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WPO202100063 Plan - Revision 2022-05-20
SITE DATA OWNER: E L & ANN P PHILLIPS PHILIPS LIVING TRUST ETAL C/O CAROLINE MOLINA-RAY 6704 MENCHACA ROAD UNIT 33 AUSTIN, TX 78745 DEVELOPER: SOUTHERN DEVELOPMENT GROUP INC. 142 SOUTH PANTOPS DRIVE CHARLOTTESVILLE, VA 22911 PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES 999 SECOND STREET CHARLOTTESVILLE, VA. 22902 (434)-977-0205 TAX MAP PARCEL No: 06200-00-00-016AO TOTAL PARCEL AREA: 80.77 AC (PORTION OF TMP 62-16A) ZONING: R4 RESIDENTIAL CURRENT USE: 2 EXISTING SINGLE FAMILY DETACHED (SFD) HOMES R4 STANDARD DENSITY: 4 DU/AC ALLOWABLE UNITS: 4 DU/AC - 323 D. U. 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. = 16.23 ACRES 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. = 4.96ACRES LOT AREA 73,443 S.F. = 1.69 ACRES ROW AREA 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 FOREST/OPEN SPACE DEDICATED: 14.5 ACRES HUC NUMBER: 02080204 OFFSITE NUTRIENT CREDITS: 16.33 LBS/AC/YR NUTRIENT CREDITS FROM OFFSITE NUTRIENT BANK ISLAND HILL SUBDIVISION -- 17.1 LBS/AC/YR ORIGINAL 16.85 LBS CREDITS REMAINING FOREST OPEN SPACE EASEMENT CIRCUIT COURT OF FLUVANNA, VA. INST# 210001961 VSMP • SWM PLAN W 0# 0 100063 1 TMP 62-16A RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA VICINITY MAP SCALE: 1 "=1000 FEET � Sheet List Table � 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 I 7 EROSION & SEDIMENT CONTROL PLAN - PHASE II 8 EROSION & SEDIMENT CONTROL DETAILS 9 SEEDING NOTES & DETAILS 10 PRE -DEVELOPMENT DRAINAGE MAP 11 POST -DEVELOPMENT DRAINAGE MAP 12 STORMWATER OUTFALL COMPLIANCE 13 S131 & SWM POND CONVERSION 14 SB2 & SWM POND CONVERSION 15 SB3 & SWM POND CONVERSION 16 S134 & SWM POND CONVERSION 17 STORMWATER MANAGEMENT DETAILS 18 LAND USE ANALYSIS 19 BASIN & STORMWATER DETAILS TOTAL SHEETS = 19 APPROVALS DEPARTMENT SIGNATURE DATE DEPARTMENT OF COMMUNITY DEVELOPMENT ENGINEERING INSPECTIONS U U z r^ O � vQJ� CE w N 0(j CD O� CL Z_ rn O� ujNo0 U W UQ cnjo= ZLU O ❑-��m r� V O� z0��0 uw-z 'Liji)�7(or W Oj 0)O0O CE GE0-Lu 0)a0 Q U tr If E pFC. Mulligan No. 722/22AL Li — z w > _ n o Q cc rr U) > O > O U z 0 z c„ a, O z z � w w U � � � O O w U U ❑ z z � z 0 00 � U U w w � � 0 0 �i w w w Q Q m � � N N w N N Q N N ❑ � n 0 0 O N z DATE: 12 NOV 21 SCALE: 1" = 1 000' JOB: 20.1674 WPO: 202100063 SHEET: OF 19 -A r• �� ) TMP 62F1-D DUNLORA COMMUNITY ASSOCIATION INC. ZONING: R4 � o IMP 62A3-1 B C NEW BELVEDERE INC �\ ZONING: NMD 1 TMP 62-16D NEW BELVEDERE INC ZONING: �R4 o dl*01\1�190 SWM B BEECH / ...... PHASE 11 ,vWI�/1 C nt r--------------1- PHASE IV SWM E SWM D � J � SWM A 1 PHASE i PHASE III I I ( TMP 62-2C COUNTY OF ALBEMARLE \ ZONING: NMD / � I 4.5 AC. OPEN SPA( PHASED MINIMUM PHI=4.0AC. PH II =4.0AC. PH III = 4.0AC. PH IV = 2.5 AC. IMP 62-16C N/F MORGOGLIONE, THERESA E OR JOHN D SCHUTTE ZONING: R4 250 : 1 "=250 -� ' . 250 500 750 SITE DATA PROPOSED IMPERVIOUS AREA 27.5 ACRES PROPOSED MANAGED TURF AREA 41.44 ACRES OPEN SPACE PROVIDED: 14.50 ACRES MAGISTERIAL DISTRICT: RIO MAGISTERIAL DISTRICT CRITICAL SLOPES: PRESERVED & MANAGED SLOPES SHOWN PER APPROVED STEEP SLOPE EXHIBIT BY ROUDQABUSH, GALE & ASSOCIATES, DATED 03/23/21. THERE SHALL BE NO DISTURBANCE, BUILDINGS SITES OR STRUCTURES PROPOSED, PERMITTED OR ALLOWED ON ANY EXISTING SLOPES GREATER THAN 4:1. PRESERVED STEEP SLOPES ARE SHADED; SEE LEGEND. STORMWATER MANAGEMENT: (5) LEVEL 1 FILTRATION FACILITY (SPECIFICATION #12) (1) LEVEL 1 EXTENDED DETENTION FACILITY (SPECIFICATION #15) WATERSHED: THE SITE LIES IN THE RIVANNA RIVER WATERSHED H.U.C. #: HUC 8: 02080204, HUC 12: 020802040401 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. 1. ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, REQUIREMENTS OF THE PERMIT SHALL GOVERN. OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE . COUNTY OF ALBEMARLE AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. ,� i %� Department of Communit Development -' P' Y P 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE Construction Record Drawings (As -built) for VSMP 4. GRADING OR OTHER CONSTRUCTION. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALNERTICAL). WHERE REASONABLY VDOT OR COUNTY INSPECTOR PRESENT. The following is a list of information required on construction record drawings for OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the 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 construction record drawing be prepared by someone other than the designer. Please do not DRAINAGE CHANNEL. ALBEMARLE COUNTY ESC NOTES provide design drawings as construction record drawings. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM 8. TRAFFIC CONTROL DEVICES. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS 1. SILT FENCE, SEDIMENT TRAPS AND OTHER PROTECTIVE MEASURES SHALL BE PROVIDED IN AREAS A..A signed and dated professional seal of the preparing engineer or surveyor. III. WHERE SEDIMENT FROM DISTURBED AREAS MAY LEAVE THE SITE AND MUST BE PROPERLY INSTALLED B. The name and address of the firm and individual preparing the drawings on the title sheet. 9• ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS BEFORE LAND DISTURBANCE. THESE MEASURES MUST REMAIN INSTALLED AND MAINTAINED UNTIL C. The constructed location of all items associated with each facility, and the inspection records to verify LEGEND FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). ADEQUATE STABILIZATION IS ACHIEVED AS DETERMINED BY THE PROGRAM AUTHORITY. Proper dimensions, materials and installation. The items include, but are not limited to the following: 2. ALL EROSION MEASURES ARE SUBJECT TO INSPECTION PERIODICALLY AND AFTER EACH 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS TO MAINTAIN THE EFFECTIVENESS 2. Video Pipe Inspection for any pipes which are not accessible or viewable. CONSTRUCTION NOTES) OF THE EROSION CONTROL DEVICES AND CLEANUP OF SEDIMENTATION MUST BE MADE IMMEDIATELY. 3. Updated Location with geo-coordinates of all facilities. EXISTING INTERMEDIATE CONTOUR - - - -332- - - - EXISTING WATERLINE w N 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE 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 CCOON 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. EXISTING INDEX CONTOUR - - - -300- - - - PROPOSED WATERLINE w w BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY R ECTION THAT IS NECESSARY. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey 20 PROPOSED CONTOUR 20 EXISTING FIRE HYDRANT DEVELOPMENT (296- 5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3, TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE PROVIDED WHEREVER TRAFFIC WILL BE of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required EP 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE LEAVING A CONSTRUCTION SITE AND WHERE THERE EXISTS THE POSSIBILITY OF TRANSPORTING MUD for alterations from the design. EXISTING EDGE OF PAVEMENT PROPOSED FIRE HYDRANT CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES DIRECTLY ONTO A ROAD OR OTHER PAVED AREA. 6. Plants, location and type. PROPOSED EDGE OF PAVEMENT EXISTING WATER VALVE w w OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR 4. ALL DENUDED AREAS ON THE SITE SHALL BE STABILIZED WITHIN SEVEN (7) DAYS OF FINAL GRADING 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the Ex. C&G EXISTING CURB AND GUTTER PROPOSED WATER VALVE w-�-w GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN PROTECTIVE ND COVER R SUITABLE FOR THE TIME OF YEAR. WITH PERMANENT VEGETATION OR A PROTEC I E GROUND O E installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), CG-6 ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT inlet and outlet protection, alignment and invert elevations compared. to design. PROPOSED CURB AND GUTTER PROPOSED WATER METER 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN THIRTY g, Computations: For significant deviations from design, provide sealed computations verifying that TRANSITION FROM CG-6 ROLL-TOP EXISTING REDUCER w--w OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL (30) DAYS. the as -built condition is equivalent or better than design. Ex. 15" RCP EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 5. A PERMANENT STAB COVER SHALL BE ESTABLISHED ON ALL DENUDED AREAS EXISTING STORM SEWER REDUCER w-®-w 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END WITHIN NINE (9) MONTHS OF THE START OF CLEARING OR GRADING. UNLESS DOCUMENTED IN WRITING 9. Ditch Lines - Display the constructed location of all Glitch lines and channels, including typical HANDICAP RAMP (CG-12) TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL TO THE PROGRAM AUTHORITY AT THE START OF LAND DISTURBANCE, THE NINE (9) MONTHS SHALL BE sections and linings. D PROPOSE STORM SEWER (DENOTES LOCATION OF STD. VDOTCG-12ANDIOR JURISDICTIONAL STANDARD RAMP CONSTRUCTION) IN NI OF THE COUNTY ENGINEER, SHOWN WHEN IN THE OPINION E MAY BE REQUIRED AT LOCATIONS NOT SHO MEASURED FROM THE PERMIT ISSUANCE DATE. IF AN EXTENSION IS NECESSARY AND CONSTRUCTION , _ 10. Easements Show all platted easements with dead book references labeled. Facilities and drainage EXISTING SANITARY SEWER - s - s - s - OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED EXTENDS FOR MORE THAN A YEAR, A PERMIT RENEWAL FEE OF $150 WILL BE REQUIRED. must be within platted easements. Provide copies of recorded documents. PROPOSED SANITARY SEWER -►►--► ►- PARKING INDICATOR 6FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND 6. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE 11. Guardrail, fences or other safety provisions -Display the constructed location of all safety (INDICATES THE NUMBER OF TYPICAL PARKING SPACES) ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. STABILIZED, COVERED, OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. provisions; fences, guardrail, including the type, length and applied end treatments, compared to P g g yP g PP P PROPERTY LINE BENCHMARK 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 7. ALL STORM SEWER INLETS THAT ARE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO design. EASEMENT LINE __-.-....,..�_. --.� --- PROPERTY BOUNDARY 6. CONFORM TO VDOT CG-9(A, B OR C). WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL THAT SEDIMENT -LADEN WATER CANNOT ENTER THE STORM WATER CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 12. y y y.r. - biofilter media, stone Material layers la la , sand layers, layers, keywaysand cores must be verified as to CENTERLINE CONFORM TO VDOT STANDARD PE-1. 8. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL NOT BE REMOVED UNTIL material types and depths. Include inspection reports, boring or test pit reports and materials LIMITS OF CLEARING AND/OR GRADING main mummmmmmmmrl 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE certifications. Biofilter media must be an approved state mix. PP EXISTING SPOT ELEVATION -a• 400.50 VEHICLES PER DAY COUNT 1,234 VPD SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. REMOVED WITHIN 30 DAYS, UNLESS OTHERWISE AUTHORIZED BY THE PROGRAM AUTHORITY. TRAPPED 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. PROPOSED SPOT ELEVATION PROPOSED STREET NAME SIGN 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY 14. Compaction reports are required to verify fill compaction in dams. +400.50 SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. EXISTING TREE DRIP LINE EXISTING SIGN -o- APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. -'- PROPOSED SIGN 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR EXISTING TREE UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND SANITARY MANHOLE IDENTIFIER PROPERTY NUMBERING ORDINANCE AND MANUAL, PROPOSED TREE OAK STORM DRAIN 18 STRUCTURE IDENTIFIER U z O 00 �Q r W N o p� n- Z_ O Ljj 00 W U Q > _ z� o��m �> p>�< `"z U)r_Zcr u oCE -> �°I Q� _ UFr N11 AZ,T H OF r� C A Christopher C. Mulligan Lic. No. 031672 05/12/22 �SSIONAL ��G N1N LU z 0 J - z � LLJ �'- p� �- � Lu O Q z U z w O Ir 2 D z O z z � w w � U U z z � z D DATE: 12 NOV 21 SCALE: 1" = 250' JOB: 20.1674 W PO: 202100063 SHEET: OF 19 _j A v ALBEMARLE COUNTY STEEP SLOPES OVERLAY - MANAGED \�YP 62 — 16D r J 0 STEEP SLOPES FROM APPROVED EXH B T 03/23/2021 PRE ERVED �W I F If 0 NIF BELVEDqE LAND HOLDINGS LL NEW BEL VEDERE '01. !�t kf�. 44 ggx NMD Z NING: R4 ZONING. WETLAND AREAS (PER WILD GINGER FIELD SERVICES LOCATION ON ALTA 1) Y M-e, n r '),�,""F A yy,I4_ low i T'. SURVEY BY RGA DATA JULY 24, 2020) -Ey v 41 j- wal-11" uf 7 7 " k _11411"'F"I ) 41� R� 4 ",I I 11f r / , l/ X , e , .-.;, 0 N, rT 1. V, " 1 1. 4-1- 4� q I , / / -7'- 1 �� ---- WATERS OF THE U.S. (WoUS) ;50K;,� ig,vax th, /I/ J/ - i / A X SOIL LINE QJ 5� g WA/ A W, T R X. _�7 �j2l_�f,'��,Alx p I,, e, IS 101 1 341 I'D "'01) T" ta N\ ''WW"y"p- DEFINED 5OOD -:zc 100 YR. FEMA W, x ViAA PLAIN o 2 o KV J 177, F 'v� !2- ,, 'e5,Y,7 TVP 62FI —D I_",'z� N, 42 A, kq Ulf- Tli " � 17' DUNLORA COMMUNITY R�,� fix"130,101 -�7 3 R _5, ki r O'l, 'pimig y ASSOCIATION INC. < v 0"A /A _' - '� f z Ld N o j �iiicrlr%,y __w WETLAND IAR k A-) My' f" (PER WGt) It' , --- F �L IAV -\X, q 11N i 1 411 A tv ZONING: R4 fig, 95 S� INE--- -7 IF� 0 48" --OF ENE KIM 5-OU \q9 SSWR MH. f 27B� V A N- r 0 At NE PHO TMP 62FI PEDESTA� GH -DUNLORA COMMUNITY 1POLE POLE INC. __(3)" QUY IR W�TLAND A SSO CIA TION TMP 62 76A ZONING: R4 I _NIF PHIL L IPS, E L & ANN P" (PER WGF) ZONING: R4 OL _j 0 1'2 PF) N7 OIf LIff _k J, -7 1. L net 70 LIA f t N�j A I -UY� WIRE < '2 I�Tl OOLE .... .. .... SSWR MH. j 10H1 J ok 600P IM :NY< UTILITY q POLE -,27B \L A UTILIT)� ......... POLE ETLAND AREAS j (PE"C() o/ U�l L I It 6LE UTIL -POLES 76C A TVP 62 GUY- MRES,,- T UTIL�TY ko� j ,27 0— IZONING: R4 -7- f SOILS INFORMATION: SSWR MH.' RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: C 176 l8p v 2C - ALBEMARLE FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES, 40-60 INCHES TO 34-C' CORDORUS SILT LOAM, 0 TO 2 PERCENT SLOPES, MORE THAN 80 INCHES TO A 16 RESTRICTIVE FEATURES, SOMEWHAT POORLY DRAINED, HYDROLOGIC GROUP: B/D WTLAND-AREAS Ly Wuk) C9 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE 1,00- �R. (,FEMA FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B D -F E1NEQ FLod5PLAIN TVP 62F I —A /7 J '7E2 34C - GLENELG LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 39D LLC 2 L 8 DUNLORA /X -/x - / Z,/ T HAZEL LOAM, 7 TO 15 PERCENT SLOPES, 20-40 INCHES TO RESTRICTIVE FEATURES, ZONING: R4 39C EXCESSIVELY DRAINED, HYDROLOGIC GROUP: B Jk IIL C9 39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES, 20-40 INCHES TO RESTRICTIVE 71' D FEATURES, EXCESSIVELY DRAINED, HYDROLOGIC GROUP: B HAZEL LOAM, 24 TO 45 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE 40E L FEATURES, EXCESSIVELY DRAINED, HYDROLOGIC GROUP: B 76 - DAN RIVER LOAM, 0 To 2 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE T A6EAS- WETLAND AREAS FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 34C�',/ (PER WGF)� COLVARD FINE SANDY LOAM, 0 TO 2 PERCENT SLOPES, MORE THAN 80 INCHES TO 100 YR. FEMA, 83 DEFINED FLOOPLAIN RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: A L r —16C /y 100 0 10.0 200 300 TMP 62 SCALE: 1"=100' .. ... .... .. ... NIF ORGOGLIONE THERE A E M %MH. ZONING: R4 U U 0(o C E: c\j CD c@j 0 U) Lj c\j U U Cf) < cc\:,, > co Lj < > 0 r -, U) —, Lu r. LU �:j LU 0 LL z cf) Cc 0 5; cy) 0 0 Er Er 0-) _j :E 0- Lu cr EL cf) < L U (j) U) LU LL1 '�j. c) :�i U) 0 0 Lu C) U cf) Li �7_ U 0 0 U) C) 0 > Cc CE LLI LU LLJ cc: D_ CL o n LIJ LLJ U) U) I LU C9 cq Ir rr c\1 N c\j c\j W C) c\j CD CD c\1 op hristopher C. Mulligan Lic. No. 031672 05/12/22 '31ONAL n z 0 n < In nr- 7; U) 0 > U) x LLJ 06 U) D 0 C) U) DATE: 12 NOV 21 SCALE: 1" 100' JOB: 20.1674 WPO: 202100063 SHEET: 3--_-OF - 19.10p elP -16 "5 ALBEMARLE COUNTY STEEP SLOPES OVERLAY - MANAGED q STEEP SLOPES FROM APPROVED EXHIBIT 03/23/2021 - PRESERVED k, IT M �V F� WETLAND AREAS (PER WILD GINGER P 7. Z/' g -,I w k""'N _4 FIELD SERVICES LOCATION ON ALTA Ap- I'V SURVEY BY RGA DATA JULY 24, 2020) nq,_ \A . .... .. j 21 w, If % V ? 7/ If WATERS OF THE U.S. (WoUS) v x�\\ A, WL' UP, 0 I—R (U� If A -36,41 SOIL LINE T L Al, rklf If 100 YR. FEYA f !j DEFINED F�,OODPLAIN �q �;Iq -A A, 144q"'4'4� I"" a N 4�, 0�el`/44 T f - 5, X, 'd ITT "'y Un .9 If k A 1j"i If Mt f '��O� P5" c " tf, PROPOSED CONSTRU(_; I IUNJ % ACCESS LOCATION r F-F E tj A fP,61 I r # Al VA w-l" ",1 V T '3.-Ef�OF LINE— F< f T j 2_1 ?S iOPOSED CONSTRU TION: 5L n, �iRss -1 � I 0�, - \ �� - -- -, -1 _- - -- --, -- I R y TLAND WE '��CESS LOCATION t (PER WGt) U�_ L-INL: -7; f v Ww dl�J -3 _E 74 # N x J1, V Atv Yl r -IN (F Ing S, r C,' 2 �a AREA$ If If \x SSWR MH. < /" A f f P 2 r 4 ff PEDESA� -POLE GUY ER Wk i LAIA) AREAS L (P WGF) UTIL.__ If --POLE— N7 O� LIPE PF/ 0 12' T L r -\W rL�N13__AR B'TANER BOX ........ . T/41TY OOLE -j 10�22 UYi WIRE APPROX. LUUA I 1UN jPROPOSED CONSTRUCTION\ V 5 I IC SYSTEM LOCATION _/ \ W I I SSWR MH. 7 OF EXISTING 1A r 2 PTYLINE- QLL 7. 0 Q, f -f j ,A 4 ' (E TIL R OL 6 2 r f UTILITY, POLE f , ft WETLAND AREAS (PE"cp 4 . ff! 7. C#P' U1 ILI c9 IdLE POLES A _,GUY- 200 /100 0 100 300 9 L Lj ? SCALE: 1"=100' �7 KEYNOTE LEGEND WhP TO BE REMOVED EXISTING ROAD r SSWR MW TO BE REMOVED EXISTING BUILDING &ASSOCIATED APPURTENANCES TO BE REMOVED EXISTING STRUCTURE , j r TO BE REMOVED EXISTING OVERHEAD UTILITY & LINES WjLAND—AREAS,, -(PF-R 40F) TO BE REMOVED EXISTING ELECTRICAL _/Z TO BE REMOVED EXISTING WALL -1,00- �R q ABATEMENT OF EXISTING SEPTIC SYSTEM AND DRAIN FIELD. DEFINEP FLOODPLAIN- FEkfA CONTRACTOR TO COORDINATE REMOVAL. f f DO NOT DISTRUB EXISTING STRUCTURE TO BE PRESERVED AND RELOCATED. r cl DO NOT DISTURB EXISTING CEMETERY TO BE PRESERVED. DO NOT DISTURB EXISTING WALL TO BE PRESERVED. L IL J/ WETLANO AREAS 1('(PER WGF)� E,7,WGF f 100 YR. FEMA, DEFINED FLOOOPLAIN t MH, -J U (0 L0 00 Cc: LLJ c\j (D LL cc\Dj 0 cl) Lj C\j LQ 0 0 U) < > U) z < > 0 co c) 6% U) U) zt co LLJ W kj UA — 0 LL z cf) z Cc: 0 C4 0 _r nm LML 1 0-) cr a_ c/) < Z U U) 1_ w W LLJ co LU 0 0 0 C) Li U) :D 00 D U) > LU 0 c f Lu C) ci: LL] LL 0- 0- 0 LLJ 0 w Lu m LLJ m m Cc: m LLJ 0 CD 0 I J_ op Christopher C. Mulligan Uic. No. 031672 05/12/22 0 N A L LJLJ 0 _j 0 :E 0 > 06 < C/) U) Lli rr 0 U) 0 > < �7 0 0 D rr I— cf) �7 0 DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 WPO: 202100063 k.S H E T: 4 OF 19 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 T NOT BE CONSIDERED PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL RED ESTABLISHED UNTIL A LL A E 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 A LIZAT ION M SU S 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 A 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. TRENCHES SHALL BE D. MATERIAL USED FOR BACK FILLING HES R NC HA 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 A AT THE OUTFALL THE PIPE OR PIPE SYSTEM SHALL BE OWN STABILITY ANALYSES O F 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 Q > Q Dev. Pre-Dev. NOR SHALL Q BE 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 <= 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 ONVEY ANC 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. 1.13. (3) "RESTORED STORMWATER CONVEYANCE SYSTEM" MEANS A STORMWATER CONVEYANCE SYSTEM THAT HAS BEEN DESIGNED AND CONSTRUCTED USING NATURAL CHANNEL DESIGN CONCEPTS. E SYSTEMS INCLUDE THE MAIN CHANNEL AND THE FLOOD -PRONE RESTORED STORMWATER CONVEYANCE YST MS H 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(13)(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 AN EXISTING 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 66.27 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 AND TOWNHOUSE PARCELS TO BE IMPLEMENTED IN 4 PHASES. THE DISTURBED AREA CURRENTLY CONTAINS SOME STEEP SLOPES TO BE IMPACTED WITH PUBLIC FACILITIES NEED FOR DEVELOPMENT OF THE PARCELS. IN PARTICULAR, ROAD CONSTRUCTION, UTILITIES, AND REQUIRED, PERMANENT STORM SEWER ARE LOCATED JUST -INTO OR IMMEDIATELY ADJACENT TO STEEP SLOPES, WETLANDS AND THE RESOURCE PROTECTION BUFFER. HEAVY VEGETATION REMOVAL, EARTH MOVING AND CLEARING WILL BE REQUIRED TO INSTALL THE PERMANENT STORM -WATER MANAGEMENT FACILITIES AND SEDIMENT TRAPPING FACILITIES. MOST OF THE SLOPES WITHIN THE DISTURBED AREA RANGE BETWEEN 5% AND 24%, AND THE HEAD OF WETLANDS LOCATED AT THE SITE OUTFALL LOCATIONS SHALL BE CONTROLLED WITH SUPER SILT FENCE; INSTALL OUTLET PROTECTION, TEMPORARY DIVERSIONS, SEDIMENT TRAPPING FACILITIES AND PERIMETER PROTECTIONS, AS APPROPRIATE. THERE ARE ADJACENT WETLANDS TO REMAIN AND ARE TO BE PROTECTED BY SUPER SILT FENCE BARRICADE TAPE SHALL BE UTILIZED TO DELINEATE AREAS OF NON -DISTURBANCE AND SHALL BE INSTALLED AS NEEDED TO DEFINE AND 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 SITE PERIMETER, ENSURING THAT ALL RUNOFF POTENTIALLY ACQUIRABLE IS DIRECTED INTO THE SEDIMENT TRAPPING FACILITIES AT ALL TIMES. THE STORM RUNOFF ANALYSIS IS QUANTIFIED FOR THE ENTIRETY OF THIS DEVELOPMENT. SUSTAINABLE MANAGEMENT OF THIS SITE INCLUDES NUMEROUS SEDIMENT BASINS AND TRAPS, SIZED TO CAPTURE MOST OF THE RUNOFF DURING CUT AND OPERATIONS. SEDIMENT TRAPPING FACILITIES THAT ARE N FILL TO BECOME PERMANENT SHALL BE DE -MUCKED, RE -GRADED, STABILIZED AND CONVERTED TO THE PERMANENT BMP FACILITY PER SPECIFICATIONS, AND ENSURING THAT THE REQUIRED POND VOLUMES ARE PROVIDED. REFER TO SWM CONVERSION DETAILS. BMP CONVERSIONS SHALL NOT TAKE PLACE UNTIL THE ENTIRE CONTRIBUTING UPSTREAM WATERSHED IS STABILIZED. SAND FILTRATION SYSTEMS SHALL BE KEPT OFFLINE UNTIL USPSTREAM STABIZATION OF THE CONTRIBUTING DRAINAGE AREA IS COMPLETED. PHASE 1 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1, FILTRATION(SPEC 12) AND INCLUDES DOWNSTREAM LEVEL 1 EXTENDED DETENTION FACILITY INCLUDING RUNOFF REDUCTION TO CAPTURE, TREAT AND CONVEY MOST OF THE MANAGED TURF AND IMPERVIOUS SURFACES PROPOSED WITHIN THIS PHASE. IN COMBINATION WITH PRESERVED OPEN SPACE DEDICATION, THE PROPOSED BMP WILL FACILITATE THE WATER QUALITY AND QUANTITY REQUIREMENTS (CHANNEL AND FLOOD PROTECTION, AS REQUIRED FOR THE ENTIRETY OF PHASE I WITHIN THIS DEVELOPMENT. PHASE 2 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1 FILTRATION DEVICE (SPEC 12)TO TREAT AND CONVEY THE ACQUIRABLE MANAGED TURF AND IMPERVIOUS SURFACES PROPOSED WITHIN THIS PHASE. THIS MEASURE WILL ULTIMATELY CONNECT TO ANOTHER PHASE 2 STORM -WATER FILTRATION FACILITY WITH RUNOFF REDUCTION. ADDITIONALLY, THE PHASE 1 & 2 MEASURES WILL FACILITATE THE WATER QUALITY AND QUANTITY REQUIREMENTS (CHANNEL AND FLOOD PROTECTION, AS REQUIRED FOR THE ENTIRETY OF PHASE I AND 2 OF THIS DEVELOPMENT. THE LOWER PORTION OF THE UL-DE- AC UNMANAGED BY THE BMP WILL REQUIRE CONVERSION OF THE SEDIMENT TRAP INTO A MANAGED OUTFALL LOCATION WITH A LEVEL SPREADER APPROPRIATELY SIZED FOR RETURNING THE CONCENTRATED RELEASE INTO SHEET -FLOW. PHASE 3 OF THE SUBDIVISION SHALL UTILIZE A LEVEL 1 FILTRATION(SPEC 12) FACILITY TO CAPTURE, TREAT AND CONVEY A LARGE PORTION OF THE MANAGED TURF AND IMPERVIOUS SURFACES PROPOSED WITHIN PHASE 3 AND PHASE 4. THE UPPER AND LOWER FILTRATION MEASURES TOGETHER WILL FACILITATE THE WATER QUALITY AND QUANTITY REDUCTION REQUIREMENTS (CHANNEL AND FLOOD PROTECTION, AS REQUIRED FOR THE FINAL PHASES OF THIS DEVELOPMENT. IN ADDITION TO PROVIDING RUNOFF TREATMENT, DUNLORA FARM WPO PROVIDES A TOTAL OF 14.5 ACRES OF PRESERVED -UNDISTURBED OPEN SPACE FOR DEDICATION AND RESTRICTION TO LAND DISTURBANCE. THE PRESERVED AREAS CONSIST OF THE DESIGNATED STEEP SLOPE AREAS AND REMOTE PERIMETER AREAS SURROUNDING THE LOTS AND OPEN SPACE WHERE REMAINING UNDISTURBED. SOILS: THE EXISTINGNATIVE AND UNDERLYING SOIL TYPE PRESENT WITHIN THE DISTURBED AREA ONSITE CONSIST OF S 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, STORM -WATER FACILITY(SWM-A). DRAINAGE INTO THE FILTRATION DEVICE HAS BOTH WET AND DRY PRE-TREATMENT CELLS TO MAXIMIZE THE LONGEVITY OF THE FILTRATION MEASURE. PHASE 2 OF THE DEVELOPMENT CONSISTS OF CONVERSION AND CONNECTION OF MULTIPLE SEDIMENT TRAPPING DEVICES INTO (2) LEVEL 1 FILTRATION FACILITIES(SWM B & C). PHASE 3 OF THE DEVELOPMENT CONSISTS OF CONVERTING AN EXISTING SEDIMENT BASIN INTO A LEVEL 1 FILTRATION FACILITY(SWM E); PHASE 4 FILTRATION FACILITY(SWM D) CONNECTS INTO THE PHASE 3 FACILITY(SWM E) TO SHARE A COMMON OUTFALL LOCATION, INCLUDING RUNOFF REDUCTION. THERE ARE A FEW CONCENTRATED DRAINAGE LOCATIONS THAT WERE UNABLE TO BE DIRECTED TOWARDS A PERMANENT BMP FACILITY DUE TO TOPOGRAPHICAL CONSTRAINTS; THESE LOCATION HAVE APPROPRIATELY SIZED LEVEL SPREADERS LOCATED AT THE CONCENTRATED OUTFALL LOCATIONS SYNONYMOUS TO THE EXISTING RUNOFF LOCATIONS. THE REMAINDER OF THE MANAGED TURF IMPROVEMENTS NOT DIRECTING ITO A CONCENTRATED OUTFALL LOCATION, BMP OR TO OPEN SPACE SHALL BE FINAL GRADED SO AS TO PROMOTE SHEET -FLOW PRIOR TO EXITING THE DISTURBED AREAS INTO NON -STEEP SLOPE LOCATIONS. THE (5) PROPOSED FILTRATION FACILITIES(SWM A-SWM E), WHERE SWM A SHALL INCLUDE DOWNSTREAM EXTENDED DETENTION(SPEC. 15), DEDICATION OF UNDISTURBED OPEN SPACE AND THE TRANSFER OF OFFSITE NUTRIENT CREDITS EQUAL TO 16.33 LBS/AC/YR PROVIDE THE PHOSPHOROUS REMOVAL(INCREASED OFFSITE CREDITING DUE TO HARDSHIP CONDITIONS) AND RUNOFF REDUCTION, FOR THIS DEVELOPMENT. THOUGH NOT APPLIED IN THE HYDRAULIC ANALYSIS, INCREASED FLOW -PATH LENGTHS WERE IMPLEMENTED TO FURTHER ASSIST IN MINIMIZING THE DEVELOPED PEAK FLOWS. THE SWM FACILITIES EACH PROVIDE 2 YEAR AND 10 YEAR PRE -POST DETENTION FOR EACH CONCENTRATED DISCHARGE INTO EACH CORRESPONDING OUTFALL. SEE OUTFALL ANALYSIS. EROSION CONTROL MEASURES: THE ESC IMPROVEMENTS CAN ADEQUATELY CONTROL EROSION AND OFFSITE SEDIMENTATION USING DUST CONTROLS, A CONSTRUCTION ENTRANCE, DIVERSIONS, SILT FENCE, TREE PROTECTION, INLET PROTECTION, OUTLET PROTECTION AND CULVERT INLET PROTECTION; LOCALIZED SEDIMENT TRAPS & BASINS ARE INSTALLED INITIALLY 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 TREE PROTECTION, SILT FENCE AND SEDIMENT TRAPS OR BASINS SHALL OCCUR AS THE FIRST MAJOR STEP IN CONSTRUCTION AND PRIOR TO ANY ADDITIONAL GRADING OR ADDED EARTH MOVING OPERATIONS. ANY AND ALL SEDIMENT AND EROSION SHALL BE MINIMIZED UNTIL THE FACILITIES ARE FULLY OPERATIONAL. SHOULD THE CONTRACTOR ENCOUNTER AN OVER -BURDEN OF BEDROCK DURING GRADING OPERATIONS CONSULT WITH ENGINEER AND OWNER TO INVESTIGATE DESIGN ALTERNATIVES. DRAINAGE: THE LAND DISTURBANCE WITH THIS PLAN IS LOCATED ON THE DUNLORA PLANTATION SITE CONSISTING OF GRASSED AREAS AND A MOSTLY WOODED SITE, ADJACENT TO AN EXISTING APPROVED DEVELOPMENT, BELVEDERE SUBDIVISION, FROM WHICH PUBLIC ROADS AND 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 NUMEROUS BMP LOCATIONS. SMALL PORTIONS OF THE SITE ALONG THE PERIMETER SHALL EXIT AS SHEET -FLOW, WHILE MOST OF THE REAR YARDS AND TOE OF DISTURBANCE AREA WILL BE DIRECTED INTO THE ADJACENT SWM FACILITIES OR LEVEL SPREADER OUTFALL LOCATIONS. 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 THEEXISTING 1 YEAR RUNOFF FROM THIS SITE IS ESTIMATED TO BE 27.1 cfs WHERE THE O EXISTING 2 YEAR RUN-OFF FROM THIS SITE IS ABOUT 54.3 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 63 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 EXITING THE SITE, ESPECIALLY WITH THE PROTECTIONS ALONG THE STEEP SLOPING AREA AND DEDICATED CONSERVATION OPEN SPACE. DUE TO THE ONSITE SOILS, THE 1 INCH, 24 HOUR RAINFALL RUNOFF EVENT IS NEGLIGIBLE. THE ESTIMATED OVERALL POST DEVELOPED CN=71 AND THE ACCOMPANYING, TYPICAL(1 INCH-24 HOUR) SITE RUNOFF TO EACH CONCENTRATED OUTFALL IS REQUIRED TO BE 80% OF THE PRE -DEVELOPED CONDITION, ALSO NEGLIGIBLE. 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 PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROLMEASURES 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 T0 COMMENCING LAND DISTURBING NG 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 0 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 B REPAIR IMMEDIATELY. SILT RAPS ARE B E E. S L T TO E 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 1-500-552-7001 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 all A 7 7 9 10 11 DEVIATION FROM PLANS NO DEVIATION FROM THESE PLANS WILL BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER ENGINEER AND AFFECTED GOVERNMENTAL AGENCIES. CLEARING AND GRUBBING A A. ALL GROWTH OF TREES, OTHER VEGETATION AND OBJECTIONABLE DEBRIS SHALL BE CLEARED AND GRUBBED FROM THE PROPOSED PAVED AND B E S INDICATED TO BE GRADED ON THE PLANS. BUILDING AREAS S WELL A S AREAS 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 D ENGINEER. BURNING PERMITS ILL BE OBTAINED BY THE CONTRACTOR AT HIS EXPENSE. OWNER AN NGINEE RN W 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 TOPSOIL STRIPPING CONTRACTOR SHALL REMOVE TOPSOIL TO ITS ENTIRE DEPTH FROM ALL AREAS TO BE GRADED AND OR FILLED. HE SHALL STOCKPILE OR REMOVE/REPLACE/AMEND THE TOPSOIL AT OWNERS DIRECTION. 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 DIT 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 AS PER REQUIREMENTS AND ANY SUITABLE O ROADWAY OR BUILDING SITE CONSTRUCTIONQ WHICH IS TA FOR ( ) 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 ±2 % 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 SO AS TO PROVIDE THE BEST POSSIBLE SIGHT DISTANCE. F. STANDARD SPRING BOXES (SB-1) AND ROADWAY UNDERDRAIN SYSTEM (UNDER -DRAINS & CROSS -DRAINS) WILL BE INSTALLED AT LOCATIONS SHOWN ON THE ROAD PLANS OR WHEREVER FIELD CONDITIONS WARRANT. G. ALL PIPE CULVERTS AND STORM SEWER SYSTEMS WITHIN THE VDOT RIGHT OF WAY SHALL UTILIZE THE PIPE DIAMETER 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 COUNTY OF ALBEMARLE SEWER AND WATER SPEC IFICATIONS(AC SA) AND SPECIFICALLY IN ACCORDANCE WITH VDOT SPECIFICATIONS FOR BACKFILLING AROUND UTILITIES AND THE FOLLOWING CRITERIA AS COORDINATED WITH THE GEOTECHNICAL REPORT I. TRENCHES SHALL BE EXCAVATED TO A MINIMUM OF 4 INCHES BELOW THE BOTTOM OF THE BARREL OF THE PIPE AND A BEDDING SHALL BE PROVIDED AND INSTALLED OF SELECT MATERIAL SUITABLE TO MEET VDOT PB-1 PIPE INSTALLATION REQUIREMENTS. TRENCHES SHALL NOT BE CUT OVER 16 INCHES WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE UNLESS AN UNSUITABLE FOUNDATION MATERIAL IS ENCOUNTERED 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'VDOT' SPECIFICATIONS. ALL MATERIALS MUST BE TESTED AND APPROVED BY'VDOT' OR APPLICABLE GOVERNMENTAL AGENCY OFFICIALS PRIOR TO EMPLACEMENT. C. PAVING OPERATIONS SHALL NOT BE STARTED BETWEEN NOVEMBER 15 AND APRIL 1 WITHOUT WRITTEN AUTHORIZATION OF ALBEMARLE COUNTY OR VDOT 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. SEEDING AND MULCHING, ETC. (TO COORDINATE WITH LANDSCAPE SPECS.) A. ALL FERTILIZING, SEEDING, LIMING, AND MULCHING WILL BE DONE AT THE EROSION & SEDIMENT CONTROL HANDBOOK SPECIFIED APPALACHIAN RATES UNLESS SPECIFIED OTHERWISE IN PLANS: SEE TEMPORARY, PERMANENT AND FERTILIZATIONS SPECIFICATION CHARTS PERMITS ALL PERMITS, NECESSARY TO WORK IN PUBLIC ROADS, (ENTRANCE OR OTHERWISE) MUST BE OBTAINED BY THE 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 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 CONSTRUCTION STAKING ALL CONSTRUCTION STAKING WILL BE AT 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. 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, LEVEL SPREADERS 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 ADDITIONAL 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 CONVERTS SEDIMENT BASINS T E O 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. PARTICULARLY, SEDIMENT TRAP #8 SHALL NOT BE REMOVED UNTIL THE STORM SEWER AND ACCOMPANYING OUTFALL ARE RE -DIRECTING TOWARDS SEDIMENT BASIN #2. 10. CONVERT SEDIMENT BASINS TO PERMANENT SWM FACILITIES PER SPECIFICATIONS ENSURING ADEQUATE VOLUMES AND SLOPES ARE FUNCTIONAL TO FINAL DESIGN SPECIFICATION. INSTALL SAND FILTERS & INSTALL DEWATERING HOLES PER SPECIFICATIONS. REMOVE SILT FENCING, INLET PROTECTION AND OTHER REMAINING EROSION CONTROL MEASURES. ENSURE LEVEL SPREADERS AND ALL PERMANENT OUTLET PROTECTION ARE STABILIZED AND SUSTAINABLE. U 4 w 8 V) z om Q� Cc LI_I CV d8 � Z N 0U) wNo0 U:> W Q �(?_ Qz U)Lf�� z CO 0 0)m m V 0 U) � m U Lu Fri LLz cWn-zcr Myl O� rn00 V) R-Lu �rra-I Q _ U 0 94 z 0 � � z z aa_ Lu w y :E 2 w }0 O U I- v) z z Z O L O 0 w 0- 0- m 0 0 �L) U) w w tr Er m Q Q cr CE N N LLI N N Q N N m 4 LO 0 0 O z r N o�LTH of Dj�� I.,1 _ � C. Christopher C. Mulligan Lic. No. 031672 `�� °.�� 05/12/22 Gti�'�' SSIONAL E� #+1 W W Q m (3 m Q z J 1 rr 0 - z I- z > -� O CL U n I-- rr :2 z (f) W 0 > 2 ❑ W U) z co D z 0 0 U) Iz W 5 DATE: 12 NOV 21 SCALE: - - - - JOB: 20.1674 WPO: 202100063 SHEET: OF 19 _j Ir It 4ITS OF CLEARING 'FSET FOR GRAPHICAL A I I I r n� PURPOSES. iz- Ir PRELIMINARY LIMITS OF URB/ IOf ku )Pi� RA I IISEDIMENT BASIN #1 SEDIMENT TRAP #1 10.3 AC DRAINAGE AREA (SEE SHEET 8 FOR DETAIL) 4' 3.0 Ac. DRAINAGE AREA kCE ��N- STORAGE REQ'D 1,380 CY A STORAGE PROV'D 1,382 CY OFAL STORAGE REQUIRED = 402.0 CY TAL STORAGE PROVIDED = 405.9 BOTTOM ELEV 362.00 CY -ELEV 375.67 0 BOTTOM ELEV 398.01 TOP OF DAM -DA=3,0 AC-�-`-_�'� TOP OF DAM ELEV 40 ALBEMARLE COUNTY STEEP SLOPES OVERLAY- MANAGED STEEP SLOPES FROM APPROVED EXHIBIT 03/23/2021 - PRESERVED WETLAND AREAS (PER WILD GINGER FIELD SERVICES LOCATION ON ALTA S U RVEY BY RGA DATA J U LY 24, 2020) m WATERS OF THE U.S. (WoUS) A I100 SOIL LINE YR. FEYA )EFINED F1f00_. II F1 r\ -LJA 5-� 'Ac ........... SEDIMENT TRAP #6 SEDIMENT TR P (SEE SHEET 8 FOR DETAIL) (SEE SHEET 8 FOR D T 2.1 Ac. DRAINAGE AREA j 1.9 AC DRAINAGE AREA AREA$ LIMITS OF CLEARING OFFSET FOR GRAPHICAL �DA=l A6, TOTAL STORAGE REQUIRED 254.60 CY ITOTAL STORAGE REQUIRED 281.4 CY AL STORAGE PROVIDED 258.3 CY I U I TOTAL STORAGE PROVIDED =281ACY PRELIMINARY LIMI I S OF N EX ��EQI,_ BOTTOM ELEV 409.75 BOTTOM ELEV 372.00 DISTURBANCE TOP OF DAM ELEV 410.75 Ay TOP OF DAM ELEV 378.55 SSWR Ma r IDID I OCK TS SEDIMENT TRAP SPILLWAY f PARKING, SEDIMENT TRAP SPILLWAY CK A WEIR LENGTH 12,61 WEIR LENGTH 18' REA STAGING AND SEE SHEET 8 FOR DETAILS SEE SHEET 8 FOR DETAILS 390 A f > ell STORAGE AREA SEDIMENT TRAP #7 (SEE SHEET 8 FOR DETAIL) F 4 UA==2.1 Ac -0 rN '41.9 AC DRAINAGE AREA IITOTAL STORAGE REQUIRED 254.60 CY Q.8 DA- I171 f TOTAL STORAGE PROVIDED 299.70 CY SEDIMENT TRAP SPILLWAY A Ilk BOTTOM ELEV =374.00 BOTTOM WEIR LENGTH SEE DETAIL ON SHEET 8 TOP OF DAM ELEV 379.50 IiDA=0.77 AC. ISEDIMENT TRAP SPILLWAY A= 12 A WEIR LENGTH 114 IMENT TRAP SPILLWAY DA 0,65 Ac. IWEIR LENGTH 11.4 SEE SHEET 8 FOR DETAILS SEE SHEET 8 FOR D TAILS PRELIMIN LIMITS RY OF DISTURBANCE LWAY t MOBILIZATION SEDIMENT TRAP #5 FORST GING & I �EUIIVIENT TRAP SPIL SEDIMENT TRAP #4 WEIR LENGTH =3.6' (SEE SHEET 8 FOR DETAIL) 2.0 Ac. DRAINAGE AREA SEE SHEET 8 FOR DETAILS 1.2 Ac. DRAINAG STORAGE REQUIRED 160.8 CY TOTAL STORAGE REQUIRED 268 CY / TOTAL STORAGE PROVIDED 839CY AL STORAGE PROVIDED 162.6 ST SEDIMENT TRAP #3 BOTTOM ELEV 378.00 BOTTOM ELEV 400.00 �j SEDIMENT TRAP #1 2 EET 8 FOR DETAIL) Ac. I TOP OF DAM ELEV 384 80 I OP OF DAM ELEV 408.00 VDA=0.60 (SEE SHEET 8 FOR DETAIL) j 1.0 AC DRAINAGE AREA Q5 6 Ac. DRAINAGE AREA I'STORAGE REQ'D lJ40UY SEDIMENT TRAP SPILLWA. i TOTAL STORAGE REQUIRED 80.4 CY STORAGE PROV'D 144.4 UY B2 SEDIMENT BASIN #2 SF WEIR LENGTH 72 V_ (O SSWR MH. I OTAL STORAGE PROVIDED 80.4 CY BOTTOM ELEV = 426.00 Ac. SEE SHEET 8 FOR DETAILS yl S -DIMENT TRAP SPILLWAY D RAI NAG E AR EA TOP OF DAM ELEV 429.50 .20 BOTTOM ELEV 414.00 STORAGE REQ'D = 885.7 CY WEIR LENGTH - 7 2W /TOP OF DAM ELEV 420.33 SEE SHEET 8 FOR DE STORAGE PROV'D 1,339.4 CY r BOTTOM ELEV 368.00 DA 5,9 AC TAILS 14 ITz 7 ITOP OF DAM ELEV 382.67 0:9 Ac. IATCH DENOTES WETLAN D I M PACT AREAS 14 �COE PERMIT REQUIRED SEDIMENT TRAP #1 3 I SEDIMENT TRAP SPILLW/ NOTE: (SEE SHEET 8 FOR DETAIL) cl PRIOR TO DISTURBANCE 1.2 Ac. DRAINAGE AREA 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING WEIR LENGTH 9- SEE SHEET 8 FOR DETAILb SEDIMENT TRAP CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF TOTAL STORAGE PROVIDED 181.6 CY DISTURBANCE IS CONCURRENT WITH, AND DOES NOT OTTOM ELEV = 422.00 0. 90 Ac. D RAI NAG E AR EA ENCROACH INTO THE CRITICAL SLOPES. TOTAL STORAGE REQUIRED 160.8 CY (SEE SHEET 8 FOR DETAIL) v A i,-N / SF TOTAL STORAGE REQUIRED 1 1),k. 114 NDA=:: 1.5 Ac P OF DAM ELEV 426.00 20.6 CY'd TOTAL STORAGE PROVIDED 120.6 I I 2. SILT FENCING SHALL BE UTILIZED AT THE PERIMETER OF ALL CLEARING & GRUBBING AREAS. TREE PROTECTION J BOTTOM ELEV 360.00 TOP OF DAM ELEV 370.0 f Lj SHALL BE IMPLEMENTED ADJACENT TO SILT FENCE ON UPHILL SLOPES WHERE APPLICABLE OR AS DIRECTED TO PRESERVE STANDS OF TREES THAT SHALL REMAIN. SEDIMENT TRAP #8 ST. ST) 4 3. PRESERVED STEEP SLOPES (>25%) TO BE MARKED IN THE (SEE SHEET 8 FOR DETAIL) - - - - - - IIr ? 1.5 Ac. DRAINAGE AREA FIELD BY ALBEMARLE COUNTY ESC INSPECTOR PRIOR TO LIMITS OF CLEARING LAND DISTURBANCE. TOTAL STORAGE REQUIRED = 201.0 Cy '--DA-9.2 TOTAL STORAGE PROVIDED = 214 OFFSET FOR GRAPHICAL 1 CY cl BOTTOM ELEV 374.00 I 1\ N I "' - - \ 4 '-, --- , \ \ /,-\ \ \\ ') ( I DA=1 4. FIELD MARKERS DELINEATING PRESERVED STEEP SLOPES PURPOSES. 3 Ac TOP OF DAM ELEV 378 50 I 1 -' 1\ \ I . - ARE TO BE MAINTAINED THROUGHOUT THE COURSE OF THE PROJECT AND ARE TO BE REPLACED IF DAMAGED. OFFSET FOR GRAPHICAL, ILIMITS OF CLEARING EDIMENT BASIN #4 5 AC DRAINAGE AREA 5. NO PREMANENT OR TEMPORARY DISTURBANCE OF STORAGE REQ'D 2,345 CY PRESERVED STEEP SLOPES IS PERMISSIBLE. ISTORAGE PROV'D 4,335 CY BOTTOM ELEV = 368.00 SEDIMENT TRAP SPILLWAY SEDIMENTTRA 9(ST) TOP OF DAM ELEV 382 00 WEIR LENGTH 9' EMERGENCY SPILLWAY (SEE SHEET 8 F( I SSWR Avftj EROSION CONTROL PLAN LEGEND I 40 CY CL. 1 RIP -RAP W/ . .... SEE SHEET 8 FOR DETAILS 1.5 Ac. DRAINAGE AREA l/ UNDERLYING FILTER FABRIC CONSTRUCTION TOTAL STORAGE PROVIDED IDA=:1.4 Ac. TOTAL STORAGE REQUIRED 201 0 CY 1-11 * �\� BOTTOM WEIR LENGTH 1 1. 41 2:1 S.S. TO TOP OF DAM � / BOTTOM ELE'. CONSTRUCTION TOP OF DAM ELE' ? ROAD STABILIZAT f 1-(P.t-_m w0k) F3O]3 4 SEDIMENT TRAP #1 1 ION (SEE SHEET 8 FOR DETAIL) SILT FENCE 1.3 Ac. DRAINAGE AREA 22. 370 TOTAL STORAGE REQUIRED 174.2 Cy STORM DRAIN INLET TOTAL STORAGE PROVIDED =211.7 CY BOTTOM ELEV = 404.00 DA=2.0 ACJ fe I OP OF DAM ELEV 408.50 TEMPORARY �IVERSION DIKE 'Ilk ilvivt,21"'120, f�g%, HATCH DENOTES INSTALL DASHED OUTFALL PIPE SEDIMENT TRAP LOCALIZED WETLANE AND PLUG INLET END; TO WASH RACK IMPACT AREAS ACOE FUNCTION AS SEDIMENT TRAP ti PERMIT REQUIRED PF 3.14] SEDIMENT BASIN IUNTIL EC PH. 2 STABILIZATION & -TO DISTURBANCE INITIATING SWM'D'CONVEF SEDIMENT TRAP SPILLWAY LIMI I 6 UI- ULLAHIN(j OFFSET FOR GRAPHICAL TEMPORARY SEEDING WEIR LENGTH 84 SEE SHEET 8 FOR DETAILS PURPOSES. d TREE PRESERVATION \ND PROTECTION ST SEDIMENT TRAP(FUTURE SB#3) SEDIMENT TRAP #1 0 ST DUST CONTROL (SEE SHEET 8 FOR DETAIL) 2.0 Ac. DRAINAGE AREA 3.319 TOTAL STORAGE REQUIRED 268 CY SEDIMENT TRAP SP LL F I 1.4 Ac. DRAINAGE AREA.,,�_ TOTAL STORAGE PROVIDED 1,61 1 CY WEIR LENGTH = 9' 1 00 YR. FEJWA_ TOTAL STORAGE REQUIRED = 187 6 CY BOT70M ELEV 410.00 SEE SHEET 8 FOR DETAII UU-INLU FLOOPLAAIN PHASE I LIMITS OF TOTAL STORAGE PROVIDED = 218' -S .3 CY UBBING CLEARING & GR IOF DAM ELEV 418.00 TOP BOTTOM ELEV 350.00 TOP OF DAM ELEV 354.50 "REFERENCE THE LATEST VERSION OF THE VIRGINIA r EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) t ell IFOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. T 100 0 100 200 300 mm I�Mhf. SCALE: 1"=100' 0 Ai" U 0 co) 0(.0 CE: LU LL z 0 cl) Ljj N Lf) 0 w - C) < C? CT LU ff� LLJ �:j Lu 0 LL z U) 0 5; g) 0 0 CE cr (3) _j EL LLj < < 0 _00 Co U) U I--- I-- F- Z Z CL LU W co 0 0 LL, c) c) 0 �7_ 0 00 U) > CC cc Lij w w LL CL IL o n w w U) U) 5; 5; w w m If m rr cl: LU c\j ,Ln H op IChristopher C. Mulligan Lic. No. 031672 Ub/1 2/22 ""'?IONAL Li Li n n 0 z rr > CL 0 n cf) > 0 Q ill cf) 06 0 C/) 0 Ir LLJ DATE: 12 NOV 21 SCALE: 1": 1001 JOB: 20.1674 WPO: 2021 00063 ,SHEET: 6 OF 19 If /j f I AREAq < r 7�- ,7 IINSTALLATION OF STORM SEWER INLET& OUTFALL INTO SB#2 MUST BE OPERATIONAL PRIOR TO CONVERSIONOI ST#4 INTO THE PERMi Q\AlhA IQ' �Zn j u v RI LIMITS OF LEARING F GRUB-11 IINSTALLATION OF IP STORM SEWER PIPES, STORM SEWER PIPES & INLETS & OUTFALL IN] SB#2 MUST BE FULLT INLETS (CONSTRUCT OPERATIONAL PRIOR TO i STORM SEWER OUTFALL,, REMOVAL OF ST#8 DASHED, BELOW ST#8 TO SB#2 PRIOR TO, ILP CONSTRUCTION - �5' IW SH RA WASH RACK DC t 00 AFAFil" lip IP FUTURE STORM SEWER j IV PIPES & INLETS mu ED L I r TP 17 J SR4 �F f I 111 GA V) -1i IIIf r DA= 1 CE r Y/I D CY/- m m wo so 0. r FUTURE STORM SEWER FIPES & INLETS m SEDIMENT BASIN #3' (SEE SHEET 14 FOR DETAIL), 4.2 AC DRAINAGE AHIZA TOTAL STORAGE REQUIRED = 562.8 CY TOTAL STORAGE PROVIDED = 749.0 CY BOTTOM ELEV = 410.00 SF TOP OF DAM ELEV = 418.50 ULTIMATE LIMITS OF DISTURBANCE SHALL - BE SURROUNDED BY SILT FENCE — — — — uu -- — — — — — — — — — — — — — a 091 SF ALBEMARLE COUNTY STEEP .... SLOPES OVERLAY - MANAGED EXHIBIT 03/23/2021 PRESERVED STEEP SLOPES FROM APPROVED WETLAND AREAS (PER WILD GINGER FI LD SERVICES LOCATION ON ALTA SURVEY BY RGA DATA JULY 24, 2020) WATERS OF THE U.S. (WoUS) SOIL LINE EXISTING ACCESS ROAD (PRIV.) IMITS OF 11 CLEARING & GRUBBING f /V SSW W1. - rl -400 ffl J$ All f SSWR W. LIMITS CLEARING & NOTE: GRUBBING 1 CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF DISTURBANCE IS CONCURRENT WITH, AND DOES NOT ENCROACH INTO THE CRITICAL SLOPES. 2. SILT FENCING SHALL BE UTILIZED AT THE PERIMETER OF ALL CLEARING & GRUBBING AREAS. TREE PROTECTION SHALL BE IMPLEMENTED ADJACENT TO SILT FENCE ON UPHILL SLOPES WHERE APPLICABLE OR AS DIRECTED TO IPRESERVE STANDS OF TREES THAT SHALL REMAIN. 3. PRESERVED STEEP SLOPES (>25%) TO BE MARKED IN THE FIELD BY ALBEMARLE COUNTY ESC INSPECTOR PRIOR TO 4. FIELD MARKERS DELINEATING PRESERVED STEEP SLOPES ARE TO BE MAINTAINED THROUGHOUT THE COURSE OF THE PROJECT AND ARE TO BE REPLACED IF DAMAGED. 5. NO PREMANENT OR TEMPORARY DISTURBANCE OF PRESERVED STEEP SLOPES IS PERMISSIBLE. 7 EBOSION CONTROL PLAN LEGEND CONSTRUCT] [3.0]2 CE SSVIR AM.' ENTRANCE f CONSTRUCTION ROAD STABILIZATION SILT FENCE STORM DRAIN INLET PROTECTION CONVERT TO SEDIMENT BASIN TEMPORARY & STORM SEWER OUTFALL TO DIVERSION DIKE SB#4 PRIOR TO c7 CONSTRUCTION OF UPSTREAM [3.1]3 SEDIMENT TRAP STORM SEWER TO SB#3 I3.114 SEDIMENT BASIN F3. 1 8] OUTLET PROTECTION [3.3]1 TEMPORARY SEEDING :51 TREE PRESERVATION rj AND PROTECTION (oz - F3. 3 9] DUST CONTROL ILIMITS OF CLEARING El I& GRUBBING cj *REFERENCE THE LATEST VERSION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH) > L FOR DETAILS REGARDING INDIVIDUAL CONTROL MEASURES. 100 0 100 200 300 SCALE: 1"=100, W 0(-) CD C\j 0 U) Ld N Lf) 0 < > LLj 4 < U) > 0 co (-) U) L.0 LLI w 0 LL z U) F— z cc 0 5�; O-)90 CC M 0) :I-- a- LLJ U) < u) co u F_ z z a- W W U) 0 0 w Ll :D D 0 00 �Q Q 0 > m Ir Lu w LLJ LL n_ CL o 0 LLI w L0 Li) LLJ op Christopher C. Uc. No. 031672 05/12/22,��%v m CL n 0 cr n 0 n > Lu cf) 06 0 C/) 0 Cr DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 WPO: 202100063 �SHEET: OF 19 V 01 will Fr SEDIMENT TAPS DRIP LINE R DESCRIPTION ST 1 ST 2 ST 3 ST 4 ST 5 ST 6 ST 7 ST 8 ST 9 ST 10 ST 11 ST 12 I ST 13 ST 14 I ° z :. ..,.. ...:.. .,:. .. � .:::::: ,�.:.:. .:::. ..: .:..:.: ::.; :.:� �.: :.;:. .:::. :. ::::.;: � SNOW FENCE n .... ...... . _ ..... ..... :. .... ....... ::::: .... ....... .. ....... .... ..... ....... ......... ........ .. ......... .. ..... .......... auu m DA 3 ,_.. AC.... AC. . , ..1 . C..:.._._ _ ,... _... .:::al I .Iwl � .• .._.... O _. .E7......... 2..1....._._. G A AC. AC. C. AC........ AC.. 1.4 AC.Im ..:........... ...(. r.x.,,..,.:,:,� .Q ..... 2.f1. 1.2 ... �..9.:: . A 1.A . '1.5 1.5 . 1.4 � .... AC.. :..... AC AC. AC. _. 1 :.:::. O.x��.:,.. 9..2 :... (}>~9...:..LO - ;'i'ir' is t '; ;.,.;., :.:....... :... WET VOLUME REQ. 201 CY 140.7 CY 67.0 CY 134 CY 80.4 CY 127.3 CY 127.3 CY 100.5 CY 100.5 CY 93.8 CY 87.1 CY 40.2 CY 80.4 CY 60.3 CY �I &A CE DRY VOLUME REQ. 201 CY 140.7 CY 67.0 CY 134 CY 80.4 CY 127.3 CY 127.3 CY 100.5 CY 100.5 CY 93.8 CY 87.1 CY 40.2 CY 80.4 CY 60.3 CY 11 w N TOTAL VOLUME REQ. 402 CY 281.4 CY 134 CY 268 CY 160.8 CY 254.6 CY 254.6 CY 201 CY 201 CY 187.6 CY 174.2 CY 80.4 CY 160.8 CY 120.6 CY ICD II I °'�' I � m cN,) Lo O SIZE W 24.0 FT 21.8 FT 15.0 FT 21.3 FT 16.5 FT 20.7 FT 20.7 FT 18.4 FT 18.4 FT 17.8 FT 17.1 FT 11.6 FT 16.5 FT 14.3 IFT w 00 Q Tn Q o BOARD FENCE 0A > L 50.0 FT 43.6 FT 30.1 FT 42.5 FT 32.9 FT 41.5 FT 41.5 FT 36.8 FT 36.8 FT 35.6 FT 34.3 FT 23.3 FT 32.9 FT 28.5 FT CORDFENCE J Z ~ ^ l` U) ,:, ,: PERSPECTIVE VIEW - co D - Q U J .:.: :. .>:.. FT .:::..: :::; FT :.:....::...::..: FT ...:....:. _.,._ FT ,<_... ;':.> FT :: ....:..., FT .,...::..::.:::::::>:::::::.: FT �.:::::::::-::...:<<: .: FT ;..:.... FT FT FT FT :. FT :: • . FT o � m PLASTIC FENCE-sT`.r, n•^/r O - z - d- Q OUTLET LENGTH 18 FT 12.6 FT 6 FT 12 FT 7.2 FT 11.4 FT 11.4 FT 9 FT 9 FT 8.4 FT 7.8 FT 3.6 FT 7.2 FT 5.4 FT - Ka , ='.; - > > c� In ....... ........ _.... ... _.-.- CT METHODS OF TREE FENCING - BOTTOM TRAP EL,..rry .. .. •t:.. ..:, .:,. r tiC .r t .. U �.... .:_,. :a fS:. .��Y .. �'. "_" ,:f^i' ��i: �l -..: ,:i, i. " ;;y: v� ♦t. Y y✓ •... � 39 : 0 . ,,.3 20 ,426.00., ,.,.. 0. 0. ..378 00., ,::. 0 `00,., ,�37 : ,r: , ' 0',� ,36 '00:: ':. 0,,: ,:,. „F .,. w ,_., _ ... .. ..4Q 0.. r. ,.. .. .., . 4 4. ..- . , ,4 QO.... :.,:374.0 _F,. 0. _ ... ,,350.p ... ~<..404,00: : 41,400, ., ,,.422p0... 47000,3 ,,,...,,'�h.;,� ,..,��•.>,.,- , .: •+ w W O . _ WET VOL. EL 0 7 3 }., LL CC ,. 0 10 382 23... 4 7$ _.. 6 _>, 7 � 3 8 .... 5 DO ..4 ..1,38�„ �,375,.�Q . 42 .,, 2, 2.. ,., 1., ._ . 4 ,. 1, ,35._ _6, 0.. 0.. 2. .0Q . 4, S U. x Y L .4 3 50. ,. ,� 77:55. <.. 28::50 5 0 <r. 5 ... _ 0 .�. .4 �,40 0 ,. ,38 .7. .. Y 41.0 00, . �., 78 05::• ,.,, 77 50, 3 3 ,353.5 �t_ ,. 0 0:<:. 3,.r �.,. .. .M t L . 3 _ , . , , w �_- .,, 3... ,3 .� 6 2�,, .., 9.,.� 7.1 :.�19r3 .424.75 ,,.472,:9Q,,,.. ,-t V,i rn r m m ... 4. i. ., .. ....• ...... Ni.r. .;:. ,:s' i ..-..u'z ,r,,::, -. .,y.: 'e f..!- .,,_�: .. •.+:.:. v .. ..i::. 6„ r .r :. .,..e, ,. ,.. ,.., -h. r..-. �. - ..,.i, ti.. .. .y. ..:-.. '4r Y '� _,,. ,.... F.: ,. a.. , .�. :.. ' '-' i""^: a�;;.o ii - EL .... ,,. . .. 'n <„< ,�..,,: ,., 1; p-, ,, ::r; ,v s.,.. ;.s' r:. ....ht fx. ....4tr,. ... Q TOP OF BANK 4 5 ,... 37 :�., ,4;,, � � .' ...,.,,.. ...-,,,-.. r. : Q4 55,.. ...., 9 5 .. ,, 6 00 .. ._., 84 . :. . ,4 00.�> ,r 50 r,., ... 8 0.. W ., _,. ,, � �', r.._�. .,. . 9 � �.. ,,. 42 , Q.. 49 , �., m_.3 , ,75 _ 1.1., x�79, _37 ,5 � � 364.50... ,,354.50�. ,..4,08.50_,., 420,33_.. ,.,426,00�.: 48p 0.0,.. .�-? ,,. : WIRE FABRIC YETHY )/ 7 • h a- �gj`.i41 FABRIC (ATTACH AMUNE POST A AM ToPOSTsNTH 1aM Y rCNVENTIOWll. METALWIRE CONCRETE CORRECT TRUNK ARMORING 5' II N MEr11(1) (N nEs) BRACING FOOTING GROUND LINE O AA oncTc sW TRIANGULAR BOARD FENCE PERSPECTIVE VIEW PLASTIC FENCE PERSPECTIVE VIEW METAL FENCE TP TREE PROTECTION FENCING DETAIL SAF SAFETY FENCE DETAIL Nor E scALE 3.38-2 NOT TO SCALE 3.01-1 MINIMUM T 0P WID TH (w) DIVERSIONS REQUIRED FOR SEDIMENT VAAIABLEI III 1. SET POSTS AND EXCAVATE 2. STAPLE WIRE FENCING TO THE A 4'X4'TRENCH UPSLOPE POSTS A EXISTING GROUND VARIABLE" ALONG THE LINE OF POSTS 5:1 }PAAVEME s ELEV. t.a FILTER CLOTH 6' MIN 1t TRA P EMBA NKMEN T S t 67 CU. YDJACRE N ! VARIABLE !� J � `A T 1 / EXISTING GROUND SIDE ELEVATION ACCORDING T O HEIGHT OF �� I - 67CU. YDJACRE - 4 4' MAX. 'I / IIII 1 IIII l EMBA NKMEN T (FEE T) (EXCAVATED) FILTER CLOTH ORIGINAL / GROUND �!✓ B WASH RACK o / �/ ELEV. FLOW 'y� ,.- _ _ OPTIONAL r TYPICAL PARABOLIC DIVERSION "SEE PLATE 3.13.1 COARSE AGGREGATE CLASS I RIPRAP - II II 4, I z CROSS SECTION OF OUTLET = EXISTING w 3. ATTACH THE FILTER FABRIC TO 1 L PAVEMENr lox 81TflAR1rT CLASS I RIPRAP LENGTH IN FEEn= THE WIRE FENCE AND EXTEND 4. BACKFILL AND COMPACT VDOT#1 COURSE �� R INTO THE TRENCH THE EXCAVATED SCIL AGGREGATE B I POSRIVE DRAINAGE TOSEDIMENTTRAPPING I I O W 0.3, nu Wm--,::T t I �� (INACj GE AREA I DEVICE I T I T DIVERSION "MUSTEXTEND FULL WIDTH - - - - - 1.5 0.55 2.0 n� nc.,>� _/ DIKE r• NGRESSANDF PLAN VIEW z 2.0 1.0 2.0y� - / EGRESS OPERATION O Z Z 2.5 1.5 2.5� ;, 3.0 2.0 2.5��-- ,. �� %'` IIII= IIII 3.5 2.5 3.0 HH TYPICAL TRAPEZOIDAL DIVERSION � FLOW - � O O ...�00- 0 o 0 0 4.5 3.5 4.0 / �\ � = I FILTER CLOTH SECTION A -A /""COARSEAGGREGATE/ " EXTENSION OF THE FABRIC AND WIRE INTO THE TRENCH 67 z z 5.0 4.0 4.5 -� cn 111--1I 1T=�1 11-_ lox �,IEXCAVATED' o 0 -III-III-III `- i t AREAFILTER CLOTH �--r., , _ �;, +._. O EXCAVATED AREA I I-T-11 �- ' os' rs� so�au I t I I I a ;a,; ;•. > U U FILTER FABRIC MAX. DEPTH 4' ORIGINAL ll �� now�� -COARSE AGGREGATE SHALL BE VDOT#3.#357 OR 45 I � � WRE I � a_ LLI 0- GROUND m Em 0 p p ELEV. SECTION B-B � LU OUTLET (PERSPECTIVE VIEW) REINFORCED CONCRETE DRAIN SPACE > > W W W SOURCE: VA. DSWC PLATE. 3.13-1 TYPICAL VEE-SHAPED DIVERSION QI)TTTEMPORARY SEDIMENT TRAP SF SILT FENCE DETAIL (W/ WIRE SUPPORT) @�C,0TNSjTRUCTI0N ENTRANCE DETAIL > << NOT TO SCALE NOT TO SCALE E Source: Va. DSWC Plate 3.12-1 3.13-2 3.05-13.02-2 W W TOE REQUIREMENTS FOR ROCK CHECK DAM SEDIMENT BASIN SCHEMATIC W N 2 ACRES OR LESS OF DRAINAGE AREA: N BANK STABILIZATION SILT FENCE ELE VA. TI DNS Q N N � ENDWALL CREST OF EMERGENCY SPILLWAY o 0 FILTER CLOTH UNDERLINER (PREFERRED) DESIGN HIGH WATER �- 8+ (25-YR. STORM ELEV.) I `�9O T N TEMPORARY SWALE CULVERT MIN. 1.0 /� z • TOE OF p,g' FILTER CLOTIi FILL MIN. 1.0 1 -LU (OPTIONAL) (( RISER CREST -- KEY IN 1.5' MIN. 87 C.Y./ AC. .....[. EXISTING GROUND eLER CLOTH (DOWNSTREAM VIEW) FL DRY •STORAGE DDEACTEEPoNc TH 0 Q,L F w G 2:1 OR FLATTER VDOT #1 SLOPES • Er ,Y STORAGE O COARSE AGGREGATE -- 2.5' - C MINIMUM - MIN. 12' DEPTH FLOW TOE OF FILL pET GRAVEL FILTER* 21 S• (WSTORAGE REDUCED RUNOFF WATER t WIFIEMESH D MINIMUM < 2.5 AC. < 5.0 AC. I To 34 C.Y./ ACRE) >.. Christopher C. Mulligan g SILT FENCE 'DISTANCE IS 6FILTERED WATER WIDTH C I'MIN. 1,5' MIN. ' MINIMUM IF FLOW IS ^' II TOWARD EMBANKMENT A �' Lie. NO. D 4' MIN. 6' MIN. FILTER CLOTH L FLOW DESIGN ELEVATIONS WITH CROSS SECTION OUTLET TO SEDIMENT TRAPPING FACILITY EMERGENCY SPILLWAY 2-10 ACRES OF DRAINAGE AREA: - - o /12/ STONE COMINATION SEDIMENT I m 1y' R05/12/22 ii - GRANULAR FILTER CONCRETE GUTTER - a�� FLOW o FLOW g• DESIGN HIGH WATER MIN, 2.0 \ ( SIGN STORM ELEV.) 12" CURB INLET 0.5/o SLOPE MINIMUM MIN.I3.0' SPECIFIC APPLICATION MIN. 0.5•1 THIS METHOD OF INLET PROTECTION IS APPLICABLE AT FILTER CLOTH 3 MIN. 1.0' 1.5' MIN. ^' CURB INLETS WHERE PONDING IN FRONT OF THE a-- FLOW (OPTIONAL) FLOW __- STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR (DOWNSTREAM VIEW) 87 C.Y./ AC. • DRY • S 0RAGE f :: DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED . "•r,�• CLASS I RIPRAP 87 C.Y./ AC. RISER CREST AREAS. 2.5' VDOT /1 •VDOT #3, #357, #5, #56, OR 457 WET STORAGE DEWATERING I DEVICE MIN. SHALL B VD -E OT #3 7 COARSE AGGREGATE - -#35 OR #5COARSEI I I A TE COARSE A W ARE AGGREGATE TO REPLACE - - - - -- - . SILT FENCE IN "HORSESHO ' E WHEN - - - AGGREGATE NIGH VELOCITY OF FLOW IS EXPECTED U) DRAINAGE AREA = 5 ac (MAX) ' FLOW �'r 3 SLOPE = 1 O% (MAX) SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT Q LLJ COARSE AGGREGATE GRAVEL CURB INLET "• EMERGENCY SPILLWAY PROTECTION DETAIL PLAN VIEW MIN. THICKNESS - 6• CULVERT INLET PROTECTION CLA99 I RIPRAP NorToscALE 3 08 (RISER PASSES 25-YR. EVENT) IP NOT TO SCALE SOURCE: Adapted from VDOT Drainage Manual PLATE. 3.19-1SOURCE: VA. DSWC PLATIE. 3.20-1 SOURCE: VA. DSWC PLATE. 3.14-2 -I S T ONE -LINED WA TER WA YS I 1 I -� rr nn OUTLET PROTECTION �P�STORM DRAIN INLET PROTECTION Plate 3.17-2 Source: USDA-SCS NOT TO SCALE 3 18-1 NOT TO SCALE 33 07-1 SHEET: OF 19 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Mana;ement for Development Sites ESTABLISHMENT OF VEGETATIVE COVER Developing a fertile soil is a crucial step in the establishment of vegetation, which can reduce the amount of fertilizer required to maintain good vegetative cover. A fertile soil has the capacity to supply the nutritional needs of the plants being established. Good soil quality characteristics include good soil texture, adequate nutrients available for plant growth, good moisture holding capacity, and the appropriate soil acidity/alkalinity balance (pH). The following is a discussion of the steps needed to ensure good vegetative growth. 1. Soil Tests Soil tests are extremely important and should be conducted on every site. Soil tests provide specific information on the amounts of phosphorus, potassium, calcium and magnesium available for plant uptake and recommends additional amounts as required. Soil tests are crucial for determining the amount of lime needed to obtain an appropriate soil pH for the vegetation being established. Soil test results include recommendations specific to the site and vegetation being grown. Soil tests recommend the amount of plant nutrients and lime needed to promote and maintain good plant growth. Soil tests may be performed by the Cooperative Extension Service Soil Testing Laboratory at VPI & SU, or by a reputable commercial laboratory. Also note that County Extension offices have soil testing supplies and information. Soil tests are not used to determine nitrogen needs. Nitrogen is applied based upon established requirements for the plant to be grown, season of growth, and intended use. 2. Surface Roughening Provide a rough soil surface by stair -step grading, grooving, or tracking the soil to be vegetated or by leaving slopes in a roughened condition by not fine -grading, in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.29). Seed germination is difficult with compacted soils. Rough, loose soil surfaces helps prevent the loss of lime and fertilizer due to runoff, increases water infiltration, and provides seed coverage, which aids in seed germination. 3. Soil Amendments & Soil Quality Materials such as sand, vermiculite, peat, and compost may be added to soil to modify texture, improve structure and increase the moisture holding capacity. It is also recommended to conserve existing soil quality by preserving and reapplying topsoil in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.30). Areas that have been compacted, or where duff or underlying topsoil is removed, should be amended with compost to improve soil quality. 4. Lime Adjusting the soil pl-i between 6.25 to 6.5 is extremely important for grass establishment, especially in the acidic soils of Virginia. A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of denuded sites. However, when a soil test has not been performed, apply 2-tons/acre (90 pounds per 1,000 square feet) of pulverized agricultural grade limestone. Revised 7/17/03 Page 2 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites 5. Fertilizer Never apply more than 1 pound of water soluble nitrogen per 1,000 square feet within a 30 day ep riod. Nitrogen should be applied based upon established requirements of the plant to be grown, season of growth, and intended use. Establishing a uniform dense vegetative cover with a good root system reduces the potential for pollution by decreasing erosion and runoff, increasing the plants ability for nutrient uptake, and reducing pesticide use. A detailed discussion on fertilizer use is provided in the `Updated Fertilizer Specifications and Rates for Establishment' section of this bulletin. 6. Incorporation Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by discing or by other means. Incorporation reduces the potential nutrient loss due to runoff, as well as significantlX increasing the success of establishing a vegetative cover. When surface roughening does not occur prior to the application of lime and fertilizer, `mix' the lime and fertilizer into the soil, at least 4 inches, by the methods described in the 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.29). When incorporation does not occur, and fertilizer and lime is applied directly to a smooth surface, the phosphorus (P205) application rate must be reduced by half because of the limited contact area with soil and the risk of nutrients being lost in runoff. 7. Seeding Selection of plants is based on climate, topography, soils, land use and the planting season. The 1992 Virginia Erosion and Sediment Control Handbook vegetative cover standards and specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34 Bermudagrass & Zoysiagrass, describe in detail the specifications for plant selection. In addition, attached are one -page updates to the vegetative cover standards and specifications, which provide updated fertilizer and lime rates and the seeding schedules for the different physiographic regions of Virginia. 8. Mulching The application of mulch to the soil surface, for both temporary and permanent seeding, is one of the most effective means of controlling runoff and erosion on disturbed land. All permanent seeding must be mulched immediately upon completion of seed application. It is especially important to mulch liberally in mid -summer and prior to winter. Mulching prevents erosion, and thereby pollution, by protecting the soil surface and fostering the growth of vegetation by increasing the moisture content and providing insulation from extreme temperatures. The 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.35) details the mulch specifications and includes a list of the typical materials used to mulch (for example straw, wood chips, and fiber mulch). Revised 7/17/03 Page 3 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Manalrement for Development Sites 9. Hydroseeding Hydroseeding is a mechanical method of applying seed, fertilizer, and mulch to land development sites in one step. This method is efficient in providing an immediate cover to denuded sites; however, the surface must be carefully prepared in order for successful seed germination. Hydroseed on rough, loose surfaces only. Roughen the surface prior to application of hydroseeding, per the specification above and in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.29). Although proper soil pH is crucial in establishing good vegetative cover, lime is usually not included in the hydroseed mix. Therefore, lime should be incorporated into the soil as needed when preparing the site for hydroseeding. To avoid poor seed germination as a result of seed damage during hydroseeding, it is recommended that if the machinery breaks down from 30 minutes to 2 hours, 50% more seed must be added to the tank. Beyond 2 hours, a fill rate of new seed is usually necessary. UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR ESTABLISHMENT Plant nutrients should be applied based upon established requirements of the plant to be grown, season of growth, and intended use, as specified in the 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.31, 3.32, 3.33, and 3.34). The timing and rate of fertilizer application depends on the type of grass. There are basically two types of grasses, warm and cool season grasses. Warm season grasses (Bermuda, Zoysia) are those that go dormant in the winter. Cool season grasses (Fescue, Bluegrass) are those that stay green year round. 1. Recommended Season for Applying Nitrogen Fertilizers The earliest spring application of nitrogen for cool season grasses is six weeks prior to the last average frost date (for example, February 6 for Virginia Beach and March 1 for Roanoke). The latest fall application of nitrogen for cool season grasses is six weeks after the first average frost date (for example, December 29 for Virginia Beach and December 1 for Roanoke). The earliest spring application of nitrogen for warm season grasses is the last average frost date for the region (for example, March 20 for Virginia Beach and April 15 for Roanoke). The latest fall application of nitrogen for warm season grasses is 30 days prior to the average first frost date for the region (for example, October 15 for Virginia Beach and September 20 for Roanoke). 2. Per Application Rates Phosphorus (P) and potassium (K) fertilizer requirements should be determined by a soil test. Never apply more than one (1) pound of water soluble nitrogen per 1,000 square feet within a 30 day, period. The following table itemizes the fertilization rate revisions to standards and specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34 Bermudagrass & Zoysiagrass Establishment. Revised 7/17/03 Page 4 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient ManaMement for Development Sites Summary of Fertili7er Snecifiratinn RavWnnG fnr FGtahlishmPnt of Turf 2003 Urban Nutrient Management Technical Standards & Specifications Bulletin 3.31 Temporary Seeding 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 lbs. / 1,000 fe Mixed Grasses & Legumes 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2 Legume stands only Apply the equivalent of 100 lbs. of phosphate (P205) and 100 lbs. of Potash (K20) per acre. 3.32 Permanent Seeding NO NITROGEN (N Grass stands only 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 Ibs. / 1,000 ft2. NOTE: For cool 3.33 Sodding season grasses apply fertilizer in fall or spring. For warm season grasses apply the fertilizer in late spring or summer only. 10-10-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2. Apply additional 3.34 Bermudagrass & Zoysiagrass Establishment phosphorus and potassium 30-60 days later based on the soil test. Apply an additional equivalent of 1 Ib./1,000 ft of nitrogen when the P & K are applied. 3. Using Fertilizer Analysis to Calculate Nitrogen Rates All fertilizer packages have three numbers present on the package (for example, 10-10-10 or 16- 4-8). These three numbers indicate the percentage of nitrogen (N), phosphorus (PZOS), and Potash (K20) present by weight which is called the N-P-K ratio. For example, a 20 pound bag of 10-6-4 is 10 percent nitrogen (2 lb. of N), 6 percent phosphate (1.2 lb of P205), and 4 percent Potash (0.8 lb. of K20) the remaining is inert material to facilitate even application of fertilizer. The Virginia nutrient management recommendation is to apply no more than 1 lb. of nitrogen per 1,000 square feet within a 30 day period. A fertilization rate of 1 lb. of nitrogen per 1,000 square feet can be obtained for any site by using the fertilizer analyses on the bag and knowing the area of application. Revised 7/17/03 Page 5 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites Fertilizer Bag Reads: Amount to Fertilizer to Apply 1 lb. of nitrogen / 1000 sq.ft. 6-2-0 16.6 lb. 10-10-10 10 lb. 16-4-8 6.2 lb. 20-5-5 5 lb. 2 -3 2-14 4.5 lb. 20 3-7 3.4 lb. 4. Use of Slowly Available Forms of Nitrogen Fertilizer bagswill state the Source or category from which the nitrogen i derived. N'tr < g y og sNitrogen fertilizers have two categories: Water Soluble Nitrogen (i.e., all nitrogen is immediately available); and Slowly Available Nitrogen (i.e., nitrogen is available over an extended period of time). The nitrogen source impacts how grass is fertilized and the rate and timing of application of fertilizer. Choose a fertilizer that has some amount of Slowly Available Nitrogen (SAN). Slowly available nitrogen fertilizers make nitrogen available a little at a time, the way most grasses need it, which reduces both the potential of excess nutrients in runoff and the leaching potential of excess nutrients into groundwater. Sources of SAN are usually stated on the label. It may be stated as % Water Insoluble Nitrogen (WIN), sulfur -coated urea, natural organic nitrogen or other controlled release materials used to coat the fertilizer. The % WIN is usually stated on the fertilizer container, if the % WIN is not listed, assume that all the nitrogen in the fertilizer is water soluble and immediately available. As a general guideline, if the fertilizer has 50% WIN or less, it should be applied in the same manner as readily available nitrogen. If the fertilizer is 50% WIN or greater, it should be applied as a SAN. UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR MANAGEMENT 1. Application of Fertilizer for Maintenance Apply fertilizer when grass is actively growing and can utilize the nutrients. Summer is best for warm season grasses (zoysiagrass and bermudagrass) while the fall months are best for cool season grasses (tall fescue, Kentucky bluegrass, perennial ryegrass). 2. Annual Application Rates A. When applying 100% Water Soluble Nitrogen sources (those that have all the nitrogen immediately available for plant use), the following rates apply: • Never apply more than one (1) pound of water soluble nitrogen per 1,000 square feet within a 30 day period • No more than 3.5 lbs. of nitrogen per 1,000 square feet annually on cool season grass. No more than 4.0 lbs. of nitrogen per 1,000 square feet annually on warm season grass. Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites B. When applying slowly available nitrogen (SAN, WIN, sulfur -coated urea, natural organic nitrogen or other controlled release materials), total annual nitrogen application rates may be adj Listed incrementally by referring to the following figure. The maximum annual nirogen rates when using 50% or greater SAN is as follows: • No more than 5.0 lbs. of nitrogen per 1,000 square feet annually on cool season grass. • No more than 5.5 lbs. of nitrogen per 1,000 square feet annually on warm season grass. Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Mannement for Development Sites C. When aDDlvina maintenance fertilizer on estahlisherl -,od Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is less than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass September 1 1 0 0 October 1 1 0 1 0 Early November 0 0 0 0 April 0 0 0 0 May 0-0.5 0-0.05 1 1 June 0 0 1 0 July/August 0 0 0 1 Yearly Lbs. N/1000 sf 2.5 2.5 2 2 Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass August 15 1.5 1.5 0 0 October 1 1.5 1.5 0 0 April 0 0 1.5 1.5 May 15 0 6 0 0 June 0 0 1.5 1.5 IYearly Lbs. N/1000 sfi 3 1 3 3 1 3 OW CHANNEL STABILIZATION N GRADE 0.5% MIN. 10% MAX. 1. Seed and cover with straw mulch. 2. Seed and cover with Erosion Control Matting or line with sod. 3. 4"-7" stone or recycled concrete equivalent pressed into soil in a minimum 7" layer. Construction Specifications 1. All temporary swales shall have uninterrupted positive grade to an outlet. Spot elevations may be necessary for grades less than 1%. 2. Runoff diverted from a disturbed area shall be conveyed to a sediment trapping device. 3. Runoff diverted from an undisturbed area shall outlet directly into an undisturbed stabilized area at a non -erosive velocity. 4. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and disposed of so as not to interfere with the proper functioning of the swale. 5. The swale shall be excavated or shaped to line, grade and cross section as required to meet the criteria specified herein and be free of bank projections or other irregularities which will impede normal flow. 6. Fill, if necessary, shall be compacted by earth moving equipment. 7. All earth removed and not needed for construction shall be placed so that it will not interfere with the functioning of the swale. 8. Inspection and maintenance must be provided periodically and after each rain event. 0 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites C. When aaDlvina maintenance fertilizer on established sod, Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is less than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass September 1 1 0 0 October 1 1 0 0 Early November 0 0 0 0 April 0 0 0 0 May 0-0.5 0-0.05 1 1 June 1 0 0 1 0 July/August 0 1 0 0 1 Yearly Lbs. N/1000 sf 2.5 1 2.5 2 2 Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass August 15 1.5 1.5 0 0 October 1 1.5 1.5 0 0 April 0 0 1.5 1.5 May 15 1 0 0 0 0 June 1 0 0 1.5 1.5 Yearl Lbs. /1000sfl 3 3 3 3 TABLE 3.31-13 (Revised June 2003) TEMPORARY SEEDING SPECIFICATIONS QUICK REFERENCE FOR ALL REGIONS SEED APPLICATION DATES SPECIES APPLICATION RATES Sept. 1 - Feb. 15 50/50 Mix of Annual Ryegrass (lolium multi- florum) & Cereal (Winter) Rye (Secale cereale) 50 -100 (lbs/acre) Feb. 16 - Apr. 30 Annual Ryegrass (lolium multi-florum) 60 - 100 (lbs/acre) May 1 -Aug. 31 German Millet 50 (lbs/acre) FERTILIZER & LIME * Apply 10-10-10 fertilizer at a rate of 450 lbs. / acre (or 10 lbs. / 1,000 sq. ft.) # Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) NOTE: 1 - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. 2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. 3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Techr # 4, 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs TABLE 3.32-C (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR APPALACHIAN/MOUNTAIN AREA SEED' LAND USE SPECIES APPLICATION RATES Tall Fescue' 90-100% Minimum Care Lawn Perennial Ryegrass2 0-10% (Commercial or Residential) Kentucky Bluegrass' 0-10% TOTAL: 200-250 lbs. Minimum of three (3) up to five (5) varieties High -Maintenance Lawn of Kentucky Bluegrass from approved list TOTAL: 125 lbs. for use in Virginia' Tall Fescue' 128 lbs. General Slope (3:1 or less) Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop3 2 lbs. 20 lbs. TOTAL: 150 lbs. Tall Fescue' 108 lbs. Low -Maintenance Slope Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop3 2 lbs. 20 lbs. (Steeper than 3:1) Crownvetch4 20 lbs. TOTAL: 150 lbs. 1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at http://sudan.cses.vt.edu/html/Turf/turf/publications/publications2.htm] 2 - Perennial Ryegrass will germinate faster and at lower soil temperatures than Tall Fescues, thereby providing cover and erosion resistance for seedbed. 3 - Use seasonal nurse crop in accordance with seeding dates as stated below: March, April - May 15th ......................... Annual Rye May 16th - August 15th .............. I.......... Foxtail Millet August 16th - September, October ........... Annual Rye November - February ............................. Winter Rye 4 - All legume seed must be properly inoculated. If Flatpea is used, increase to 30 lbs/acre. If Weeping Lovegrass is used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40 lbs/acre. FERTILIZER & LIME * Apply 10-20-10 fertilizer at a rate of 500 lbs. / acre (or 12 lbs. / 1,000 sq. ft.) 0 Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) NOTE: - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin # 4. 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs V V z O co LO LIJ c °z @ �E Ef Om uiNo0 W U Q W Q N 2 �> z❑ 0 �Mm I" 0> z>MQ 0��� LLz cwnr_zM O M OO O w Mww W i Q U 0 CL If 0����1,TH OF r C, ` 9 Christopher C. Mulligan Lic. No. 031672 0,� 05/12/22 SSIONAL 0 LL I O z ��j' z o n n < Q U) CO 06 O 0 W LLJ Z UD z cn m O z z U � � �noo w U U ❑ z z � z a o 0 � U U W 0 0 w w w w m � � N N Q N N 0 0 z DATE: 12 NOV 21 SCALE: ---- JOB: 20.1674 WPO: 202100063 SHEET: 9__2F 19 A J6 ALBEMARLE COUNTY STEEP t SLOPES OVERLAY- MANAGED \�YP 62 7 6D A STEEP SLOPES FROM APPROVED EXHIBIT 03/23/2021 PRESERVED W-.,8E11VEDER 1I`8ELVEDqE LAND HOLDINGS N1, NIF "Y" ZQNING: R4 WETLAND AREAS (PER WILD GINGER Al PU77 � I — - -�` ZO NMD IN, "I0, FIELD SERVICES LOCATION ON ALTA 'xow- "-,6 " 1% 1� f III , - I I g 4 f 4, .49'1,.v11.1U4 T!", S U RVEY BY RGA DATA J U LY 24, 2020) v If y g . ... ... 4, WATERS OF THE U.S. (WOUS) 11f �vq SOIL LINE W 'g W > w jj -' 1 '111 1 1 1 1 , A A �0 IlTr 7, Al 100 YR. FE�M EXISTING ACCESS ROAD (PRIV.) 141, DEFINED F�,001JR.-Illy gk- v 4, �Xi�4FI It I -j zy— j N wd Aejr�,�V -y Ig V 4 VAK "T 5 N —D Xf 13' --- ---,:Iv" —9 74 N� n TWP 62FI tv, �k It MU—,"ff a�i I e TWU 'Net, �;%,-, Ri TO- e DUNLORA COMMUNITY H 41j, 1 ASSOCIATION INC. IF /7, r A N-, �Tc :;,�-Iu.' I!Jl 4--- %N., L ZONING: R4 A 6*E4�eropMe IA/ _n k aij 'n "JA WETLA Ry (PER WG If 9 QN, '0; '000 F 11 '00/ lD Qevelopmeht_y A R EAj T m- i 7v%;1vp!Tent t A �v SSWR MH. j Z f IN -�Pr6ZevelopmenCD11, y A,> 4:2,�,acres . ...... . . Tc 0.5'rgin,., 7 f '4 t TMP 62FI —131 Wa-62— 16A DUNLORA COMMUNITY ASSOCIATION INC. E L & ANN P' ZONING: R4 -11, 4/j F PHILL'Ifs, WbIAND AREAS (PEER IIYGF) owl 70 10 ZO��IING: R4 J Pro, uevelopment-C2- �4 Pil j '00 N 611-- '4� '-,36Cactei— -2' PF/0 I Tc //J N 01f LIPE 7 000* Pfe pev4lopm�in�'�' ov Td =1 2.1 ft bN 611 /)z r AOL 1-0.83,acre, F1 TA �j 41 elopM E�z 11.02dros�' SSWR AM. p p rp ri 11C F= 2.4 rl N;K� 14� .00 < t 1, reovi. �pjetn?vy t )'Peveldpment .58 acres Tc�=\13'mih N= 61 j r WETLAND ARE4S >e C-1 (PER 1,YC j Cl —Y Pre peve -EVr C�d acr TWP 62-76C F IV" \v,wheetpow 40� e -,8 57 acre j 0.51,acres -91opment B S- T6-1 5Aln —Tcr ---M.4—min f LN ZONING: R4 4! f //J -1 000 00 r # SSWR mHf. C, If -��IJlPrp UeVqI(?PMqhfP2 4.fig4c ps I/ i ol 000 Vvr, I LjIlvLQ1iKLAZ:P, I c Jul-rn10 f f �y WU() y le eAlf-Y'Il'up �-FEW I�z fly A LLC —A TMP 62FI CL B DUNLOR ZONING: R4 J e rriefit,03 Pro. Dev. 3.64 apr If --T rh n t NO R EA S f fp (PER WGF)k lop 100 YR. FO/W y 000 DEFINED FLOOY)PLAIN j f— — — — — — — — — — — 00 r —j TWP 62-16C t 100 0 100 200 300 I m m m IN m SCALE: 1=100' E 'S _�MH. ZONING: R4 U LD (C) o') LL, C\j CD C\j 0 U) Ljj N Lp 0 U) 0 0 c? �J) co j LD < �) ��; �s 0 C/) Ijj -T U) Lu (D LL] w 0 LL z U) z CL 0 5; 0) 0 0 M CE CY) I iE Gel CL LLJ cy) fr n U) 0 (j) U) U I-- F- �= z z o- LLJ LLJ 2 2 2 2 U) 0 0 w U U) z D D 0 0 0 U) C) C) > CE: m w LLJ w CL CL (2 0 w w Cf) U) < < co (D (D 1 1 1 rr 0� Cq C\j C\j C\j w 0 0 < n cQ, C) 0 j- op P t`,p Christopher C. Mulligan Lic. No. 031672 05/12/22 0 N A L LU n LIJ 0 < Cc > n < n Li nr- >Cf) > q 0 0 LU n- DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 WPO: 202100063 112 HEET: 10 OF 19 / . , r-,l III I ) � �,,_ J " I I 1.1,:;�� \. , /-.'-, <,/ - -_ ( � A L---\.J( . _/ .) � ", -1 (� /,��, I 1�_, �:�, r-" . \ �_ __ - __1_1, / " Y�_, �/ , I �_ __ 1) - _\ - -� _�__ I I.- � - � I - - y 111,,,,� ,\, /, � , :-,� - I- __ '\ I , , -t -'\ - - [ /z, � F 'I- - \ \', -\ ( I _ I,,, - - \ 1\ I , � " _�� -:�, -\ - / rp, , "__4, IN I,- A -I_ _'�_ � `� --J /- I ,� - � , -�,, --- \ \ I � ;\ -, / / � A . 'I " _% 1, , / � J� � " , I , �\ � - 1"'� ,� / & _j X��,��,'-)� mwg 4-!:::, � e j(1 ,,, �;r, x--, , �, \ \Y11 / / t -),,j #V� ...... ... � - � t \�,\ I'll I I t A -A, �i J hj�% 0,,?" 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No. 031672 05/12/22 % . \�011�1151 ��JC)N - :�i LU 0 < i - z I < � Z rr > :� n 0- [-- < �7 , a_ LU rr :2 7�; U) a_ 0 > 0 1 M _.j > �;7 LLJ r-) I �_ D UD r-) no I -I, DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 - WPO: �SHEET: 1 1- OF _1 9 � -IN --- "I ��-, � - ". I " -. - ^.-. - 1. '� ., : - '.. � . . I I I \ I , - � , 11 � L�W _,,','�, ,2 1_' e ,.� / 1) __ . "., , - . - , - " _/4' , * � . I , , '. " , � - f 1-1. I ) � � . , / -1, � -_ - _ �� W�_ I 1 I � " - "" ,.*'- I - . - . - I - 1, r , ,,�- � -� r- I . '. - - " � .'. - I . , / ", WETLAND AREAS (PER WILD GINGER .11 11, ) � : , � . I * _., �,'. - ". , . 11 I - � -_ . . I , `�',',, �7�,,�,, ��, - I I I I - - 0 i � _ �� I .. ..,.�_.._ "]\, '-- -\, FIELD SERVICES LOCATION ON ALTA ,_ � I , f- x I , - - 1_;1 - i "' � '_ - . 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No. 031672 05/12/22 % . \�011�1151 ��JC)N - :�i LU 0 < i - z I < � Z rr > :� n 0- [-- < �7 , a_ LU rr :2 7�; U) a_ 0 > 0 1 M _.j > �;7 LLJ r-) I �_ D UD r-) no I -I, DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 - WPO: �SHEET: 1 1- OF _1 9 :�i LU 0 < i - z I < � Z rr > :� n 0- [-- < �7 , a_ LU rr :2 7�; U) a_ 0 > 0 1 M _.j > �;7 LLJ r-) I �_ D UD r-) no I -I, DATE: 12 NOV 21 SCALE: 1": 100' JOB: 20.1674 - WPO: �SHEET: 1 1- OF _1 9 II . . . . . TOP=3,36.2' Pre -Developed #1 Post -Developed #1 4 - - TEEP y IN11=319.9' ALBEMARLE COUNTY S DA 1 0.53 ac. 7 DA 11.6 ac. -MANAGED CN=62 0 (1 inch) 0.0 cfs SLOPES OVERLAY Q (2) 3.74 ofs STEEP SLOPES FROM APPROVED Q (1 inch) 0.0 cfs t U (2) 9.08 cfs Q (1 0) 5.54 cfs EXHIBIT 03/23/202 PRESERVED 0(100) 74.0 ofs 0 (1 0) 27.4 cfs WETLAND AREAS (PER WILD GINGER Q (1 00) 70.5 cfs FIELD SERVICES LOCATION ON ALTA IS U RVEY BY RGA DATA J U LY 24, 2020) Id IIr TERS OF THE U.S. (WoUS) Z// WA I TING ACCESS ROAD (PRIV.) SOIL LINE A EXIS I 00 YR. f !WA Ilit, DEFINED I 00DPLA If\ -.T'.;;,.0ffsite All j 8 Acres 0.23 acres I CN 60 A r m r To 5 iq 7 IIWETLAND /AR (PER ros Dev. Sheefflow wGrl Post -Developed #3 -le 71 Filt PA= 1.39 Acres' r -Developed #3 '*-L ev-61 :P4 DA=28.0 acres' A DA =3.61 ac. DA 6.96 ac. n 8 min CN 61 CN= 61 0(1 inch) 0.0 cfs N ",ST PRI�SERVED 15 in �,-7 Q (2) 5.39 cfs 0 (1 inch) 0.0 cfs \DA,=;;8,.,g6, (\,/ \1 ) / // if i -\ \ \ � I `z UPENSPACE Q (2) 5.23 cfs Q (1 0) 12.93 cfs Sheefflow A Q (1 00) 29.4 cfs I 2 0 (I 0) 16.4 ofs IND NO 1A, =11.6 acres SSWR M1 /CN - Q (1 00) 42.9 cfs . . ... 'P�,STURBANCE 61 ":)ost DeV.'03' Level Spreader Req'd 3A= 7.06 Acres r vERMITTED' 7nt ON 73 at Concertrated Outfall wev Location �o Tn 10 min Q(1 -inch)= 0.03 cfs A) 226 acres =�/4-5,ACRES Q(10)=5.6cfs -�ON 7 IMin IDA=225 acres ;;S �CN 80 IV V Tvi B -5 7 Post-Dev.#2 Pre -Developed #2 DA 4.55 ac. 'er'� Level Spreader Req'd -,��and, Aff A r DA =2.35 ac. CN= 62 I0 (1 inch) 0.0 cfs /Post evelopmentA3 / / -- , � 0 (1 inch) 0.15 cfs 1-* ---- -- 0A 2.20 Acres I.V I r res 2 Q (2) 4.72 cfs Q 2.94cfs AS )CN 78 If ( IQ (1 0) = 9.46 cfs 12r / i f ( � �, 0) 12.4 cfs 5 min 23.8 cfs L �%FV. Q (1 00) 25.2 of so -Dev.El Post =0.27 acres ILevel Spreader Req'd 76 > DA =0.27 ac. IPost Dev. 10 50 acres Q (1 inch) 0.00 cis 5 rpin, 7-1- M�w -1. 1 3 acres Q (2) 0.70 cfs -CN 76 0 (1 0) 1.40 ofs f- 65 7- 79 njig ITo 5 min IJ /�T '�ND (I 00) 2.82 of s IIFotals w/o Retention acres Pre -Developed #8 Exist. Concentrated Natural Outfall ost Dev. 'E3' Post-Dev.#8 t DA = 1.85 ac. 'CN 61 CN= 61 (2) LEVEL SPREADERS -El & E2 D 7F Q (1 inch) 0.0 cfs z DA =1.30 ac. I 1�� 0 Q (2) 1.41 cfs 0 (1 inch) 0.01 cfs VR A. (1 0) 4.28 of s Q (2) 2.47 cfs )evelo'pment 83 r - Q (1 0) 5.46 cfs (I 00) 1 1 . 1 cfs 7.78 acres s y Q (1 00) 11.8 cfs P6 Dev. CN 83 DA=0.52 7 To 12 Min -Developed #4 Pre -Developed #4 Post CN 76 DA = 1 1. 1 7 ac. OwTvf DA 10.31 ac. To 5 min :lost-Dev.E2 -eve[ Spreader Req'd Q (I inch) 0.0 cfs CN= 62 (R DA =2.35 ac. Tilter' Q (1 inch) 0.0 cfs Q (2) = 4.36 cfs e y, /d i� d Q (1 0) = 26.4 of s ion/ ion/ L /S Q (1 inch) 0.00 cfs Q (2) = 3.59 cfs Q (1 0) = 23.6 of s 0 (1 00) 32.3 of 9 Q (2) = 1.34 cfs Q k I 00) 62.2 cfs . ..... ... 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'I, - \ -1 - \ 1� I I I / / .�' - I-, -_ I " 1-1 \ e � I / - , __ 'I-, '\ 1� I -I-- / "I �' � '11� \ \ , I \ -7 / /�/'� / /, ____ I I '-, -�' " � , , I r __ SI3#1 CONVERSION TO SWM A ' I I I Water -Tight Connections (HPDE Pipe - Manholes & Inlets): I I I I �__ SWM1 DISTILLING POND RISER— I F— STA 14+32.01 1 THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, I I or WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE TOP 396.65 - I - — INV OUT 392.25 (SWM1 DISTILLING POND TO SAND FILTER RISER)- — — CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL E I i I'll/ I I I 11 — CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF I THE PIPE. I I '/ - . THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR I / . - NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F i __/ :7/_ 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. SWM1 SAND FILTER RISER — I STA 13+28.79 DISWILLIN.G-P" I . TOP 394.40- 1 —INV IN 390.00 (SWM1 DISTILLING POND TO SAND FILTER RISER) - I INV OUT 386.00 (SAND FILTER TO DRY POOL)- TOP OF DAM = 402.UU - [ I . I ;;;,I / - I CONVERSION TO ::FI= I I &MINIMUM TOP WIDTH I.,—, � - 60" S,B. RISER I I __ I - . �__ _+ I I — — I TOP=375.00 —FI--- I �� I _1 . - __ _rAii _ti�_19,,r)pipii I I/ \----.- � I --OUT __Q(_ --Q(ly I- __80%-Reduation-_4 . ALL -CRITERION- - __ __ -pireff�2:42-Efg-_ Pcyst)-- t;94-qf� ... "' '- -'"' " — REMOVE CMP I @? INVERT=369.00=FANTI-VORTEX & INSTALL- (l)-8"ORIFIII - INSTALL TRASH -RACK I 9 INVERT=w6.25 SWM 1 DRY POOL RISER INSTALL- (I)-6"ORIFII "."--- - __ qTA1 ? -i- RF; 817) -1U YH I ____ - - I:f ___ _._::::::::::::::::::::� I r- --I 1 YR 2YR / / I V_ �= __/ . _j QR1 - 'i�v �@-a--18" , . -1 - I I I I �CU I I \1 V r rl 1 =,)04J 1 .UV i+_ INV OUT 370.00 (SB1 DRY POOL F_ - ____I _1 _____.___ ------- _________ .- - --.-- - " T - OP 374.60 TO BOTTOM BASIN) - - __ - ---. _ ___ , - ___ ___T_ = - ___ __ . I - I I - - S131 BOTTOM RISER = - STA 11 +09.39 - TOP 373.25 - -INV OUT 356.00 (SB1 BOTTOM OUTFALL)- T ,-- — i I 1 00 YR WSE = 374.34 I— 1 0 YR. WSE = 371.63 -LEVEL - 2 YR� WSE � 368. I -1 _D�TENTIION- 1 YR WSE = 366-54 _ WQV= 15,762 C.F. F9 @ NWSE=364.00 — i 71- 1 -1 I -EXTENDED PLUNGE-POOLS-9 r2AND-FILTUERS- ;;" 1 . - I I 1--_ ot I I I _ TOP OF DAM = 376.25 8'MINIMUM TOP WIDTH . I I TOP OF DAM = 375.35 - 8'MINIMUM TOP WIDTH I .1 — - I I I - I -100YR 1, — ----- 11 \___ ---- � - �/�19?1 - - .3 o— I I — i iI I _____ - 10 YR— I 1-11 I OUTLET 7 �=��' 7 = — M== — - :::::_'�_ / �_ PROTECTION / --- ___ / ____T_ � I — �_ SEE DETAIL OP1 - =/C- =ION SHEET *1 7 / '7 - __ -2 e__� �� YR - -� - 1 YR 4 (o �_ I �_' ' CONCRETE SPILLWAY INV.=375.25 I I - 2:1 S.S, BOTTOM = 24' I - ARMOUR BACKSLOPE w/ 50 c.y. CL. I - (SEE DETAILS) — . _` - I-- I I __ __ - 1 - ____�____ T-= I - 7�_ - - - . - . _/ __ I I I 4:� 88 * 2r,2- n - 4L`(§L '------4--J I I — I ____ � - _'� 2- -I- __ . . . . �:_ OUTFALL ELEV: 354.00 - - .1 I I I I I I I I (� M r_� �r) n I (� ';I- 'z4: �0 PI) I — M Lo Ln C6 6 (0 r-, M n I CD c) �N_ .4 rl� (0 Co CY) n I LO r" LO CO . _�: C() r-- 0) CO r') I (0 �') Lb �0 . . 00 M M cr) ;: I Co N - . �� I I 10+00 11+00 12+00 13+00 SWM POND 1 PROFILE 14+00 lu H:1"=:40'; V:1"=10' 40 0 40 80 120 0 1 %%M&%!!!!!!! 0 40 SCALE: 1"=40' PROFILE SCALE 430 425 420 415 410 405 400 395 385 380 375 370 355 350 r _'� * U rg 4% 0 U C) C,#) z C4Q Q0 0) , ,� '�E L') M ' C 1 C180 () c\:) 0- 2� cc: cc,y)j :�E 0 v) uj C\J " j 0 w 0 N y 4 < U� :� (? I -- I,- CO -1 7= �) LLT r-- ::) ) < . � < 0 �� 5; �) 5; (�6 Q -1 U) 0 vJ '4- :D Lu ^ Lij F - 0 =- 2 C/) - z cc: LL 0 5; q) 0 0 , Cn CM) fr ((::,Y)) -OEJ: a'_: LIJ U) < I �D < I_- � (-) 9 0 9144 %, __/ z U) co _N 0 I-- I— I- z z 0_ LU LU E 2 :5- (-) 7�; :�i U) 0 0 L'j 0 (-) U �: �: U) z z z D :D 0 00 Ln c) (-) > EF_ cc LIJ LLI Lij Cc EL D_ o 0 LLI LLI �g U) ��> >Lu I M I CC I < < �'- ( (D 00 .5 M M I . I I N N N N (N::) L11 !;� NO �q �q 0 2�i - � 4 L0 0 C) b - N \ I z I I I I I I 1 4$01 1 �11 op P �� 11 N -f 4� :� I I � - 11 If .,4,* Christopher C. Mulligan Lic. No. 11� 031672 1 ;P $ 01�� 05/12/22 G 'S�'S� I Q N A L 0- :W In 0 z 0 : W cc: Ill > _.j > �7 :� �7 0 0 < n n r-) ;7 rr :E (75 0 IL I �-� T_ M D UD r"') � DATE: __"� 12 NOV 21 SCALE: - 11:1"=40'. V:1"=101 JOB: 20.1674 WPO: 1 --------- VSHEET: 13- OF 19 430 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 350 1 111171 g1:1:11Iq 111� I ! I i k I I �4 4 111 Ji 14 Z h M d FIFIJUr"12 Mi Me. 4,611 � 14 Z k illt_Y�V lynk SEDIMENT TRAP #4 `" } / / I % J / (SEE SHEET 8 FOR DETAIL) 410 2.0 Ac. DRAINAGE AREA a / / % / TOTAL STORAGE REQUIRED = 268,0 CY TOTAL STORAGE PROVIDED = 419.6 CY BOTTOM ELEV = 400.00 { € 3 � {"" dk 4 4 J ( TOP OF DAM ELEV = 406.00 1 -", t . F +/ .s s gf / 1 ? kaxa SEDIMENT TRAP SPILLWAY •�,,�� s� WEIR LENGTH - 12' SEE SHEET 8 FOR DETAILS \ d\ x^ a � _ �. _ $ ,.�a� -w^s`� }.., J `,•,, / ut k r .� �. F s >✓ _ '-i ��r � \ �. CL: 1 RIP RAP 1 1 F� 1 r L \ \ EMERGENCY SPILLWAY r� z ,'ak \ INVERT 369.75�,, -/'� ` xr >'.: t 1 \ y - 1 i' 1 �,�/"r ,� 3+ e �r.x s `"k »t...a q„v."r• �'l J`� ,� e-- \ ` •.. €. L 16' 3 1 S-SLOPES _... \ 7>n J >� SEDIMENT BASIN #2 -' y \ _. ' � L ,..-- er^" �^"'.� E *c'4 ,r r ✓ s.. __. r xkt�: e c y K ku. . (SEE SHEET 15 FOR DETAIL) / - '+, , :� �' ter,-r.r.-., ..ALL `�f g-y -••�.` ",._. _.--_.4 �. _�._;.� :: �,.s:.�,•; �.,�..�r \ -.� f kr.. �, p k �, t g, xi"3 J" 6.61 ACRE DRAINAGE AREA q TOP OF DAM n \ sr MIN. WIDTH = 8' ~ w -/`mj STORAGE READ = 885.7 CY ° 4' „G• Y. �g TOP ELEV. = 382.00 STORAGE PROV D = 1339.4 CY � �, �" � �x �,.�.•� � �.:�� .,� �.. ~ � _ �,.. _., .M- ,' i. �. � � ( BOTTOM ELEV. = 368.00 '✓ �` / TOP OF DAM J / x-,� _ / ✓ .�( TOP OF DAM ELEV. = 382.67 �\ MIN. WIDTH = 8'` \ / \ 370.00 ✓ r� \ �I"_ d 1 �, / / / `//' -'/mil / // / / / ,y �, /� S.B. RISER TOP=377.90 - / / / . / / / / ✓ ✓f o ✓ /r OUTLET PROTECTION kt SEE DETAILS I1 s e �_ - /. •..- �' OP2 (SEE DETAIL) '" f / / ,,at` � r h �� �ti mow' '' a �� z , ✓„„,„. f / / / �'` / / / / f,. / �. 1' / % �y � \ _ % -�..� �.� '` _ �' % / / -�•' s',.-,-�"' =,;,1•- ` t^?t" � sue" , i"�r,�'� •/ _..- -"" _.-- ..- ,/ / d / ,.- '/' -''' �' % / %\ \•.\. •/._,'' �.-�l/'' � / / / f f / / / % % f.''a z z."t`F xa� Y-`` r.�' a '� r* / r,s i / "'� / ,/ 1' / ,,.s / !'J ✓ ✓ `" � ./ / �, S / / J ' t ✓ / / / / / J f / *`'*d �i * T``. -.. ,r w' , her w .A .a `"a+�% ✓ / �� •.'' / ✓✓'" 1/\i t 1efN 5 II 1 / / ✓/./ / // %/./�.<f ✓x///.// �/ d �/ '�/ ///// // %,/ ✓/ / /� ✓J/ 'd- su SEDIMENT TP #4 T DI ENT BASIN #2 " ■ H■ 1 ® H■ 2 ESC PLAN NOTE: DURING PH. 1, CONSTRUCTION SEDIMENT TRAP #4 SHALL BE UTILIZED. AS CONTRIBUTING` AREAS BECOME MORE STABILIZED, AND ST#4 IS NO LONGER NECESSARY FOR ESC CONTROLS, INSTALL DI-1 AND OUTLET PIPE INTO SB#2 AS ILLUSTRATED. - - - -- r---- - ---- -----r----- " -� -SEDIME T TRAP_#4._ ..__ ST4 RISER STA 14+62.20-------- - TO P 403.65 - - INV OUT 394.00 (ST4 OUTFALL)_ _ -- - -SB2 TOP RISER STA 9.11 377. _ TOP 377.90- IN 372.00 (ST4 OUTFALL) --INV OUT 364.00 (SB2 TOP OUTFALL) - - - -- f --INV - - - - -- - -SEDIMENT _BASIN-# -- �- - _�--- SB2 BOTTOM RISER STA 11 +21.15 TOP 367.08 INV OUT 362.00 (SB2 BOTTOM OUTFALL)- PIPE PRIOR TO CONVERSION OF ST#4 TO THE FINAL SWM'B' FACILITY IMMEDIATELY - y "- _ '"-- -- OUTFALL ELEV: 361.00 - _ OUTLET PROTECTION SEE DETAIL OP2 - ON SHEET 17 - _ O� N 06 N O co CO L co dam- O LO aj co d d 10+00 11+00 12+00 13+00 SB2 PROFILE H:1 "=40'; V:1 "=10' fill rr x zll al- J i�tb y x i u z I/ I\a afF �jy p F � p ES 1g Y \ i I i ; J A t \'AF? '. rEAya ( I\ 1\ \ o OUTLET PROTECTION t i r ( SEE DETAIL OP2A I G > ""' ON SHEET 17 \ - _j % 430 430 425 425 420 420 415 415 410 410 405 405 400 400 395 395 390 390 385 385 380 380 375 375 370 370 365 365 360 360 355 355 350 350 = OUTLET PROTECTION / -/ ' .,Pp nFTAH nP9r. / 1 ON SHEET 17 i� CONVERSION TO SWM 'B' DI-1 INLET & OUTFALL - -rnD-AOQ ag 1 i, 1 a w x "'Nat _ r� a s - x 5 k a Y� " n✓ Water -Tight Connections HPDE Pipe - Manholes & Inlets):_ g p 100 YR WSE = 405.51 10 YR. WSE = 404.32 INSTALL DI-1 INLET -- 2 YR WSE = 403.87 TOP=403.65 THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, 1 YR WSE = 403.72 -® WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE -_--�- -- CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL I- ST4 RISER CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF STA 14+62.20 THE PIPE. TOP 403.65_ INV OUT 394.00 (ST4 OUTFALL)-- REMOVE CMP - THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC - - - - .ANTI VORTEX & - OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM 100 YR WSE = 380.64 " _ ^-- Y - ---- __ ----- - INSTALL TRASH -RACK F 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 -MANHOLE CONNECTIONS. . = 10 YRWSE 378.80 -•__._._____.....____. TOP OF DAM = 408,00 2 YR WSE = 377.64 - 8' MINIMUM TOP 1 YR WSE = 376.76 SB2 TOP RISER - 100 YR - CONVERSION TO _ -STA 13+09.11 - -- ------ -10 YR--- 1 YR= 2YR- - - 60" S.B. RISER - TOP 377.90 - - ----- _ TOP=377,90 ---INV IN 372.00 (ST4 OUTFALL)---/�-� dTFAL�ERFERIE}N- - INSTALL - (1)-12" ORIFII -INV OUT 364.00 (SB2 TOP OUTFACE) - -Q(1-yr._-pre)--r- 46-cfs-- a INVERT=376.05 - 5Z%Re 100 YR WSE = 368.87 REMOVE CMP - - 10 YR. WSE = 367.36 2 YR WSE = 363.58 - INSTALL TRASH-RACK- -_ 1 YR WSE = 363.23 1i - WQV= 3,783 C.F. CONVERSION TO _ �- -� -- @ NWSE=362.00 60" S.B. RISER - TOP=367.00 TOP OF DAM SB2 BOTTOM RISER INSTALL - (2)-12" ORIFII - = 382.00 INSTALL DI-1 & OUTLET PIPE 8' MINIMUM TOP STA 11 +21.15 @ INVERT=362.75 WIDTH _ r IMMEDIATELY PRIOR TO INSTALL - (3)-0.5" ORIFII - 100 YR TOP 367.0 "�--------- _ CONVERSION OF ST#4 TO - THE FINAL SWM B FACILITY INV OUT 362.00 (SB2 BOTTOM OUTFALL)------ @ INVERT=362.00 - 10 YR - REMOVE CMP 13- -`- ANTI -VORTEX & TOP OF DAM = 370.00 INSTALL TRASH -RACK - -- FI�GRAGION-FILTE�i'B' 8' MINIMUM TOP WIDTH -- -- - 100YR 10 YR------�--- - Af _ (Tv-* df)-/-K-*(hf d)(ff)- - -- - 2 YR_ 1 YRi-1-7E/ - f - - -- 6-1'=2�� _-- OUTFACE ELEV: 361.00 OUTLET PROTECTION SEE DETAIL OP2 ON SHEET 17 ---•- a� O N 0) 0-5 N- o 00 o m u> O �f CDa� o 0� Lo O � of Ln ~ o CD 14+00 15+00 10+00 11+00 12+00 13+00 SWM POND 2 PROFILE H:1 "=40'; V:1 "=10' �1 1 10 14+00 15+00 40 80 120 430 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 350 0 40 PROFILE SCALE z O z z 0 U U z z U) z 0 0 O Y) 0 w rr Cc 00 cn cn m cc Q Q m CL Er N N WNN Q N N 0 0 0 O r N z o�4o ALT H OP vr� f� 9 Christopher C. Mulligan Lic. No. 031672 4' 0., 05/12/22 SS/0NAL E�_ III z gW J � > g z o �� °� o o CL 0 > J C/) DATE: 12 NOV 21 SCALE: H:1 "=40'• V:1 "=10' JOB: 20.1674 WPO: 202100063 SHEET: 140F 19 SEDIMENT BASIN #3 PHASE 1 ESC - PLAN SWM D - FILTRATION FACILITY W/ DOWNSTREAM CONNECTION TO SWM E /� J /l J 1 1 � '•°�.. -... J --'" � � t' ! / / / / / /l / /l // t 11 /� // / !/ // / / J 1 J 1 ~' �--r` r 1 � � I / /�1 t ,1 � // / / / /I � ' � � l ( � J \ i -` ---- --• -" •- -- �._ -' I / / l J ( / / / 1 / / / / j ! / l / l � � I \ ><. � �_ __ 'y �. ' I / I J / l / / / / / ' ;° J ( ( J �._--_.-.-_ --_""_---'-"-'-� � / I l l / / / r I l l / / ! / / l / l 1 ."- / i � J •....- -- '-' -_.. _/ J l l / r / ! ,f J l �/ J /f / � 1 FOR SWM 402A +00 \ !l i\ / / // / '' / ! j / / / l / j / ! j '✓ - 11+00 \ % /100YRWSE=411.79 r 10 YR. WSE = 414.98 1 YR WSE = 413.46 , / � 06 p \ I / =� _ / 74 / WOV = 6,544 C.F. 0 �_ @ NWSE = 413.25 ' \ / PF SEDIMENT BASIN #3 (SEE SHEET 14 FOR DETAIL) 12+00/ / / / ! 4.2 AC DRAINAGE AREA / // �J 1 I ` 1 /� /l 12+0 TOTAL STORAGE REQUIRED = .8 CY 749i TOTAL STORAGE PROVIDED = 749.0 CY � " -•-.,, 1 � _ BOTTOM ELEV = 410.00 J / ! / / / / / / • / ! / �/ / / TOP OF DAM ELEV = 418.50 SEDIMENT BASIN 3 SHALL BE A SEDIMENT BASIN 3 SHALL BE A / / / / \ ` l / / SEDIMENT TRAP UNTIL THE STORM SEDIMENT TRAP UNTIL THE STORM f / i / / / l \ �' O / SEWER OUTFALL INTO SEDIMENT / / / _ / / / t / -^ -- / SEWER OUTFACE INTO SEDIMENT � / , 1 \ �� �. _ ! BASIN 4 IS CONSTRUCTED (LIMIT � � / :.. � JAC�NT- ! / 1 / / / CONTRIBUTING DRAINAGE AREA TO / / / "i''"r' ' ' LUNGE POOL BASIN 4 IS CONSTRUCTED LIMIT / :a... CONTRIBUTING DRAINAGE AREA TO / f / / / / - _ - _ - - / / / LESS THAN 3 ACRES) NOTE: DIVERT / / / / ! / �� P EL. = 213: 5 -- -- - / / / \ / RUNOFF TO SB#4 UNTIL SB#3 BASIN LESS THAN 3 ACRES) NOTE: DIVERT / / / / i l - - / / 1EDETAILS ALL RUNOFF TO SB#4 UNTIL BASIN &OUTFACE INTO SB#4 IS FULLY & SWM'D' OUTFALL IS OPERATIONAL / / / / / - -. _ / / INSTALLED & OPERATIONAL / CONVERSION OF 36"S.B.RISER- / TO PERMANENT- _ - TOP=413.25 � l -- / � AFTER OUTFALL PIPE, OUTLET 6-1" HOLES 2 COLUMNS INV.=410 00 COLUMNS _ / / / / / / / / / / / / \ _ _ PROTECTION AND DOWNSTREAM ~ - v_ _ - - _ - / / / / / 1 i ' / / / / / 41i - INV.= - -_CONVEYANCESYSTEMIS ---_ _ // / // // // / �/ // / /� OPERATIONAL, INSTALL SWM D -- // RISER AND UNPLUG CONNECTION // 1211 MI PIPE, PREVIOUSLY INSTALLED - _ / / / / / / / - - 36" RCP RISER TOP = 413.25 - - - - - -- - / / / / , ,� / / / / / Af _ - -4 - - - - SEDIMENT TRAP SPILLWAY ` _ - _ _ -- - _ , / / / / // / / / / _ - WEIR LENGTH =9'-,/// SEE SHEET 8 FOR DETAILS _ _✓ - _ - _- _ - -- _ __- _ _ _ _ -._ / /,� // / / // // / I _ e -- -___ - - r _ _. _ __ - _- --" m O . 0 435 430 425 420 415 Water -Tight Connections (HPDE Pipe - Manholes & Inlets): 435 430 425 420 415 - � --'� --- -- -- -- THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF THE PIPE. THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. 1 SEDIMENT BASIN #3 - (SEE SHEET 14 FOR DETAIL) - 4.2AC DRAINAGE AREA - - TOTAL STORAGE REQUIRED = .8 CY - 749 TOTAL STORAGE PROVIDED = 749.0 CY BOTTOM ELEV = 410.00 TOP OF DAM ELEV = 418.50 1 TOP OF DAM = 418.80 : 8' MINIMUM TOP WIDTH _ _ - F -- - - - 410 410 405 400 395 405 400 395 36" S.B. RISER w/ ANTI -VORTEX DEVICE TOP=413.25 INV,(OUT) = 406.00 _3„ a r 20' - 24" HDPE @ 10.71 % SB#3 OUTFALL PIPE _ 60 L.F. OF 18" HPDE _ -- INV.(OUT) = 402.00 --� _ _ 390 �- FUTURE STORM SEWER -- SYSTEM TO CONNECT SWM'D'-- OUTFALL INTO SWM'E' 390 _ - _ _� - - _ �_-__ 385 _ SEE,SHEEI IC . 385 FOR SB#4 & pQ� _.--.- _.._ �� 380 380 SWM'E' - 2°- -- ----...._ -- --- _ CONVERSION 375 375 -- 370 370 - 365 OUTFALL ELEV: 366.00 365 _ - OUTLET360 360 PROTECTION _ SEE DETAIL OP3 ---- ON SHEET 17--'-- ' � 355 00 O O c� 00 Q) O N 06 N o N (D - o O o N in cfl r 355 10+00 11+00 12+00 13+00 14+00 15+00 SB3 PROFILE H:1'=40'; V:1"=10' 41 1 40 SI 120 10 CONVERSION OF 435 435 430 430 425 425 420 420 415 415 410 410 405 405 400 400 395 395 390 390 385 385 380 380 375 375 370 370 OE 365 365 360 360 355 355 10+00 11+00 12+00 13+00 14+00 15+00 SWM POND 3 PROFILE H:1 "=40'; V:1 "=10' 36" S.B. RISER TO PERMANENT TOP=413.25 -100 YR WSE = 417.79 6-1" HOLES 2 COLUMNS -10 YR. WSE = 414.98 INV.=410.00 - 2 YR WSE = 413.85 INV.=411.00 -1 YR WSE = 413.46 WOV = 6,544 C.F. - @ NWSE = 413.25 ------ _ -- - -- --_- LT E��.�-RA1��QN_F_�.LTER_ _ _ _ _ REFURBISH OR INSTALL TRASH RACK/ANTI-VORTEX T �-�Q�����_ 2 = 8rZ 5_1�- TOP OF DAM = 418.80 8' MINIMUM TOP WIDTH 100 YR SPILLWAY = 417.25 - _ 8 WEIR LENGTH, 2:1 S.S. 20 C.Y. CL 1 RIPRAP w/F,F. FULL DEPTH = 18", KEY 12".- - 100 YR- Fi�TRATION 'D-rS-TORAFE•-VOL T'v _ � M� _ - _ _ - - - - - 10 YR- YR 2 0 - - - - - - 1 �R - - - - - ---- v = �544-c:f:--- - - - -- - -- TV = 411.50 - - - @- levaiior-r=-41-"1-5E}- - - SAN FILTER UNDER -DRAIN 6" PERFORATED UNDERDRAIN w/12" STONE JACKET WRAPPED IN F.F. INVERT=406.00 MIN. SLOPE=1% CONNECTS TO, SWM E VIA DOWNSTREAM -FUTURE- STORM SEWER SYSTEM ---- _ �6,��I° �- ---- -- ��'t�Q� - - 20' - 24" NDPE @ 10.71% -FUTURE STORM SEWER SYSTEM TO - CONNECT SWM'D' OUTFACE INTO SWM'E' - ` (FUTURE PH. 3 STORM SEWER SYSTEM) � --� � --- OUTFACE ELEV: 366.00 - -- -- OUTLET - __-- - - - _ PROTECTION SEE DETAIL OP3 -' ON SHEET 17 ---- � a- r0.j OR O a� � N cp O N �_ � o O o cy V N coo ti d 0 40 PROFILE SCALE U z � o� Q� �UJ 0--- z 0 Cc C\j O� wNo0 j o= Q z w j V � � OD- p�•l uw-. z cwi� � z O>- moo cn = Q U �LTH OF f� Christopher C. Mulligan Lic. No. 031672 ��°.� 05/12/22 l��v �SS10NAL '0 el z O --� z - z LLJ U Q � z � O In o> m U) 5 0' JOB: z o z z � O O w U U � z z � z � O O � U U w w w W W w w m � � ~ N Q N 0 0 15- N DATE: 12 NOV 21 SCALE: H: 1 "=40' V: 1 SWM E - FILTRATION FACILITY w/ RUNOFF REDUCTION ' ' • 4 - 60" RCP RISER TOP=378.00 SEE RISER &— \ DE -WATERING " DETAILS Z— _.. \ _ 370 \ 11+00 \ /ell )DPLAIN 'ism SHEET 19 FOR DETAIL) k / ( l / / / / / 7.5 DRAINAGE AREA TOTAL STORAGE REQUIRED = 2,345.0 C ___--------10+00 SEDIMENT BASIN #4 / OTAL STORAGE PROVIDED = 4,335.2 CY EMERGENCY / / t OTTOM ELEV = 368.00 e Y_ J / _ is ; ,�,- �, % / ,`�+✓� / / a / / __ / ( ) ) SPILLWAY OUTFACE , /FOP OF DAM _ / // (SEE DETAIL) ' tt // 2 x. •- �a { '� ^"`� rr; ems:.: z - ri %/�'*. ,, ,fs� n c}..;; +'�+.1......_ —.. �--� % e / / / % / / /> t / •% / i / / `'3y+, a ,*. Y{C:,_xgi y ��; ,: "4'�i F ,/'.0 R f� # AS�v :,� � kl k`. 4 { �.A* t ^.a ..._.^ .-.✓ _-..... -�... �..._ ./ / J / + / t / t / t / �:. ± � �� Jd n �r `'a SST �.+^ ti �,J �3 �sf `4. , .y --." '�� a d �- / / ,.�' y / ./ / / / / / l / / / / / / f / / / t / t / t t / ,✓ J � € b {}td'i"C ^�. *"' if `� ?. �' .x.�'"�; �i �� _ �� � `'�� i�}4-*'�'�'� ��,� ,., �. ..--.' "w� y� "'... '�^ ✓� -'y / ..,/ / / / t''. / / / ! i / / ,% / / / t s, / / t / / / / ,` a i` 5''; ...' `� � y, ..-- '' � / / ...' r ./ / �+ % /J / % '✓ `''' t ,i 1 R s4 l` .r+K^ 2, t§ Rea -re6 Yp 5R ^"R 400 395 390 385 380 375 370 365 360 355 350 345 340 335 1 Water -Tight Connections (HPDE Pipe - Manholes & Inlets): SB4 RISER STA 13+27.56 TOP 378.00- OUT 362.00 (SB4 OUTFALL)- — THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF THE PIPE. THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F 25101 ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. ---•-- SEDIMENT BASIN #4 SEE SHEET 19 FOR DETAIL) 7.5 DRAINAGE AREA TOTAL STORAGE REQUIRED = 2,345.0 C STORAGE PROVIDED = 4,335.2 CY OTTOM ELEV = 368.00 �01? OF DAM FLEV_ 382.67 _ _ �uTOTAL -- OUTLET PROTECTION SEE DETAIL OP4 ON SHEET 17 �•--_'� _��`� --—_ — — _ - -- - _ — 136 -24 HDP€ @-1 4 �J OUTFALL ELEV: 360.00 ----- - --- N N 0 � m N O LO � m O O m p Q � [" m dc0 r- Co 400 395 390 385 380 375 370 365 360 355 350 345 340 335 �• gam... � � � - - --- ____ ---- -µ' -' `'- �•�_ — � _.. ,-- _.- I DE ISING AL TOP = 390" 1301TOM4,388.55 EE DETAILS / \ UNLORA SUBDIVISION — rr�� FUTURE STORM SEWER ' ,`\ � 1 3170� 1 � 1 I� 1 11 WE . \ - I 1 / I O �� / ✓ / / \ / / ,J // /, / i 12 SEE SHEET 1-1 FOR SWM D / / / % /CONVFR ION '-_. ..--^ ...._.. -•..•, Wes. ". ,:. •may! � j�z� x < 7x., � x j � t'' ✓- ...,-,. �� "� - + w' / � � / / � �/ / / �/ ,!' / �/ / / / ,� �' XI tR 45 .`c'\._'... ..-�- / r �nf 3.�� x�.+�� �' � \r,�• 1 -,. ,.�'` `y `� l r� t" � �._.- �� �-1 � % / '� t ,% t t / / t '/ t '/ / �,/� °/ / / / � � �t � ,, z� �-� �.�� �� �` f� �� . f -,.� .m.,, ..,:__ .w.,., � �_ _... � / / 1 s / / j •,, t t / t t t / ,, r,, ,s / �" s �,.,^""F et.r.:. �,� 1'"' a ,art ¢ ,... �aN. u✓..,,..s'dt � ;9..../ ..^^" ,y, / / / / / J / / / t e / / t / j / �'a q rf;r �„ .'� �s y � ,1 ..✓ ,-x :: t <. ` _/ / ✓" yy / ,f i s/ / % / ,/� / f t —r'agi J s „^"i':+ > ++?„':�~ �„ �•-- .... - ,s '`"re 'r'w �# i f \ a-•-- / / .ice ./ "/ ✓"� .J' / / .,/ / / / / / / p„� / / 400 395 390 385 380 375 370 365 360 355 350 345 340 335 OUTFALL CRITERIO SB4 RISER STA 13+27.56 TOP 378.00 INV OUT 362.00 (SB4 OUTFALL) TOP OF DAM = 382.00 8' MINIMUM TOP WIDTH EMERGENCY OVERFLOW-- INV. = 381.50 - 8' WEIR LENGTH, 2:1 S.S OUTLET - 30 c.y. CL.1 RIP -RAP w/ PROTECTION - UNDERLYING F.F SEE DETAIL OP4 ON SHEET 17 OUTFALL ELEV: 360.00 2 PAIR OF 6" PERFORATED - UNDERDRAINS w/12" STONE - JACKET WRAPPED IN F.F. - INVERT=372.00 - MIN. SLOPE=1%_ 100 YR WSE = 380.05 10 YR. WSE = 377.85 — CONVERSION FROM -• 2 YR WSE = 374.10 60" S.B. RISER 1 YR WSE = 373.04 TOP=378.00 WqV= 15,530 C.F. INSTALL - (1)-8" ORIFII - @ NWSE=371.60 @ INVERT=371,60 _ INSTALL - (2)-8" ORIFII - @ INVERT=372.60 _ REMOVE ANTI -VORTEX ti I DEVICE &INSTALL TRASH - RACK (SEE DETAIL) -4— 100YR— �� 10 2 YR --- 1 YR FILTRATION-' "STORA E-VOLUME( ACF{-r- -v—(0-75)-Ty - ---r - Ievailon = 368:15— ©I- 7;805-e - — O O Co O N O N O m �} (D p O 0-) 10+00 11+00 12+00 13+00 14+00 10+00 11+00 12+00 13+00 14+00 SB4 PROFILE SWM POND 4 PROFILE H:1 "=40'; V:1 "=10' H:1 "=40'; V:1 "=101 41 1 41 80 120 SCALE:1 10 400 395 390 385 380 375 370 365 360 355 350 345 340 335 0 40 PROFILE SCALE U U Q z oLo Lo N C Z m O U) Lli W U Q > 9 _ �z U)�� z0 ❑��m U)U) 0 ° � � LLz U)r-z20 O j m O O mw Mrr Qw U h� z O z z U) O O w U U z O L O O W U_ a_ a_ 0 0 U) w w m M � N N w o 0 QN CC\1 ❑ d� 'Lo O O O •- N z TH OF 9 Christopher C. Mulligan Lic. No. 031672 05/12/22 S81ONAL E� W 0 z O C!� > z z O U �Ca Q n z Er O U) n O> J U) D U) DATE: 12 NOV 21 SCALE: H:1 "=30'` V:1 "=10' JOB: 20.1674 WPO: 202100063 SHEET: 6-oL 19 oP OUTLET PROTECTION SPECIFICATIONS CL I RIP -RAP KEYED 12" o CINTO NATURAL GROUND' o 24" PIPE C01�0 = 12.5 Is OP1 � 18" MIN. DEPTH W/ UNDERLYING F.F r APRON LENGTH = 12.0' 3DO =6.0' LA = 12.0' W=DO+LA=14.0' oP OUTLET PROTECTION SPECIFICATIONS CL I RIP -RAP KEYED 12" INTO NATURAL GROUND OP1 A N 18" MIN. DEPTH W/ ; UNDERLYING F.F APRON LENGTH = 20' 3DO = 9.0' LA = 20' W=DO+LA=23' o F 36" PIPE 0i C010 = 37.95 cfs oP OUTLET PROTECTION SPECIFICATIONS CL I RIP -RAP KEYED 12" INTO NATURAL GROUND OP1 B N 18" MIN. DEPTH W/ ; UNDERLYING F.F APRON LENGTH = 22' 3D0 = 6.0' LA=22' W=DO+LA=24' o 24" PIPE (.()1'0 = 36.57 cfs oP OUTLET PROTECTION SPECIFICATIONS CL I RIP -RAP KEYED 12" �? AN NATURAL GROUND 18" PIPE ==31.4 OP2 c0v 18" MIN. DEPTH W/ �,r UNDERLYING F.F I Ulf APRON LENGTH = 22' 3DO = 4.5' LA = 22' W=DO+LA=26.5' oP OUTLET PROTECTION SPECIFICATIONS CL I RIP -RAP KEYED 12" o -'INTO NATURAL GROUND0 E-- 24" PIPE Q10 = 25.3 cfs OP2A N 18" MIN. DEPTH W/ 05 UNDERLYING F.F ��`-� APRON LENGTH = 20' 3DO = 6.0' LA = 20' W=DO+LA=26.0' oP OUTLET PROTECTION SPECIFICATIONS VDOT #3 AGGREGATE./ 17CKEYED 6" INTO OP2B r NATURAL GROUND �)'.� N F- g" PIPE ==0.50 18" MIN. DEPTH W/ UNDERLYING F.F�1 APRON LENGTH = 6' 3DO = 2.0' LA=6' W=DO+LA=8.0' oP OUTLET PROTECTION SPECIFICATIONS KEYED 6" INTO NATURAL OP2C `V GROUND 18" MIN. DEPTH W/ �tUNDERLYING F.F APRON LENGTH = 6' 3DO = 2.0' LA = 6' W=DO+LA=8.0' 8" PIPE Q10 = 0.50 cfs CV Es EMERGENCY SPILLWAY SPECIFICATIONS 100 YEAR TOP OF DAM W.S.E.=374.35 WIDTH= 8' @ r, rvn-ri�n, ES#1 EMERGENCY SPILLWAY ELEVATION= 374.35 Es EMERGENCY SPILLWAY SPECIFICATIONS 100 YEAR TOP OF DAM W.S.E.=368.89 WIDTH= 8' @ ELEVATION= 370.00 ES#2 ----------/-------/-� - - - - - rr ( i \1 /-\ ( J 7 20' BOTTOM OF EMERGENCY SPILLWAY WEIR LENGTH SPILLWAY BREADTH= 8' @ 18" CL I RIP -RAP ELEVATION= 368.50 2:1 SIDE SLOPES Es EMERGENCY SPILLWAY SPECIFICATIONS 100 YEAR TOP OF DAM W.S.E.=417.79 WIDTH= 8' @ ELEVATION= 418.80 -�- 1 / EMERGENCY ,}� 8' BOTTOM OF SPILLWAY �/� tl-- SPILLWAY WEIR ELEVATION= 417.25 LENGTH 18" CL I RIP -RAP Es EMERGENCY SPILLWAY SPECIFICATIONS TOP OF DAM WIDTH= 8' @ ELEVATION= 382.00 100 YEAR ES#4 W.S.E.=380.05 EMERGENCY � � 8' BOTTOM OF SPILLWAY SPILLWAY WEIR ELEVATION= 381.50 LENGTH 18" CL I RIP -RAP 2:1 SIDE SLOPES oP OUTLET PROTECTION SPECIFICATIONS CCL I RIP -RAP KEYED 12" 1 INTO NATURAL GROUND, 1 18" PIPE ==30.6 OP3 N 18" MIN. DEPTH W/ UNDERLYING F.F APRON LENGTH = 22.0' 3DO = 4.5' LA = 22.0' W = DO + LA = 23.5' oP OUTLET PROTECTION SPECIFICATIONS ES EMERGENCY SPILLWAY SPECIFICATIONS 100 YEAR TOP OF DAM W.S.E.=376.15 WIDTH= 8' @ ELEVATION= 376.25 ES#1A .- - - - - - - - - - - -------� 24' BOTTOM OF SPILLWAY WEIR EMERGENCY LENGTH SPILLWAY ELEVATION= 375.25 6" CONCRETE ES#1AARMOUR BACKSLOPE CREST OF DAM 8' TOP TOP OF DAM ELEVATION= 375.25 OF DAM ELEVATION= 376.25 24" HDPE PIPE -.- OUTLET PROTECTION If r (SEE DETAIL OP1 B) --- 6" CONCRETE 24" MIN CL. I RIP -RAP CONCRETE DEMISHING WALL SWM 'A' TOP WALL BOTTOM WALL = 388.5 3,000 PSI CONC. WALL w/#3 REBAR ® 8" 0/C VERTICAL ALT. SIDES FROM STEM INTO FOUNDATION HORIZONTAL SPACING 12" 0/C ( ALL REBAR 3" MIN. FROM OUTER) 12" CONCRETE DEMISHING WALL - SWM 'B' TOP WALL = 376.00 -� BOTTOM WALL = 368.0 CL I RIP -RAP KEYED 12 INTO NATURAL GROUND OP4 `t 18" MIN. DEPTH W/ o � 24" PIPE C010 = 12.1 cfsUNDERLYING F.F� APRON LENGTH = 12' 3DO = 6.0' LA = 12' W=DO+LA=14' SHEET FLOW MEASURE-UNCAPTURED, NON-SWM AREAS " PROVIDE MINIMUM 6" FREEBOARD BETWEEN TOP OF SIDE SLOPE AND DESIGN HIGH WATER 4' MI try N GI _ SHEE`r FLOW MIN - 2' SIDE SLOPE TO �- MIN PRACTICE PA.C/EMENT SECTION 3'. DROP OFi FILTER S VE"GRIP h�AMrw ,ftl, rjlall�i°`�` , SUBGRAgE-.����,� IIw'. ,. . :Ili 1 I Ib.I NIAX =1 I .1=11 _��%r l�c�� IjI J I -`►. � d �:! i ��^! ! ��_!! 11, -�! I � i 1;=�_�"; .��� , =:1 I I �� FILTER IFABRtC"I � ��� I I�-1,��.:^� ;:� ,, �C�,�,�,�,,�fA , EIII_(l �11I.�,lI^II_,l►�1I II! lI�I I __,,_fl( Il II_ll I/� ~1 LINING AS'SPECIFIED'BY, vl :. _:lA!=. 1 I % % 1 I=- DESIGN ENGINEER TOi I.! I! _. II I f i! I CLEAN WASHED GRAVEL ! PREVENT SUBGRADE �1-. 11 � 1 I I I ..I �( 1 I_I I I I..- I I I i I I I 1 I I I . � 1 III III + I (. I►! l I - SATURATION ,IlilI41 MINIMUM WITH li�1III! II11��--iiif,!l;;II1= TT{i r:t1SIDE SLOPEpS .IiII-1 I.11- u'+� f1t fI4_ III --II` llt_-IHsc;'t�- .il-Iytt�lCit(I{'�fi1-W�_f1d'I�Iit�.l.. f, 1 .-�11-.III 41; iil ~!tr 161- 111 _11 NOTE: UTILIZE MEASURE AS NECESSARY OR REQUIRED TO PREVENT RE -CONCENTRATION OF RUNOFF FROM ADJACENT IMPERVIOUS SURFACES. REAR YARDS SHALL BE DIRECTED TO AN APPROVED SWM FACILITY WHEN POSSIBLE. CONCENTRATED RUNOFF LEAVING THE REAR YARD TOWARD STEEP SLOPES WITHOUT SHEET -FLOW MANAGEMENT OR STORM -WATER MANAGEMENT CONTROLS IS PROHIBITED. 12" 3, 000 PSI CONC. WALL w/#3 REBAR @ 8" O/C VERTICAL ALT. SIDES FROM STEM INTO FOUNDATION LEVEL SPREADER-POA 2, POA 3 & POA 8-E1 &E2 KEY LEVEL SPREADER INTO EXISTING GRADE RIPRAP PLUNGE POOL RIPRAP APRON `' �/�`► 6" X 6' TREATED TIMBERS OR CONCRETE LIP a _ LENGTH OF LEVEL SPREADER 0-0% ` LIP TO BE BASED ON DESIGN FLOW AND ALLOWABLE VELOCITY y M - TOP OF LEVEL SPREADER SHALL BE FLAT H -1-3 IN. COURSE AGGREGATE / OR OTHER LINING AS j DESIGNED FOR STABILITY PLAN VIEW DIMENSION BASED ON UNDISTURBED EXISTING GRADE DESIGN DISCHARGE Fit -TER ) OR LESS. IF VEGETATED FILTER STRIP OR CONSERVED _ 2"MIN OPEN SPACE: FIRST i0 FEET LESS 3' MIN TFIAN 10' MIN �\ 3' MIN 'MIN. DEPTH BASED ON rj�ej REQUIRED STONE SIZE 1 I f PROFILE Figure 2.6: Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space Version 1.9, March 1, 2011 SEE SHEET 12 FOR LOCATION & DIMENSIONS Page 8 of 20 SWM A PLUNGE POOL WEIR BOX 3 ROWS OF (2)-1 " HOLES DI-1 INV.=37.00 TOP = 374.60 100 YR. ELEV. = 376.15 INV.=371.00 INV.=372.00� CONCRETE SPILLWAY ELEV. = 375.25 04.60 24" RCP 7 o I o BOTTOM OF POND--j --INV = 370.00 ELEV. = 370.00 INV = 364.00 STD DI-1 WIER BOX 01111M." SECURE DI-1 GRATE TOP TO STRUCTURE SWM D UPPER FILTER PLUNGE POOL DEWATERING 3 ROWS OF (2)-l" HOLES DI-1 INV.=406.00 TOP = 413.25 INV.=407.00 100 YR. ELEV. = 417.79 INV.=408.00� 100 YR OVERFLOW INV. = 417.25 07.2 0, 18" RCP BOTTOM OF POND--J \--INV = 406.00 ELEV. = 406.00 INV = 402.00 HORIZONTAL SPACING ST'D DI-1 12" 0/C ( ALL REBAR WIER BOX 3" MIN. FROM OUTER) SECURE DI-1 IIIIII II I .y GRATE TOP mTO STRUCTURE TYPICAL DAM SECTION 8.0' IMPERVIOUS CLAY CORE 2' MAX. FROM TOP ELEV. ( COEFFICIENT OF PERMEABILITY EQUAL TO 1 X 107 CM/SEC. ) 2.0' 2 1 VARIES l/l l I 1 2 lll�� VAR./ll��l VAR. / EXIST. GRADE 1 4' MIN. 1 /Ill' 1 4. 0' EMBANKMENT MATERIAL ( SELECT BORROW COMPACT TO 95% MAX. DENSITY NOTES: AS DETERMINED BY THE MODIFIED PROCTOR METHOD ASTM D-1557 ) 1. STRIP AND SALVAGE TOPSOIL FROM EXISTING GRADE WITHIN THE TOE OF SLOPES PRIOR TO CONSTRUCTING THE EARTH DAM EMBANKMENT. 2. PLACE SALVAGED TOPSOIL ON EARTH DAM SIDE SLOPES, SEED, FERTILIZE AND MULCH IN ACCORDANCE WITH VDOT SECTION 603. 3. MATERIAL EXCAVATED FROM THE CLAY CORE AREA MAY BE USED AS EMBANKMENT MATERIAL IF APPROVED BY THE ENGINEER. 4. THE CONTRACTOR SHALL MAKE A DETERMINATION AS TO THE SOIL CONDITIONS THAT EXIST AT THE SITE. IF UNSUITABLE SOILS ARE ENCOUNTERED ( CBR OF 4 OR LESS ), THE CONTRACTOR SHALL UNDERCUT THE EMBANKMENT BASE A TOTAL OF 4' BELOW GRADE WITHIN THE TOE OF SLOPES AND PLACE SELECT BORROW MATERIAL. 5. THE CONTRACTOR SHALL CONSTRUCT THE EARTH DAM EMBANKMENT IN ACCORDANCE WITH VDOT STANDARD SPECIFICATIONS FOR CONSTRUCTION SECTION 303. zU F-� V Oco) z O rn r (48 cc Z_ 0C/) wN(L OD0 U W U Q zc'3 pLrnm V LD> 0C>/) •+ LLZ w Ww0 r��LcnzCc Oj rn00 Q_ Cr 0) iz a Q U W z 0 z z U � � O 0 w ❑ z z Cf) z � � LD 0 0 U7 U U W Iz CL a_ 0 0 C/) U) w w Ir CE m m N N O O Q N N LO 0 0 O *- N z o����yTH OF Gj�Gl � f� Christopher C. Mulligan Lic. No. 031672 `vim ��°� 05/12/22 �SsIONAL ��Cs DATE: 12 NOV 21 SCALE: ---- JOB: 20.1674 WPO: 202100063 SHEET: 170F 19 Project Name-, ,DUNLURAFARMS=.80.77 Acres. Date: T.,18-NIar 22' BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open space or reforested land Managed Turf acres -- disturb ed, edded for b a `}1r` yards or other turf to be mowed/managed 2.30 3877 0 37 { Impervious Cover (acres) 27 50 „ 27.50 i forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 83 0 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 . Total Phosphorus (TP) EMC (mg1L) 0.26 Total Nitrogen (TN) EMC (mg/L) ; 1.86 [Target TP Load (lb/acre/yr) 0,41 P) (unitless correction factor) 0.90 Runoff Coefficients (RV) A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0,26 0.22 0.25 Impervious Cover 0.95 0.95 0.95 am 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 data input cells constant values calcilat mn cells D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK Q.�00 OK. 4 96 OK. OK. 363 101 °,,: 44S 209Yt, i,..' 34�6 OK. '' 3.63 d Q 9.�15, ; 96 r yx OK. .1 .209 . ; ,4 OK. OK. OK. OK. OK. Site Treatment Volume (ft) Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (fta) TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) TP LOAD REDUCTION ACHIEVED (Ib/yr) .r. ,..:'$ ZO ,... 190a,., 7. _ . 3 ?.9.. ,.»._, ... } 9.:y TP LOAD REMAINING (Ib/yr) NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) . t'.r .,4 91.r,; < ., ,....6.?9, ^s„ ,. ,.25,Q7n •`a` .,, .,511` 7,,,, , °`„�i �, .�.,27 0 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) TP LOAD REDUCTION REQUIRED (lb/yr) 45 02 n TP LOAD REDUCTION ACHIEVED (lb/yr) 2$ 69 TP LOAD REMAINING (Ib/yr) SO 54 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 16.33 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) REMAINING POST -DEVELOPMENT NITROGEN LOAD LEVEL .SPREADER & GRAVEL DIAPHRAGMS: A PEA GRAVEL DIAPHRAGM AT THE TOP OF THE SLOPE IS REQUIRED FOR BOTH CONSERVED OPEN SPACE AND VEGETATED FILTER STRIPS THAT RECEIVE SHEETFLOW. THE PEA GRAVEL DIAPHRAGM IS CREATED BY EXCAVATING A 2-FOOT WIDE AND I -FOOT DEEP TRENCH THAT RUNS ON THE SAME CONTOUR AT THE TOP OF THE FILTER STRIP. THE DIAPHRAGM SERVES TWO PURPOSES. FIRST, IT ACTS AS A PRETREATMENT DEVICE, SETTLING OUT SEDIMENT PARTICLES BEFORE THEY REACH THE PRACTICE. SECOND, IT ACTS AS A LEVEL SPREADER, MAINTAINING SHEET FLOW AS RUNOFF FLOWS OVER THE FILTER STRIP. REFER TO FIGURE 2.2. • THE FLOW SHOULD TRAVEL OVER THE IMPERVIOUS AREA AND TO THE PRACTICE AS SHEET FLOW AND THEN DROP AT LEAST 2 INCHES ONTO THE GRAVEL DIAPHRAGM. THE DROP HELPS TO PREVENT RUNOFF FROM RUNNING LATERALLY ALONG THE PAVEMENT EDGE, WHERE GRIT AND DEBRIS TEND TO BUILD UP (THUS ALLOWING BY-PASS OF THE FILTER STRIP). • A LAYER OF FILTER FABRIC SHOULD BE PLACED BETWEEN THE GRAVEL AND THE UNDERLYING SOIL TRENCH. • IF THE CONTRIBUTING DRAINAGE AREA IS. STEEP (6% SLOPE OR GREATER), THEN LARGER STONE (CLEAN BANK -RUN GRAVEL THAT MEETS VDOT 957 GRADE) SHOULD BE USED IN THE DIAPHRAGM. • IF THE CONTRIBUTING DRAINAGE AREA IS SOLELY TURF (E.G., SPORTS FIELD), THEN THE GRAVEL DIAPHRAGM MAY BE ELIMINATED. CONSTRUCTION SEQUENCE FOR LEVEL SPREADER IMPLMENTATION LEVEL SPREADERS CAN BE WITHIN THE LIMITS OF DISTURBANCE DURING CONSTRUCTION. THE FOLLOWING PROCEDURES SHOULD BE FOLLOWED DURING CONSTRUCTION: • BEFORE SITE WORK BEGINS, OUTLET PROTECTION BOUNDARIES SHOULD BE CLEARLY MARKED. • ONLY VEHICULAR TRAFFIC USED FOR CONSTRUCTION SHOULD BE ALLOWED WITHIN 10 FEET OF THE OUTLET BOUNDARY. • IF EXISTING TOPSOIL IS STRIPPED DURING GRADING, IT SHALL BE STOCKPILED FOR LATER USE. • CONSTRUCTION RUNOFF SHOULD BE DIRECTED AWAY FROM THE LEVEL SPREADER USING APPROPRIATE EROSION CONTROL MEASURES AND A DIVERSION DIKE OR OTHER MEASURE. • CONSTRUCTION OF THE GRAVEL DIAPHRAGM OR ELS SHALL NOT COMMENCE UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED AND PERIMETER E&S CONTROLS HAVE BEEN REMOVED AND CLEANED OUT. • LEVEL SPREADER APRONS REQUIRE LIGHT GRADING TO ACHIEVE DESIRED ELEVATIONS AND SLOPES. THIS SHOULD BE DONE WITH TRACKED VEHICLES TO PREVENT COMPACTION. TOPSOIL AND OR COMPOST AMENDMENTS SHOULD BE INCORPORATED EVENLY ACROSS THE AREA, STABILIZED WITH SEED, AND PROTECTED BY BIODEGRADABLE EROSION CONTROL MATTING OR BLANKETS. • STORMWATER SHOULD NOT BE DIVERTED INTO THE LEVEL SPREADER UNTIL THE UPSTREAM AREAS ARE WELL TURF COVERED IN DENSE AND WELL ESTABLISHED YARD AREAS. SAND FILTER MATERIAL SPECIFICATION SAND CLEAN SILICA BASED COARSE SAND (AASHTO M-6/ASTM C-33). ORGANIC LAYER THE COMPOST SHALL CONFORM TO THE REQUIREMENTS CONTAINED IN STORMWATER DESIGN SPECIFICATION NO. 4 (SOIL COMPOST AMENDMENTS) SECTION 6.5. UNDERDRAIN USE 4 TO 6 INCH (AS NEEDED BASED ON DRAINAGE AREA) RIGID PERFORATED PIPE. MEETING ASTM F758 OR ASTM F949 WITH MAXIMUM PERFORATION DIMENSIONS OF 3/8 INCH AND A MINIMUM PERFORATION INLET AREA OF 1.76 SQUARE INCHES PER LINEAR FOOT OF PIPE. UNDERDRAIN PIPE SUPPLIED WITH PRECISION -MACHINED SLOTS PROVIDES GREATER INTAKE CAPACITY AND SUPERIOR CLOG -RESISTANT DRAINAGE OF FLUIDS AS COMPARED TO STANDARD ROUND-HOLEPERFORATED PIPE. SLOTTED UNDERDRAIN REDUCES ENTRANCE VELOCITY INTO THE PIPE, THEREBY REDUCING THE POSSIBILITY THAT SOLIDS WILL BE CARRIED INTO THE SYSTEM. SLOT ROWS CAN GENERALLY BE POSITIONED SYMMETRICALLY OR ASYMMETRICALLY AROUND THE PIPE CIRCUMFERENCE, DEPENDING UPON THE APPLICATION. FILTER FABRIC FOR USE UNDER THE TURF OR STONE SURFACE COVER OF A SURFACE SAND FILTER AND UNDERGROUND FILTERS: AN APPROPRIATE MATERIAL FOR THE APPLICATION BASED ON AASHTO M288-06. FABRIC SHOULD HAVE A FLOW RATE OF > 125 GPM/SQ. FT. (ASTM D4491), AND AN APPARENT OPENING SIZE (AOS) EQUIVALENT TO A US # 70 OR # 80 SIEVE (ASTM D4751). THE GEOTEXTILE AIDS SELECTION IS BASED ON THE PERCENT PASSING THE NO. 200 SIEVE IN "A" SOIL SUBGRADE, USING FHWA OR AASHTO SELECTION CRITERIA. STONE JACKET FOR UNDERDRAIN USE CLEAN WASHED GRAVEL THAT MEETS VDOT #57 STONE SPECIFICATIONS OR THE ASTM EQUIVALENT (1 INCH MAXIMUM). SAND FILTRATION CONSTRUCTION SEQUENCE THE FOLLOWING IS THE TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL A STRUCTURAL STORMWATER FILTER. THIS SEQUENCE CAN BE MODIFIED TO REFLECT DIFFERENT FILTER DESIGNS, SITE CONDITIONS, AND THE SIZE, COMPLEXITY AND CONFIGURATION OF THE PROPOSED FILTERING APPLICATION. STEP 1: USE OF FILTERING PRACTICES AS AN E&S CONTROL. THE FUTURE LOCATION OF A FILTERING PRACTICE MAY BE USED AS THE SITE OF A TEMPORARY SEDIMENT BASIN OR TRAP DURING SITE CONSTRUCTION, AS LONG AS DESIGN ELEVATIONS ARE SET WITH FINAL CLEANOUT AND CONVERSION IN MIND. THE BOTTOM ELEVATION OF THE FILTERING PRACTICE SHOULD BE LOWER THAN THE BOTTOM ELEVATION OF THE TEMPORARY SEDIMENT BASIN. APPROPRIATE PROCEDURES SHOULD BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE TEMPORARY BASIN IS CONVERTED TO A FILTERING PRACTICE. STEP 2: STABILIZE DRAINAGE, AREA. FILTERING PRACTICES SHOULD ONLY BE CONSTRUCTED OR OPENED TO RUNOFF AFTER THE CONTRIBUTING DRAINAGE AREA TO THE FACILITY IS COMPLETELY STABILIZED, SO SEDIMENT FROM THE CDA DOES NOT FLOW INTO AND CLOG THE FILTER. IF THE PROPOSED FILTERING AREA IS USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THE CONSTRUCTION NOTES SHOULD CLEARLY SPECIFY THAT, AFTER SITE CONSTRUCTION IS COMPLETE, THE SEDIMENT CONTROL FACILITY IS TO BE DEWATERED, DREDGED AND REGRADED TO DESIGN DIMENSIONS FOR THE POST -CONSTRUCTION FILTER. STEP 3: INSTALL E&S CONTROLS FOR TILE FILTERING PRACTICE. STORMWATER SHOULD BE DIVERTED AROUND FILTERING PRACTICES AS THEY ARE BEING CONSTRUCTED. THIS IS USUALLY NOT DIFFICULT TO ACCOMPLISH FOR OFF-LINE FILTERING PRACTICES. IT IS EXTREMELY IMPORTANT TO KEEP RUNOFF AND ERODED SEDIMENTS AWAY FROM THE FILTER THROUGHOUT THE CONSTRUCTION PROCESS. SILT FENCE OR OTHER SEDIMENT CONTROLS SHOULD BE INSTALLED AROUND THE PERIMETER OF THE FILTER, AND EROSION CONTROL FABRIC MAY BE NEEDED DURING CONSTRUCTION ON EXPOSED SIDE -SLOPES WITH GRADIENTS EXCEEDING 4H:1 V. EXPOSED SOILS IN THE VICINITY OF THE FILTERING PRACTICE SHOULD BE RAPIDLY STABILIZED BY HYDRO -SEED, SOD, MULCH OR OTHER LOCALLY APPROVED METHOD OF SOIL STABILIZATION, STEP 4: ASSEMBLE CONSTRUCTION AIATERIALS ON -SITE, MAKE SURE THEY MEET DESIGN SPECIFICATIONS, AND PREPARE ANY STAGING AREAS. STEP S: EXCAVATE/GLIDE UNTIL THE APPROPRIATE DESIGN ELEVATIONS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE FILTERING PRACTICE. STEP 6: INSTALL TIDE FILTER STRUCTURE AND CHECK ALL DESIGN ELEVATIONS (E.G. CONCRETE VAULT PIPE CUT-OUT HOLES, BOTTOM OF EXCAVATION FOR SURFACE FILTERS, ETC.). STEP 7: ENSURE WATERTIGHT STORAGE AND FILTER STRUCTURE. UPON COMPLETION OF THE FILTER STRUCTURE SHELL, THE INLETS AND OUTLETS SHOULD BE TEMPORARILY PLUGGED AND THE STRUCTURE FILLED WITH WATER TO THE BRIM TO DEMONSTRATE WATERTIGHTNESS. MAXIMUM ALLOWABLE LEAKAGE IS 5% OF THE WATER VOLUME IN A 24-HOUR PERIOD. IF THE STRUCTURE FAILS THE TEST, REPAIRS MUST BE PERFORMED TO MAKE THE STRUCTURE WATERTIGHT BEFORE ANY FILTER MEDIA IS PLACED INTO IT. STEP 8: INSTALL UNDERDRAIN, AND GRA [DEL AND CHOKER STONE LAYERS. STEP 9: .SPREAD FILTER MEDIA ACROSS 7111E FILTER BED IN I FOOT LIFTS UP TO THE DESIGN ELEVATION. BACKHOES OR OTHER EQUIPMENT SHOULD DELIVER THE MEDIA FROM OUTSIDE THE FILTER STRUCTURE. SAND SHOULD BE MANUALLY RAKED. STEP 10: CONSOLIDATE TILE FILTER MEDIA. FILL THE SEDIMENTATION AND FILTER MEDIA CHAMBER WITH CLEAN WATER AND ALLOW TO DRAIN, HYDRAULICALLY COMPACTING THE SAND LAYERS. VERIFY THE DEPTH OF FILTER MEDIA MEETS THE DESIGN MINIMUM. STEP 11: SURFACE FILTERS - INSTALL THE PERMEABLE FILTER FABRIC (IF SPECIFIED) OVER THE SAND, ADD A 3-INCH "TOPSOIL LAYER WITH PEA GRAVEL INLETS DIAPHRAGMS LOCATED WITH STAKES, AND IMMEDIATELY SEED WITH THE PERMANENT GRASS SPECIES. THE GRASS SHOULD BE WATERED, AND THE FACILITY SHOULD NOT BE SWITCHED ON-LINE UNTIL A VIGOROUS GRASS COVER HAS BECOME ESTABLISHED. STEP 11: UNDERGROUND FILTERS - INSTALL THE PERMEABLE FABRIC AND THIN LAYER OF PEA GRAVEL BALLAST (IF SPECIFIED) OVER THE FILTER MEDIA. STEP 11: STABILIZE EXPOSED SOILS ON THE PERIMETER OF THE STRUCTURE WITH TEMPORARY SEED MIXTURES APPROPRIATE FOR A BUFFER, ALL AREAS ABOVE THE PONDING AREA SHOULD BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEED AND STRAW MULCH. STEP 12. CONDUCT' THE FINAL CONSTRUCTION INSPECTION (SEE SECTION 8.2). REMOVE EXCESS STRAW AND .ANY UNWANTED VEGETATION. 8.2.CONSTRUCTION INSPECTION MULTIPLE CONSTRUCTION INSPECTIONS DURING AND IMMEDIATELY AFTER CONSTRUCTION ARE CRITICAL TO ENSURE THAT STORMWATER FILTERS ARE PROPERLY CONSTRUCTED. THE FOLLOWING INTERIM VERIFICATION INSPECTIONS ARE RECOMMENDED DURING CRITICAL STAGES OF CONSTRUCTION: • PRE -CONSTRUCTION MEETING. • EXCAVATION/GRADING TO DESIGN DIMENSIONS AND ELEVATIONS. • INSTALLATION OF THE FILTER STRUCTURE, INCLUDING THE WATERTIGHTNESS TEST. • INSTALLATION OF THE UNDERDRAIN AND SAND FILTER BED. • CHECK OFF THAT TURF COVER IS VIGOROUS ENOUGH TO SWITCH THE FACILITY ON-LINE. • FINAL INSPECTION (AFTER A RAINFALL EVENT TO ENSURE THAT IT DRAINS PROPERLY. DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE. • LOG THE FILTERING PRACTICE'S GPS COORDINATES AND SUBMIT THEM FOR ENTRY INTO THE VSMP AUTHORITY'S BMP MAINTENANCE TRACKING DATABASE. VA DEQ STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE 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 ii outer zone" of a stream buffer, such as a Resource Protection Area as Is required m some arts ( q p 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). SUGGESTED ANNUAL MAINTENANCE ACTIVITIES FOR FILTERING PRACTICES REGULAR INSPECTIONS ARE O S CRITICAL TO SCHEDULE SEDIMENT REMOVAL OPERATIONS, REPLACE FILTER MEDIA, AND RELIEVE ANY SURFACE CLOGGING. FREQUENT INSPECTIONS ARE ESPECIALLY NEEDED FOR UNDERGROUND AND PERIMETER FILTERS SINCE AN ORGANIC MAT CAN QUICKLY CLOG THE FILTER SURFACE. DEPENDING ON THE LEVEL OF TRAFFIC OR THE PARTICULAR LAND USE, A FILTER SYSTEM MAY BECOME CLOGGED WITHIN A FEW MONTHS OF NORMAL RAINFALL. FREQUENT MAINTENANCE CAN QUICKLY ESTABLISH A ROUTINE FREQUENCY ACCLIMATED TO THE LAND USE. MAINTENANCE INSPECTIONS SHOULD BE CONDUCTED WITHIN 24 HOURS FOLLOWING A STORM THAT EXCEEDS 1/2 INCH OF RAINFALL IN ORDER TO EVALUATE THE CONDITION AND PERFORMANCE OF THE FILTERING PRACTICE, INCLUDING CHECKING FOR THE FOLLOWING: • CHECK TO SEE IF SEDIMENT ACCUMULATION IN THE SEDIMENTATION CHAMBER HAS EXCEEDED 6 INCHES. IF SO, SCHEDULE A CLEANOUT. • CHECK TO SEE IF INLETS AND FLOW SPLITTERS ARE CLEAR OF DEBRIS AND ARE OPERATING PROPERLY. • CHECK THE DRY SEDIMENT CHAMBER AND SAND FILTER BED FOR ANY EVIDENCE OF STANDING WATER OR PONDING MORE THAN 48 HOURS AFTER A STORM, AND TAKE NECESSARY CORRECTIVE ACTION TO RESTORE PERMEABILITY. • DIG A SMALL TEST PIT IN THE SAND FILTER BED TO DETERMINE WHETHER THE FIRST 3 INCHES OF SAND ARE VISIBLY DISCOLORED AND NEED REPLACEMENT. • INSPECT WHETtJER THE CONTRIBUTING DRAINAGE AREA TO THE FILTER IS STABLE AND NOT A SOURCE OF SEDIMENT. • CHECK WHETHER TURF ON THE FILTER BED AND BUFFER IS MORE THAN 12 INCHES HIGH, AND SCHEDULE NECESSARY MOWING OPERATIONS. • CHECK THE INTEGRITY OF OBSERVATION WELLS AND CLEANOUT PIPES. • CHECK CONCRETE STRUCTURES AND OUTLETS FOR ANY EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION, E'TC. • ENSURE THAT THE FILTER BED IS LEVEL AND REMOVE TRASH AND DEBRIS FROM THE FILTER BED. SAND OR GRAVEL COVERS SHOULD BE RAKED TO A DEPTH OF 3 INCHES. FILTERS WITH A TURF COVER SHOULD HAVE 95% VEGETATIVE COVER. MAINTENANCE TASKS & FREQUENCY • MOW GRASS FILTER STRIPS AND PERIMETER TURF.AT LEAST FOUR TIMES A YEAR • REMOVE BLOCKAGES AND OBSTRUCTIONS FROM INFLOWS • RELIEVE CLOGGING • STABILIZE CONTRIBUTING DRAINAGE AREA AND SIDE -SLOPES TO PREVENT EROSIONAS NEEDED • INSPECTION AND CLEANUPANNUALLY • CLEANOUT WET SEDIMENTATION CHAMBERS • REMOVE SEDIMENTS FROM DRY SEDIMENTATION CHAMBER ONCE EVERY 2 TO 3 YEARS OR AS NEEDED • REPLACE TOP SAND LAYER(DESIGN FOR 12" SAND LAYER; ADD ADDITIONAL SAND THICKNESS FOR EASE OF FUTURE MAINTENANCE • TILL OR AERATE SURFACE TO IMPROVE INFILTRATION/GRASS COVER EVERY 5 YEARS U Z 2(0 Q rn W N "O 0-- z_ U) uiNo0 O WU U Q > No = <Qz �Ll.l�� J Z (� CTl _ -- V > O > LU wCO LUrW0 I�1 LL z v) z cr Oj moo CE Cr n LU 0)ira= Q U z O � � z Z Lu W U � � cn O O W U U U) Z Z z 0 00 cn 00 w � nW a_ 0 0 Ln Cn m � � N N W N N Q N N � Ott L> 0 0 O r N z blp,031672 of C. Mulligan . No. 4i 12/22 1�'NAL E� z W O I— 0 U W 0- C/) z_ 06 z Li U z n < a- Q w � z_ O z w U 0 ® z 8 ATE: 12 NOV 21 SCALE: AS SHOWN JOB: 20.1674 WPO: 202100063 SHEET: OF 19 RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP TACK WELD - -- PERFORATED POLYETHYLENE* -- DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) DEPTH VARIES AS REQUIRED FOR" DRY " STORAGE WET FERNCO-STYLE "COUPLING J 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 NOTE, MANHOLE'S LESS THAN 20' 1 4• 4 M,H. STEP 1-3<TYP,) • W 4d : a: LLJ o. X�� Q J cD 8 I'. r, I' TYP :p.. e, of z BELL END ON SEDIMENT BASIN S CHEMA TI C ELE VA. TIONS CREST OF EMERGENCY / SPILLWAY DESIGN HIGH WATER %, (25-YR. STORM ELEV.) 67 C.Y. AC. / " WET "'STORAGE SEDIMENT CLEANOUT POINTWET - STORAGE I I (" TO 34 C.Y./ ACRE) REDUCED DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER (25-YR. STORM ELEV.) MIN. 2.0 MIN. 3.0' MIN. 0.5'� MIN. 1.0' 67 C.Y./ AC. " DRY " STORAGE .'.'.'� ' RISER CREST 67 C.Y./ AC. " WET " STORAGE DEWATERING DEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) PLATE. 3.14-15 SOURCE: VA. DSWC R1 5" 4' 12'-18' INC❑MING PIPES :: iu I.e. PLAIN END ON rn 48' DIA. ❑UTG❑ING PIPES W J d �' a w o a A o 2' CLEARANCE (MAX,) o I':Nz A� aw 4' ' SEALANT o : m a, 4 FLEXIBLE J❑INT la cal a • - � OF LARGEST e PIPE O LL e. .A e•_�_ X:,... •e.'. O o Q 0 SUPPORT PIPE ON 4' OF #57 STONE Q MIN, 12' OF #57 BEDDING EXTENDED M❑N❑LITHIC STONE BEDDING BASE(DIA,= 2 x M,H, DIA,) N❑TEN STONE BEDDING SHALL EXTEND TO THE OUTER BOUNDARY OF ALL NOTE, BENCH SHALL BE CONCRETE UNDISTURBED AREAS SURROUNDING THE MANHOLE, SEE SWM RISER DETAILS Manhole Riser Detail 11/21 N.T.S. 60" PRECAST MANHOLE DEWATERING ORIFICE BASIN # ORIFICE FLEXIBLE INVERT DIAM. (IN) TUBE(IN) (FT) 1 5.0 8.0 368.65 2 3.0 6.0 371.79 3 3.5 6.0 411.88 4 5.0 8.0 371.03 TRASH RACK & ANTI -VORTEX DEVICE " M.H. STEPS TYP.) w w c :' n H ° 1'-4" 2'-8" OR 4'-0" W W .ft48 I.D. RISER AS REQUIRED Ld 3 v LLJ p: (L1 l) � Q � O 60",72",84" AND 96" 1. D, Q i Lj � BENCH F 0 0 Ol 1-1/2± i LJ 0- W a- R W Li W 3 N CU `i in � Z) S = ou co CUCZ d. d E3 p 1i- W I o "D 00 'a • �' Z Z F•,.-- 6° MIN, ' ' z 7- A Q Pq P POP P PP PP PPP OO P PPP � P O O Q PO P Pq� O PQ PP P�P CO BENCH MAY BE EXTENDED M❑N❑LITHIC #57 STONE BEDDING BRICK AND MORTAR BASE ❑PTI❑NAL OR 3000# CONCRETE NOTE: WHERE STUBS ARE PROVIDED FOR FUTURE CONNECTIONS BENCH SHALL BE SO FORMED. MCA COMPACTED MATERIAL AS RECOMMENDED BY GEOTECHNICAL ENGINEER COMPACTED / SUBBASE 12EE COMPACTED GRAVEL - COMPACTED SUBGRADE Notes: 4. TRASH GRATE/ ANTi-VORTEX, DI TOP. OR APPROVED EQUAL -SEE NOTE 2. CEMENT CONCRETE INFILL INCREASE STR. z DEPTH BY 6" 0� FOR EACH 5 FEET OVER 10' OF HEIGHT 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. 4. UPON CONVERSION TO PERMANENT RISER, INSTALL TRASH -RACK Typical Pond Riser Detail 11/21 N.T.S. PLATE. 3.14-2 8' UPPE 12" 2099 E PB-1 NO PROJECTION OF PIPE ABOVE GROUND LINE Top of Fill _ Top of Fill Top of Fill n li Ground line Ground line DI D D d Earth d Rock or un- d Earth yielding soil Min. 1/10 J 100 mm Bedding # I I' Bedding Bedding Material X Material Min. 1/10 B X. Dimension to be maintained 1 mm per Material 1 mmof H, �I X ( Min. 1/10 "X" Dimension Fto to the top of pipe. min. 200 mm Firm Bearing be maintained NORMAL EARTH FOUNDATION 600 mm Max. "X" Dimension to be maintained X x, to the top of pipe. to the tap of pipe. FOUNDATION SOFT, YIELDING, OR *May be eliminated under entrance pipe where directed by Engineer. ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE Top of Fill Top of Fill Top of Fill Min. D Min. D Min. D D in. D Min. D D - d _- - d d - -_ Ground = - round _ - round Line ine round - Line Rock or un- _ Line Bedding Min. 1/10 Earth Min. 1/10 yielding soil Material Min. 1/ Firm Bearing Sot] or depth Earth • 100 mm Bedding Material 1 mm per I� X edding Material 25 mm of H. Shown on Plans. min. 200 mm NORMAL EARTH FOUNDATION 600 mm Max. ROCK FOUNDATION FOUNDATION SOFT, YIELDING, OR OTHERWISE UNSUITABLE MATERIAL Culverts less than d = 900 mm When H is less than or equal to 9.0 meters x = D + 600 mm (Pipe projection above ground line.) Culverts where d = 900 mm and over FLEXIBLE PIPE x = D + 900 mm As shown on (tables Method "A" Pipe Bedding shall be used as H = Height of cover measured from top of drainage structure to follows unless otherwise noted on plans: finished grade. To determine "D" for Elliptical Concrete Pipe, use the larger dimension in the Span -Rise" designation. ®-Bedding material in accordance with Section 302 of the Road and Bridge Specifications RIGID PIPE -Backfill material in accordance with Section 302 of the Road and Bridge Specifications When H is less than or equal to 9.0 meters ®-Embankment (No projection of pipe above ground line.) Sheet 1 of 3 INSTALLATION OF PIPE CULVERTS AND STORM SEWERS SPEC REFE ENCEN PIPE BEDDING - METHOD "A" 302 107.01 UNLESS OTHERWISE NOTED, ALL DIMENSIONS VIRGINIA DEPARTMENT OF TRANSPORTATION 303 ON THIS SHEET ARE IN MILLIMETERS 1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC-1 TABLES UNLESS OTHERWISE NOTEO ON THE PLANS. 2. H HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE. 3. b EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. CIRCULAR PIPE 1. D - OUTSIDE DIAMETER OF PIPE. 2. d - INSIDE DIAMETER OF PIPE. 3. X = WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X - 12IAN " WHERE d S LESS THAN 36 X - 18" WHERE d S 36" AND GREATER. 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS. LLIPTICAL PIPE 1. S, - OUTSIDE SPAN DIMENSION OF PIPE. 2. S, - INSIDE SPAN DIMENSION OF PIPE. 3. R - OUTSIDE RISE DIMENSION OF PIPE. 4. X - WIDTH OF CLASS ISACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X - 12 WHERE 52 I5 LESS THAN 36". X - 18" WHERE S2 IS 36" AND GREATER 5. WHERE DIRECTED BY THE ENGINEER, BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S213 38" OR LESS AND HEIGHT OF COVER 15' OR LESS. 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND HEIGHT OF COVER 15' CR LESS. PIPE ARCH 1. S - SPAN DIMENSION OF PIPE. 2. R = RISE DIMENSION OF PIPE, 3. B SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL 4. x - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X - 12 I WHERE S2 S LESS THAN 36". x - 18" WHERE S2 S 36" AND GREATER 5' WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE 52 IS 35" OR LESS 910 HEIGHT OF COVER 15' OR LESS. 6, REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND HEIGHT OF COVER 15' OR LESS. Vz SECTION CAST IRON SECTION STEEL NOTES 2'-7" LUGS TO BE i.31 „ L 2%2" x 21/2' x 1/4' m CAST WITH 10'-4" LONG L PLANS.PTH FOR IDEPTHET II GREATBER STIHAN(10 USE COLLAR A - - A T-' STANDARD 0I-1A N a �+ OPTIONAL BRACE RIBS m 2'-7-, 9Vz° 4'-2" CAST CALY. IRON STEEL 66 + I 43.6 L85 3 LBS INCLUDING INCLUDING LUGS CONNECTOR B2. THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS �j WILL BE MEASURED FROM THE INVERT OF ONE WELDED THE OUTFALL PIPE TO THE TOP OF THE JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS CONNECTORSSHALL BE DETERMINED BY THE TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO BE SHAPED N ACCORDANCE WITH STANDARD IS -I. THE COST OF FURNISHING. AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE PLAN Vz•' x 1Vt' x 4"J V=' x 4" STRUCTURE. (GRATE REMOVED) LOOS { 12" ( 9V2' , STUD SHEAR 4. IN THE EVENT THE INVERT OF THE CONNECTORS r r 1 OUTFACE PIPE IS HIGHER THAN THE SEE , BOTTOM THE STRUCTURE, THE INVERT -�-�-�8" DETAIL A OF THE STRLURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT SECTION B-B STANDING OR PONCING OF WATER W THE w STRUCTURE. THE COST OF FURNISHING COLLAR DETAIL "MIN RINSED ANPLACING ALL MATERIALS INCIDENTAL ED LETTERING IN THE TO EBIDS HAPING PRICE FORT HE STRBE UCTURE. DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 5. STEPS ARE TO BE PROVIDED WHEN H IS CAST IRON ONLY 4'-0" OR GREATER. FOR DETAILS SEE DETAIL B STANDARD ST-1. 6. THIS ITEM MAY BE PRECAST OR CAST - DETAIL A , IN -PLACE. HARDWARE U ( 7. *4 X 8" SMOOTH DOWELS AT CLOTH P-3„ SE APPROXIMATELY B APPROXIMATELY 12" C-C TO BE 2'-7" 1 �� I PLACED IN AREAS ADJACENT ff'--tl 4" DEPTH ACGR. TOO ABUTTING CONCRETE TO PREVENT Ii 68, 178 OR SETTLEMENT. IN LIEU OF DOWELS ag a3 wz AB x 6" WIDTH �������������� A 2"X4" NOTCH MAY BE PROVIDED, SEE STANDARD T-0I-3, 4 FOR 3" DIAMETERn nn ALTERNATE DESIGN. ^, v m N COLLM WEEP HOLE u 4 U o 8' PLASTIC HARDWARE CLOTH WITH MESH „ SEE NOTE 8 u a , x z 3. 12" 11 33. 3 � OR GALVANIZED STEEL WIRE,MINIMUM lot 12"-15•'-18" OR 24" - WIRE DIAMETER 0.03",NUMBER 4 MESH �(�j{{� 70 DTHEOUTSDE OF ANCHORED FIRMLY 9. CAST W PLACE CONCRETE IS TO 8E CLASS A3 13000 PSI). PRECAST 5 liA,L B CONCRETE IS TO BE 4000 PSI, D,9, 2" 10. ANY ALTERNATE METHODS OF ANCHORAGE SECTION A -A �'�, CONCRETE QUANTITIES FOR MIN. DEPTH a" MEETING THE APPROVAL OF THE ENGINEER MAY BE SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN HEREON. 12" CONCRETE PIPE - 1.528 CU. YD. CONCRETE APPROXIMATE E WEIGHT 15" CONCRETE PIPE - 1.620 CU. YD. CONCRETE 1V/'.,,,I .,,.II �/" CAST IRON 11. DUMP NO WASTE DRAINS TO WATERWAY 18" CONCRETE PIPE - 1.620 CU. YD. CONCRETE (" GRATE S6S ± 18 LBS LETTERING IS REQUIRED OIN ALL 01-I 24" CONCRETE PIPE - 1.817 CU. YD. CONCRETE SECTION C-C SECTION D-D GRATEVARY S. LOCATION OF LETTERING MAY `DDDI ADDITIONAL FOOTDOFEDEPTH. GRATE DETAIL STANDARD DROP INLET FCFF REV 6/07 1211 - 2411 PIPE: MAXIMUM DEPTH (H) - 10' 233 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 72" ANTI -VORTEX 3/4"X8" BOLT q NUT, WASHER & LOCK WASHER. USE 3"X3"X1/8' GALVANIZED PLATE FOR ATTACHING A - PLATES TO FRAME "-� 12" LOWER ANCHOR TABS 48" RCP RISER BOLT TO RCP RISER (4) 1.5"X1.5"XO.25" ANGLE (4) 3 8"X2"GA LVANIZED WASHERS PLAN VIEW WELDED ATTACHMENT I 72' ANTI -VORTEX _ r P 90 ANTI_ VORTEX TACKWELD ALL AROUND U 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-72 172 86 84 18 27 1 2 PYD-84 1 84 100 941 2 18 32 1 2 PYD-96 1 96 1 114 113 23 1 39 1 2 CONSiRUCTiON PRODUCTS INC. 9025 CENTRE POINTE DRIVE, SUITE 400 WEST CHESTER, OHIO 45069 PH: 1.800.338.1122 FAX: 513.645.7399 QC COPYRIGHT PRESSURE RELIEF HOLES 1/2" DIA. 3� 8" MIN. LOCATION OF SUPPORT ANGLE (2)1.5"X1.5"X7.O' STEEL ANGLE TOP IS 14112 GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS 14 12 GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 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. 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 PIPE MOUNTING TO: INSIDE DIAMTER OF PIPE: PYRAMID RACKS FOR PLASTIC OR METAL PIPE (PYOP RACKS HAVE A MINIMUM 3-GRID HIGH RISE TO ACCOMMODATE MOUNTING HDWE.) 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 1 60 1 84 23 1 2 33 PYDP-84 72,78 N A 94 1 2 23 1 2 1 38 PYDP-96 1 84,90,96 1 N/A 113 28 1 2 45 CUSTOMER: TRASH RACK DRAWN BY: PROJECT: &. ANTI -VORTEX DEVICE APP'D BY: DETAIL: VA DEQ STORMWATER DESIGN SPECIFICATION NO. 12 FILTERING PRACTICES Figure 12.1. Schematic of a Surface Sand Filter V U O z C o '� O rn `4J irr .- w p� 0- z_ 0) 2 000 LL C\I 0 W UQ >C?_ f- J � � z - Q - w 0 J C7 Z C.3 m _ z J F-,-i LLLL z U) I- LU z Er p cr M Oo O <f1 Q _ U z 01---� z z U � � W 0 0 z O 0 0 W w 0- Q_ 0 0 rn U) W W w w Q Q m 0 0 LU Q N N t Ln 0 0 O *- cv z lu �yT H 0. Dr�� If. A,* Christopher C. Mulligan Lic. No. 031672 4� O/ 0N A L2 E Gl�� w UD �gQ < rr 0 n � W o UD J 06 DATE: 12 NOV 21 SCALE: AS SHOWN JOB: 20.1674 WPO: 1 202100063 SHEET: 9 OF 19