ p�--� ► ��`, � ; J i /� � v --- - - ;�-= ter- � E �r :v rl 1 Ivvv���Vv��, oo _ . 430-- _ 35 l I I, •.. l - _ / ;� V/./�l �Iilrl / • l / / �ll/ll� sT o .1 �, 45,/ _, � �__NOTE: SEDIMENT TRAP #5 C 1 � .• \ \ ` \ r / I o (SEE SHEET 8 FOR DETAIL) \ 1 M T•�. " ,. ....�.... •+ ' \�\-�_- ••"' -420� I _ _ L : / \ \ I1 / // / I m III j 1, ` �/ o v � � I o I - � \�,�- _ _ -- ` /,`, �_ \ II � /'M � J 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING \/ 2.1 AC DRAINAGEAREA I /P i o I n ` \ I .�-/ - --- �\ �� \ // �;� \�•C \\\ \ \�\ \\ 11 I� qII y / h � �•' / CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF ✓ {�/ , -,1� TOTAL STORAGE REQUIRED = 281.4 CY ( ( I \ _��• -- �\ / \ / \ \ • 1 \ \ \\ III IIIII III/l f % / / DISTURBANCE IS CONCURRENT WITH, AND DOES NOT ✓ / TOTAL STORAGE PROVIDED = 360.6 CY r I I \ \ ` \\ \ \ I I '•.I I I II I I III rI ) L _4 �� BOTTOM ELEV = 372.00 I S \ \\\ \ \ , .•'' _ J - �\ \� ST SEDIMENT TRAP #8 / �F•k�0/,/ IIIIII' ENCROACH INTO THE CRITICAL SLOPES. o _ TOP OF DAM ELEV = 379.00 1 \ \ \ 400 l If" - C ••'• I I ioo I I I y 2. SILT FENCING SHALL BE UTILIZED AT THE PERIMITER OF ALL ♦. ` (SEE SHEET 8 FOR DETAIL) // f ! % III I I I I IIII /SEDIMENT BASIN #3 I M II I / / .400 � �/ // /� / / / n)h / { I \ \ -� � r 1 1.6 AC DRAINAGE AREA i /l=, / C (/ //// IIII III I / :•:::' ::" ( CLEARING &GRUBBING AREAS. TREE PROTECTION SHALL %; I - / 0 / / i 1 I (SEE SHEET 14 FOR DETAIL) L TOTAL STORAGE REQUIRED = 214.4 CY ! / l /l///// I III I r I' \ / / / BE IMPLEMENTED ADJACENT TO SILT FENCE ON UPHILL \ lI/� / > > l l ��.•16.9 DRAINAGE AREA / / •• I I i o, / (IIII y / / / / / f ! 1 (� I l / / �•d Li TOTAL STORAGE PROVIDED = 243.0 CY �k� �• III( o % �II III I I / / SLOPES WHERE APPLICABLE OR AS DIRECTED TO %�II /' / r //� i �/ // (/ t // / I ' ^ ( , `� / •. '\� ^4L TOTAL STORAGE REQUIRED = 2,264.6 CY / BOTTOM ELEV = 398.00 / •• II I I I l �I III I ) / PRESERVE STANDS OF TREES THAT SHALL REAMIN. // / l / /i //�/� I O / o 1 I -- /� I ♦. .• TOTAL STORAGE PROVIDED = 3,578.4 CY Y. I / Ilotll I I �I l l l / y / /,v 1 I / TOP OF DAM ELEV = 405.00 p SEDIMENT TRAP #6 ST I I I / (� 1 / / .+' \- �/ 'BOTTOM ELEV = 368.00 / I o j /•'' - TOP OF DAM ELEV = 382.67 \ /ice / / / k/ % /. // L I / I/ �I I IIIIII I I' ) SSWR MH.( / y j EROSION CONTROL PLAN LEGEND / (SEE SHEET 8 FOR DETAIL) _ 1 \ O / / / / / 2.2 AC DRAINAGE AREA x TOTAL STORAGE REQUIRED = 294.8 CY l( I SF LIMITS OF CLEARING - - i� \ p d I II S _ f l/ r I I IIII I/ 1 CONSTRUCTION = u dl 1 \ OFFSET FOR GRAPHICAL //j N// •F /� I I II\\�\� l\ II`I I I TOTAL STORAGE PROVIDED 388.2 CY I \ y PURPOSES. �/ I J I l p0 / / /• •p'• \\>\II 'IIIIII r ) / ❑ ENTRANCE O BOTTOM ELEV = 358.00 I I / / j _ ,• 1 I I I) I I TOP OF DAM ELEV = 365.00 / / / ( �' J \ 1 \ `� j �' h• •� / ' ,�%I/l>I/ III IIIII IIIfII /r I ::•' // y/ / CONSTRUCTION / I ( ( 360^ IYdfCT �CoAREA'S\ ,- -\, = = \ 0 ♦ ' 0•••' �I �/ �l r I I r ,I �Il II I I J, j 3.03 CRS cas / � l lam` ... � .- 1 I / : • / •• , � � � � � � � / I , II 1 � '.: / ROAD STABILIZATION \ �_ �- \ \�\�� IIII II I /I 1�../ / I L�f I JI � � \• \ .�.._..... •\.�...... �(. /, � .... ��.`ir•-A 7/.►/��• .. / / l �/•�•.' •.••C .••••• a �/�ry////// ////// Ir/IrIl I'II SILT FENCE _ 370 0, STORM DRAIN INLET SF -x-x- �> I f// r t 1 � '••• " Pry � / � .• If II, / I ❑ PROTECTION O _ 'o \ of III/ l/ ///' / i \, � ,/ 1 ES - 380 - ��� � / + � // / /� •�•� ` / I \'IIII I II / � IIIII :;•, I/ '••. �/ e \ V / I I/r l (I; Q / 4 I i 56 a �� / / / �* �/ �rn• p I II �I /// I / TEMPORARY co RACK I � ' �►� - 1 - .. •• -✓"'< EMERGENCY SPILLWAY /� ��\ / l I:r�Il�IlI\III�I I� �/�I l S 309 DD V / CE I\ � � .. .:.n• ••! �.�� �r/r' .' ( / r / _ ! II II IIIiIj 1 II III , .' / / �y DIVERSION DIKE o i60CYCL.iRIP-RAPw/ sj \�� ---�A �Il�ll a III II l / / I / .' • � 3.13 SEDIMENT TRAP ST I` �\\ l\ j \ � C /.// / /�� L.� i) r i � � 3- ���/ �/ / / j /� BOTTOM WEIR LENGTH = 15' x . .,,• 4,i0 ♦ �// //'p/I�/ �Ilrlll Ii / / l/ �.�.� \ ( SEDIMENT TRAP #7 ST G� SF LIMITS OF CLEARING g0/ / / / 2:1 S.S. TO TOP OF DAM x �_ _ = _ _ °moo ///I!IIIII�I /Il / II / y I' 3.14 SEDIMENT BASIN SB (SEE SHEET 8 FOR DETAIL) / I �� / //INVERT = 379.70"•••. ♦ - - _ _ 1 p / qo / //// // /� 1.6 AC DRAINAGE AREA I O 3 / 90 / / // �-: ---- l J 11 I \\\� TOTAL STORAGE REQUIRED=214.4CY/ _PURPOSES. / //h // / 8�-• -_ i//fl y / /f / ••.. 3.31 TEMPORARY SEEDING TS \\ \ \ \ ( \ TOTAL STORAGE PROVIDED = 272.8 CY' " ST ----_ -_ - - - �`� - // / / / \V�AVA BOTTOM ELEV = 350.00 i y�� l�/ // / 380=� / /// .- r --�� _ -_�/%/ (SEESHEET8FORDETAIL)�� ��---410- - �♦ �///�/I,, / TREE PRESERVATION TOP OF DAM ELEV = 355.00 I / / / / ' /// / = - / /' 2.0 AC DRAINAGE AREA , _ - - _+ / �/ A / / 3.38 AND PROTECTION TP �\� 1 \ 'I� 1"1 I' ) _' ./ /% GA / /• /// / --390 - � ��/ TOTAL STORAGE REQUIRED=268.00Y ____- - ------ / 20, / / l/ '•, 5 DUST CONTROL DC SF LIMITS OF CLEARING - l ° e 100 YR. FEM OFFSET FOR GRAPHICAL /// / I f (r "� l / I _ - / I l�� DEFINED FLOOPLAIN PHASE I LIMITS OF _____ / - - - PURPOSES. / I r / / c > CLEARING &GRUBBING �-- � /IIIII /r y , *REFERENCE THE LATEST VERSION OF THE VIRGINIA (SEE SHEET 8 FOR DETAIL) EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) 2.2 AC DRAINAGE AREA FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. �p//�� // //� //' 1/ M'• AIVVA� �w �^ // TOTAL STORAGE REQUIRED =294.8CY�/� /j/� � � d \N \ V / / / J�/// ` AA --�� �v _ ��---- / �/ / I \ � � � ` � ^ � � _ � � // TOTAL STORAGE PROVIDED = 356.9 CY . �� o � ' BOTTOM ELEV = 402.00 � �-' � p � � 100 0 100 200 300 TOP OF DAM ELEV = 409.00 -�MH. / SCALE: 1"=100' \ 390�i� /%� /�/ �/' - /k0 A �� ^ AA �A ��t�-� i/ ✓ �% !/%// / 340 p i U o m N W W � ENO O J p w 0 O Ir rrLu Q�� O� OU ¢_ rrZ O U w U W 3< 2 z_ ztr tr C7 5 > Ei5 w(D w z N ° d W 0) N is � < J } LU LU W W O = FU ~ z o O m d < U z a U co w 0 co z O co w tr 00 W 0 O z of Christopher C. Mulligan Lic. No. '0 4, 031672 4 12/06/21 � ESSIONAL 'o- z W Lij U) i Q < ' Q Q a z LLJ O Oz z J M zE) C) LLJ C,6 z O UD CE LU DATE: 22 NOV 21 SCALE: 1" : 100' JOB: 20.1674 SUB: 202100161 SHEET: 6 OF 14 (((> l J J � v jid ��/��j%/jlllN)l lll�lj7/(\Ill(Illljr/l/l /iii / ■ \ i / I `.. \ � // (( v / / I I \ \ I I I // / \ \ ///\ ♦ `, � \ ..' ' ..' .. ALBEMARLE COUNTY i S �\ 1 / ( / / II // I �/ \ I I / Il I I I I l / // } / \ \ ,♦ \ M \ \ — ..'.'...'.'.'.\' SLOPES OVERLAY -MANAGED ' �'\IT ALBEMARLE COUNTY STEEP 1!♦ \) \ \\ \\\\ �V ■ �♦ \ / \lf ) ///1 / x�"+..�+ _�_.... -_ i /.�/.r /F r \ 1\ .. SLOPES OVERLAY - PRESERVED 3D l\ WETLAND AREAS PER WILD GINGEP h FIELD SERVICES LOCATION ON ALTA79"F\ \l/ 20.95' ..j:...::,BY I 1 \L\ 11 \ \ / ~� C� // /// //// // % ./ ///l %/) l / )I f // \ 1 l l \\�� ■�"♦♦♦ `�+ P1 .. �^ ,.. _..._..._.. SURVEY OFRGA THE U.S.WoY)4,2020'; 1' \i\\ \\�1\I\ 1 \ //��� ////� // /yr' ////// // / I ♦ ♦ Y w � '1•'�� jam/ / I \ ✓/ WATERS OF THE .S. v,/ 1 / ✓ / I /S ♦ 1, \ �_� � z��G 1•. /// � 1. .•:.. � (vvous _ I \ _ \ / / ��/ / /,`:.1 /(// // // / I 11♦ I � `I 1,, ♦ +J 3A\��\.._ � '`(I) I �\ \\�� 1 \\\ ` / I I / ��,/// //// /((///�// ) � I /// )ll/ 1 ) 11 i ♦♦ `Pvo SOIL LINE 2}. 8' 1 — JI , _ - ♦ — — \ 100 YR. FE*A ♦♦ . — WASH RACK °°' F53.RBL �OT��i DEFINED F ODPLAIN .::''l• . I �h u' / / LIMITS OF i ! // //( /�/ / 1 ( 1♦ ■ IP I.F. 0.3 \ _ i _ (.. ` -. (_ IhI GRUBBING f I I l l i+' VAv A � V ! v _ � f �� 1 (( ( � � � I l I ♦ ■ � �1.W. OF LIE �o V 1 _ CLEARING & 1 � ) l / X`•t ...;; J � , . / /�.� I / / r'Q°(� ll/ ,/ I III l--� . J ar �/3� f� ♦♦ .'� \` // ( r y in I I /,Il\\ \� 1 I / rl / / 11 1 / 11 II 1 \ ♦ ��� — nor � 7) 7 )Illrl Irl1 �\ ' CE ASH RACK PRELIMINARY LIMITS OF � DISTURBANCE ✓ �-or— \6. "/ 420♦ I I ~ d / IP ! �s / I I I IIII A°°:r ��� ■>� ,. I -. l / _/ ♦ `` O o ♦ \ \ LBT ' 4/ n � I / 000/ AREA I ' ♦1 TP � \ i -. � � � R I I ) .:' \ \ � sir/ % � l \ \ // I _ ■ 3y0 Op IP •.\ � `I ./' ?30 IP .- R .. Ip ■■ S,F ..... ■ •�11 I% /�/ / /i/l�l \} 1\\\���/9 �/) ///// 4 \ P oh pS ♦ IP " IP ♦ I : { I SSWR MH. / _/_ / / / / / / (�' \�\ \ \\ \\ \ I i /� // /// / J/ I•/ "l ,i m m 3°° / / ♦ qo nor ♦ a ♦ / ✓ % � /rT �/// /� ice„\S r�: //1(`I � \\\ _/ (\\\ \ /) �' // /�//<I/'n/ ir� ... / i i ♦ ,;.,;:.: \. it _ 1 _ ` — J \ \ \ / / / / \ ' / /% l/ // ♦ a BLOCK _�\ ^^\ / //� (�/ ). // ��> / ✓ ♦ nor \ DD x ' �\\ \ �\\\ �/1 \1 //� /a:' /// / � /_//�/'... ♦♦ � 11 oT 15 , i ,z a20 � %.;.•• / ) m / . nor IP♦ r. p$ PS MU � � x \ \ — \ �a�\ \ / / /1 / a20 / nor ♦ ° x� 4 � / \ � J / .; ♦� . ,{�:: j � > i � JY '�-_v T \ � ) r -L/ /J I �� � ✓✓✓ BLOCK s' N �J x�%_ ' •• \ O MU \ IP `seT ♦ ♦ or, r,� �/ ♦ ` _►I � I I J e v �l \l 'v v\y '� / � / 1 / ♦ � nor ♦ oDE 1� V � A \ 1 \\ �\, 1 \.. � � � Ip a10 IP "o 605. ° • DD �x � %. ,..;a';�.i';:,.-: � h ' SF \ SF IP LOCK c nor , ► , ... �t�:�S C� ) I ,\ \f) \ / I' I I I \ \ 1 \\\ \ \/ / ; ♦♦ �' — r.r ""'" 4h\ \ g or I x! /.:.:::;::: -F � o.12 I N \ I I I I A V ' .r ♦ -` a �' ti ■ � _� .7 I '• l N.W. ,fJF^ LINE 11 C J M I I \1 % e \ I // I III I ) ,\ \ '� _ " • 1■ ■ ••' 25' A . ■ / '♦ ♦1 % oT ■ ■ I k, —__= / / / 4 ..✓ ✓.••:. :'.: ::• I m i r ^ \ \ � III \ i / / / \ \\ \- '/// ' I ♦ �`Oo • . � ■ x� ♦ ( / / r f tud � �.I / / I J � �l I �I ' ( I �^ %/ ///., '' '•. � � �� � �— ♦ ■ CE i ■. ■ i � I ♦ � I / P.F) '•'.-- ���'.. ) / � � I I / // / /j//// / j I \ D �� •'s ,. . s • A + / III "� / f I 1 J / /; /% / ////// � 1r/� //; /� � „�) � �♦ ♦ � �� DC� • � • a�pK /� ....�� '.:Sti3'a't'.28.'YV.�J::':::::;i::: \ I I LIMITS OF 1�x. • 1 _ i PS MU 4�0 ♦ •��� s �� ■ ■ h I — • —) )Ce\ �, / 1 �'/ �j i CLEARING& \\ � � ♦ • �• nor ■ � �.i,t::::: a:•<'.::.::::•::�.i:�i/ >— IGRUBBING � ,: ' � � O ■ :�:,t:;�,t:;;::.;�, R PS MU ■ V ter_. O • aao aao ■■ - l ) / 9,,36 w+. //// ��■ .• �■ — — ■ ■ ■ \x , i ":" / I SSWR MH. / ✓ / �C PARKING,F7 ■ / / / ;.._sC:�:.,... �� �J �✓// ■ a2o STOCKPILE STAGING AND I ■ o ■ LIMITS / •' .%'•�':••^'•"'• 1 \ r-�\ 1 a / \ IT LIMITS OF t J �/ /// ♦ I CLEARING � / • AREA STORAGE AREA ■ / \\ ti �� _' �f \\ CLEARING&-�' P4 1 / p �_�*— / .^•.:::::•:;i:ac:::::;::;;:: r \ \ 1 �� / ♦ x�x� -- — — ■ ■ GRUBBING GRUBBING ■ ► JI i ♦♦ 410 ■ i l i �\� \/Il � `� � I I l 1 I � DD sF♦ _ : : c1 ( I C � r� , /�/ / ���v ! I l I ■ �A1 \ ♦♦ ■ ■ 1\ I 1 / V /�� L / m ✓`390 IP ♦ / IP ■ i 440 I ---- / /) /) J/ \ / /y -Y —JI 1 + o ' Ip - /// I // NOTE: � (� L\— \\\\ / J � 11//; � �(�/ / �f Ii � `� ■ � ■ ■■�••• / /�1 � y �r \ i + ■ R r SF \� r / 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING / -ILITY POLE l / I( � 1 . e / CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF _j\�/ & GUY WIRE, ;..� 5 GMP� � ( 1 IF ■ I ) / d(NDERGROUND / \ \ \\ / I 1 I M CMP ■ FUTURE STORM SEWER ■ I / I• Q J , DISTURBANCE IS CONCURRENT WITH, AND DOES NOT ROM HER Iz°j'J / 1 j I PIPES &INLETS IP PS /"."• / ENCROACH INTO THE CRITICAL SLOPES. 2. TREE PROTECTION, SILT FENCE, AND PRELIMINARY LIMITS \ 1 1 1 PS MU MU ■ I I I / OF CLEARING & GRUBBING LINES ARE ALL OFFSET FOR I.S. I (�'� I ) \ 1 i g ■ I ■ S ) GRAPHICAL PURPOSES. \ l _ 1 430 //101� � J DID � � a IP � ■ I i � I / Z ti FUTURE STORM SEWER ■ I � ■ ':••:• ( � PIPES & INLETS -------___ - -_ I ::;::' � / EROSION CONTROL PLAN LEGEND / // / / / / /' 1 u ■ ■■ ■■ .■ ■■■o■ o ■■ ■■ ■ ■■■ ♦ IP '! I CONSTRUCTION ( �1�`— / //i ij/ /// /// // ( ��/ 11 11 31 — R ■ / It I fI 1 SSWRMH.r /e j 3.02 ENTRANCE CE i/ i✓ // / 102-�W B�1 ER - - ■ - - ■ ) Jf 3.03 CONSTRUCTION CRS ` 1 •� l A '�i /i / /! / / / � / ( yGi i l TP IF i ;.♦ ■ I ) � cRa \ ( _ / � I ( ( I I ( ( / / S ) �/ / / / cn ■ � •' ♦ ♦a _ I ::' I /y ROAD STABILIZATION 1 \ I \ / I 1 (1 j \ \ \\ I ) 1 I I I, i / ( !L IP ♦ ♦ / 1 �/ 5 3.05 SILT FENCE SF —X—X— \\\ \ � � — � � \\ \ \ \ / / I ( (?',) \ 1I \ � a6o BB�BS_ _ — — OP � PS MU ♦ � ♦ �/' � I I • ( _ A A I ( I ! l ) i) / � 44•S' j- I \ o ♦ — — o ♦ :: :. �: _ — �o a IP ■ 3.07 STORM IN INLET IP � \ I � I I I / (� > " � � ' � 370 m • ' / // ' O ♦ DD PROTECTION D \ � \ I \ l\\�--_'ram, / / / ♦ 7 V � — —� � ) C- / ! — 3�o a � ♦ • • �. / y TEMPORARY \ \ r % — t \ / / ✓/ ( / II r1 ! I > I DD r = aao SEDIMENT TRAP - PS MU / ♦ ♦ : \ �/ 3.09 DIVERSION DIKE DD !t�■uaa■=■i�360 ti ��� � = / ♦♦ LS / J/ e/ -,c �/ RACK ■a■ ��� ■ ` 11 3.13 ST 3.14 SEDIMENT BASIN SB \ / f f/a 1 I \I �)� �^ A / ��� I v ) // //�//jam////// ///// / / — ♦ I ♦ J 3.18 OUTLET PROTECTION OP p / / / // / // / / // / / / / V �♦ //j 'ovoF / / / / // / \ ���j /// // / / / / / / f DD i 3.31 TEMPORARY SEEDING 8 /// /PRELIMINARY LIMITS OF - TREE PRESERVATION — — — — — — SF ! DISTURBANCE _ _ _ — — - _ DD / ( °q / 3.38 AND PROTECTION H) J CA 410 / / — -- / i 2 36" C / / / = ---- ✓ / / ✓ �� — --- MU +_ / / j' DUST CONTROL DC __—a00 100 YR. FEM �— \ DEFINED FLOO�JPLAIN r LIMITS BI CL RING \ 1 1\ )\ / ❑ &GRUBBINGEA \ 1 1 I /// 1 I I I I 1 I ( / / / /� �% ;�/ , ;_---- — — �I 1 / x)✓�I— -------------- I \ — _ /{� y � � �f REFERENCE THE LATEST VERSION OF THE VIRGINIA \ 1( I \\ \ 1 \ \ \\\ \ \ \ \ \ \ \ \ — — — %� // ✓ / ✓ / = — — _ / / I j S \ ( EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) y \ ,'l I \ \ \ \ \ \� / / / \ / /� \ \ \ \� \ \ — — — ✓ / / / / // / /i = _ _ _ ` = II ( f� FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. TI �\\ 100 0 100 200 300 MH. \J SCALE: 1"=100' U o m N W W � ENO ULLi 'U) OJ Z J m ZO 2: °o � 0 �rI• �1 Lu aO� O� OU rZ ar ¢_ O U W U U ¢ J Z_ ZO m � o> w� LL Z N EL jr d W rn N 0 co Lj J Lu m J J } 0 V W W W O = �0 P z O � 0= d U Z a C) U Lu W 0 U) Z O w tr 00 W a 0 0 z PyTx of °fp�� Christo her C. Mulli an P 9 Uc. No. '0 031672 41 12/06/2, l�� ESSIONAL �tyG LLI U) I _E z EL_Q � 1 Z Q LL CE z z O Q Oz z J W z U) Q 06 z � O O m DATE: 22 NOV 21 SCALE: 1 100 JOB: 20.1674 SUB: 202100161 SHEET: 7 OF 14 TEMPORARY SEEDING MIXTURES FOR THE TS PIEDMONT AREA TABLE 26 TEMPORARY SEEDINGS BY RATES, DEPTHS, AND DATES Seeding Rate depth (ng Seeding zones Q and Seeding Date Q Species (1) 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 8114 11/30 4/30 8/14 11/15 5/31 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. 2.21 1-2 X - - X - - X - - Rye (4) 2.5 bu. 3.22 1-2 X - X X - X X - X a e or Rye lus 10/15 10/15 10/1 150 lbs. 3.45 1 X X X X X X Foxtail X X X X X X X X X millet 5 Weeping 4lbs. 0.09 114-1/2 - X - - X - - X - Iovegrass 61 Annual ryegrasS 501bs. 1.15 1/4-1/2 X - 11/1 X - 11/1 X - 8/15 Millet(7) 501bs. 1.15 1/2 - X - - X - - X - ORIGINAL VPAIFB(F ORIGINAL ,BOUND GROUND EIFVr r. / ELEV. 6 ORYSTORAN N I 'SEEPATE313-1 WET STORAGE ••C/JARSEAGGREGAIE SHAH (EXCAVATED) O'MP]C BEVDOT G BEG, HE t5 FILTERCLOTH "COPASE AGCREG4lE CLASS SEDIMENT TRAP DESIGN #1 DRAINAGE AREA (ACRES) (3.0) TRAPVOLUMES. VARIABLE )RIGINAL GROUND EI EV. I NEW EIEVADON FI) AREA (I VOLUME(C) 374AW IO&M 3M W 2013 W 14918 3MW 239135 1714 MAW 325151 240.85 WEr STORAGE: WET STORAGE REQUIRED (CY)(57 x DA) MOM BOTTOM OF STONE WEIR 378W WET STORAGE PROVIDED AT THIS ELEVATION ICY) ",M HDPECFWETSTORAGESIDES 3.1 1 e on slopes es of 3:1 or flatter ( ) p IXTYSTORAGE: Ref (2) Refer to figure A -Adopted from USDA, AIRS Miscellaneous Publication #1475, January 1990 DRY STORAGE REQUIRED 1" (67 x DA) MOM (3) Between fall and seeding dates, use mulch only if ground is frozen and reseed when CRFSTOF STONE WEIR 3BJ W nuns the per (4) Maybe used as a nurse crop for late fall/early winter permanent seedlings, add 561bs/ac. to the permanent DRY STORAGE PROVIDED AT THIS ELEVATION(CYI zm]5 seeding mixture SLOPE OF DRY STORAGE s10Fs 30 (4) Maryland Stale Highway Administration Temporary Seed Mix (5) May be used as a nurse crop for mid -summer permanent seedings. Add 2lbs/ac to permanent seed mix. WEIR LENGTH (FG (6x0A) XCXK (6) Maybe used as a nurse crop for mid -summer permanent seedlings. Add 10 Ibs/ac. to the permanent seeding BOTTOM OF TRAP ELEVATION (FT) 37400 mix. BOTTOM TPPP DIMENSIONS: 1675 W TOP OF DAM ELEVATION (FG 38, m TOP WIDTH OF DAM (FI) TOP TRAP DIMENSIONS SUGGESTED TEMPORARY SEEDING MIXTURE TEMPORARY SEDIMENT TRAP FERTILIZER: 10-20-10: 1,000 LBS/ACRE • SEPTEMBER-FEBRUARY 15: 50%ANNUAL RYE & 50% WINTER RYE 100 LBS/ACRE �T x) I • FEBRUARY 16-APRIL 30: ANNUAL RYE 100 LBS/ACRE NOTTOSCAiE • MAY -AUGUST: GERMAN MILLET 50 LBS/ACRE OTHER OPTIONS EXIST, SEE VA EROSION AND SEDIMENT CONTROL HANDBOOK. l�.l vI VARI ORIGINAL VPRIABIF GROUND E- PERMANENT SEEDING MIXTURES FOR THE •SEE RATE 3,13-1 DWSTORAGEARIABLE WETSTORAGE JM7 PS PIEDMONT AREA TABLE 3.32-D TOTAL LBS. PER ACRE •• GOARSEAGGREGATESHAUT (EXCAVATED) °"""'( FILTER CLOTH ORIGINAL GaourvO EIFV. BE VDOT #3, #35] OR #5 " COARSEAGGREGATE CIASSIRIPRPP MINIMUM CARE LAWN - COMMERCIAL OR RESIDENTIAL 175-200 LBS. SEDIMENT TRAP DESIGN #4 - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100% DRAINAGE AREA (ACRES) (2.4) - IMPROVED PERENNIAL RYE GRASS 0-5% - KENTUCKY BLUEGRASS 0-5% TRAPvowMEs: EIFVATION(FI) AREA (SET VOLUME(C) HIGH MAINTENANCE LAWN 200-250 LBS. 3BLIM 1335W 9&71 - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 100% 36LIM IM378 12769 356.W 2744]8 MM GENERAL SLOPE (3:1 OR LESS) WET STORAGE: WET STORAGE REQUIRED (CY)(67 x DA) ISOM - KENTUCKY 31 FESCUE 128 LBS. BOTTOM OF STONE WEIR 36(.W - RED TOP GRASS 2 LBS. WET STORAGE PROVIDED AT THIS ELEVATION ICY: ISBA7 - SEASONAL NURSE CROP* 20 LBS. SLOPE OF WET STORAGE SIDES 31 DRYSTORAGE: LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) DRY STORAGE REQUIRED 1" (67 x DA) ISOM CRFSTOF STONE WEIR 365W - KENTUCKY 31 FESCUE 108 LBS. DRY STORAGE PROVIDED AT THIS ELEVATION(CY) 165.26 - RED TOP GRASS 2 LBS. SLOPE OF DRY STORAGE SIDES 3.1 - SEASONAL NURSE CROP* 20 LBS. - CROWN VETCH** 20 LBS. WEIR LENGTH (FI) IS DA) XCXK TOTAL 150 LBS. BOTTOM OF TRAP ELEVATION LEG 36JW BOTTOM DiAPDIMENSIONS: 955W TOP OF DAM ELEVATION (FT) W7 W *USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED TOP WIDTH OFSAM F) BELOW. TOP TRAP DIMENSIONS FEBRUARY 16TH THROUGH APRIL 30TH............ ANNUAL RYE TEMPORARY SEDIMENT TRAP MAY 1ST THROUGH AUGUST 15TH ................ FOXTAIL MILLET ST AUGUST 16TH THROUGH OCTOBER 31ST........... ANNUAL RYE NOTTo scuF 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 ORIGINAL GROUND vP1TIABIF UNHULLED SERICEA.) IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE ELEV. S RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INNOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW MAINTENANCE MIX DWSPORNSE N VARIABLE DURING WARMER SEEDING PERIODS; ADD 10- 20 LBSJACRE IN MIXES. 'SEERATE3.13H WETSTORAGE SUGGESTED PERMANENT SEEDING MIXTURE -COMSEAGGREGATESHALL BEMUGS #3.#357 OR#5 (EXCAVATED) °M FILTERCLOTH ORIGINAL GROUND EIFV. "COPASE AGCREG4lE CIPSSIRIPRPP LIME: 2 TONS/ACRE FERTILIZER: 10-20-10 1,000 LBS/ACRE SEDIMENT TRAP DESIGN #7 • MARCH -MAY 15: KENTUCKY 31 FESCUE 200 LBS/ACRE, ANNUAL RYE 20 LBS/ACRE DRAINAGE AREA (ACRES) (1.6) • 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 TRAPVOLUMES: • NOVEMBER-FEBRUARY: KENTUCKY 31 FESCUE 200 LBS/ACRE, WINTER RYE 20 LBS/ACRE EIFVATIaN F) AREA (SET VOLUME(C) 351W 1425A0 352.W 1745 M ,23.2E PERMANENT SEEDING FERTILIZATION AND 354W 246) 0 1B225 WET STORAGE Na rya Na PS MAINTENANCE WET STORAGE REQUIRED (CY) (6]x DA) BOTTOM OF STONE WEIR 10] W 352 M TABLE 24 WET STORAGE PROVIDED AT THIS ELEVATION ICY) SLOPE OF WET STORAGE SLIDES OTYSTORAGE: DRY STORAGE REQUIRED 1" (67 x DA) 1I 29 31 10]W Maintenance Fertilization for Permanent Seedlings Use Soil Test Recommendation or Rates Shown Below Seeding Mixture Formulation Lbs. per Los. per Time Mowing Aire 1000 sf CRFSTOFSTONEWEIR DRY STORAGE PROVIDED AT THIS ELEVATION (CY) 35(.W 15SS9 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 SLOPE OF DRY STORAGE SIDES 3.1 of cover. 30-10-10 desired. WEIR LENGTH (FG IS DAI BOTTOM OF TRAP ELEVATION LEG XCXK 350W Cricelch Spring the year Do not mow crownvetch Service lespedeza 0-20-0 400 9.2 following BOTTOM NS: ,425.W Birdsfoot trefoil establishment and every 4-5 AM ELEVATION TOP of SAM ELEVATION (Fn TOP WIDTH OF DAM (FG 355W years thereafter. TOP TRAP DIMENSIONS Fairly uniform Fall the year Not required. not closer stand of Tall following than 4" if occasional ST TEMPORARY SEDIMENT TRAP Tescue &Service 5-10-10 500 11.5 establish- ment mowing is desired, and NOT To sGAIF lespedeza, or and every 4-5 then in fall after seed Birdsfoot Trefoil. years thereafter. has matured. GROUND VARIABLE Weeping Spring the year Not required. not closer Lovegrass & following than 4" if occasional E`EV' , a Servicelespedeza 5-10-10 500 11.5 establishment mowing is desired, and fairly uniform plant and every 3-4 fall after sericea has DWSTORAGE N VARIABLE distribution years thereafter. matured. SEEPATE3A31 WETSTORAGE °M September, 30 p Maw no closer than 2" Red &chewin s 9 28-10-10 250 5.6 for red fescue and Ky -COMSEAGGREGATESHAUT (EXCAVATED) FILTER CLOTH ORIGINAL GROUND ELF/. fescue, Kentucky days later December, May , bluegrass; and closer BE VDOT #3, #35]oB#5 •• COARSE AGGREGATE CLASS I NEW bluegrass, hard 20-10-10 100 2.3 20-June-30, if than 3" for fescue. fescue mixture: needed. SEDIMENT TRAP DESIGN #10 DRAINAGE AREA ACRES 22 l WW VOW MES: ELEVATOR V) AREA (SET VOLUME(C) 402W 1065.G5 404W 135189 MUM 4a5W 1838.95 125 D 4a8W 242847 1AW WET STORAGE: WET STORAGE REQUIRED (CO (67 x DA) 14740 BOTTOM OF STONE WEIR 4W W WET STORAGE PROVIDED AT THIS ELEVATION(CY) 20(.31 SLOPE OF WET STORAGE SLIDES 31 ORYSTORAGE: DRY STORAGE REQUIRED 1" (67 x DA) 14740 CRFSTOF STONE WEIR 4W W DRY STORAGE PROVIDED AT THIS ELEVATION(CY) 152 9 SLOPE OF DRY STORAGE SIDES 3.1 WEIR LENGTH (FG IS DA) nDCK BOTTOM OF TRAP ELEVATION(ED 402.W BOTTOMTPPPDIMENSIONS: 1065.W TOP OF DAM ELEVATION (FG 409 W TOP WIDTH OF CAN (FG TOP TRAP DIMENSIONS TEMPORARY SEDIMENT TRAP ST 7 rvoTTos CUMULATIVE VOLUME(CY) 14918 RMM W7,17 CUMULATIVE VOLUME (C) 9&71 2z44o 42] ]2 CUMULATIVE VOLUME (C) I2]28 31151 rya CUMULATIVE VOLUME (C) 101,40 22710 4WPP DRY STORAGE r; 'SEE PIAlE3.13-1 WErSTORAGE - WABSEAGGREGATE SHALL IIXCAVAIEO) 4- MAX. BE VDOT 63, #357 OR Y5 FILTER CLOTH ••COARSEAGGREGATE GUMS DIMENT TRAP DESIGN #2 JNAGE AREA (ACRES) (1.5) VOLUMES: ORIGINAL VPAIFB(F GUND Jill EIFV a VARMUE DRYSTOR4GE N VARIABLE 'SEEPATE313-1 WEr STORAGE 4• MP]( RIPHAP ELEVATION HT) AREA(SF) VOWME(CY) 4MM TRAM 4'AI.W 18W.56 133.52 a33.W 2559.47 18SIS rya rya Na TORAGE: TORAGE REQUIRED (CY) (67 x ON 1 W.W )MCP STONE WEIR 428.W TORAGE PROVIDED AT THIS ELEVATION(CY) 109.19 30FWEr STORAGESIDES 31 TOWAGE TORAGE REQUIRED (CY) (67x DA) 1 W.W r OFSTONE WEIR 430.W TORAGE PROVIDED AT THIS ELEVATION (CY) 161.14 30FDRYSTORAGESIDES 31 LENGTH HT) (5 x Da XXXX )MCPTRAPELEVATION(FN 426.W )M TRAP DIMENSIONS: 1149,M )F DAM ELEVATION TEN 431.W WIDTH OF DAM ST) HAP DIMENSIONS TEMPORARY SEDIMENT TRAP J I NOTTO SCALE 1L ORIGINAL VARIABLE GROUND ELEV. r DRY STORAGE f r; VARIABLE Y 'SEE PIATE3.13-1 WEr STORAGE -WARSEAGGREGATE SHALL IIXCAVATEO) °MAX" FILTERCLOTH ORIGINALGI BE VDOT #3, #357 OR #5 -COMSEAGGREGATE CVSSI RIPR4P DIMENT TRAP DESIGN #5 JNAGE AREA (ACRES) (2.1) VOLUME: ELEVATION HT) AREA(SF) VDWME(CYl 3MM IW.47 374W 1372.W 101.67 375W 171725 12].m 378.W 2481.26 TIMM TORAGE: TORAGE REQUIRED LOY)(67 x ON IMOD )M CF STONE WEIR 3M.W TORAGE PROVIDED AT THIS ELEVATION(CY) 25'.35 30FWEr STORAGESIDES 31 TOWAGE TORAGE REQUIRED (C) (67x DA) 1M.]0 TOFSTONE WEIR 3M.W TORAGE PROVIDED AT THIS ELEVATION (CY) 155.33 30F DRY STORAGE SIDES 31 LENGTH (FU (6 x DA) XXXX )M OF TRAP ELEVATION HT) 3M.W )M TRAP IDI MENSIONS: ID58 W )F DAM ELEVATION LEG 3M.W WIDTH OF DAM (FG RAP DIMENSIONS TEMPORARY SEDIMENT TRAP ST NOT TO SCALE VARIABLE,..{---.. rl ORIGINAL I I VARIABLE GROUND ELEV. 1a DRY STORAGE N vPAIABIF 'SEE PIAlE3.13-1 WEr STORAGE \ " COARSE AGGREGATE SHALL :EXCAVATED) °MA`3' FILLER CLOTH ORIGINALGI BE VDOT #3, #357 OR #5 -COARSEAGGREGATE CVSSIRIPRAP DIMENT TRAP DESIGN #8 JNAGE AREA (ACRES) (1.6) VOLUMES: ELEVATION HT) AREA,(BE) VOWME(CY) 391 84 M 4W.W 893.07 SETS 4MM 1185.92 SEW 41AW 1]8].02 132.37 TORAGE: TORAGE REQUIRED LOY) (67 x ON I O].20 )MCFSTONEWEIR 402.W TORAGE PROVIDED AT THIS ELEVATION(CY) 133.A 30FWEr STORAGESIDES 31 TOTAGE: TORAGE REQUIRED (CYI (67x DA) IO].20 TOFSTONE WEIR 4W.W TORAGE PROVIDED AT THIS ELEVATION(CY) 109.26 30FDRYSTORAGESIDES 31 LENGTH (FG (5 x OAT) XXXX )M OF TRAP ELEVATION HT) "M )MTRAPIDIMENSIONS 812.W )F DAM ELFVATON LEG 4W.W WDTH OF DAM (FG RAPDIMENSIONS TEMPORARY SEDIMENT TRAP ST NOT TO SCALE .{- VARIABLE.�. rl ORIGINAL VMWBLE GROUND ELEV. 0 DRY STORAGE N vPAIABIF •SEE PIAlE3.1 RH WETSUS "COPASE AGGREGATE SHALL IEXCAVATEO) V4MAX' LTER G. FIOTH ORIGINALGI BE VDOT #3, #.7 OR #5 ••COA95E AGGREGATE CLISSIRIPRAP DIMENT TRAP DESIGN #11 JNAGE AREA (ACRES) (2.0) VOLUMES: ELEVATION HT) AREA,(BE) VOW ME (CY) 404.00 9W.55 406.00 12W.14 FISM 4NL00 153183 113.47 410W 2 ,61 16733 TORAGE: TORAGE REQUIRED (CY)(6] x DA) 134.W )MCFSTONEWEIR 4C6.W TORAGE PROVIDED AT THIS ELEVATION (CY) 1W.04 30FWEr STORAGESIDES 31 TOWAGE TORAGE REQUIRED (CY) (67 x DA) 134.W TOFSTONE WEIR 410.W TORAGE PROVIDED AT THIS ELEVATION (CY) IM.19 30FDRYSTORNGESIDES 31 LENGTH (FG (6 x OAT) XX.XX )MCFTRAPELEVATON(FN 4W.W )M TRAP DIMENSIONS: "M )F DAM ELEVATION(ED 411.W WDTH OF CAA( (Ell RAPDIMENSIONS TEMPORARY SEDIMENT TRAP ST NOTTO SCALE -COARSEAGGREGATESHAUT (EXCAVATED) FILTER CLOTH ORIGINAL GROUND EIEV. BE VDOT #3 #357 OR #5 "COAHSEAGCREGATE CIASSIRIPHAP DIMENT TRAP DESIGN #3 NNAGE AREA (ACRES) (0.9) 'VOLUMES: CUMUIL ELEVATION F) AREA (SET VOLUME(C) VOLUME 4O4.W IM427 44x.W IMBA9 138.W ,: aW.W 2IILM 189.E 5 Na rya Na STORAGE: STORAGE REQUIRED (CY)(67 x DA) W.30 CM OF STONE WEIR °OSW STORAGE PROVIDED AT THIS ELEVATION ICY) 114,W 'E OF WET STORAGE SIDES 3.1 STORAGE: STORAGE REQUIRED ICY) (67 x OAT) IMM .TOF STONE WEIR ",W STORAGE PROVIDED AT THIS ELEVATION (CY) 153A ] 'E OF DRY STORAGE SIDES 3.1 1 LENGTH (FT) IS DA) XX.xx CM OF TRAP ELEVATION FT) 40(.W CM TPPP DIMENSIONS: 1234. W OF SAM ELEVATION (FG 4C9 W WIDTH OF SAM (FT) TRAP DIMENSIONS TEMPORARY SEDIMENT TRAP �T JI NOT TO SGAlE 1� ORIGINAL VARIABLE W.. /GROUND EIFV DRvsroRAGE VARIABLE AWN& •SEE RATE 3.13-1 WEr STORAGE ••COARSEAGGREGATESHAIL (EXCAVATED) °N' FILTI ORIGINALGROUNDELEV. BEMDUT #3 #357OR #5 "COPASE AGGREG4lE CIASSIRIPRPP DIMENT TRAP DESIGN #6 NNAGE AREA (ACRES) (2.2) 'VOLUMES: CUMUTAT EIFVADON IFI) AREA (I VOLUME(C) VOLUME( 358.W 123834 361W 1593A0 11355 113 3&LIM 1854W 13741 25[ 36LIM 2574AS 193.W "I STORAGE: STORAGE REQUIRED (CY) (67x DA) 147M CM OF STONE WEIR 362 M STORAGE PROVIDED AT THIS ELEVATION ICY) Y w 'E OF WET STORAGE SLIDES 31 STORAGE: STORAGE REQUIRED ICY) (67 x DA) 147M BTOF STONE WHR 35LW STORAGE PROVIDED AT THIS ELEVATION (CY) 159 @ 'E OF DRY STORAGE SIDES 3.1 I LENGTH F) IS DA) XXDCK CM OF TRAP ELEVATION LEG 359 W CM TPPP DIMENSIONS: 1236. W OF SAM ELEVATION HT) 355W WIDTH OF SAM (FG TRAP DIMENSIONS TEMPORARY SEDIMENT TRAP ST NOT T03CP1E rl ORIGINAL I I I VARIABLE GROUND ' EIFV. 1.a ORYSTORNGE r.� vARARLE .SEEPATE3.13-1 WEr STORAGE 1 ••COARSEAGGREGATESHAUT (EX`O\VAIED) °M FILTERCLOTH ORIGINAL GROUND EIFV. BE VDOT #3, #357 OR #5 "GOARSEAGGREGATE CIASSIRIPRAP :DIMENT TRAP DESIGN #9 NNAGE AREA (ACRES) (2.0) 'VOWME3: CUMUIL EIFVATKXN IFG AREA (SET VOLUME (CYI VOLUME 415W 902SO 41eW IWSu BIN 420.W 153183 1134] 'b 42LIM 2?.53A1 15]33 3' STORAGE: STORAGE REQUIRED (CY) (57x DA) 13( W CM OF STONE WEIR 42J W STORAGE PROVIDED AT THIS ELEVATION ICY: 1SOXA 'E OF WET STORAGE SLIDES 3.1 STORAGE: STORAGE REQUIRED ICY) (67 x DA) 131 W .TOF STONE WEIR 422W STORAGE PROVIDED AT THIS ELEVATION(CY) TMA9 'E OF DRY STORAGE SIDES 31 1 LENGTH F) IS DA) XX.xx CM OF TRAP ELEVATION LEG 415W CMTPAPDIMENSIONS 90200 OF SAM ELEVATION (FG 42300 WIDTH OF DAM (FG TRAP DIMENSIONS TEMPORARY SEDIMENT TRAP ST NOT TO SCALE VARIABLE ORIGINAL VARIABLE GROUND EIFV Iff B]GUI IDJACRE VARIABLE 57 CU. YDJACRE (EXCAVATED) 4' MAX. FILTER CLOTH ORIGINAL GROUND ELEV 'SEERATE3.131 ^COARSEAGGREGATE CLASS I NEW CROSS SECTION OF OUTLET CLASS NEW LENGTH TIN FEES _ BXDRAIN4GEMEA ON aDI DNFAS1ON DIKE 7 1 7/7/ /� I /..COPASEAGCiTEGA/IE �IX(:AVAI EO / / /FILTER CLOT// fAREA // ^COPRSEAGGREGATESHALLBEVDOT#3,#W7ORR##5 OUTLET (PERSPECTIVE VIEW) ST TEMPORARY SEDIMENT TRAP NOTTo sQALE 3.13-2 CORRECT TRUNK ARMORING 4� TRIANGULAR BOARD FENCE TREE PROTECTION FENCING DETAIL Ir NOT TO SCALE 1. SET POSTS AND EXCAVATE 2. STAPLE WIRE FENCING TO THE A 4'X4"TRENCH UPSLOPE POSTS ALONG THE LINE OF POSTS FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND 4. BACKFIILANDCOMPACT ITINTOTHETRENCH THE EXCAVATED SOIL EXTENSION OF THE FABRIC AND WIRE I WO THE TRENCH FILTER FABRIC I1 - _": -Wm. F SILT FENCE DETAIL (W/ WIRE SUPPORT) NOT TO SCALE COMPACTED SOIL z mE FLOW -III=1=1=1 H__Ill. I DD TEMPORARY DIVERSION DIKE NOTTo srA F 3.38-2 3.05-1 3.09 A A 3Ua tla PLAN VIER, PIPE OUTLET TO FLIT AREA WITH NO DEFINED CHPrr a ov°, L d T SECTIONAA FILTER CLOTH KEY IN 6"9"; RECOMMENDED FOR ENTIRE PERIMETER A A 3tl"(MIN.) PIPE OUREr IO DEFINED CHANNEL PWJ VIEW La I Oy SECTION A -A FILTER CLOTH KEYIN B'-a; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, EAMON BASKET, OR CONCRETE. 2. Lal$THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATE$ 3.18-3 AND 3.184. 3. 8=1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN INCHES. 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FEMA j1 1 III \\ \ 1 I / 1 11 "'I/ I III I %/ I :( I I / / /� '% /� / _ �- - - / � ' /'/ _/ - - - --- - - / �l �l /llllll �(il/ 1 / } DEFINED FLOG PLAIN } /I I I ly' III II / / r / _ - 'J / /-_'/--� ,/ 1 // /, \\0ll\1\\1 1 // �� / I/ l 111 ll/I o I I I III/`./ /( lI /� - _--_ _ - I 1 Vam, �) \ -� h /. / / /- - � f �_ �_ � �/ � - _ / / ill / l <y 1 / / / / /� /�/�j���� ��JII (l �; : ) ' -I I I j11 I)I1 IIII Ij�113Ie,I v Ik ",v �� � _v . _= ow � /� /I � �O �, � - seo _ �- ��/IIII' I Il y \ - 1 V v �_ �'/'/o%/// li///�ll�/ /i I IV A�V v �ov,v \ � / n _------_ r �) / ) �/ // 1( \ ;,�o-�; ; ; �� ; , --- -� 1 / = _ __ �/% /// III / ( \ 1\ V V / 1 \V� \ VA\ vvv �� v\� // / /', /i' - -_—380-__ -%-, / JI \ III I \\o v = v 1 / / �/ = �// ,/ IIII lI 1 �(�/1 r•J1 vv vvv�� �-z -_ - / / / - _-----_--_-- -//� -/ // / 01 �� l 1 \ 7 V / — 1 ° % / �i // / / / �/� l ��� i V \ \ \ VA� �' A ��— - � � A�?�� _ — i _ / — — _ — _ _ _ � �i/ � IIII / % `Z 7 2 \ ( / \ \\•\ - 4. 00/ j/i // / // Y M \ \\ \ \ -- \\ \� `-- - IIII �'/ �/ 1) I \ \ \ a / /i/ - // // { / / \ \ \ \, �— �> ,,�� ; -z � TMP 62 16C - - , y ) \---- -- - -- — / / / J \, - \ — / — _ _ u \ 1 \\\ \ \ \� \�" —�/ / %/—i/��///�� l l/ \ \\ \\ ���\\� �, �\\�\ �9 � �0 / ____/3 IIIII- IIII P./ \ \ �\ �\ ���ij� /// / F)I 3\� �� ��� ���� , - oN/F MORGOGLl0.3 o THER5 A E �7e�-�` �� j o'i/ /��,-i l D \ � \ may- v__ , / / e°� r r \ 3 OR JOHN D SCHUTTE r , - - — / / ,,3 / /,! �� ,� i \ \ \ \ �- /i / / / /// / // \ \ �\ \ - - - / 6 \ / / / /IIII / . \ \-\ \ \ \ \ , / _' - _ j� / 5// !j >� �5'S,l't�Z MH. 1 i.- / /p0 y' Il f I' I r \ \,.\\ � �� _ � �� \�\ � \ \ �. � - - - `- - - �� /// 40 �"� �\ >J \\\� ���-/� / /- �• 'j/Jly / �\ '� �\ \�36p1..���\\�\\\\�^\ _ z i/- i / ' --_ice. �/, _ 3 \ J P / 4 / �— cAVA� V A V A A V �, �_ ' —'/ // / /.%�—T / �390— A\VA", / / I _ / — — / \/ r- \.> r/\-I( -/ J V'1 -1s CI \ �✓ i 1, I\/ \ I . __330 � J s -t,> ^ham J / ✓ 100 - 0 100 200 300 SCALE: 1"-100' U N rn wg ENO U ' ej Z d J i 7 O C/1 <w QO§ mrI p�3 z 0_ O vo w U W 3Q m J z v z0 0 U 1 4 Lu z z N 1 rr jr 0) C/ d LL co Ld N in 0 Q CO Q O ~'^ J Q J m J }0�A = , LU W O �0Pz 0 rn "� d Q = Uco °$��PyTx °F °fpo� Christopher C. Mulligan Lic. No. 031672 'vim �0.� 12/06/21 l�' ESS I _ - _ �tyG Q W W 0 I- z Q LL Q 0 J z � z W CE Q � 0z o J � > zQ ILL D ci W Q � CW G Cn z a U w 0 z O w m W a 0 0 z DATE: 22 NOV 21 SCALE: 1" : 100' JOB: 20.1674 SUB: 202100161 SHEET: 9 OF 14 TOP=3 ,.Il0 '1 1111////.,//. NI/Il!I/ �J ✓ " ~ < INV=319.99.9' ALBEMARLE COUNTY SLOPES OVERLAY - MANAGED Ili.1I III I _ N / ALBEMARLE COUNTY STEEP J SLOPES OVERLAY -PRESERVED Vviul\ \ o,\ \\:'\ \ \\C \ \� \\ \- - //%�� %;?.....::..:: WETLAND AREAS PER WILD GINGER �s ME Il\\\ I\\\ \ ���__— J'l s\ I I \ / \ �� ) 1\\ \ \\` __ _ ii%� ( i Y 350 \✓�\ I \ ':: FIELD SERVICES LOCATION ON ALTA, I 1 ( 1 _ l SURVEY BY RGA DATA JULY 24, 2020) WATERS OF THE U.S. (WoUS) SOIL LINE COffs!toIDV Cffsite'D2' DA=o.16acresJ=2.77acres / -r 00DPLAIN \ / �'k/�VE� C�NAZBL A�OMYT CN=80 C"78 7 — t \\ - ��[� � z= \ ' I ( \ I I •,1 ! ALL AREAS OUTSIDE OF PROPOSED LOTS AND EASEMENTS /A06'teA4 ) ) I c= min Tc= min < — ;� \\' �I J /\y I j / { / // t > � � / � _ � i SHALL BE PROTECTED OPEN SPACE, MANAGED BY THE HOA. t � / �111 IIII , / I .z`.•::.•• \ 1 , : 1 f I ION = 60 1 l- \ \ ost Dev. (1 I 1 \\ \— I I I I (� _ \ - _ =3so- ( T 5 miq \ t r`\� \ A=1.85acres 1i / � / A � ,�//� 1 I / /�, f /j/�///j /�//:i�eetflowAs I) 1 \ �� v �,1v \VAS •— ,ao �C-///In ��Vllllli'� 1I ( I WETLAND AR I Open Space he(PER WGr) 1 y DA— Acres 7%C A=28.0 acres I / — 35.77 N=61 Te = 15 min All Non -Lot Areas within 80.77 acre SSWR MH. I I / Development to be r A= 0.13 r� �/ �r, J �. managed by HOA 0 _/ 1 v 1acres o I l v v v I .. v vAw\� — — \�AA A II�I��/// T/�/ �—)I�v�/ / / ✓ � ,, / A I v vv - / J opment Al �i i / / � / ost Devel.66acres ti \ \ ( , } F 75N = \ \ \ \ �_'ii/ 8min —_ v.> � v v \ 3/ /1 / VA\ I l ( t ��� �lllll IIIII�II /ii�i� DRwD�)REAs h l VA1 Ill Illll , heetflow q�IIIIIII\���VA\w�w���A / /i��/� �/ 111 ll1 /.l1/l / • = min / i�i // I IIII llI 1 - / �AS�M ost Cev. 'E' I I �// � \ r \ � - / / ( o / / I f A=1.10acres,/ /i 1 •+ ��•:a:�::�.t't:��:�a%;::..�.a:.';tt�;:,i'..,:. / "S , 1\I1�11\_J\\�CTc=5min // 1 / / i, // l 1 J �:';::'.t:'•'.:'•;:' / \ I SSWR H. f r _ 0 \ � 1 III\I!� IIIII II 111\�\\ 1 / ,� /i//�/ // / / / _ / , too::Ytz;�t�'Ma::.;'.;;:.:;:'•♦ , 1( « //y �/ I 1 �•�':IvE.: �;,..bt?�ratnl , ( �� � ment C3 Develop I 1 1 v v / i / IIII 1\VI I Ill IIII IIIII 1 1 '�o of / v/I CN 752 I IIII IIII IIII III\III IIII II1M M� \\ \ \� \ \ and eopmtCl 'j, \\II \ \ \ \ \ s.¢2 acres =80 8 rr i/y/ J c=n —v — � I I I ,� // WETLAND AREASI/Sheetlow (PER wGR) DA=6.68 ' y / I acres 61 CN = —� D 8i Tc=mn heetflow 2 / Su \ \ \ _ —\ \ o 1.05 acres 61 N C= FUTURE STORM ES &INLETS PIP _ -4)0= / / /h /I \ \ 41 0A _ ' m // ,'� / / / add' � ei B ER I �rq v 1 I I III I I , � 1,/ v � I sswR MH. I � rtlp STORM SEWER S % / / 1 / s \ 3 / / PIPES &INLETS 1 v, vv , I) I I , j l / / (1-(/ ( I, )l v� �v , ' ' � / •• / / , - // �, ; 1 : I j / / 1 _ ��� \ \\\\\\ Ills l ) C /ji1 // I �' - — — p/ / / /; I // �-•/ �\r— I )I 11 I / 1 ,/ t— � I � �� o/ // / � / illlr � ', I 7 /— \ Dove DAA=6.32 acr I / 89 acres CN=75 by v (�) I 1 / ITc= car+ v J III) IIII ��IIII / ! l I ) A l . ( J VAR ABJLE f'i S > / S IzA / I rEry IpT" R� f/ !l { I�l(\\ � L/// �/ / / / \ _ - - //, I / ))III\ /"/,/ / / / , DA=3.86 acres / / / �- �/, //, / // '• / / / �� ( \/ ; �- - To 6 min Saoo- //// GA t / /, / //// , � �� — 390== �_ � /i // I � // / '�Il �II e WETLAND ArEAS Z 330 1�1 \\ I I I (, IIII I II I ) ( ! I I \ I I /3 i //// / �� )%_ � // i'/ / _ -- i �- _ - / /// , / il/ l(( .(• / (PER WGF)�` ,. 0 � ..f J" G L I , 1— / _400 — r _— --400 / _ / / ; 7 e 100 YR. FEM - '\ -��, 3 320- / JJ 11// /ill I// III( //J (/dill III III II / / / �-. �� �/J '�f�� _ /��� -_--- -- /��,; `/ / i / 2l II I DEFINED FL00 PLAIN 32� I l l / � � / '/ f%�-- 3232.. III I ( / ( r ,--/— —J %�/ — — — _ •♦ � \1,11 �I,ti \l\\ \\\\1,� ( r , //o/ ;___-ja ________-____ "'� (, (J/ of ✓ �1 3 100 o ioo zoo soo 400 '0' _ SCALE: 1"-100' OV if AIN --- /: U o m N wrng ENO Uj U0 ' Z m O J ZO � O °Cw ZO§ Fr I O U < rZ ¢_ O U w U W U¢ m Z_ ztr tr O> w C7 F+1 Ll Z N � ir 0) d w Lj N s Q� �aa J Lj J gUW=www O UPZ 0 d a_ d a O DATE: 22 NOV 21 SCALE: 1" : 100' JOB: 20.1674 SUB: 202100161 SHEET: 10 OF 14 ,.I/IL,/:IIII X�N\ //' / /./\ \//i//I TOP=336.2' NINV=319.9' < ALBEMARLE COUNTY/\ \\\1o\rr/( � I I I( I I I(I /, \ � \ 1 \ y� \ \\ �\ r .......r SLOPES OVERLAY -MANAGED II%/ / 7 III �. II I II 1 I I /\���\\ � ALBEMARLE COUNTY STEEP -\\ \` ill\ I L_\h\ \ � \ \` \ \ // l/ / //// ( /(?I/J/ ///� /////�/////�///j////^�O/I/I/r )/1ll 7l:\�) I lI�lI,l//l/)///I /I/ //, /I / /y,// /I/ I /llI 11 JI I lI, I \II , 1 , / l 1/\\\\ "\\ -/ \ \ l \\ \\\\ •�/ \ \\/ / I //\I\\11�\j\1\ /I/oI,\IIS\ \\\`\\o\\I\ I\I \ \\I I �\\��`,) \ >\- �=__�--- �f /ii�/i- �160/3/J. /// / r,// i- ii -%-Ro'\ \ `\ •::::;:a'.:';'::'.::' - -I, '. I �)\ �I ` SLOPES OVERLAY -PRESERVED / ,/ \ WETLAND AREAS (PER WILD GINGER FIELD SERVICES LOCATION ON ALTAW/`x_ /,( SURVEY BY RGA DATA JULY 24 2020) --> 1 \ / � r �///// / �/ //l�o�`"'% i //�ll /l l l l// / / l) l / � I \ _, l / \ _ I \ ' I I ( /j a'`oi /i / // , ` - r/ �//�-�, � III Z, "�• ('. )-..._..._.. WATERS OF THE U.S. oUS (W ) •- \t\\ \ \\ ' I �I/ /,//////))) �Illl,,yoi�//,O,////,//� l�!! I 1 I ) \ J\ ''/JJ)/ i���/�� f/ // C \\ --\/ � iii �i����_-.\\\\'\\1\ Ill I •a:;t:i��: \ I � SOIL LINE X%jl OODPLAIN i // / / / ad„//ll� 1/ I '- // //// _ _ i�/i // ///- \1 I (} / y ..�'• ( 1 mil bb Z4 spres \ \\ P 5kn I I 1 itp ollll/ \ \ �' 1 s \\ _ // = I III I (/ ::.•: 1 I / �) III II m 1 IIwl �.: '•' I I :400�cY-/ii.- \ \ \\\\ \ i%'i) ) l i / 1, J/ /////i, // l0• \ \\ IIIII IIII I III IIII I I I!/ ::',, WETLAND iAR�S \\ // I\illlJlllll li IIII IIII II ( "\ (PER WG I J Sheetflow \\�_'�\ ) � \\'.` /\ A I' i1 �/ l"/ A/rv`� _rj /%/ / c/j/�//�ii/'//r //%/�/r/l >•-�3c�FDa) lr I \\ovv\ Q�_ _ _�=; ; ,,-'g� � _ > 1 1 V(/>//\ °/)%�, 1/ v //��v\v �J/�� /i \ // )�i�/ \ VA / /1 �/I iV // /\\IIIII' 1I1Ii 1Ihl/II1 IIIII1 / 1��lIII(ll�Il1I�l I I 2e.0 acre s I I I / Open Spacepq_ I'I CN=81 I/ DA-35.77Acre s %MAREA$ Tic �bin )20 All Non -Lot Areas \ \ 1 < \ //�/ / I SSWR MH. within 80.77 acre �. �I I Development to be N 80 /i // 9// /. .Vo: / - _ / i ✓' o / // \�//T'c- ^1n \ I o 0 00 / (/7/i `l / r , S managed by HOA � �/ vl, 11 � if U/ vvvv ��_�=A�Al AIIIII/// r/�/ � )(�>,/////� /r/ /✓ / r / / / V I I / v vvvv\ VA ��vv /i%/�,%�//////Ill///�Jl /� � \VA v vVv1v 11111 1 III II I 1 III IIl//// i, f�,, \ l\v V v v 1 III 1/ i / IJ(CN�/�// / / _ vv v v �v v \ v v Avv\\�AVA\\ \ IC v/�ii /// / I \VA\V J \ v t I v AV A A\ ////l > I �(,/�llllJ( III III / 8 IA I /�l / l -rLAND AREAS I \ / / / ('' R WI -^Il � I � ! l � � I - - - 4� v v �` // �//' �- � ( ) 1 _ _ \ \\ \sol rves/ :yll" �� \ v _ �� _ �� v \ vA �7 J 1 I 1 \\ \ / ��////// / I// l /_ ' �i, ( h !tflow A2 \ - C _ l / 1 1 \ / \ \ l I l I I I I \ \\\\ \\ \\\\ \) ✓ , / / / ( v _ _ \ , zo — 1 / / / \ I I l l l III \ \\ \\\\ \ \\ \\�� r ..:•.•.:.....; : _. I I ( If K I N I \1\ IMIf / I ( \ \ �� ° I 1( .:'c.;::.;:.;• 1 ) I 4U­ P SSWR MH. I(Il�\l��- 1) ('IIIIIIIII/�, /,� // ! ��l\ �•'•"•.�"." 1 � �_ \ \ \ / Ill /// / � -_ / .: ;'ti:•:'t:a::': / l � f / II ///Il/( , I) ,, Ill! /�ll111 llpl a \ / / / ^—� % L / l I I II I r l ` % ost evelo ment � �� '//(I(I� III II 111111j III' �t / / / / ' � J/ r /o�^o r a-14. p � / / / / / III I IIIII /Ill/l, //// l l .• 1 \ � � ( \ a Ill IIII II'I{) 1 \ / ` _ IIIIII \ \-EiV-=}7�qc'/ / / I�lllJllllI�III _ � 7T - /r/ lIlIll -��cr-12'mi .__-/ / �/l ✓,/ � / 1 jlll t � \/ /j,�� 440 / l l lI �k �II�/ _ ( / / 1 / 6.42 ages\ - - - —� ` y (I I) I /l �� \ /-._f I III , CN - 80 / / \ \ \/(/ .o IIIIllllllill/ I \ \ \ \ \ `o \ \•' Z // ll in r I `lIo II 1I1 - WETLAND AREAS ) s PER WGF) / r 4 ( f / / o / 111// 11/I/I � s L r I ( �• � _ ) - / _ l I VA / , (( � / ^ \ r / // i`✓/ //u IIIII �lll 11 ) _urK �/�" �f1r/i 1/j,/// / 1 \�C.o\\ , oll �'�I \ \ \ \ \ _ _ � � � 1 1 1 \ // _; �\\\ \ \�\\\\IIIIIIII o II / �• / y / -4 41 _0 00= - > � A \ %/) l/\/IrII %�/I /Ih/ uI IIIjUl I/IIl„gll III IIIII iIIIIIII IIIIIII�I IIuIIpI �IIIq/I 1 ( 1 y / / / L74/ o, IIII (l llllllll IIII III 1 I y / / //\ -ll ) j / `> \ aoo -- l u 1 / 1 // / / �o �I�j II�II1IiI�II P�/I //// // //�//IIIIIIIII - / I I / v - / / o / // / / / / I // /%// �llIlll'f �/ SSWR MH. / / I ///i' i i/' / j j//j /l � o \ ( � \ ) I \ I • l/// ��� \_ J l/ o / / / l � /(( I(( (Ill\\11f IIII IIII IIII 1 /„„ , \t �)1\\� s\\\\ �Ill IUI �\ o l j/ _ , \ "jJ l IN IIIIIIIII Hlll! I 1 �_ -39' \ \ //,// gll(pJI (JII) o \ \ ` >1 \ / / \ \\ 11 1 ) I / ( / / / // �t L� N\\ 1 l I I l I (1 \ \ / /�/ / I /- \\ vvv v�VvV�llll L1!! ., _//ll/lllll�llll v I �.,, I Ili / a V AA \ o l _I .� , / �%'/ Lo / / IIII �I� ( (� ll/ �llI \ 1 0 v Il I I I I I � I�I � IIIrI/I( / 1' a �TA�:6 D e�oprhe I , � 1 ) � �he ow i, l / / / i / / / � / /A2� (��11)% /9/�"I 89 ages i0 / / / /-�75 a rVvl E /Ohs_ / // / / I ( r ✓ /tt\ _`�.�\ \\ • �,.\ �\I \ / .� I / / �'-� - // / / /,/ // of -�$e �t / / / �/ ///, l l ll/ 11 : / � ( Jos � \L/ ,A /Q / ' \ \ \ \\ \\\ d l gj0�_==--i�eM'n/ GAt �l (( l.(• / (PERLANWD390- GFA) 330 G L - _ �- _400___ -ii /11( ((o y100 YR. FEI y \ -�/� _ —400 /�� -- - --/ / �/ ll/lr IIII ll1 'I DEFINED FL00 PLAIN r �- �- 32- - �320- / /j\ / IIIII 11 / ✓ /\/ _; fad 3232-.. _.= r---_______-- /\\� \ \\\\�` `\ \ \ r /' /'// p0i'i'�'%�----------------_/ii/IIII \ \ \ \ / / / / A / - - - - - — - - - - - - - // —Zo 38 // � /1J \� � l \l \\ \\�\����� ��\� �--- /' //'///// / i/i'��-/---- -___��'�ii% //// 4 I > \ ( �✓ / j2O / 100 0 100 200 300 _ _ SCALE: 1"=100' \\\\ �400 /0 // / --370— U o m N Wm� ENO �Q= U ' d Z J m O o� W0 O °Cw iFr 00 < p� rrZ ¢_ O Vj w U U m J z Z O r� O V � w z F+ 1 0 N rrjr 0) d w Lj N is Q� Sao W J 0 J m }ova =www o Pz 0 a U Op vf,F,02 Christopher C. Mulligan Lic. No. 031672 'vim 12/06/21 ESSI ONAL �tyG _ w w C) U) z Q Q = J w w Q O LL z U Q J �jr�� J CE (3 0_ z O J < LLJ w z0 D Q O w O U) z 0 a it U w 0 U] Z 0 W m w 0 0 z DATE: 22 NOV 21 SCALE: 1" : 50' JOB: 20.1674 SUB: 202100161 SHEET: 11 OF 14 SEDIMENT BASIN PHASE 1 ESC LEVEL 2 EXTENDED DETENTION / II II I II i r/ ✓ /// 48" SEDIMENT BASIN RISER TOP=390.50 // / SEE RISER & DE -WATERING DETAILS P.F. , LIN N. OF LINE • / I- �21 / / 1 S4136'4 / \ 21 < - _ SURl7EY� ONTR0 _EL. 3-4- OUTLET PROTECTION - / -SEE OP1 DETAIL - vI1Z I-- 12' MIN. BERM WIDTH 'TOP OF BERM 392.67 / / LOT --- O EMERGENCY SPILLWAY - LOT \ \ \ L=16'; INVERT=391.50 \ \ 6 \ / J LOT - ---- / \` LOT i Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. HydroCAD@ 10.10-6a s/n 08126 © 2020 HydroCAD Software Solutions LLC Printed 10/27/2021 Stage -Area -Storage for Pond 2P: SB#1 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic -feet) (feet) 390.40 (sq-ft) 10,396 (cubiFfeet) 59,988 380.00 1,012 0 380.20 1,135 215 390.60 10,602 62,088 380.40 1,258 454 390.80 10,808 64,229 380.60 1,381 718 391.00 11,015 66,411 380.80 1,504 1,006 391.20 11,221 68,635 381.00 1,627 1,320 391.40 11,427 70,899 381.20 1,750 1,657 391.60 11,633 73,205 381.40 1,873 2,019 391.80 11,839 75,553 381.60 1,996 2,406 392.00 12,045 77,941 381.80 2,119 2,818 382.00 2,242 3,254 382.20 2,507 3,729 382.40 2,772 4,257 382.60 3,036 4,838 382.80 3,301 5,471 383.00 3,566 6,158 383.20 3,831 6,898 383.40 4,096 7,690 383.60 4,360 8,536 383.80 4,625 9,434 384.00 4,890 10,386 384.20 5,093 11,384 384.40 5,296 12,423 384.60 5,500 13,503 384.80 5,703 14,623 385.00 5,906 15,784 385.20 6,109 16,986 385.40 6,312 18,228 385.60 6,516 19,510 385.80 6,719 20,834 386.00 6,922 22,198 386.20 7,070 23,597 386.40 7,218 25,026 386.60 7,367 26,485 386.80 7,515 27,973 387.00 7,663 29,491 387.20 7,811 31,038 387.40 7,959 32,615 387.60 8,108 34,222 387.80 8,256 35,858 388.00 8,404 37,524 388.20 8,562 39,221 388.40 8,720 40,949 388.60 8,878 42,709 388.80 9,036 44,500 389.00 9,194 46,323 389.20 9,352 48,178 389.40 9,510 50,064 389.60 9,668 51,982 389.80 9,826 53,931 390.00 9,984 55,912 390.20 10,190 57,929 i I _ / CONVERSION TO 48"S.B.RISER I I I I I r ✓ / / / TOP=390.50 \ FEMAFI INSTALL- (1)-8" ORIFII \ 1 100Y DEFINED / _ 100 YR FLOODPLAIN P.F. 10.22'/ @ INVERT=385.10 \ x �' s41.36' N. OF LINE 21 600 1 \ I I I � INSTALL - (1)-12" ORIFII � \ \ - \ @ INVERT=389.30 \ i 0 - \ 36 ✓ �� _ - SURVEY-QNTRO \ ELL�.1 3 3-7 P. 141.22 0 1 100 YR WSE = 390.26 10 YR. WSE = 389.20 _ 2 YR WSE = 387.48 1YRWSE =386.02 WOV= 6,801 C.F. v� v NWSE=385.10 \\ \\ \\ \ _ \ LOT' i7-I /� --/ -\ O 5 I Now sum �' v _ 4 400, LOT \ - \ ^� ' 102\ SEE DUNLORA PHASE I ROAD & UTILITY PLANS FOR STORM r / SEWER DESIGN SLOT 435 Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. Printed 10/27/2021 430 HydroCAD@ 10.10-6a s/n 08126 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: SB#1 425 Inflow Area = 9.900 ac, 0.00% Impervious, Inflow Depth = 0.73" for 25-yr event Inflow = 31.05 cfs @ 0.17 hrs, Volume= 0.598 of 420 Outflow = 27.17 cfs @ 0.25 hrs, Volume= 0.598 af, Atten= 13%, Lag= 5.1 min Primary = 27.17 cfs @ 0.25 hrs, Volume= 0.598 of 415 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 390.50' Surf.Area= 10,499 sf Storage= 61,033 cf Peak Elev= 391.26' @ 0.25 hrs Surf.Area= 11,281 sf Storage= 69,290 cf (8,257 cf above start) 410 Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 6.5 min ( 18.5 -12.0 ) 405 Volume Invert Avail.Storage Storage Description #1 380.00' 77,941 cf Custom Stage Data (Prismatic) Listed below (Recalc) 400 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 395 380.00 1,012 0 0 382.00 2,242 3,254 3,254 384.00 4,890 7,132 10,386 390 386.00 6,922 11,812 22,198 388.00 8,404 15,326 37,524 390.00 9,984 18,388 55,912 385 392.00 12,045 22,029 77,941 Device Routing Invert Outlet Devices 380 #1 Primary 380.09 36.0" Round Culvert L= 102.0' Box, 0° wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 380.00' / 366.00' S= 0.1373 'P Cc= 0.900 375 r 0.020 Corrugated PE, corrugated interior, Flow Area= 7.07 sf #2 Device 1 390.59 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 370 #3 Primary 391.59 16.0' long x 16.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 365 Primary OutFlow Max=27.09 cfs @ 0.25 hrs HW=391.26' (Free Discharge) 1=Culvert (Passes 27.09 cfs of 93.81 cfs potential flow) 360 2=Orifice/Grate (Weir Controls 27.09 cfs @ 2.85 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 355 LEVEL 2 EXTENDED DETENTION FACILITY �\100 YR WSE 390.26 .389.20 CONVERSION TO (2ORIFII -�-� • • • . CY CLASS I RIP -RAP D FILTER FABRIC ■ DETAIL) id;Y1[@I ��� ■ � I I 1 _ MOVE CMP & REPLACE W TRASH -RACK (SEE DETAIL) �' iANTI-VORTEX Iiiiiiiiiiii A TOP OF DAM 392.67 8' MINIMUM TOP WIDTH � err"•r"•r"•r"•r"P�krrr' � -��� - • • • IMPERVIOUS.- MIN. T• • WIDTH =5' �%////�A NATURALGROUND IIIIIIfflA 11 -.--.ILSIR' OUTLET PROTECTIO SEE DETAIL OP1 10+00 11+00 12+00 BMP-1 PROFILE H:1"=50'; V:1"=17' 435 430 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 00 1 1 10 20 30 1 1 1 30 61 91 1 U o m N W W � ENO ]UE U ' O J ZO(D 2�w= O La O U 00 I- _ rZ ¢ O U w U U z m J _ z� r� O w F+1 LL z N rrir 0) d W N QLLi s � �aa J Lu J m LU } 0 6 V = LLI W w O z o �' a�a ir a U of °fp�� C a Christopher C. Mulligan Lic. No. 031672 'vim 12/06/21 ESSI 0 N AL �tyG W W W Q O J U LLJ CE 0 O Q z �> J z� U) D Cc O U) Z a U U W z 0 W D= in a 0 0 Z DATE: 22 NOV 21 SCALE: H:1"=30' V:1"=10' JOB: 20.1674 SUB: 202100161 SHEET: 120F 14 \ \ BASIN 48" SEDIMENT - - - _ RISER I.S. \ \ \ \ \ \ \ TOP=389.30 / 20 CY- CLASS I RIP -RAP \\ \ SEE RISER & f EMERGENCY SPILLWAY \ \ \ \ DE -WATERING L=5'; DEPTH=1' \ \ \ DETAILS I 2:1 SIDE SLOPES I \ / /: LA D AR S (P F) fix\,00 3g0 /i -------------- coco TOP OF20'WIDE . ..... BERM=392.67 SEDIMENT BASIN PHASE 1 ESC Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. HydroCAD®10.10-6a s/n 08126 ©2020 HydroCAD Software Solutions LLC Printed 10/27/2021 Stage -Area -Storage for Pond 5P: SB#2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic -feet) (feet) 389.20 (sq-ft) 6,829 (cubio-feet) 28,309 384.00 2,125 0 384.10 2,263 219 389.30 6,756 28,988 384.20 2,400 452 389.40 6,682 29,660 384.30 2,538 699 389.50 6,609 30,324 384.40 2,675 960 389.60 6,536 30,981 384.50 2,813 1,234 389.70 6,462 31,631 384.60 2,950 1,523 389.80 6,389 32,274 384.70 3,087 1,824 389.90 6,315 32,909 384.80 3,225 2,140 390.00 6,242 33,537 384.90 3,362 2,469 390.10 6,394 34,169 385.00 3,500 2,813 390.20 6,546 34,816 385.10 3,638 3,169 390.30 6,698 35,478 385.20 3,775 3,540 390.40 6,849 36,155 385.30 3,913 3,924 390.50 7,001 36,848 385.40 4,050 4,322 390.60 7,153 37,556 385.50 4,188 4,734 390.70 7,305 38,278 385.60 4,325 5,160 390.80 7,457 39,017 385.70 4,462 5,599 390.90 7,609 39,770 385.80 4,600 6,053 391.00 7,761 40,538 385.90 4,737 6,519 391.10 7,912 41,322 386.00 4,875 7,000 391.20 8,064 42,121 386.10 5,017 7,495 391.30 8,216 42,935 386.20 5,158 8,003 391.40 8,368 43,764 386.30 5,300 8,526 391.50 8,520 44,608 386.40 5,442 9,063 391.60 8,672 45,468 386.50 5,584 9,615 391.70 8,823 46,343 386.60 5,726 10,180 391.80 8,975 47,233 386.70 5,867 10,760 391.90 9,127 48,138 386.80 6,009 11,354 392.00 9,279 49,058 386.90 6,151 11,962 387.00 6,293 12,584 387.10 6,434 13,220 387.20 6,576 13,871 387.30 6,718 14,535 387.40 6,859 15,214 387.50 7,001 15,907 387.60 7,143 16,614 387.70 7,285 17,336 387.80 7,427 18,071 387.90 7,568 18,821 388.00 7,710 19,585 388.10 7,637 20,352 388.20 7,563 21,112 388.30 7,490 21,865 388.40 7,416 22,610 388.50 7,343 23,348 388.60 7,270 24,079 388.70 7,196 24,802 388.80 7,123 25,518 388.90 7,049 26,227 389.00 6,976 26,928 389.10 6,903 27,622 Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, lnten=5.18 in/hr Prepared by HP Inc. Printed 10/27/2021 HydroCAD010.10-6a s/n 08126 02020 HydroCAD Software Solutions LLC Summary for Pond 5P: SB#2 Inflow Area = 8.000 ac, 0.00% Impervious, Inflow Depth = 0.73" for 25-yr event Inflow = 25.09 cfs @ 0.17 hrs, Volume= 0.484 of Outflow = 45.56 cfs @ 0.00 hrs, Volume= 0.664 af, AtteI 0%, Lag= 0.0 min Primary = 45.56 cfs @ 0.00 hrs, Volume= 0.664 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting EleI 390.38' Surf.Area= 6,819 sf Storage= 36,019 cf Peak Elev= 390.38' @ 0.00 hrs Surf.AreI 6,819 sf Storage= 36,019 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 0.4 min ( 12.4 -12.0 ) Volume Invert Avail.Storage Storage Description #1 384.00' 49,058 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 384.00 2,125 0 0 386.00 4,875 7,000 7,000 388.00 7,710 12,585 19,585 390.00 6,242 13,952 33,537 392.00 9,279 15,521 49,058 Device Routing Invert Outlet Devices #1 Primary 374.09 24.0" Round Culvert L= 102.0' Box, 00 wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 374.00' / 373.00' S= 0.0098 'P Cc= 0.900 n= 0.020, Flow Area= 3.14 sf #2 Device 1 389.39 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads nmary OutFlow Max=45.56 cfs @ 0.00 hrs HW=390.38' (Free Discharge) 1=Culvert (Barrel Controls 45.56 cfs @ 14.50 fps) 2=Orifice/Grate (Passes 45.56 cfs of 46.12 cfs potential flow) , i - 0 x ILA AR S \ ( F) I CONVERSION TO \ 48" S.B. RISER TOP=38L _ INSTALL @ INVERINSTALL II@ INVER- x \ 700 r00 LEVE SEDIMENT FOREBAY 100 YR WSE = 390.29 / ® 10 YR. WSE = 389.20 / 2 YR WSE = 387.48 f / 1 YR WSE = 386.92 WOV= 6,801 C.F. = /- J/ @ NWSE=385.10i / / / ^/ L 1 EXTENDED DETENTION 405 400 395 CONVERSION TO 48" S.B. RISER TOP=389.30 INSTALL - (2)-6" ORIFI INVERT=384.50 TOP OF DAM = 392.00 REMOVE CMP ANTI -VORTEX & INSTALL TRASH -RACK 100 YR WSE 391.96 10 YR. WSE 390.87 405 400 395 390 EWAM 390 385 385 380 375 RIP -RAP BERM w/UN DOWNSLOPE CONVEYANCE THICKNESS 380 375 370 370 365 365 360 360 355 355 10+00 11+00 12+00 BMP-2 PROFILE HT'=50'; V:1"=17' 10 0 SCALE: 1 "=10' 30 0 SCALE: 1 "=30' 10 20 30 30 60 90 ! m r U o m N W W � ENO �Q= U L O J 0 2 � W (O O �1 �( �w Q�� 00 a_Z M ¢= O In W U U J Z Z z m � O> co w� w z N rr jr d w � N (n Qo oaa U)L� J J m 0 J }0�a LU O = o r- z 0 P4 Kira a 2 U z O a C) U LU w 0 U) z O w o= m w a 0 0 z of °fp0� C a Christopher C. Mulligan LIC. No. '0 031672 'vim 12/06/21 ESSIONAL �tyG W = O a_ M W W Q O J U LLJ Q O �> O z J z U) CV m O U) DATE: 22 NOV 21 SCALE: HT'=30' V:1"=10' JOB: 20.1674 SUB: 202100161 SHEET: 130F 14 60" RCP RISER TOP378.60 SEE RISER & DE -WATERING DETAILS x 382.67 �11101 '�� 3/>0=- I 370 380 ' 380- / x 382.67 SEDIMENT BASIN PHASE 1 ESC Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. HydroCAD®10.10-6a s/n 08126 ©2020 HydroCAD Software Solutions LLC Printed 10/27/2021 Stage -Area -Storage for Pond 7P: SB#3 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic -feet) (feet) 378.40 (sq-ft) 15,542 (cubiFfeet) 93,488 368.00 2,576 0 368.20 2,764 534 378.60 15,761 96,618 368.40 2,953 1,106 378.80 15,980 99,792 368.60 3,142 1,715 379.00 16,200 103,010 368.80 3,330 2,362 379.20 16,419 106,272 369.00 3,519 3,047 379.40 16,638 109,578 369.20 3,707 3,770 379.60 16,857 112,927 369.40 3,895 4,530 379.80 17,077 116,321 369.60 4,084 5,328 380.00 17,296 119,758 369.80 4,273 6,164 380.20 17,522 123,240 370.00 4,461 7,037 380.40 17,748 126,767 370.20 4,649 7,948 380.60 17,975 130,339 370.40 4,838 8,897 380.80 18,201 133,957 370.60 5,027 9,883 381.00 18,427 137,620 370.80 5,215 10,907 381.20 18,653 141,328 371.00 5,404 11,969 381.40 18,879 145,081 371.20 5,592 13,069 381.60 19,106 148,879 371.40 5,780 14,206 381.80 19,332 152,723 371.60 5,969 15,381 382.00 19,558 156,612 371.80 6,158 16,594 372.00 6,346 17,844 372.20 6,813 19,160 372.40 7,281 20,569 372.60 7,749 22,072 372.80 8,216 23,669 373.00 8,684 25,359 373.20 9,151 27,142 373.40 9,618 29,019 373.60 10,086 30,990 373.80 10,554 33,054 374.00 11,021 35,211 374.20 11,220 37,435 374.40 11,419 39,699 374.60 11,618 42,003 374.80 11,817 44,346 375.00 12,017 46,730 375.20 12,216 49,153 375.40 12,415 51,616 375.60 12,614 54,119 375.80 12,813 56,662 376.00 13,012 59,244 376.20 13,221 61,867 376.40 13,430 64,532 376.60 13,639 67,239 376.80 13,848 69,988 377.00 14,058 72,779 377.20 14,267 75,611 377.40 14,476 78,485 377.60 14,685 81,401 377.80 14,894 84,359 378.00 15,103 87,359 378.20 15,322 90,402 / 7 I I i I � )I � I I � � x 382.67 I / ONVERT SEDIMENT BASIN RISER \ \ & INSTALL TRASH -RACK - _ (SEE SHEET 14 FOR DETAIL)------ _ /___� / 60" RCP RISER TOP = 378.60 /� -v_ INSTALL (3)-3" HOLES @ INVERT=374.00 I I / INV(42" OUT)=368.00 \ \ - -••• - - - - UNLORA SUBDIVISION o x 382.67 FUTURE STORM SEWER z 0 \ • • • • �'���_^• (Iti Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. Printed 11/4/2021 HydroCAD®10.10-6a s/n 08126 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: SB#3 Inflow Area = 16.900 ac, 0.00% Impervious, Inflow Depth = 0.68" for 25-yr event Inflow = 48.86 cfs @ 0.23 hrs, Volume= 0.954 of Outflow = 38.25 cfs @ 0.29 hrs, Volume= 0.954 af, Atten= 22%, Lag= 3.2 min Primary = 38.25 cfs @ 0.29 hrs, Volume= 0.954 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 378.60' Surf.Area= 15,761 sf Storage= 96,618 cf Peak Elev= 379.42' @ 0.29 hrs Surf.Area= 16,660 sf Storage= 109,912 cf (13,294 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 7.5 min ( 21.5 -14.0 ) Volume Invert Avail.Storage Storage Description #1 368.00' 156,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.00 2,576 0 0 372.00 6,346 17,844 17,844 374.00 11,021 17,367 35,211 376.00 13,012 24,033 59,244 378.00 15,103 28,115 87,359 380.00 17,296 32,399 119,758 382.00 19,558 36,854 156,612 Device Routing Invert Outlet Devices #1 Primary 368.09 42.0" Round Culvert L= 112.7' Box, 00 wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 368.00' / 366.00' S= 0.0177 'P Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 9.62 sf #2 Device 1 378.69 60.0" Horiz. Oriflce/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 379.79 15.0' long x 12.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 rimary OutFlow Max=38.11 cfs @ 0.29 hrs HW=379.42' (Free Discharge) Culvert (Passes 38.11 cfs of 127.11 cfs potential flow) 2=Orifice/Grate (Weir Controls 38.11 cfs @ 2.96 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=378.60' (Free Discharge) t3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 400 395 390 385 380 375 370 365 360 355 350 LEVEL 1 EXTENDED DETENTION •• OF .A : •• CONVERSION FROM • • 1 11 •:1 •� •1 •• . •1 •, • :. • 1 • . 11 - - I - DEVICE & INSTALL TRASH ce) • DETAIL)RACK (SEE • OUTLET PROTECTION SEE DETAIL OP3 -� __ 10+00 11+00 12+00 BMP-3 PROFILE H:1"=50'; V:1"=17' 13+00 400 395 390 385 380 375 370 365 360 355 350 1 1 10 20 30 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 1 1 1 30 61 91 ■ ■ ■ ■ ■ m r U o m N Wrng ENO �Q= U O J 0 '31�: W (D 21 o W 2 Qcr p� a_ M< U W U U J Z z0 m � tr r� O V co w � Lu Z N L� 0 0 a W 0) N a co Lj J m J J } 0 � V LLB W W O� _ wr-z O / P4 0= LL Q 2 U z 0 a U co w 0 co z 0 co w o= in W a 0 0 z PyTH of C a Christopher C. Mulligan Uc. No. 031672 'vim 12/06/21 ESSION AL Y'%G W _ ^_ fLTL a_� W LL Q J U Q �> O z J zQ U) C`"i m O ICE DATE: 22 NOV 21 SCALE: H:1"=30' V:1"=10' JOB: 20.1674 SUB: 202100161 SHEET: 140F 14 1 v >.� 48" SEDIMENT BASIN RISER TOP=367.80 \ k 'k k , - EMERGENCY SPILLWAY SEE RISER & DE WATERING DETAILS / L=4'; INVERT=369.50 / I OUTLET PROTECTION 362 SEE OP4 DETAIL 370 i 8' MIN. BERM WIDTH TOP OF BERM = 370.67 , I ✓ l I l l l l / / / / / / / / / / / I I SEDIMENT BASIN PHASE 1 ESC Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. HydroCAD®10.10-6a s/n 08126 ©2020 HydroCAD Software Solutions LLC Printed 10/27/2021 Stage -Area -Storage for Pond 9P: SB#4 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic -feet) (feet) 367.20 (sq-ft) 4,398 (cubi2:jt9 15,803 362.00 1,789 0 362.10 1,835 181 367.30 4,454 16,246 362.20 1,881 367 367.40 4,510 16,694 362.30 1,927 557 367.50 4,566 17,148 362.40 1,973 752 367.60 4,622 17,607 362.50 2,019 952 367.70 4,678 18,072 362.60 2,064 1,156 367.80 4,734 18,543 362.70 2,110 1,365 367.90 4,790 19,019 362.80 2,156 1,578 368.00 4,846 19,501 362.90 2,202 1,796 368.10 4,907 19,989 363.00 2,248 2,019 368.20 4,968 20,482 363.10 2,294 2,246 368.30 5,029 20,982 363.20 2,340 2,477 368.40 5,090 21,488 363.30 2,386 2,714 368.50 5,151 22,000 363.40 2,432 2,954 368.60 5,212 22,518 363.50 2,478 3,200 368.70 5,273 23,043 363.60 2,523 3,450 368.80 5,334 23,573 363.70 2,569 3,705 368.90 5,395 24,109 363.80 2,615 3,964 369.00 5,456 24,652 363.90 2,661 4,228 369.10 5,517 25,201 364.00 2,707 4,496 369.20 5,578 25,755 364.10 2,758 4,769 369.30 5,639 26,316 364.20 2,809 5,048 369.40 5,700 26,883 364.30 2,860 5,331 369.50 5,761 27,456 364.40 2,911 5,620 369.60 5,822 28,035 364.50 2,962 5,913 369.70 5,883 28,621 364.60 3,013 6,212 369.80 5,944 29,212 364.70 3,064 6,516 369.90 6,005 29,809 364.80 3,115 6,825 370.00 6,066 30,413 364.90 3,166 7,139 365.00 3,217 7,458 365.10 3,267 7,782 365.20 3,318 8,111 365.30 3,369 8,446 365.40 3,420 8,785 365.50 3,471 9,130 365.60 3,522 9,479 365.70 3,573 9,834 365.80 3,624 10,194 365.90 3,675 10,559 366.00 3,726 10,929 366.10 3,782 11,304 366.20 3,838 11,685 366.30 3,894 12,072 366.40 3,950 12,464 366.50 4,006 12,862 366.60 4,062 13,265 366.70 4,118 13,674 366.80 4,174 14,089 366.90 4,230 14,509 367.00 4,286 14,935 367.10 4,342 15,366 \ I I I I� , 1 \ I % \ CONVERSION TO - - - = 48" S.B. RISER gV TOP=390.50 INSTALL - (2)-5" ORIFII @ INVERT=362.00 INSTALL -(1)-15"ORIFII @ INVERT=365.00 h < I. ( LIMITS OF FEMA IICCIf.ICII CI (1(111�1 /,IAI Dunlora WPO Albemarle Rainfall 25-yr Duration=14 min, Inten=5.18 in/hr Prepared by HP Inc. Printed 10/27/2021 HydrOCAD010.10-6a s/n 08126 02020 HydroCAD Software Solutions LLC Summary for Pond 9P: S113#4 Inflow Area = 5.100 ac, 0.00% Impervious, Inflow Depth = 0.73" for 25-yr event Inflow = 16.00 cfs @ 0.17 hrs, Volume= 0.308 of Outflow = 15.54 cfs @ 0.24 hrs, Volume= 0.308 af, Atten= 3%, Lag= 4.0 min Primary = 15.54 cfs @ 0.24 hrs, Volume= 0.308 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 367.80' Surf.Area= 4,734 sf Storage= 18,543 cf Peak Elev= 368.32' @ 0.24 hrs Surf.Area= 5,043 sf Storage= 21,097 cf (2,554 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 3.3 min ( 15.3 -12.0 ) Volume Invert Avail.Storage Storage Description #1 362.00' 30,413 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 362.00 1,789 0 0 364.00 2,707 4,496 4,496 366.00 3,726 6,433 10,929 368.00 4,846 8,572 19,501 370.00 6,066 10,912 30,413 Device Routing Invert Outlet Devices #1 Primary 362.09 24.0" Round Culvert L= 48.0' Box, 0" wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 362.00' / 361.75' S= 0.0052 'P Cc= 0.900 n= 0.020, Flow Area= 3.14 sf #2 Device 1 367.89 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads nmary OutFlow Max=15.51 cfs @ 0.24 hrs HW=368.32' (Free Discharge) 1=Culvert (Passes 15.51 cfs of 30.54 cfs potential flow) 2=Orifice/Grate (Weir Controls 15.51 cfs @ 2.36 fps) � � r RUNOFF REDUCTION ONLY 100YRWSE =369.53 10 YR. WSE = 367.55 2 YR WSE = 365.56 / 1 YR WSE = 364.58 1 I \ 1 I 1 1 \ 1\ I I I RUNOFF REDUCTION FACILITY CONVERSION OF 48" S.B. RISER TOP=367.80 INSTALL - (2)-5" ORIFII @ INVERT=362.00 INSTALL - 15" ORIFICE TOP OF DAM = 370.67 @ INVERT=365.00 8' MINIMUM TOP WIDTH INV(24" OUT)=362.00 385 38C 37556 385 380 375 INSTALL TRASH RACK I - 370 370 365 365 360 355 HATCH DENOTES FILL COMPACTION OUTLET PROTECTION SEE CONSTRUCTION NOTES SEE DETAIL OP4 MIN. TOP WIDTH =8' 360 355 350 350 345 345 10+00 11+00 BMP-4 PROFILE H:1 "=50'; V:1 "=17' 30 SCALE: 1 0 30 60 90 U o m N wrng ENO UQ= U CO z d J m O J O t0 2 � W 7 O Q_ �w � O U M rr ¢ _ O w U U z m J z0 O> co w� w Z N ELjr 0) a- w LLiN is Q� a J Lj Lu J m J } 0 � V = LU O Co r- z O 0)ir d a Uco of °fp� � C a Christopher C. Mulligan Lic. No. 031672 'vim 12/06/21 ESSIONAL �tyG W ^_ _ fLTL � � M LLJ I__L Q J U CELLJ O Q z �> J z m O tr in Z a U w 0 z o_ W DATE: 22 NOV 21 SCALE: H: 1"=30' V: 1"=3' JOB: 20.1674 SUB: 202100161 SHEET: 1 Dunlora WPO-SWM4 Type 1124-hr 1-yr Rainfall=2.97" Prepared by HP Inc. Printed 10/21/2021 HydroCAD® 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: DA-Post Runoff Area=5.620 ac 0.00% Impervious Runoff Depth>0.90" Tc=8.0 min CN=76 Runoff=9.02 cfs 0.421 of Subcatchment 4S: DA-Pre Runoff Area=6.960 ac 0.00% Impervious Runoff Depth>0.30" Tc=10.5 min CN=61 Runoff=2.42 cfs 0.174 of Pond 5P: SWM#4-Runoff Reduction Facility Peak Elev=364.58' Storage=6,159 cf Inflow=9.02 cfs 0.421 of Outflow=2.02 cfs 0.411 of Total Runoff Area = 12.580 ac Runoff Volume = 0.595 of Average Runoff Depth = 0.57" 100.00% Pervious = 12.580 ac 0.00% Impervious = 0.000 ac Dunlora WPO-SWM4 Type 1124-hr 1-yr Rainfall=2.97" Prepared by HP Inc. Printed 10/27/2021 HydroCAD® 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Summary for Pond 5P: SWM#4-Runoff Reduction Facility Top of Berm 370.67 Inflow Area = 5.620 ac, 0.00% Impervious, Inflow Depth > 0.90" for 1-yr event Inflow = 9.02 cfs @ 12.00 hrs, Volume= 0.421 of Outflow = 2.02 cfs @ 12.21 hrs, Volume= 0.411 af, Atten= 78%, Lag= 12.8 min Primary = 2.02 cfs @ 12.21 hrs, Volume= 0.411 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 364.58' @ 12.21 hrs Surf.Area= 3,004 sf Storage= 6,159 cf Plug -Flow detention time= 36.8 min calculated for 0.410 of (97% of inflow) Center -of -Mass det. time= 28.5 min ( 837.2 - 808.7 ) Volume Invert Avail.Storage Storage Description #1 362.00' 30,413 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 362.00 1,789 0 0 364.00 2,707 4,496 4,496 366.00 3,726 6,433 10,929 368.00 4,846 8,572 19,501 370.00 6,066 10,912 30,413 Device Routing Invert Outlet Devices #1 Primary 362.00' 24.0" Round Culvert L= 48.0' Box, 0° wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 362.00' / 361.75' S= 0.0052 '/' Cc= 0.900 n= 0.020, Flow Area= 3.14 sf #2 Device 1 362.00' 5.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 1 365.00' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 367.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.02 cfs @ 12.21 hrs HW=364.58' (Free Discharge) t =Culvert (Passes 2.02 cfs of 13.82 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.02 cfs @ 7.41 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate Controls 0.00 cfs Dunlora WPO-SWM4 Type 1124-hr 1000-yr Rainfall=13.80" Prepared by HP Inc. Printed 10/26/2021 HydroCAD®10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Events for Pond 5P: SWM#4-Runoff Reduction Facility Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (cubic -feet) 1-yr 9.02 2.02 364.58 6,159 2-yr 13.14 3.77 365.56 9,342 5-yr 20.27 8.69 366.63 13,390 10-yr 26.54 11.24 367.55 17,389 25-yr 36.06 28.08 368.33 21,127 50-yr 44.33 31.95 368.75 23,331 100-yr 53.51 34.11 369.53 27,634 oP OUTLET PROTECTION SPECIFICATIONS 4) CL I RIPRAP OP#4 " 18" MIN. DEPTH W/UNDERLYING F.F o F 24'' PIPE ED Dunlora WPO-SWM3 Type 1124-hr 1-yr Rainfall=2.97" Prepared by HP Inc. Printed 11/4/2021 HydroCAD®10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 4S: DA-Swm3 Runoff Area=14.620 ac 0.00% Impervious Runoff Depth>1.06" Tc=12.0 min CN=79 Runoff=24.00 cfs 1.291 of 0 Subcatchment SS: Pre -Developed Runoff Area-14.570 ac 0.00 /o Impervious Runoff De th 0.30 p p p Tc=19.4 min CN=61 Runoff=3.41 cfs 0.362 of Subcatchment 8S: Runoff Reduction Runoff Area=6.320 ac 0.00% Impervious Runoff Depth>1.06" Tc=10.0 min CN=79 Runoff=11.09 cfs 0.558 of Pond 4P: Lvl 1 Ext'd Detention Peak Elev=377.30' Storage=86,054 cf Inflow=34.88 cfs 1.849 of Primary=1.26 cfs 0.830 of Secondary=0.00 cfs 0.000 of Outflow=1.26 cfs 0.830 of Total Runoff Area = 35.510 ac Runoff Volume = 2.211 of Average Runoff Depth = 0.75" 100.00% Pervious = 35.510 ac 0.00% Impervious = 0.000 ac Dunlora WPO-SWM3 Prepared by HP Inc. Type // 24-hr 1-yrRainfall=2.97" Printed 11/4/2021 Summary for Pond 4P: Lvl 1 Ext'd Detention Inflow Area = 20.940 ac, 0.00% Impervious, Inflow Depth > 1.06" for 1-yr event Inflow = 34.88 cfs @ 12.04 hrs, Volume= 1.849 of Outflow = 1.26 cfs @ 15.20 hrs, Volume= 0.830 af, Atten= 96%, Lag= 189.6 min Primary = 1.26 cfs @ 15.20 hrs, Volume= 0.830 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 374.00' Surf.Area= 11,021 sf Storage= 35,211 cf Peak Elev= 377.30' @ 15.20 hrs Surf.Area= 17,296 sf Storage= 86,054 cf (50,843 cf above start) Plug -Flow detention time= 539.3 min calculated for 0.021 of (1 % of inflow) Center -of -Mass det. time= 152.6 min ( 956.7 - 804.1 ) Volume Invert Avail.Storage Storage Description #1 368.00' 169,566 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.00 2,576 0 0 372.00 6,346 17,844 17,844 374.00 11,021 17,367 35,211 376.00 17,296 28,317 63,528 378.00 17,296 34,592 98,120 380.00 17,296 34,592 132,712 382.00 19,558 36,854 169,566 Device Routing Invert Outlet Devices #1 Primary 368.00' 42.0" Round Culvert L= 112.7' Box, 0° wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 368.00' / 366.00' S= 0.0177 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 9.62 sf #2 Device 1 374.00' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #3 Device 1 378.60' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 379.70' 15.0' long x 12.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=1.26 cfs @ 15.20 hrs HW=377.30' (Free Discharge) tCulvert (Passes 1.26 cfs of 112.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.26 cfs @ 8.58 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=374.00' (Free Discharge) t4=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Dunlora WPO-SWM3 Type 1124-hr 1000-yr Rainfall=13.80" Prepared by HP Inc. Printed 11/4/2021 HydroCAD@ 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Events for Pond 4P: Lvl 1 Ext'd Detention Event Inflow Outflow Primary Secondary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (cubic -feet) 1-yr 34.88 1.26 1.26 0.00 377.30 86,054 2-yr 49.28 2.01 2.01 0.00 378.64 109,250 5-yr 73.84 22.17 22.17 0.00 379.14 117,861 10-yr 95.19 57.35 57.35 0.00 379.65 126,743 25-yr 127.29 110.93 99.49 11.44 380.14 135,061 50-yr 154.98 147.24 124.17 23.07 380.39 139,526 100-yr 185.63 171.39 135.24 36.17 380.64 143,936 oP OUTLET PROTECTION SPECIFICATIONS APRON LENGTH = 11.5' - 3DO = 6.0' LA = 11.5' CIL I RIPRAP W = DO + LA = 13.5' OP#3 N 118" MIN. DEPTH W/UNDERLYING F.F APRON LENGTH = 21.0' 3DO = 10.5' LA = 21.0' W = DO + LA = 24.5' o F 42" PIPE L TTT T� Dunlora WPO-SWM2 Type II 24-hr 1-yr Rainfall=2.97" Prepared by HP Inc. Printed 10/21/2021 HydroCAD® 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: DA-Post Runoff Area=4.660 ac 0.00% Impervious Runoff Depth>1.12" Tc=8.0 min CN=80 Runoff=9.36 cfs 0.435 of Subcatchment 4S: DA-Pre Runoff Area=6.960 ac 0.00% Impervious Runoff Depth>0.30" Tc=10.5 min CN=61 Runoff=2.42 cfs 0.174 of Subcatchment 7S: DA-Offsite Runoff Area=0.960 ac 0.00% Impervious Runoff Depth>1.00" Tc=8.0 min CN=78 Runoff=1.73 cfs 0.080 of Pond 6P: Lvl 1 Onsite Ext'd Detention Peak Elev=382.75' Storage=9,110 cf Inflow=11.09 cfs 0.515 of Primary=2.30 cfs 0.453 of Secondary=0.00 cfs 0.000 of Outflow=2.30 cfs 0.453 of Total Runoff Area = 12.580 ac Runoff Volume = 0.689 of Average Runoff Depth = 0.66" 100.00% Pervious = 12.580 ac 0.00% Impervious = 0.000 ac Dunlora WPO-SWM2 Type // 24-hr 1-yrRainfall=2.97" Prepared by HP Inc. Printed 10/27/2021 HydroCAD®10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Lvl 1 Onsite Ext'd Detention w/R-Reduction Top of Berm 386.67 Inflow Area = 5.620 ac, 0.00% Impervious, Inflow Depth > 1.10" for 1-yr event Inflow = 11.09 cfs @ 12.00 hrs, Volume= 0.515 of Outflow = 2.74 cfs @ 12.19 hrs, Volume= 0.495 af, Atten= 75%, Lag= 11.6 min Primary = 2.74 cfs @ 12.19 hrs, Volume= 0.495 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 385.10' Surf.Area= 3,596 sf Storage= 6,801 cf Peak Elev= 386.92' @ 12.19 hrs Surf.Area= 5,447 sf Storage= 15,318 cf (8,516 cf above start) Plug -Flow detention time= 165.6 min calculated for 0.338 of (66% of inflow) Center -of -Mass det. time= 41.2 min ( 841.1 - 799.9 ) Volume Invert Avail.Storage Storage Description #1 380.00' 52,059 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 380.00 243 0 0 382.00 683 926 926 384.00 2,074 2,757 3,683 386.00 4,841 6,915 10,598 388.00 6,161 11,002 21,600 390.00 7,591 13,752 35,352 392.00 9,116 16,707 52,059 Device Routing Invert Outlet Devices #1 Primary 374.00' 24.0" Round 102 If @ 3.92 L= 102.0' Box, 0° wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 374.00' / 370.00' S= 0.0392'/' Cc= 0.900 n= 0.020, Flow Area= 3.14 sf #2 Device 1 385.10' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 386.50' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 389.30' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 391.00' 8.0' long x 16.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.72 cfs @ 12.19 hrs HW=386.92' (Free Discharge) t =102 If @ 3.92 (Passes 2.72 cfs of 44.87 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.05 cfs @ 5.86 fps) =Orifice/Grate (Orifice Controls 0.68 cfs @ 2.20 fps) 4 Orifice/Grate ( Controls 0.00 cfs) Dunlora WPO-SWM2 Type If 24-hr 1000-yr Rainfall=13.80" Prepared by HP Inc. Printed 10/27/2021 HydroCAD@ 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Events for Pond 6P: Lvl 1 Onsite Ext'd Detention w/R-Reduction Event Inflow Outflow Primary Secondary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (cubic -feet) 1-yr 11.09 2.74 2.74 0.00 386.92 15,318 2-yr 15.50 5.02 5.02 0.00 387.48 18,461 5-yr 22.98 7.38 7.38 0.00 388.41 24,159 10-yr 29.44 8.87 8.87 0.00 389.20 29,494 25-yr 39.13 24.34 24.34 0.00 389.80 33,837 50-yr 47.46 38.64 38.64 0.00 390.08 35,979 100-yr 56.66 48.83 48.83 0.00 390.29 37,574 oP OUTLET PROTECTION SPECIFICATIONS Dunlora WPO-SWM1 Type II 24-hr 1-yrRainfall=2.97" Prepared by HP Inc. Printed 10/21/2021 HydroCAD@ 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method 0 Subcatchment 1S: DA-Post Runoff Area=12.900 ac 0.00% Impervious Runoff Depth>0.85 Tc=10.0 min CN=75 Runoff=17.87 cfs 0.910 of Subcatchment 4S: DA-Pre Runoff Area=11.570 ac 0.00% Impervious Runoff Depth>0.30" Tc=11.8 min CN=61 Runoff=3.70 cfs 0.289 of Pond 3P: SWM#1 Ext'd Detention Lvl 2 Peak Elev=386.87' Storage=28,472 cf Inflow=17.87 cfs 0.910 of Primary=2.75 cfs 0.877 of Secondary=0.00 cfs 0.000 of Outflow=2.75 cfs 0.877 of Total Runoff Area = 24.470 ac Runoff Volume = 1.199 of Average Runoff Depth = 0.59" 100.00% Pervious = 24.470 ac 0.00% Impervious = 0.000 ac Dunlora WPO-SWM1 Type 1124-hr 1-yr Rainfall=2.97" Prepared by HP Inc. Printed 10/27/2021 HydroCAD® 10.10-6a s/n 08126 @ 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: SWM#1 Ext'd Detention Lvl 2 Inflow Area = 12.900 ac, 0.00% Impervious, Inflow Depth > 0.85" for 1-yr event Inflow = 17.87 cfs @ 12.03 hrs, Volume= 0.910 of Outflow = 2.75 cfs @ 12.44 hrs, Volume= 0.877 af, Atten= 85%, Lag= 24.9 min Primary = 2.75 cfs @ 12.44 hrs, Volume= 0.877 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 384.50' Surf.Area= 5,398 sf Storage= 12,958 cf Peak Elev= 386.87' @ 12.44 hrs Surf.Area= 7,564 sf Storage= 28,472 cf (15,514 cf above start) Plug -Flow detention time= 198.4 min calculated for 0.580 of (64% of inflow) Center -of -Mass det. time= 57.5 min ( 870.1 - 812.6 ) Volume Invert Avail.Storage Storage Description #1 380.00' 77,941 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 380.00 1,012 0 0 382.00 2,242 3,254 3,254 384.00 4,890 7,132 10,386 386.00 6,922 11,812 22,198 388.00 8,404 15,326 37,524 390.00 9,984 18,388 55,912 392.00 12,045 22,029 77,941 Device Routing Invert Outlet Devices #1 Primary 380.00' 36.0" Round Culvert L= 120.0' Box, 00 wingwalls, square crown edge, Ke= 0.700 Inlet / Outlet Invert= 380.00' / 365.00' S= 0.1250 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 7.07 sf #2 Device 1 384.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 1 390.50' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 391.50' 16.0' long x 16.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.75 cfs @ 12.44 hrs HW=386.87' (Free Discharge) tTCulvert (Passes 2.75 cfs of 69.56 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.75 cfs @ 7.00 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Dunlora WPO-SWM1 Prepared by HP Inc. HydroCAD® 10.10-6a s/n 08126 Type 1124-hr 1000-yrRainfall=13.80" Printed 10/26/2021 @ 2020 HydroCAD Software Solutions LLC Events for Pond 3P: SWM#1 Ext'd Detention Lvl 2 Event Inflow Outflow Primary Secondary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (cubic -feet) 1-yr 17.87 2.75 2.75 0.00 386.87 28,472 2-yr 26.43 3.44 3.44 0.00 388.05 37,962 5-yr 41.44 4.33 4.33 0.00 389.99 55,797 10-yr 54.75 16.35 16.35 0.00 390.87 65,000 25-yr 75.05 52.84 52.84 0.00 391.46 71,551 50-yr 92.75 82.62 77.92 4.72 391.77 75,200 100-yr 112.46 107.59 94.14 13.45 391.96 77,431 oP OUTLET PROTECTION SPECIFICATIONS CL I RIPRAP OP#1 0 oF36"PIPE ED c� 18" MIN. DEPTH CL I RIPRAP W/UNDERLYING F.F OP#2 F 24'' PIPE O10 = 8.87 cfs 18" MIN. DEPTH W/UNDERLYING F.F APRON LENGTH = 20.0' 3DO = 9.0' APRON LENGTH = 11.5' LA = 20.0 3DO =6.0' W = DO + LA = 20.0' LA = 11.5' W = DO + LA = 13.5' U� N m o ENO tea= U co z u) J m O Cn p co ��w0 to KY rn <� Ow ¢' " U O U w U U � Q n J Z v Q � Z 0 rti O � U) F+1 LU Z z N 0 LU m a w N LO U) Li N 0 aSao U)L� J Q 0) J U Z J a }LULUa www 0 au)�z 0 0) a U PtiTH OR GI��� � � Y Christopher C. Mulligan Lic. No. 031672 0 12/06/21 �w ESS/ONAL �1y6 J_ LLJ U) Q 0 L z L z Lu g w 1_ z O z oC Lu z06 0 O 0 O C0 z O a it U w 0 z 0 w o= ' m w 0 O z DATE: 22 NOV 21 SCALE: - JOB: 20.1674 SUB: 202100161 SHEET: 1 VA DEQ STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE Drainage Area A Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 6.96 0.00 0.00 6.96 58 Impervious Cover (acres) 0.00 5.06 0.00 0.00 5.06 42 1 12.02 1 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP TP Removed TP Remaining Downstream Practice Credit Area Cover Credit a Volume (R) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 8.b. ED #2 (Spec #15) 6.96 5.06 22,502.37 1 0.00 1 14.12 1 3.92 10.20 Total Impervious Cover Treated(acres) 5.06 Total Turf Area Treated (acres) 6A6 Total TP Load Reduction Achieved in 3.92 DA. Ib/ r) Total TN Load Reduction Achieved in DA. Ib/ r 23.74 Drainage Area B Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 a00 0.00 0 Managed Turf(acres) 0.00 0.28 2.00 0.00 2.28 50 Impervious Cover (acres) 0.00 2.32 0.00 0.00 2.32 >o 1 4.60 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit Volume W) Upstream Load to Practice (Ih/yr) (Ih/yr) Treatment to be (acres) Area (acres) Practices (Ihs) (Ibs) Employed 8.a. ED #1 (Spec #15) 2.28 2.32 9,801.00 0.00 6.15 0.92 5.23 Total Impervious Cover Treated (acres) 2.32 Total Turf Area Treated (acres) 2.28 Total TP Load Reduction Achieved in DA. (lb/yr) 0.92 Total TN Load Reduction Achieved in DA. (lb/yr) 4.40 Drainage Area C Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 7.32 0.00 0.00 7.32 50 Impervious Cover (acres) 0.00 7.30 0.00 0.00 7.30 50 I 14.62 1 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 8.a. ED #1 (Spec #15) 7.315 1 7.3 30,484.74 0.00 19.13 2.87 16.26 Total Impervious Cover Treated(acres) 7.30 Total Turf Area Treated (acres) 7.32 Total TP Load Reduction Achieved in 2.87 DA. (lb/yr) TotaITN Load Reduction Achieved in DA. (lb/yr) 13.69 Project Name: DUNLURA FARMS - 80.77 Acres Date: 1-Nov-21 BMP Design specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) I...d r....o, i--i ASoils BSoils CSoils DSoils Totals Foest/Open Space (acres) -- undisturbed, protected forest/opens aceor reforested 35.77 35.77 Managed Turf (acres) -- disturbed, graded for yards or other turf to be 26.63 2.87 29.50 Impervious Cover (acres) 15.50 15.50 -Forest/Open Space areas must be protected in aaordance with the Virginia Runoff Reduction Method 80.77 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphors (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP load (lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Runoff Coefficients IRvI A Soils B Soils C Soils D Soils Forest/open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Forest/Open Space Cover (acres) 35.77 Treatment Volume 1.8130 (acre-ft) Treatment Volume (cubic feet) 78,972 TP Load (lb/yr) 49.62 TN Load(lb/yr) 354.96 (Informational Pumos@s_QnLvI__ Weighted Rv (forest) 0.03 %Forest 44% Managed Turf Cover (acres) 29.50 Weighted Rv (turf) 0.20 % Managed Turf 37% Impervious Cover (acres) 15.50 Rv (impervious) 0.95 %Impervious 19% Site Area (acres) 80.77 Site Rv 0.27 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK Site Treatment Volume (ft3) Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) data input ceYs constant values calculation cells DA. A DA. B DA. C DA. D DA. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 5.06 2.32 7.30 0.00 0.82 OK. 5.06 2.32 7.30 0.00 0.00 OK. 6.96 2.28 7.32 0.00 12.94 OK. 6.96 2.28 7.32 0.00 0.00 OK. OK. OK. OK. OK. OK. D.A. A D.A. B D.A. C D.A. D DA. E TOTAL 3,375 0 0 0 0 3,375 14.14 6.16 19.15 0.00 7.68 47.13 3.92 0.92 2.87 0.00 0.00 7.71 10.22 1 5.24 16.28 1 0.00 7.68 39.42 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)11 23.74 1 4.40 11 13.69 1 0.00 11 0.00 1 41.83 Total Phosphorus FINAL POST-DEVELOPMENTTP LOAD (lb/yr) 49.62 TP LOAD REDUCTION REQUIRED (lb/yr) 16.50 Drainage Area Curve Numbers and Runoff Depths* TP LOAD REDUCrION ACHIEVED (lb/yr) 7.71 Curve numbers (CN, CNad%) and runoff depths (RV Developed) are computed with and without reduction practices. TP LOAD REMAINING (Ib/yr): 41.91 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 8.79 Drainage Area A A Soils B Soils C Soils D Soils Total Area (acres): 12.02 Total Nitrogen (For Information Purposes) Forest/Open Space -- undisturbed, protected Area acres 0.00 0.00 0.00 0.00 Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume (ft3): 3.375 POST -DEVELOPMENT LOAD (lb/yr1 354.96 Managed Turf -- disturbed, graded for yards or other Area acres 0.00 6.96 0.00 0.00 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 41.83 turf to be mowed/managed CN 39 61 74 80 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 313.13 Impervious Cover Area nacres 0.00 5.06 0.00 0.00 CN DAA 77 1-year storm 2-year storm 10-year storm RVDeveloped (watershed -inch) with no Runoff Reduction* 1.08 1 1.54 3.06 RVDeveloped (watershed -inch) with Runoff Reduction* 1.00 1 1.47 1 2.98 AdjustedCN*1 76 1 76 1 76 Drainage Area B Forest/Open Space -- undisturbed, protected forest/open space or reforested land Area (a, CN Managed Turf-- disturbed, graded for yards or other turf to be mowed/managed Area (a, CN Impervious Cover Area CNN ASoils 0.00 30 0.00 39 0.00 98 B Soils 0.00 55 0.28 61 2.32 98 1-year storm 2-year storm RVDeveloped (watershed -inch) with no Runoff Reduction*1 1.60 1 2.15 RVDeveloped (watershed -inch) with Runoff Reduction*1 1.60 1 2.15 Adjusted CN* 1 85 1 85 C Soils D Soils 0.00 0.00 70 77 2.00 0.00 74 80 0.00 0.00 98 98 CN(D.a B) 85 ear storm 3.84 3.84 85 Drainage Area C ASoils BSoils CSoils DSoils Forest/Open Space -- undisturbed, protected forest/open space or reforested land Area (acres) 0.00 30 0.00 55 0.00 70 0.00 77 CN Managed Turf-- disturbed, graded foryards or other turf to be mowed/managed Area (acres) 0.00 39 7.32 61 0.00 74 0.00 80 CN Impervious Cover Area (acres) 0.00 98 7.30 98 0.00 98 0.00 98 CN RVDeveloped (watershed -inch) with no Runoff Reduction*1 RVDeveloped (watershed -inch) with Runoff Reduction*l Adjusted CN* 1-year storm 1.20 1.20 1 79 2-year storm 1.68 1 1.68 1 79 10-year storm 3.25 1 3.25 1 79 CN(DA cl 79 Total Area (acres): 4.60 Runoff Reduction Vnlume tft3l. 0 Total Area (acres): 14.62 Runoff Reduction Volume fft31: 0 SECTION 5. PHYSICAL FEASIBILITY & DESIGN APPLICATIONS 5.1 Conserved Open Space The most common design applications of Conserved Open Space are on sites that are hydrologically connected to a protected stream buffer, wetland buffer, floodplain, forest conservation area, or other protected lands. Conserved open space is an ideal component of the "outer zone" of a stream buffer, such as a Resource Protection Area (as is required in some parts of the state), which normally receives runoff as sheetflow. Care should be taken to locate all energy dissipaters or flow spreading devices outside of the protected area. Designers may apply a runoff reduction credit to any impervious or managed turf cover that is hydrologically connected and effectively treated by a protected Conserved Open Space that meets the following eligibility criteria: • The goal of establishing Conserved Open Space is to protect a vegetated area contiguous to a receiving system, such as a stream or natural channel, for treating stormwater runoff. Establishing isolated Conserved Open Space pockets on a development site may not achieve this goal unless they effectively serve to connect the surface runoff to the receiving system. Therefore, a locality may choose to establish goals for minimum acreage to be conserved (in terms of total acreage or percentage of the total project site), and the physical location (adjacent to a stream, or other criteria) in order for the cumulative conserved open space to qualify for the RRM credit. • No major disturbance may occur within the conserved open space during or after construction (i.e., no clearing or grading is allowed except temporary disturbances associated with incidental utility construction, restoration operations, or management of nuisance vegetation). The Conserved Open Space area shall not be stripped of topsoil. Some light grading may be needed at the boundary using tracked vehicles to prevent compaction. • The limits of disturbance should be clearly shown on all construction drawings and protected by acceptable signage and erosion control measures. • A long term vegetation management plan must be prepared to maintain the Conserved Open Space in a natural vegetative condition. Generally, Conserved Open Space management plans do not encourage or even allow any active management. However, a specific plan should be developed to manage the unintended consequences of passive recreation, control invasive species, provide for tree and understory maintenance, etc. Managed turf is not considered an acceptable form of vegetative management, and only the passive recreation areas of dedicated parkland are eligible for the practice (e.g., the actively used portions of ball fields and golf courses are not eligible), although conservation areas can be ideal treatment practices at the edges of turf -intensive land uses. • The Conserved Open Space must be protected by a perpetual easement or deed restriction that assigns the responsible party to ensure that no future development, disturbance, or clearing may occur within the area. • The practice does not apply to jurisdictional wetlands that are sensitive to increased inputs of stormwater runoff (e.g., bogs and fens). VA DEQ STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE 5.2 Vegetated Filter Strips Vegetated Filter Strips are best suited to treat runoff from small segments of impervious cover (usually less than 5,000 sq. ft. ) adjacent to road shoulders, small parking lots and rooftops. Vegetated Filter Strips may also be used as pretreatment for another stormwater practice such as a dry Swale, bioretention, or infiltration areas. If sufficient pervious area is available at the site, larger areas of impervious cover can be treated by vegetated filter strips, using an engineered level spreader to recreate sheet flow. Vegetated Filter Strips are also well suited to treat runoff from turf -intensive land uses, such as the managed turf areas of sports fields, golf courses, and parkland. Conserved Open Space and Vegetated Filter Strips can be used in a variety of situations; however there are several constraints to their use: • Filter Slopes and Widths. Maximum slopes for Conserved Open Space and Vegetated Filter Strips are 6% and 8% respectively, in order to maintain sheet flow through the practice. In addition, the overall contributing drainage area must likewise be relatively flat to ensure sheet flow draining into the filter. Where this is not possible, alternative measures, such as an engineered level spreader, can be used. Minimum widths (flow path) for Conserved Open Space and Vegetated Filter Strips are dependent on slope, as specified in Table 2.2 above. SHEET FLOW FROM 4' NIIN IMPERVIOUS OR TURF - L 2' 2' SHEET FLOW FA FAN PAVEIVI�N -__-_ -4` DP,OP � PAVEMENTSUBGRADE__ a i Ti-iTil=n�.- 1' S :.a l i i Ti-iTi- IIM, h i, . =5:1 MAX II rl I I-1 u- TER FABRI LINING AS SPECIFIED BY - I.I=�CLEAN WASHED GRAVEL DESIGN ENGINEER TO-�-� I I II III -III I =Tff=- PREVENT SUBGRADE _IIIt=#�1SIDESLOPET MIN WITH 1:1 =III=I I I SATURATION-I-TTf T1 Figure 2.5 - Gravel Diaphragm - Sheet Flow Pre-treatment KEY LEVE=SPREADER l INTO EXISTING GRADE RIPRAP PLUNGE POOL RIPRAP APRON , 1113 IN.,COURSE AGGREGATE OR OTHER LINING AS DESIGNED FOR STABILITY DIMENSION BASED ON IMIN DESIGN DISCHARGE 3' MIN 10' MIN _ 6" X�6' TREATED TIMBERS OR WL RETE LIP LENGTH OF LEVEL SPREADER LIP TO BE BASED ON DESIGN FLOW AND ALLOWABLE VELOCITY TOP OF LEVEL SPREADER SHALL BE FLAT PLAN VIEW UNDISTURBED EXISTING GRADE 5%(20:1) OR LESS. IF VEGETATED FILTER STRIP OR CONSERVED OPEN SPACE: FIRST 1n FEET LESS THAN 2% 3' MIN U o m N W W � N O coQ= U 'C0 Z J m O GO z 0 (O 2 � W W �IIr � BO �( u Q a_ m rr Z M = UU WU U z m J Z r� O V co LL C7 F+1 Lu z N rr 0 0) I� a w cu LLi N (n Q co o o J J m Lu } 0 V = Lu Oz d U 0,907 9 Q U Otr Op � � Y Christopher C. Mulligan Uc. No. 031672 4� �O� 12/06/21 4'gSt ON AL �tyG LLJ U) Q I 'L I V ) I__z J Q a_ z LJ L-tJ Q z J Q ICE z E 06 z a U w 0 U Z O W w H 0 O Z DATE: 22 NOV 21 SCALE: AS SHOWN JOB: 20.1674 SUB: 202100161 SHEET: 170F 14 SEDIMENT BASIN S CHEMA TI C ELEVATIONS 67 C.Y./ AC. WET STORAGE SEDIMENT CLEANOUT POINT (" TO 34 C.Y./ ACRE)WET STORAGE REDUCED DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER (25-YR. STORM ELEV.) MIN. 2.0 MIN.I3.0' SEDIMENT CLEANOUT POINT" DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25—YR. EVENT) SOURCE: VA. DSWC CREST OF EMERGENCY i SPILLWAY PLATE. 3.14-2 RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP DEPTH VARIES AS TACK WELD « REQUIRED PERFORATED POLYETHYLENE FOR" DRY " -- DRAINAGE TUBING, DIAMETER STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) WET FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 SOURCE: VA. DSWC PLATE. 3.14-15 PYRAMID RACKS FOR CONCRETE PIPE PART NO. PIPE I.D. PIPE O.D. A B C PYD-24 24 30 33 1 2 12 1 2 15 3 4 PYD-36 36 44 43 12 1 2 19 1 4 PYD-48 48 58 57 12 1 2 20 1 4 PYD-60 60 72 68 1 2 12 1 2 20 1 2 PYD-72 72 86 84 18 27 1 2 PYD-84 84 100 94 172 18 32 1 2 PYD-96 96 1 114 1 113 23 39 1 2 X."2yI TII 1bS0:;1•] Q114 F'l 10 9025 CENTRE POINTE DRIVE. SUITE 400 M T CHE9TER, OHIO 45059 PH: 1.900.338.1122 FP%: 51104 7399 C) COPYRIGHT 3/4"X8" BOLT NUT, WASHER & LOCK WASHER. USE 3"X3"X1/8" GALVANIZED PLATE FOR ATTACHING PLATES TO FRAME SUPPORT ANGLI 8" UPPER ANCHOR TABS 12" LOWER ANCHOR 1.5"X1.5"Xo.25' 2 0 90' APART(NOTCH 1 0 CENTER & BOLT TOGETHER W/GALVANIZED 3/8"X /4" BOLTS) CUSTOMER: PROJECT: PYRAMID STRUCTURES (STANDARD SIZES) DIMENSIONS IN INCHES TO THE NEAREST 1/4" *AS DISTRIBUTED BY CONTECH CONSTRUCTION PRODUCTS NATIONALLY* HOST STRUCTURE INSIDE DIMENSIONS PART NUMBER: TYPE OF PIPEMOUNTING T0: INSIDE DIAMTER OF PIPE: PYRAMID RACKS FOR PLASTIC OR METAL PIPE (P19P RM9t9 NME � hair a-ao 11911 wx ro Aaara9�a YOIIMIN9 x9rc) PART NO. CORRUGATED HDPE A B C PYDP-24 12,15,18 12,15,18 33 1 2 18 21 1 4 PYDP-36 21,24,27,30 24,30 43 18 24 3 4 PYDP-48 33,36.42 36.42 57 18 25 3 4 PYDP-60 48,54 48 68 1 2 18 26 PYDP-72 60,66 60 84 23 1 2 33 PYDP-84 72.78 N/A 94 1 2 23 1 2 38 PYDP-96 84,90,96 N/A 113 28 1 2 45 DATE: DRAWN BY: APP'D BY: DETAIL: PRESSURE RELIEF HOLES 1/2" DIA. 72" ANTI -VORTEX A � A 12" LOWER ANCHOR TABS =8RCPRISER BOLT TO RCP RISER (1.5"X1.5"X0.25" ANGLE (4) 34 8"X2" GALVANIZED BOLTS (8) 3/8" WASHERS WELDED ATTACHMENT TACKWELD — ALL AROUND PLANVIEWVIEW (� 90" ANTI -VORTEX 21" 8" MIN. LOCATION OF SUPPORT ANGLE (2)1.5"X1.5"X7.0' STEEL ANGLE 48" RCP RISER 1111 60" RCP RISER SECTION A -A ISOMETRIC TOP IS 14 12 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. 00 NOTE, MANHOLE'S LESS THAN 20' d M.H. STEP (TYP.) rd 0 I— KIfo 8'TYP.B U 5„°I L7 (UP ❑ L7p48' DIA. JD d_1 wL, o ¢ Q z`v) w2o ao Qod 'tS I w• +y w,, Jp cu d0 Qm j f — Q NO — I Q — Q Q QLA_ Q d ° Q Q —Q e a — Q ELL END ON NCOMING PIPES LAIN END ON UTGOING PIPES ' CLEARANCE (MAX.) EALANT 4PIPE XBLE JOINT F LARGEST Q OU Q SUPPORT PIPE ON a 4' OF #57 STONE MIN. 12' OF #57 BEDDING EXTENDED MONOLITHIC STONE BEDDING BASE(DIA,= 2 x M.H, DIA,) NOTE, STONE BEDDING SHALL EXTEND TO NOTE; BENCH SHALL BE CONCRETE THE OUTER BOUNDARY OF ALL UNDISTURBED AREAS SURROUNDING SEE SWM RISER DETAILS THE MANHOLE, Manhole Riser Detail 11/21 N.T.S. COMPACTED MATERIAL �� AS RECOMMENDED BY GEOTECHNICAL ENGINEER 4 SEE NOTE 1 Lima I�I�I�I�I�I�u �aCC�v i i OUTLET i COMPACTED SUBBASE—/ 12 COMPACTED GRAVEL — COMPACTED SUBGRADE .TRASH GRATE, GALVANIZED STEEL OR APPROVED EQUAL 2' x 2" MAX. PENING SIZE) NORMAL WATER ELEV. 4 \—SEE NOTE 2. 4' (DIA.) d CEMENT CONCRETE INFILL 1"/FT �. INCREASE STIR. No o 'I4. z DEPTH BY 6" cog FOR EACH 5 12 FEET OVER 10' a o' OF HEIGHT .o- .. TYP. a d. Notes: 1. PROVIDE "V" KNOCKOUTS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE CONNECTIONS. 2. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. 3. INSTALL LOW FLOW ORIFII AS SPECIFIED FOR EACH RISER. CYLINDER IS 14 12 GAGE CORRUGATEDPond Outlet Control Detai METAL PIPE OR FABRICATED FROM N.T.S. 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. ANTI- VORTEX DEVICE DESIGN g O�=U �'ZOZODD 2�w0,D O LuQO§ OU fZ ¢ cow U U zJ Z_ zcow Z l ZNir 0) d w N n mmaa aco r- J p J rnJ0w wO zO0o rnPyTx ofChristopher C. Mulligan Lic. No. 031672�0.� 12/06/21ONALw�JQ LLJ0 U_ zCE J`I`� Q LLJ OO JU) 06 06 z �O O Uwz 0 wmw0 z DATE: 22 NOV 21 SCALE: ASSHOWN JOB: 20.1674 SUB: 202100161 SHEET: 18OF 14