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HomeMy WebLinkAboutSDP201000058 Plan - Other (not approved) 2010-07-09SITE DEVELOPMENT SUMMARY : DEVELOPMENT SITE AREA . . . . . . . . . . . . . . .. . 1,018,432.8 S -IF. OR 23.38 AC. CURRENT ZONING . . . . . . . . . . . . . . . . . . . . . . PRD (ZMA 2005-009) TAX MAP 32G . . . . . . . . . . . . . . . . . . . . . . . . PORTION OF PARCEL - 1 NUMBER OF SINGLE FAMILY DETACHED LOTS . . . . . . 44 LOTS GROSS RESIDENTIAL DENSITY: MINIMUM BUILDING SETBACK REQUIREMENTS: SINGLE FAMILY FRONT 20' SIDE 6' REAR 5' MAXIMUM BUILDING HEIGHT: 35 FEET R IIn-OMIO 1I' i ' PHASE PHASE 5 PHASE 6 TOTAL AREA 9.88 AC. 13.50 AC. 23.38 AC. UNITS 19 25 44 DENSITY 1.92 DU/AC. 1.85 DU/AC. 1.88 DU/AC. MINIMUM BUILDING SETBACK REQUIREMENTS: SINGLE FAMILY FRONT 20' SIDE 6' REAR 5' MAXIMUM BUILDING HEIGHT: 35 FEET R IIn-OMIO 1I' i ' PHASE PLAN NAME TYPE OF DWELLING TOTALS 5 SFD DUPLEX TOWNHOUSE - 1A 28 - 22 50 1A EXISTING SUBPHASE 1 AND 2- 4$ - 48 1B 15 - 31 46 2 EXISTING - 96 - 96 3,3A, 36, 3C (EXISTING) - 70 37 107 4 52 - - 52 5 18 - - 18 6 31 - - 31 7 (EXISTING) - 78 - 78 8* - - 135 135 TOTALS 144 292 225 661 PHASE NAME - APPROVED PLAN NAME SINGLE FAMILY LOTS 5 5 19 6 6 25 TOTAL 44 OPEN SPACE PASSIVE RECREATION AREA 8.93 ACRES, SWM POND #5 OPEN SPACE 0.53 ACRES TOT. OPEN SPACE 9.46 ACRES NOTES 1 -OPEN SPACE SHALL BE PROTECTED BY LEGAL ARRANGEMENTS TO ENSURE ITS MAINTENANCE AND PRESERVATION. SUBDIVISION COVENANTS MEETING THE LEGAL REQUIREMENTS OF SECTION 14-3113 OF THE ALBEMARLE COUNTY SUBDIVISION ORDINANCE SHALL BE RECOFRDED AND SHOWN IN DETAIL ON THE SUBDIVISION PLAT. 2- IF THE CONTRACTOR/OWNER DETERMINES THAT AN ERROR, DISCREPANCY, OMISSION, ETC. EXISTS ON THE SITE PLAN, THE CONTRACTOR /OWNER SHALL NOTIFY THE ENGINEER PRIOR TO PRECASTING, STAKEOUT, INSTALLATION OR CONSTRUCTION OF ANY IMPROVEMENTS SHOWN ON THE SITE PLAN. THE ENGINEER WILL REWIEW THE PLANS AND PROVIDE A CLARIFICATION OR AN ADDENDUM AS PROMPTLY AS POSSIBLE FOR &A I RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA SPD -2005-055 ZMA 2005-009 VICINITY MAP SCALE: 1 "-2000' WOODBRIAR ASSOCIATES P.O. BOX 5548 CHARLOTTESVILLE, VIRGINIA 22905 (434) 975-3334 CONTACT: MR. WENDELL W. WOOD DEVELOPER: WENDELL WOOD P.O. BOX 5548 CHARLOTTESVILLE, VIRGINIA 22905 (434) 975-3334 CONTACT: MR. WENDELL W. WOOD SHEET INDEX 1. COVER SHEET 2. NOTES, DETAILS, AND COMPUTATIONS 3. PROJECT OVERVIEW 4-6. GRADING PLAN 7. UTILITY PLAN 8. PLAN AND PROFILE - SUNSET DRIVE 9. PLAN AND PROFILE - SUNBIRD WAY & JERSEY PINE RIDGE 10-11. WATERLINE DETAILS 12. SANITARY SEWER PROFILES AND COMPUTATIONS 13. SANITARY SEWER DETAILS 14-15, STORM SEWER PROFILES 16. STORM SEWER COMPUTATIONS 17. EROSION AND SEDIMENT CONTROL - NOTES AND DETAILS 18. EROSION AND SEDIMNT CONTROL - SEDIMENT BASIN DETAILS 19.-21. EROSION AND SEDIMENT CONTROL - PHASE 1 22.-24 EROSION AND SEDIMENT CONTROL _ PHASE II 25. PRE -DEVELOPMENT DRAINAGE PLAN 26. POST -DEVELOPMENT BMP CALCULATIONS 27. POS;T -DEVELOPEMTN DRAINGE PLAN 28. POND #5 PLAN AND PROFILE 29 POND #5 CALCULATIONS 30. AQUATIC BENCH DETAIL & KADEQUATE OUTFALL ANAYLYSIS 31. CONSERVATION/LANDSCAPE PLAN 32. CONSERVATION/LANDSCAPE PLAN, DETAILS, NOTES & COMPS. APPROVALS ALBEMARLE COUNTY PLANNING/ZONING ALBEMARLE COUNTY ENGINEER ALBEIMARLE COUNTY BUILDING OFFICIAL ALBEIMARLE COUNTY ARCHITECTURAL REVIEW BOARD ALBEIMARLE COUNTY FIRE OFFICIAL ALBEIMARLE COUNTY SERVICE AUTHORITY (ACSA) VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) DATE DATE DATE DATE DATE DATE DATE z 00 00 a*\ r- P� U P-4 its O .0 ;--4w W Z W 24 co 0 t 14 0,\ V) 00wLn G w >n x � zw '� o 'S'0 z � o � IS N N p W N O NoLno D 0 a• 0 0Ln 0 3� o � Ln Q m x G z E- z W Z W 0 V) w zw 0 ^ z D 0 0 w Q 0 0 z z E- W Z W zw 0 ^ 0.4; JOHIN S. MAT SIK Lic;. No. 1 98 ®� -7 p ENGINEERING GROUPIE PROJECT STATUS I DATE: SI,ALE. DESIGNER: JULY 2010 FILE N0. SP -226 DATE ACTION SHEET 1 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K0001.dwg, 00-11<0001, 7/9/2010 8:38:38 AM, travlsl 1:1 Original Proffer ZMA 91-13 Amended Proffer ZMA 95-05 (Amendment # 2)(ZMA 2 -014) PROFFER FORM Date: 1127/2005LPD(-1141KWO0C> ZMA #ZMA 2004-014 Tax Map and Parcel Number(s) 32G-1 32G -3 -A -32G-343 123.612 Acres to be rezoned from PRD to RED Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the owner, or its duly authorized agent, hereby voluntarily proffers the conditions listed below which shall be applied to the property, if rezoned. These conditions are proffered as a part of the requested rezoning and it is agreed that: (1) the rezoning itself gives rise to the need for the conditions; and (2) such conditions have a reasonable relation to the rezoning request. I . Approval is for a maximum of 661 dwellings, exclusive of the Ray Beard lots identified on the Application Plan, subject to conditions contained herein. The locations and acreages of various land uses shag be as shown on the approved Application Plan. As part of the final site plan and/or subdivision pial processes, the aggregate area of established openspace shall at alt times be at leastpropartional to the aggregate number of dwelling units (site pians) or lots (subdivision plats) approved. After each primary recreation area identified on the Application Plan is established, it shall be conveyed to a homeowners association whose formation documents shall be reviewed and approved by the County Attorney. Off street parking and access for the recreation area shall be limited as shown on the original PRN plan for ZMA 79-32, as referenced on the Briarwood Application Plan most recently revised January 19, 2005 (hereinafter, the "Application Plan'. The means to limit such access shall be addressed as part of the site plan or subdivision plat review. 2. No grading permit or building permit shall be issued by the County in any phase until the owner obtains final site plan and/or subdivision plat approval for that phase, with the exception that necessary permits for the construction of Briarwood Drive may be issued by the County once the owner obtains VDOT approval of the road plans for Briarwood Drive. 3. Critical slopes may be disturbed for the construction of roads only with the prior approval of the County Engineer. Otherwise, the disturbance of critical slopes is permitted only as authorized by the applicable Albemarle County Zoning Ordinance regulations as provided by Zoning Ordinance § 8.5.5.2. 4. The owner shall obtain County approval of recreational facilities to include: one tot lot with Phase 3C and one tot lot with Phase I B; the dedication of open space with the approval of Phases 4 and 5 for the passive recreational area which shall include the construction of walking/jogging trails; and, the primary recreation area south of Camelot shall be built or bonded for its construction prior to final plat .approval of Phase 4. This recreational area shall be built prior to completion of Phase 4 and shall consist of a baseball/multi-purpose field, two half basketball courts, playgroup equipment and picnic facilities. All recreation facilities shall be installed by the owner. The walldngijogging trails shall be constructed and maintained by the owner as a primitive path in accordance with the applicable design and construction standards in the County's Design Standards Manual. 5. Sidewalks shall be constructed at the time of corresponding road construction along the southerly side of Austin Drive from Route 29 North to Briarwood Drive and along the westerly side of the entire length of Briarwood Drive. The sidewalks shall be constructed to VDOT standards. 6. Only those areas where a structure, utilities, pedestrian ways, recreation areas, roads, and other improvements are to be located, as shown on an approved final site plan or subdivision plat, shall be disturbed; all other land shall remain in its natural state. This proffer does not apply to individual residential lots. 7. Lots along Camelot Drive may be developed with townhouse units as shown on the Application Plan. 8. The unconstmcted portion of Briarwood Drive through the commercial areas shown on the Application Plan shall be built as approved by VDOT and bonded to County. 9. The mix of units permitted in each phase is as foWws: Existing i,ot Mix Phase ITpe of Dw Unit Totals Totals 3FD lex Townhouse SFA Lots IA - 98 IA 98 Ig 22 53 53 2- 96 - 96 3 ABC -72 37 109* 4 - 66 CG -6 66 5 - 70 1- 70 6 - 30 107 30 7 - 7$ - 78 8 32 20 - 52 TOTALS 32 1 530 90 652 Lots to be added by I 656 Ray Beard Property TM -32-E-2 4 Lots to be added in final engineering 5 661 Totals 661 *Lots 97 & 98 are included in the Phase 3 total but will be platted at a Later date. Eaggled .Lot Mix Phase . Type of Dwellin Unit Totals 320 SFD Lots SFA Lots Townhouse lots SL P SR IA 28 - 22 50 1 A (Existing Subphase i and 2 - 48 - . 48 1B 15 - 31 46 2 tin CG -6 96 - 96 3 3, 3A, 3B> C - 7 0 37 107 4 52 - - 52 5 18 18 6 31 - - 31 7 'stin BMM25J)( (SURFACESTREET O( SM -12.5A) 78 PROPOSED SANITARY SEWER 78 8 - -135 8" 135 TOTALS 144 292 1 225 661 10. Landscaping to provide screening shall be provided as required by Albemarle County Code § 18-32.7.9.8 along the rear of all townhouse writs located on double frontage lots. 11. The owner shall provide 25 tants of affordable housing (for We townhouses) with the construction of Phases lA (subphases 3 and 4), 1B, and 8 as identified on the Application Pian. The owner shall convey the responsibility of constructing the affordable units to the subsequent purchaser of the subject property. The current owner or the subsequent owner shall create units affordable to households with incomes less than 80% of the area median income such that housing costs consisting of principal, interest, real estate taxes and homeowners insurance (PITT) do not exceed 30% of the gross household income. All purchasers of these iinits shall be approved by the Albemarle County Housing Office or its designee. The owneribuilder shall provide the County or its designee a period of 90 days to identify and prequalify an eligible purchaser for the affordable units. The 90 day period shall commence upon written notice from the owner that the units will be available for sale. This notice shall not be given more than 60 days prior to the anticipated receipt of the certificate of occupancy. If the County or its designee does not provide a qualified purchaser during this period, the owner shall have the right to sell the units) without any restriction on sales price or income of purchaser. For the lands subject to this rezoning, these proffers supersede the proffers accepted by the Albemarle, County Board of Supervisors for ZMA 91-13 and ZMA 95-05. Woodbriar Associates Limited Partnership Signatures of All Owners -'"LJ-"1v1 Printed Name of All Owners Date NOTE I THIS PROPERTY IS ALSO SUBJECT TO ANY PROFFERS ACCEPTED AND APPROVED BY ALBEMARLE COUNTY UNDER ZMA 2005-009. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PRIVATE ROADS 1, PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT -OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. UPON COMPLETION OF (FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND R APPROVAL. FOR SUBMITTED WITH THE TEST RESULTS 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT -OF WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENT ARE TO BE EXTENDED TO A BOUNDARY LINE OR NATURAL WATERCOURSE. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATION NOT SHOWN WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTORS DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 9. WHERE URBAN CROSS :SECTION ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B or C). 10. WHERE RURAL CROSS SECTION ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE CHANNEL WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. 12. A MINIMUM CLEAR ZONE OF EIGHT (8) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED T0. EXCEPTIONS WILL NOT BE ALLOWED. 14. UPON COMPLETION OF THE ROADWAY CONSTRUCTION, STREET NAME SIGNS SHALL BE INSTALLED BY THE DEVELOPER AT ALL STREET INTERSECTIONS. SIGN AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY STREET NAME SIGN REQUIREMENTS". THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE OF SIGN UNTIL ROADS HAVE BEEN ACCEPTED. 15. ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 16. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE (DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. ALL SIGN OR OTHER REGULATORY DEVICES ;SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVIICES. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PUBLIC ROADS 1. PRIOR TO ANY CONSTRUCTION WITHIN faY EXISTING PUBLIC RIGHT -OF WAY, INCLUDING CONNECTION4 TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND S>TANDARDS C7 VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PAfRT 1926). 4. EROSION AND SILTATIOiN CONTROL -MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED T4 THE COUNTY. IF A SUBGRAIDE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINA®LE, LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT -OF WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR NATURAL WATERCO)URSE. THE CONTRACTOR SHALL FIELD VERIFY THE LENGTH OF ALL STORM DRAINAGE PIPES. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATION NOT SHOWN WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTORS DESIGNEE, IIT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRIAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 9, WHERE URBAN CROSS SECTION ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B or C). 10. WHERE RURAL CROSS SECTION ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE; CHANNEL WHEN, IN THE OPINION OF VDOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. 12. A MINIMUM CLEAR ZONE OF TEN (10) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. ADDITIONAL CLEAR ZONE MAY BE REQUIRED DEPENDING ON THE CATEGORY OF ROAD DESIGN. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO:. EXCEPTIONS WILL NOT BE ALLOWED. 14. ALL REQUIRED SIGNS ('STOP, STREET NAME, SPEED LIMITS SIGNS, ETC.) ARE TO BE FURNISHED AND INSTAILLED BY THE DEVELOPER PRIOR TO ACCEPTANCE. SIGNS AND THEIR INSTALLATION SIHALL CONFORM TO "ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL AND THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. THE LOCATIONS OF ALL SIGNS ARE SHOWN ON THE PLANS. THE DEVELOPER SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF THE SIGN UNTIL THE ROADS HAVE BEEN ACCEPTED INTO THE STATE SECONDARY ROAD SYS>TEM. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE DETERMINED BY VDOT PRIOR TO ACCEPTANCE. THE SPEED LIMIT IS TO BE POSTED 5 MIPH BELOW THE DESIGNED SPEED. 15. ROAD PLAN APPROVAL- IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 16. TRAFFIC CONTROL OR 'OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE !DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 17. USE VDOT STANDARD (CD -1 OR CD -2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITION AND GRADE SAG POINTS. 18. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT INSPECTION AND ARE TO BE ACCEPTED INTO VDOT'S MAINTENANCE PROGRAM AND OWNERSHIP. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT AND/OR COUNTY INSPECTOR PRESENT. IN ADDITION, IF HIGH -[DENSITY POLYETHYLENE (HDPD) PIPE OR PIPE SYSTEM IS INSTALLED, THE CONTRZACTOR AND A REPRESENTATIVE FROM THE PIPE MANUFACTURER SHOUL-D HOLD A PRE CONSTRUCTION MEETING FOR INSTALLATION TRAINING. THE PIPE MANUFACTURER SHOULD SPEND A MINIMUM OF TWO HOURS ON THE JOB SITE DURING THE INITIAL PIPE INSTALLATION. ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES - GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, :SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). GENERAL CONSTRUCTION NOTES FOR STREETS 1. ALL MATERIAL AND CONSTRUCTION MUST BE TESTED AND DOCUMENTED ACCORDING TO VDOT STANDARDS AND SPECIFICATIONS 2. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE. ALL DRAINAGE OUTFALL EASEMENT ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATER SOURCE. 3. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENT WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAYBE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF VDOT (FOR PUBLIC ROADS) OF THE COUNTY ENGINEER (FOR PRIVATE ROADS',), OR DESIGNEE, IF ITS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE: INSTALLED FOUR (4)FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASE TO SEVEN (7) FEET. 4. WHERE URBAN CROSS SECTIONS ARE INSTALL, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A, B OR C) 5, WHERE RURAL CROSS SECTION ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 6. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 7, ROAD PLAN APPROVAL FOR SUBDIVISION IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 8. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 9, TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY (ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 10. THE SPEED LIMITS TO BE POSTED ON SPEED LIMITS SIGNS ARE 5 MPH BELCW DESIGN SPEED, OR AS DETERMINED BY»VDOT FOR PUBLIC ROADS. 11. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS ARE TO, BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 12. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE WITH VDOT'S VIDEO CAMERA INSPECTION PROCECURE. GENERAL SITE PLAN NOTES 1. THE PROPERTY SHOWN HEREON IS LOCATED ON ALBEMARLE' COUNTY TAX MAP 32G, PARCEL 1 , AND IS ZONED PRD. 2. THE BOUNDARY AS SHOWN ON THIS SITE PLAN IS BASED ON FIELD- LOCATED SURVEY MONUMENTS AND RECORD SURVEY PLATS, ROTATED TO NAD 1983: CAMELOT, SECTION ONE, RECORDED IN D.B. 450 PG. 123, PLAT DATED: JUNE 1967, PREPARED BY B. AUBREY HUFFMAN- ENGINEER. CAMELOT, SECTION TWO, RECORDED IN D.B. 545 PG. 64 PLAT DATED: JULY 1971, PREPARED BY B. AUBREY HUFFMAN- ENGINEER. CAMELOT, SECTION THREE, RECORDED IN D.B. 653 PG. 76, PLAT DATED: DECEMBER 20, 1976, PREPARED BY WILLIAM S. ROUDABUSH, INC. COMPOSITE MAP OF THE PROPERTY OF BRIARWOOD ASSOCIATES, RECORDED IN D.B. 1940 PG. 285, DATED: JULY 7, 2000, PREPARED BY ROGER W. RA`Y ASSOCIATES, INC. BRIARWOOD, PHASE 1,' SECTION 1A, RECORDED IN D.B. 15083 PG. 121, PLAT DATED: NOVEMBER 10, 1995, PREPARED BY ROGER W. RAY ASSOCIATES, INC. BRIARWOOD, PHASE IA, RECORDED IN D.B. 1556 PG. 97, (PLAT DATED: JULY 30, 1996, PREPARED BY ROGER W. RAY ASSOCIATES, INC. PLAT SHOWING TRACT A, TRACT B & TRACT C, A PORTION OF THE BRIARWOOD ASSOCIATES PROPERTY, RECORDED IN BK 2904 PG. 30-36, PLAT DATED: DECEMBER 6, 2004, PREPARED BY ROGER W. RAY ASSOCIATES, INC. 3, THIS SITE IS NOT LOCATED IN A RESERVOIR WATERSHED. 4. ALL PROPOSED PUBLIC & PRIVATE STREETS TO BE CONSTRIUCTED TO VDOT AND/OR ALBEMARLE COUNTY STANDARDS. ALL PUBLIC STREETS SHALL BE DEDICATED TO PUBLIC USE. 5. PROPOSED WATER & SEWER LINES SHALL BE CONSTRUCTED TO VDH & ACSA STANDARDS. ALL WATER AND SEWER EASEMENTS SHALL BE DEDICATED TO ALLBEMARLE COUNTY SEWER AUTHORITY. 6. THIS NOTE IS FOR INFORMATIONAL PURPOSES ONLY TO IDEN4TIFY WHERE EXISTING RIGHT-OF-WAY DEDICATIONS ARE RECORDED THROUGHOUT 'THE BRIARWOOD SUBDIVISION. EXISTING R.O.W DEDICATIONS ARE AS FOLLOWS: AUSTIN DRIVE FROM ROUTE 606 TO SUBDIVISION BOUNDARY RECORDED IN D.B. 775, PG. 587-589; D.B. 714;, PG. 46. BRIARWOOD DRIVE FROM AUSTIN DRIVE TO RTE. 29 RECORDED IN D.B. 714, PG. 44-46. ROUTE 606 RELOCATION RECORDED IN D.B. 775, PG. 589. WHITNEY & HEATHER COURT WERE RECORDED AS CARDINAL & ROBIN' COURT, RESPECTIVELY, IN D.B. 714, PG. 45. FINCH COURT RECORDED IN D.B. 775, PG. 587; D.B. 1065, PG.236. WREN COURT RECORDED IN D.B. 775, PG. 590; D.B. 1065, PG. 237; D.B. 1134, PG. 17. 7. ACCESS TO RECREATION AREAS SHALL BE FROM INTERNAL ROADS ONLY. 8. ACCESS TO THE RECREATION AREAS SHALL BE PROVIDED IN GENERAL ACCORDANCE WITH THE ORIGINAL BRIARWOOD APPLICATION PLAN (ZMA-79-32), NOW DESIGNATED AS SHEET 2 OF 2 (ZMA-2004-014). 9. THE 100 -YEAR FLOODPLAIN AS SHOWN HEREON WAS TAKEN FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) FOR ALBEMARLE COUNTY, VA, COMMUNITY #510006, PANEL 145 OF 575, DATED FEBRUARY 4, 2005. 10. VEGETATIVE SCREENING SHALL BE PROVIDED ADJACENT TO CAMELOT SUBDIVISION ALONG CAMELOT DRIVE IN ACCORD WITH SECTIONS 32.7.9.8(a) AND 32.7.9.8(c)(4). 11. THIS PLAN IS DESIGNED IN ACCORDANCE WITH THE ALBEMARLE COUNTY SUBDIVISION ORDINANCE AT THE TIME OF RE -ZONING. 12. THERE IS NO OUTDOOR LIGHTING PROPOSED ON THIS SITE PLAN. 13. THE ENGINEERING GROUPIE IS NOT RESPONSIBLE FOR THE MEANS OR METHODS OF CONSTRUCTION. 14. BRIARWOOD DRIVE, FROM ITS TEMPORARY CUL-DE-SAC, JUST NORTH OF PROPOSED POCOSON WOOD COURT, TO ITS INTERSECTION WITH U.S. 29 HAS NOT BEEN BUILT AND IS SHOWN ON THIS SITE PLAN AS "CONSTRUCTED" IN ACCORDANCE WITH GRADES AND SECTIONS SHOWN ON ROAD PLANS FOR BRIARWOOD DRIVE (STA 0 + 00 TO STA 14 + 00), SHEET 9, TITLED BRIARWOOD RPN, PREPARED BY COX MCKEE & HARROVER, DATED 10/6,/80. 15. EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINAIRE. THE SPILLOVER OF LIGHTING FROM LUMINAIRES ONTO PUBLIC ROADS AND PROPERTY IN RESIDENTIAL OR RURAL AREAS ZONING DISTRICTS SHALL NOT EXCEED ONE-HALF FOOTCANDLE: L-- BRL I I I j .610'aft I Ems. `° /M 5' S/W 1 _^ FC WATER METER EASEMENT DIMENSIONS NTS -- U) , - [- T- -] [- --F -] I i6' 1 20' 1I CORNER LOT - 46'�-- -�64 1 BR O N SINGLE FAMILY LOTS LOT DIMENSIONS NTS 1. FOR MOUNTAINOUS TERRAIN„ MAXIMUM PERCENT OF GRADE MAY BE 16% FOR ADT UP TO 400 AND 147. FOR 401-400 ADT. 2. 26 ALLOWED FOR STREETS < 400 VPD WITH CONCURRENCE OF LOCAL OFFICIALS. 3. 36' ALLOWED FOR STREETS THAT ARE INTERNAL TO THE SUB -DIVISION, WITH CONCURRENCE OF LOCAL OFFICIALS. 4. 100' MINIMUM RADIUS ALLOVNED IN MOUNTAINOUS TERRAIN. 5. FOR CURB AND GUTTER STREETS WITH PARKING LANES, THE CLEAR ZONE IS ACCOMMODATED WITHIN THE PARKING LANE. HOWEVER, VDOT HAS ESTBLISHED A 3' MINIMUM SETBACK REQUIREMENT BEHIND THE CURB. 6. BASED ON 25 MPH DESIGNSPEED. NOTES: FOR STREETS WITH VOLUMES OVER 4000 OR SERVING HEAVY COMMERCIAL OR INDUSTRIAL TRAFFIC: USE THE APPROPRIATE GEOMETRIC DESIGN STANDARD. (SEE VDOT'S ROAD DESIGN MANUAL) THE ROADWAY WITH THE HIGHEST VOLUME WILL GOVERN THE SIGHT DISTANCE. RIGHT OF WAY REQUIREMENTS CAN BE FOUND IN SECTION B-4.1 RIGHT OF WAY. 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 DISTRUBING ACTIVITY, AND ONE WEEK PRIOR TO FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE: FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEWAND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLTATION 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 ALLTIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABLIZA11ON IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION AND 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 MATERIAPro BE TAKEN FROM 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, RUBISH AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS TO BE RECLAIMED WITHIN 7 DAYS OF COMPLEATION PER ZONING ORDINANCE SECTIO 5.1.28. 13. ALL INERT MATERIALS SHALL BETRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPTMENT SHALL BE LIMITED TO HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFEMANNER 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 OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGUARDLESS OF THE SALE OF ANY LOT, UNITS, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 Ibs/ACRE, AND IN THE MONTH SEPTEMBER TO FEBURARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE OR IN MARCH ANDAPRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80lbs/100sf. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PER . LEGEND EXISTING INTERMEDIATE CONTOUR v-----_322- EXISTING INDEX CONTOUR P/ /L IP!L U = 0-4 PROPOSED CONTOUR R/WR/W 320 CnH � EXISTING EDGE OF PAVEMENT SL P SR EX. E/P 5' 3 0' 6 Limits of Bituminous Surface 6" 3.0' S' `61 >., 3, Min Bituminous Concrete Min Point of Finished Grade IL 3' e 5�O � 1 EX. C&G_ �C 2 0' 1-___-�. - : 1W: 1' _ 1/4___... 17 1/" 1- CG -6 C�oPe S:S� ­ TRANSITION FROM CG -6 CG -6R CG -6 �:� :1 : 1: � � �:� 0 0 0 0- o 0 0 0- =III 110 01 -ITI � III I_ o 0 0 0 0 0 0 0 !: �'��:�� ''! .!!� EXISTING TELEPHONE LINE T -i 1-1 11-1 11-! ! I-1 I i-{ 6" Base Course Centerline of right of way J 6" Subbase Standard td. Concrete Sidewalk w/Std. UD -3 T and construction CG -6 Und`4St n As Req'd. EXISTING STORM SEWER Limits of Subbase TYPICAL SECTION CURB AND GUTTER PROPOSED STORM SEWER GEOMETRIC DESIGN STANDARDS FOR RESIDENTIAL SUBDIVISION STREETS (GS -SSR) NAME PSIGN MAXIMUM MIN.L WID CSIGHT URBP SIR STATION CAT. VPD SEED GRADE RADIUSStop Intx L CURB �UEBSREDIMINSTANCE AG BMM25J)( (SURFACESTREET O( SM -12.5A) PROPOSED SANITARY SEWER 0.0 JERSEY PINE RI DGE _ 10+00 TO 18+30 i! 401 2000 25 10% (1) 200' 155'/280' 11.5' 36' 1.5 8" 4" 2" SUNSET DRIVE 25+96 TO 32+251 P 1 UP TO 400 VPD 20 I 10% (1) I 110' (5) I 125'(7)/200111.51 28' (2) 1.5' --T 6" 3" 1.5" SUNSET DRIVE . . I -La 4 PROPOSED GAS LINE SUNBIRD WAY -- , PROPERTY LINE 1. FOR MOUNTAINOUS TERRAIN„ MAXIMUM PERCENT OF GRADE MAY BE 16% FOR ADT UP TO 400 AND 147. FOR 401-400 ADT. 2. 26 ALLOWED FOR STREETS < 400 VPD WITH CONCURRENCE OF LOCAL OFFICIALS. 3. 36' ALLOWED FOR STREETS THAT ARE INTERNAL TO THE SUB -DIVISION, WITH CONCURRENCE OF LOCAL OFFICIALS. 4. 100' MINIMUM RADIUS ALLOVNED IN MOUNTAINOUS TERRAIN. 5. FOR CURB AND GUTTER STREETS WITH PARKING LANES, THE CLEAR ZONE IS ACCOMMODATED WITHIN THE PARKING LANE. HOWEVER, VDOT HAS ESTBLISHED A 3' MINIMUM SETBACK REQUIREMENT BEHIND THE CURB. 6. BASED ON 25 MPH DESIGNSPEED. NOTES: FOR STREETS WITH VOLUMES OVER 4000 OR SERVING HEAVY COMMERCIAL OR INDUSTRIAL TRAFFIC: USE THE APPROPRIATE GEOMETRIC DESIGN STANDARD. (SEE VDOT'S ROAD DESIGN MANUAL) THE ROADWAY WITH THE HIGHEST VOLUME WILL GOVERN THE SIGHT DISTANCE. RIGHT OF WAY REQUIREMENTS CAN BE FOUND IN SECTION B-4.1 RIGHT OF WAY. 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 DISTRUBING ACTIVITY, AND ONE WEEK PRIOR TO FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE: FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEWAND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLTATION 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 ALLTIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABLIZA11ON IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION AND 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 MATERIAPro BE TAKEN FROM 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, RUBISH AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS TO BE RECLAIMED WITHIN 7 DAYS OF COMPLEATION PER ZONING ORDINANCE SECTIO 5.1.28. 13. ALL INERT MATERIALS SHALL BETRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPTMENT SHALL BE LIMITED TO HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFEMANNER 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 OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGUARDLESS OF THE SALE OF ANY LOT, UNITS, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 Ibs/ACRE, AND IN THE MONTH SEPTEMBER TO FEBURARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE OR IN MARCH ANDAPRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80lbs/100sf. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PER . LEGEND EXISTING INTERMEDIATE CONTOUR v-----_322- EXISTING INDEX CONTOUR ----320--- U = 0-4 PROPOSED CONTOUR 320 CnH � EXISTING EDGE OF PAVEMENT EX. E/P PROPOSED EDGE OF PAVEMENT ., Lo E/P >., ;4 EXISTING CURB AND GUTTER _ EX. C&G_ PROPOSED CURB AND GUTTER 1 4 CG -6 W I- d TRANSITION FROM CG -6 CG -6R CG -6 CG-6RNMM P4 .!!� EXISTING TELEPHONE LINE T -T- PROPOSED TELEPHONE LINE � .!� ,-, T EX. 15" RCP EXISTING STORM SEWER V 15" RCP PROPOSED STORM SEWER EXISTING SANITARY SEWER PROPOSED SANITARY SEWER 0.0 EXISTING ELECTRIC SERVICE E -E- PROPOSED ELECTRIC SERVICE E EXISTING GAS LINE G G PROPOSED GAS LINE G PROPERTY LINE - - EASEMENT LINE CENTERLINE I - LIMITS OF CLEARING AND,/OR GRADING EXISTING SPOT ELEVATION 12.0 PROPOSED SPOT ELEVATION + 12-!5 EXISTING TREE DRIP LINE EXISTING TREE+ 15" OAK �� OAK PROPOSED TREE Or -- 100 -YR FLOOD OVERLAND RELIEF FLOW LINE FENCE LINE -X - EXISTING UTILITY POLE -�).. PROPOSED UTILITY POLE -W EXISTING WATERLINE W/ TEE I W -,-+-- PROPOSED WATERLINE W/ TEE W 1T+ EXISTING FIRE HYDRANT T,o-( - PROPOSED FIRE HYDRANT EXISTING WATER VALVE --V+f-o-- - PROPOSED WATER VALVE PROPOSED WATER METER O EXISTING REDUCER --W--p- - PROPOSED REDUCER 10 W STOP SIGN (RI -1) T (HANDICAP RAMP (CG -12) (DENOTES LO AT10N OF STD. VDOT -,-----a-----,-,CG-12 AND OR JURISDICTIONAL :STANDARD AMP CONSTRUCTION IPARKING INDICATOR 12 (INDICATES THE NUMBER OF TYPICAL PARKING SPACES 'TEST PIT LOCATION !CRITICAL SLOPE 'SLOPES TO BE SEEDED, MULCHED &TACKED I PURSUANT TO SECTION 1100.00 PRINCE WILLIAM COUNTY DESIGN & CONSTRUCTION STANDARDS MANUAL 'VEHICLES PER DAY COUNT 1234 VPD (PROPOSED BUILDING ENTRANCE y (EXISTING STREET LIGHT 0--O- IPROPOSED STREET LIGHT ■-0- (PROPOSED STREET NAME SIGN + IPROPOSED SANITARY LATERAL CLEANOUT - /0 .SANITARY MANHOLE IDENTIFIER is 'STORM DRAIN STRUCTURE IDENTIFIER ST 13 WATER QUALITY VOLUME PONDING LIMIT -I-- Cn 0 0-4 .e!� 0 5 M �---I E-+ = Cn W N Z 00 00 M� 0 �No as CD CD M o -obi 'S In oo Cn C11 O �:s U Uri Id � stn a-io N O 'I:$r- � w"t cd 1---1 P., o ® P'ON4 4-4 0 In b0 s~ Cn 1? 0 N � U�:i o N N tuJ UG`F- . � (N 1101114 aJ(ANO a1,�� Q.,>�P, Q of 7� Uops s~ , � 00 G�, U �-g6 0 0 I-- (= oo C -i C Ln I-- , x P-4 cn Z _O (n Ld Q� z O U W Q C) O z = U = 0-4 � , --{ CnH � p a ., Lo ',!4 = >., ;4 E. � Z �:) r 1 4 !:� W I- d U P4 .!!� -14 = W = Z � .!� ,-, = ..,!4 p 000-0- IIffa& Ift ® JOHN & MA USIK 0-+ 4 Lic. No. 19998 p' 4' All l AV ® A9 � 'A 12, 0J08x, zCWAL v &_ %%N IA ENGINEERING GROUPIE PROJECT STATUS I DATE: JULY 2010 SCALE: N/A DESIGNER: JM/Cl DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 2 OF 32 9:43:12 AM sl SSU PHASE 8 EXISTI /UNDER- )NSTRU A -% 11 RTE. 606 — PHASE 1B-1 OPEN SPACE GRAPHIC SCALE 100 0 50 100 200 400 IN FEET 1 inch = 100 it z O U) } w ry z O w 1- 0 I 00 00 E—+ ON Lq O � N sa O U P-4 Ln 1 Q 4- '0 4.4 00 O U Ln H cl) 0 ►�W tw; � uo ON O NCV p �+ u c'n N O Li G �t r- Q �c � Q � b1J Ln U Ll 00 O � � O 0 r - O � Ln O Lnt cn - z O U) } w ry z O w 1- 0 I %qP,.j�, i ri OF®0000 Il0i ,g OArff ®� JOHN S. MAT SIK—+ Uc. No. 19998 JQ 0000® ®" CONAL4%�� ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1"=100' DATE ACTION r FILE NO.. SP -226 SHEET 3 OF 32 `.53:43 AM E—+ H cl) 0 ►�W � %qP,.j�, i ri OF®0000 Il0i ,g OArff ®� JOHN S. MAT SIK—+ Uc. No. 19998 JQ 0000® ®" CONAL4%�� ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1"=100' DATE ACTION r FILE NO.. 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POOL 4 RCA 6 2 -YR' 'W S.E,=4 5 621 '10 YR W.5.E.= o .6 NOTE: 100 YR-W.S.E. ,P A COQ / LOCATION OF PUMP STATION TO BE DETERMINED ------------ --- - --- - _ - DURING HOUSE CONSTRUCTION ~ ' ----._15'WW`�- I`RtR.RAP / ---------- SPIL- WA`-e-RANNEL. ------------------------------ ------- ` _ ------------ -- -- _ S7NM- EASEME 11311- x --------------------- _____ _ - - _ KEt°FTUCKYY3Ll�EGRASS / `sptLLWkY-SECTION ---------------- - -- --- '- -_ V- , ---------------- --------------- 01 04 ------------- --------- r — Q _ as ` GRAPHIC SCALE 30 0 15 30 60 ------------� \ ♦ a \ \ \ ------------x'66--- _ ° \ \ti � ( IN FEET ------------ x'68------ _ _ a `\ `^ \. \ \ a 1 inch = 30 tk 120 bi Q 0 0 00 � d ■ v P-1 Ln 4✓ K,4 000 0 O Lq cA cn No 00wLn rA1� 7� P-4 o c cn N N N C' O ■ CU N r - tcLn 'IJ 00 O O O cn L O 1 -Ci � t-"' Ir•q P -q bi Q 0 0 00 x���'P,L l ri 0fi�$�'0�°1 0 JOHN S. MKIUSIK --+ Uc. No. 19998 10 00�00" %UL ®W4 . %"' 000#44ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 ".30' FILE N0. SP -226 DATE ACTION SHEET 6 OF 32 1:1 ■ ■ 00 x���'P,L l ri 0fi�$�'0�°1 0 JOHN S. MKIUSIK --+ Uc. No. 19998 10 00�00" %UL ®W4 . %"' 000#44ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 ".30' FILE N0. SP -226 DATE ACTION SHEET 6 OF 32 1:1 ■I I A ,4VA!AI' 1 ti OF �g000 0 ® 10 S. IK +—+ Lic. No. 19998 ® � q - 01i, e;ON� e 444 GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 50 loo zoo SCALE: 1 "=50' DESIGNER: JM CF IN Fr) DRAFTSMAN: MT 1 inch = 50 St, FILE NO. SP -226 DATE ACTION SHEET 7 OF 32 :21 AM i 00 00 ON Ln O V) N 1-4 O U m G � � ■ poJs 00w • Ln VD o cn oho 00wLn � w o uo i w I � GN p ;-T4 N 4, 1 �cq p � tc 7� 00 U O O no o c� U � x P-4 ,4VA!AI' 1 ti OF �g000 0 ® 10 S. IK +—+ Lic. No. 19998 ® � q - 01i, e;ON� e 444 GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 50 loo zoo SCALE: 1 "=50' DESIGNER: JM CF IN Fr) DRAFTSMAN: MT 1 inch = 50 St, FILE NO. SP -226 DATE ACTION SHEET 7 OF 32 :21 AM i V) Z ■ O • cn i w D O U W Q O Z ,4VA!AI' 1 ti OF �g000 0 ® 10 S. IK +—+ Lic. No. 19998 ® � q - 01i, e;ON� e 444 GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 50 loo zoo SCALE: 1 "=50' DESIGNER: JM CF IN Fr) DRAFTSMAN: MT 1 inch = 50 St, FILE NO. SP -226 DATE ACTION SHEET 7 OF 32 :21 AM i ■ • i ,4VA!AI' 1 ti OF �g000 0 ® 10 S. IK +—+ Lic. No. 19998 ® � q - 01i, e;ON� e 444 GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 50 loo zoo SCALE: 1 "=50' DESIGNER: JM CF IN Fr) DRAFTSMAN: MT 1 inch = 50 St, FILE NO. SP -226 DATE ACTION SHEET 7 OF 32 :21 AM G:\PRO]ECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K1600.dwg, 7/8/2010 11:32:31 AM G:\PRO]ECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K16OO.dwg, 7/8/2010 11:32:20 AM JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. 10'± .. -10'± 5' 5' V O WATER SEWER 0 LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS:WATER OR SEWER ONLY 20' MINIMUM WATER & SEWER 30' MINIMUM SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER LINES. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS 86 EASEMENT WIDTHS 0 NTS FIG. W-1 Side View 3' Minimum V3' rccCeCertification of 95% compacting required Galvanized Steel Beam, W12 x 14 (min. size) 3' min. penetration into undisturbed soil , or as approved by the Service Authority. 4' MINIMUM IUM I 45' TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W3-13 TD -16 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 3STONE STABLE SOIL ROCK SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION UNSTABL SOIL-, INITIAL BACKFILL--\ 24 MIN 8"" 8" M I N MIN. #68 STONE ;TONE STABLE SOIL OR ROCK� NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3. THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 TD -13 NOTE: HYDRANT MUST BE KENNEDY GUARDIAN (K -81A) EQUIPPED WITH CHARLOTTES - MUELLER CENTURION (A-423) VILLE THREADS WHICH IS Al OR APPROVED I EQUAL THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN (I (270'r 2' TO 10 7 CU. FT. 18" VALVE BOX GRAVEL 36"MIN 6" GATE .?� VALVE X 6" TEE 2500 P.S.I. CONCRETE BASE AND THRUST BLOCK AGAINST :."'. UNDISTURBED STABLE SOIL. STEEL PILE 3/4" THREADED RODS TO WHEN THE SOIL IS DISTURBED OR WHEN MAIN IN ALL INSTALLATIONS. A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL BE GALVANIZED THE VALVE TO THE HYDRANT WITH 2-3/4" OR ASPHALT COATED THREADED RODS IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT NOTE 2 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT INCLUDING DITCHES 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 X FOR ALL BENDS - - - - - 45' min 45' min T SECTION 1-1 45' max 45' max PLUG 2 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE wo ANCHOR IF 45.' REQUIRED. min BEDDING AS REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. #',3'- D - 4!-3-13'-0" 2'-3- 3'-6- 2" BEND 18' 3'-6- 5'-6" 3'-3" 3'-0" 4'-6" 2 1/2" 3-6- L H T L H T 10" 90 2.50 2.50 3.01 0.24 18" 15'-0' 7'-6"1 S-3" 4'-0" 5'-8" 2 1/2' PIPE BELL 4' - 6' 3'-0" 6'-0'1,3'-0' 3'-3- 3'-3" 2 1/4" - 4" & 6" 45 2.00 2.25 2.60 0.15 SECTION 12" 5'-3 9'-0' 3'-3" 5'-0 5'-9" 2 1/2 18- 3'-9"= 2 1/2 - 22 1/2 1.50 2,00 2.52 0.10 2.00 2.25 2.50 0.15 U 11 1/4 1.50 1 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 I 81, 45 2.66 2.66 2.77 0.26 U t__ U (D 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 0 co Q 90 4.83 3,83 3.42 0.83 10" & 12" 45 3.33 3.58 2,95 0,43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 I 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 FD -14 PLACE 5' GALV. " WITNESS POST PAINTED BLUE TO INDICATE VALVE LOCATION AS 0 DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE WATER ADJUSTABLE VALVE BOX W/ LID BINGHAM & TAYLOR FIG. NO. 4905 (SCREW TYPE) OR APPROVED EQUAL M.J.GATE VALVE - - - - - LINE 2500 P.S.I. CONCRETBLOCK E 4 4 2'x 2' BEARING AREA. THRUST 4 .4 NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 - FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" E USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. 11 _\ 4 BARS @ 12" ON CENTER FOR 12" BENDS &LARGER I T B - USE BRACING STRAPS ON ALL PIPE SIZES D < ----,CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPEA SIZE B C D E F THICKNESS OF 4" - 6" 1'-9" 2'-3" 2'-6" 1'-2" 2'-0" 1 1/4" 11 1/4' 8" 2'-3 3'-0" 2'-6" 1'-6" 2'-6" 1 1/4" 10' 0 2' _9" 2'-9- 3'-9"1 2'-6" 2'-0' V -O" 2' 12 j #',3'- D - 4!-3-13'-0" 2'-3- 3'-6- 2" IN UNPAVED AREAS 18' 3'-6- 5'-6" 3'-3" 3'-0" 4'-6" 2 1/2" 3-6- g 0-1 4- - 6' 2'-6" 3'-0' 2'-6" 1'-6 2'-8- 1 1/4- � P-4< " In 8. 0" 4'-3" 2'-6" 2'-6" 3'-3 2 22 1/2* 10" 3'-3" 5'-0" 3'-0" 2'-9" 3'-9" 2" VV74 (I 12" 3'-9" 6'-3'13'-O' V-6' 4'-3- 2" 18" 15'-0' 7'-6"1 S-3" 4'-0" 5'-8" 2 1/2' PIPE BELL 4' - 6' 3'-0" 6'-0'1,3'-0' 3'-3- 3'-3" 2 1/4" - ONCENTER FOR 12" BENDS 8" 3'-6" 6'-6" 3'-0" S-8"IS-9-12 1/4" 45' 10" 4"-6- 7'--6" 3'-0" 4'-3" 5'-0' 2 1/4" 1 SECTION 12" 5'-3 9'-0' 3'-3" 5'-0 5'-9" 2 1/2 18- 3'-9"= 2 1/2 - CHART FOR UPPER VERTICAL BLOCKING 1" TYPE 'K' - SOFT COPPER CONCRETE BLOCKING FOR UPPER VERTICAL BENDS 1"Wxl" TEE NOTE: NO SWEATED FITTINGS (FLARED ONLY) DUAL SERVICE _1 TYPE "K" SOFT COPPER SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 2) THE SERIVICE LATERAL SHALL BE THE SAME SIZE AS THE COPPERSETTER, EXCEPT AS NOTED ABOVE OR UNLESS OTHERWISE APPROVED. -11 �I 1:I1I,r_ J11 --if �11 1171 E. f 41 r. --=III E� fl -I 1/4 BEND COUPLING MUELLER ER NO, H-15069 (1-) LOCKWING NO. H-15068 (1 1/2", 2") ANGLE FORD NO. L02-44 (1") VALVE NO. L02-66 (1 1/2") NO, L02-77 (2 36" MIN. I t OR APPROVED EQUAL II F05 N.T.S. FIG. W -3A TD -15 is 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 1' COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AW IRRIGATION METER IS NOT PROVIDED. CAST IRON LID F FINISHED GRADE WIDTH DIM. " F" 00 00 THICKNESS OF FILLET WELD STRAP = 1/4" BROOKS 2200 SERIES BOX WITH STANDARD HEX NUT 1 THICK FLATE WASHER 3: THREAD IN UNPAVED AREAS Cq g 0-1 " 1NOMINAL INSIDE � P-4< " In 3/4" ANCHOR DIAMETER EXTRA II BOLTS STRONG STEEL PIPE VV74 (I 0 414 - OR APPROVED EQUAL #4 BARS @ 12" Ifl V) -0 PIPE BELL ONCENTER FOR 12" BENDS CONCRETE CLASS "B" LARGER C/) 0 Cn 6. SECTION NOTE: STANDARD 90* HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS 1"Wxl" TEE NOTE: NO SWEATED FITTINGS (FLARED ONLY) DUAL SERVICE _1 TYPE "K" SOFT COPPER SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 2) THE SERIVICE LATERAL SHALL BE THE SAME SIZE AS THE COPPERSETTER, EXCEPT AS NOTED ABOVE OR UNLESS OTHERWISE APPROVED. -11 �I 1:I1I,r_ J11 --if �11 1171 E. f 41 r. --=III E� fl -I 1/4 BEND COUPLING MUELLER ER NO, H-15069 (1-) LOCKWING NO. H-15068 (1 1/2", 2") ANGLE FORD NO. L02-44 (1") VALVE NO. L02-66 (1 1/2") NO, L02-77 (2 36" MIN. I t OR APPROVED EQUAL II F05 N.T.S. FIG. W -3A TD -15 is 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 1' COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AW IRRIGATION METER IS NOT PROVIDED. CAST IRON LID F FINISHED GRADE 00 00 10"-15" C" U7 BROOKS 2200 SERIES BOX WITH EXTENSION OR APPROVED EQUAL ��o IN UNPAVED AREAS Cq g 0-1 U U � P-4< " In COPPERSETTER (PLACED ON STONE) II FORD VV72 (5/8"x3/4") VV74 (I 0 414 - OR APPROVED EQUAL METER Ifl V) -0 4" STONE BEDDING \-BRICK AS \-CORPORATION STOP (1' 1 1/2' 2') NECESSARY , , MUELLER ER NO. H-15000 FORD NO. F-600, OR APPROVED EQUAL TYPICAL SERVICE LATERAL INSTALLATION NTS FIG. W-6 ADI O E- '414 ix Irli Ofi rp 000, �00. 1%, s 5� S JOHN S. TUSIK Uc. No.. 19998 TD -1 9 TD -17 h,� TD -18 00 0. 400' 'TONAL tr� ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: N/A DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 10 OF 32 00 00 C" U7 ��o C3 Cq g 0-1 U U � P-4< " In P 0 414 - t Ifl V) -0 o;1 C'00 Lq C/) 0 Cn 6. IU CD rd 00 U CD 00 Ln S 0 0 U a4 U 0 by I CD U t__ U (D 'V' I� Lr) 7� op C 0 co Q O E- '414 ix Irli Ofi rp 000, �00. 1%, s 5� S JOHN S. TUSIK Uc. No.. 19998 TD -1 9 TD -17 h,� TD -18 00 0. 400' 'TONAL tr� ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: N/A DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 10 OF 32 LL r Ll I�LJ� 2200 SEKIES -COVER LIFT NOTCH 12 3/8" c: WATER CAST IRON LID N OTES: (1) UNPAVED AREAS (PREFERRED LOCATION): PLASTIC BROOKS 2200 SERIES WITH 6" EXTENSION OR APPROVED EQUAL. (2) PAVED AREAS (ALTERNATE LOCATION): CAST IRON BINGHAM and TAYLOR No. 6015-B OR APPROVED EQUAL. USE 6" OF BRICK and/or BLOCK TO INCREASE DEPTH TO 24". (3) FOR TOUCH READ METERS A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID. TYPICAL METER BOXES AIR RELEASE VALVE, APCO MODEL NO. 143C (1"), ,, NO. 200A 1" , NO. 145C (2"), N0. 200C �2"� OR APPROVED EQUAL BRASS OR BRONZE PIPE DRAIN TO GRADE IF POSSIBLE----, BRICK SUPPORTS OR SOLID CEMENT BLOCKS 1" METERS) NTS FIG. W-7 TD -20 TYPE "K" SOFT COPPER CORPORATION STOP, MUELLER NO. H 15000 OR APPROVED EQUAL NISHED GRADE BRONZE GATE VALVE RUSHED STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID, OR APPROWED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WA -TER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SIUPPORT THE MANHOLE CONE, AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD -27 NO C B F ------------------I I f DIMENSION DIMENSION DIMENSION METER SIZE A B C 1 1/2" 3'1" 5'0" 3'8" 2" 3'1" 5'0" 3'8" 3" 5'N 10' 10' MIN. VALVE OX 4" 5' MIN. 12 MIN. 6' MIN. GREATER PROPOSALS WILL BE SUBMITTED. THAN 4" M.J. FITTING Ei cn -_ B F ------------------I I f VARIES THREADED 1 i i AND CAP N I o I I I I L ----------------- I I I TYPICAL METER VAULT N.T.S. FIG. W -7A 0 I o0 TD -21 SIDE VIEW .75" DIAMETER DRILLED TOLE FOR TOUCH READ (NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24" X 36" ALUMINUM ACCESS HATCH 0.25" MIN. THICKNESS 36" MIN. STEEL CASING SIZE BKANCI• VALVE THE WATER MAIN WATER WI -116011 � 0 I\VU VYILVL TO TEE ON-LINE (TYPE "B") J. PLUG ROADWAY PAVEMENT COATED STEEL BAND OR STAINLESS STEEL CASING INSULATORS AS 36" MIN. MANUFACTURED BY ADVANCE PRODUCT SYSTEMS, INC., MODEL SS1, S1; OR BY CASCADE MODEL #CCS -905, OR APPROVED EQUAL. TD -26 12" CONCRETE FILL BOTH ENDS 1 2 -O 1 7 OR 8 1 7 OR 8 1 2 -0 I 2 -0 �.. ..T• T. �. ...1 DUCTILE IRON PIPE 18' OR 20' JOINT OF D.I. _ (PUSH ON JOINTS) (� NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF PAVEMENT, WHICHEVER IS GREATER. 2. ENDS OF CASING CAN BE SEALED USING A MODEL AC PULL -ON END SEAL GASKET, AS MANUFACTURED BY ADVANCE PRODUCT SYSTEMS, INC., IN LIEU OF CONCRETE FILL. 3. MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE. WATER TYPICAL STEEL SLEEVE INSTALLATION UNDER ROADWAYS N.T.S FIG, W-10 UNDISTURBED EARTH 2 — 3/4" DIA ALL—THREAD RODS O VALVE UNDISTURBED ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED SOIL (TYP) r -WATER MAIN PLAN S A-3 CONCRETE LUG SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W -3C Added Feb. 16, 06 TD -31 VARIES THREADED FOR COUPLING AND CAP N PVC SLEEVE U P--qLn cO BOX Y/ (SEE FIG. W-7) THRUST BLOCK O /METER NO. 57 STONE VALVE OX � oJs 2" PIPE SLOPED � GOcl TO DRAIN IF M.J. FITTING Ei cn -_ GRADE ALLOWS ° o — 2" GALV. Ln cd VARIES VARIES PIPE z 2" THREADED TAP PLUG DEAD END o (TYPE "A") TYPICAL BLOW -OFF- ASSEMBLY NTS FIG. W-8 ROADWAY PAVEMENT COATED STEEL BAND OR STAINLESS STEEL CASING INSULATORS AS 36" MIN. MANUFACTURED BY ADVANCE PRODUCT SYSTEMS, INC., MODEL SS1, S1; OR BY CASCADE MODEL #CCS -905, OR APPROVED EQUAL. TD -26 12" CONCRETE FILL BOTH ENDS 1 2 -O 1 7 OR 8 1 7 OR 8 1 2 -0 I 2 -0 �.. ..T• T. �. ...1 DUCTILE IRON PIPE 18' OR 20' JOINT OF D.I. _ (PUSH ON JOINTS) (� NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF PAVEMENT, WHICHEVER IS GREATER. 2. ENDS OF CASING CAN BE SEALED USING A MODEL AC PULL -ON END SEAL GASKET, AS MANUFACTURED BY ADVANCE PRODUCT SYSTEMS, INC., IN LIEU OF CONCRETE FILL. 3. MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE. WATER TYPICAL STEEL SLEEVE INSTALLATION UNDER ROADWAYS N.T.S FIG, W-10 UNDISTURBED EARTH 2 — 3/4" DIA ALL—THREAD RODS O VALVE UNDISTURBED ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED SOIL (TYP) r -WATER MAIN PLAN S A-3 CONCRETE LUG SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W -3C Added Feb. 16, 06 TD -31 Z N O N U P--qLn N ve I% H>� O 0 00 � oJs �Ln � GOcl Ei cn U oar o Ln cd F---� z U V] o aj ci G1 6) N s+„ N co f -+-I 4- v� N O u OQ �w �b o0o U 0-0o o 0 o C'� 0° o I -n � Z OPOOO ®� JOH S. USIK ®� Lic. No. 9998 AV �v 00®ase ts�' ENGINEERING GROUPE PROJECT STATUS DATE: k1PRIL 2010 SCALE: N A DESIGNER:. JM CF DRAFiSMAiN: MT FILE N0. SP -228 DATE ACTION SHEET `11 OF 32 GaPRO]ECT\Briarwood\ENG\DWGjSECTION 5 & 6\00-K05iO4.dwg, 7✓$✓2010 11:33:25 AM a N ve x H>� � � H Ei cn U � E-+ '!� F---� z OPOOO ®� JOH S. USIK ®� Lic. No. 9998 AV �v 00®ase ts�' ENGINEERING GROUPE PROJECT STATUS DATE: k1PRIL 2010 SCALE: N A DESIGNER:. JM CF DRAFiSMAiN: MT FILE N0. 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It II �- II II II II -- - - �- II _ _ II II E INEERING GROUPE PROJECT STATUS DATE: JULY 2010 II . 11 11 11 N " 11 11 II II 11 11 it II -t 11 II II II 11 II it 11 II II I-- . -- - --- ----- --- ---- - - ------ ----- - - .- ---- _--- ---`------ � ---- -- --_- --- - --._._ ...- - -- - -- ___ --- - ---- - -- ------------- - --- --- - - - - - -- - -- - - - -- -------- --- ----------------- ------ ---- --- - - -- - --- n O_ � z o_ N r � a In �, rn co a - - - - -,' - -- O z_zz - ro _ - - - o o SCALE: 1 =50 ii} N - 0o O - O t'') O 1 "S co 00 r- r7 X) d' co co O O - N » s - - - ' - 5 -- w - - M -N -- o ---- --- ca oo rn °n r� 1 ----- - - ---- - -- - x z X X d Z m 1 =5 V r` Xz = zZ w zz z w_ww _ rn z DESIGNER: JM CE - - -- --- -- + - + - + - N DRAF1rSMAN: MT n u� c0 r` 00 00 6) O m O O O O N O O I n ro r� II 00 r7 r7 d- d- d d d' -; -' d- FILE N0. SP -226 33 + 34 + 35 �+ 36 + 37 + 38 + 39 + 40 + 41 + 42 + 1''0 + 11 + 12 D TE ACTION SHEET 12 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K2200.dwg, 7/8/2010 11:32:10 AN PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V, SECTION G OF THESE SPECIFICATIONS. WELD BELL & SPIGOT TRUE UNION i LOW PRESSURE ., a • .' .' . 4.. FORCE MAIN CUT -IN TEE (LPFM) SET DOGHOUSE BASE ° '' ,:� ° EXISTING SANITARY ON CONCRETE BLOCKS :. .. SEWER PIPE DOGHOUSE OPENING SHALL ° ° = - ' 4 �- MIN. 12" CLEARANCE BE PERFORMED BY ° BETWEEN EXISTING PIPE MANUFACTURER OR �' ' ' °. AND STONE BEDDING SAW CUT TO FIT PIPE ° �D OUTSIDE DIAMETER '' �° .4'•, PLUS 6". NOTES 0; 12" THICK VDOT No. 68 STONE BEDDING 8"x8"x16" AND 4"x8"x16" 2. ALL PIPE CONNECTIONS MUST WITHSTAND FULL SYSTEM SOLID CONCRETE BLOCKS PRESSURE WITHOUT SEPARATING. CENTER W/RISER DOGHOUSE MANHOLE BASE WALL (4 EACH) & LATERAL CONNECTION TO GRINDER PUMP. TRACER WIRE WILL BE VALVE N FILL DOGHOUSE OPENING MANHOLE ABOVE BASE SHALL EXISTING PIPE BE CONSTRUCTED AS SHOWN /AROUND WITH 3,0PSI ON FIGURE S -1—A R NON—OSOHRINKNOGNGROUT ALLOW CONCRETE WRAP EXISTING PIPE WITH TO FLOW A MIN. NEOPRENE GASKET MATERIAL 1'—O" BEYOND BASE BEFORE FILLING THE OPENING OF STRUCTURE NEOPRENE SECURED BY 2 NON— CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 12" MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW N OTES: 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION NTS FIG. S -1-A1 ADDED FEB. 16, 2006 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN BRANCH 12" 2„ FLEXIBLE CONNECTION --,LJ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE Ld CONNECTION " BOOT " INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S -1—B TD -1A TD -2 SEWER SERVICE LATERAL CONNECTION NOTES 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE AS MANUFACTURED BY "SEALTITE", OR AN APPROVED EQUAL. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT) A_Z1 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM 2' MIN DIAMETER OF 4". 1 1 n -_ - 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. 017 SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF MAIN LINE SERVICE LATERAL eSECTION 45°0'0" El IN LINE WYE -TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD -6 co ®_ 0 fn v 0 0 0 > East Jordan Iron Works 00104316 US Foundry Corp. USF 710 ring & DP cover or approved equal zil 01 r 0 M D 27 1/2" DIA rni [699mm] 26 1/4" DIA [667mm] --�, 24" DIA [606mm] I 28 7/16" DIA OI / [722mm] < rn36" DIA 1 1 1I [914mm] Ml FRAME SECTION (4) 1" (25mm) DIA HOLES ON 32 3/4"- (834mm) DIA BOLT -'- FRAME & COVER SEE FIG. S -1-D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA •r':"?``,,": 1.o-; ....i -;,:: 2'-0" "WEDGE LOOK" TYPE RUBBER COATED 1'-0" MAX o STEEL STEPS OR APPROVED EQUAL CAST IN PLACE — PRECAST REINFORCED CONCRETE ° SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL o 3'-0" MIN o THE DROP CONNECTION SHALL BE DUCTILE IRON PIPE (CLASS 50) 5" BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR 12" MIN BACKFILLED WITH SELF—COMPACTING 16" MAX STONE. 5" A MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS M.H. FROM INLET TO VARIEE OUTLET SHALL BE 0.20 FEET All D A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE PROVIDED. 12"1" 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG. S -1-C '�' m) LETTERS ED FLUSH) ) CLOSED ;KHOLES 1 1/2" 1 1/2" [38mm] (2) CORED PICKBARS im) DIA BOSS 7" [178mm] 26" DIA1 1/2" [660mm] [38mm] 1/4" (6mm) DIA 3 1/8" NEOPRENE GASKET [79mm] 5/8" - [16mm] 23" DIA _ [584mm] 25" DIA [635mm] O.D. OF GASKET GROOVE SECTION TD -3 G 36" MIN. EMB SPRIT C NO. 68 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 6" IN ANY DIMENSION —INITIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER —HAUNCHING —BEDDING 6" max 4" m i n -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE "(ALL PIPE) NOTE : 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT—OF—WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO, 68 STONE TYPIICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD -7 ROADWAY 0 g c> = PAVEMENT 07 COATED STEEL BAND OR STAINLESS STEEL CASING INSULATORS AS 36" MIN. MANUFACTURED BY ADVANCE PRODUCT 0.25" MIN. THICKNESS SYSTEMS, INC., MODEL SS1, S1; OR BY CASCADE MODEL #CCS -905, OR "CONCRETE FILL STEEL CASING APPROVED EQUAL. BOTH ENDS 2'-0" 2'-0" 7' OR 8' 7' OR 8' 2'-0" 2'-0" DUCTILE IRON PIPE 18' OR 20' JOINT OF D.I. (PUSH ON JOINTS) NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF PAVEMENT, WHICHEVER IS GREATER. 2. ENDS OF CASING CAN BE SEALED USING MODEL AC PULL -ON END SEAL GASKET, AS MANUFACTURED BY ADVANCE PRODUCT SYSTEMS, INC., IN LIEU OF CONCRETE FILL. 3. MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE. SEWER TYPICAL STEEL SLEEVE INSTALLATI&N UNDER ROADWAYS WT.S FIG. S-5 CD CD /STAIDA111 MANHOLE FRAME AND COVER M (SEE DETAIL #33) A SCH. 40 SOLVENT 1" NPT PLUG t' WELD BELL & SPIGOT TRUE UNION i LOW PRESSURE PV BALL a FORCE MAIN CUT -IN TEE (LPFM) VALV (TYP.) "MIN. 112' OR WET TAP 36"0 METER CROCK 1 1 A MAX. � TRACER WIRE TYP. 1 1 2" MIN. PVC SCH. 40 To GRINDER PUA1P 1 1/2" MIN. PVC SCH. 40 f' `'•% ° `:' 1 1/2" TRUE UNION BALL VALVE U #57 STONE, 6" MIN. 1 Y2" TO 1 Y4" REDUCER. SOLVENT, WELD WITHIN 5' OF O GRINDER PUMP CONNECTION. �D CONCRETE BLOCKS, MIN. 8 T0, SUPPORT CROCK 1 UNDER TEE NOTES 0; 1. USE SCHEDULE 40 PVC PIPE. SOLVENT WELD BELL & SPIGOT. (220 PSI RA11NG) BLOCK ELBOW TO 2. ALL PIPE CONNECTIONS MUST WITHSTAND FULL SYSTEM SIDE OF CROCK PRESSURE WITHOUT SEPARATING. 1" NPT PLUG 3. PROVIDE # 12 SOLID COPPER TRACER WIRE ALONG ENTIRE FORCE MAIN TRUE UNION — PVC BALL & LATERAL CONNECTION TO GRINDER PUMP. TRACER WIRE WILL BE VALVE N LOOPED IN BOX SO THAT IT CAN BE EXTENDED A MIN. OF 18" ABOVE 1 1/2""MIN. TOP OF BOX. WIRE TO BE STRAPPED TO MAIN AND LATERAL USING PLASTIC CABLE TIES PLACES EVERY 5 FEET. 3. ALL FITTING WILL BE SCHEDULE 80 PVC; 320 PSI RATING • � �+ FLUSHING STATION AND ADAPTATION FOR FLUSHING STATION GRINDER PUMP CONNECTION TO ON Low PRESSURE MAIN ADEND LOW PRESSURE FORCE MAIN a 00 00 � G1 N co F A C a � N O U Ln O 0 �D R 0; oo Ln �� Qo Cn Z 0 c�3 o • � �+ ai 0 o 1 (U o z-_ NNp W 4� N � U A L O u c� bIJLf-) �b 00 Oo 00 00 Ln � c� a E � F A C a �E­4 L W �D H Cn Z W W TH 0r, 0000, ® JOHI S. USIK 40, No. 19998 AV 00 00, 0000000# *0044% ENGINEERING GROUPIE PROJECT STATUS DATE: JULY 2010 SCALE: N/A DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 13 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K0502.dwg, 7/8/2010 11:33:35 AM AM 10 12 c I I I I I J-1 I --I 1 11 thio 1 110 1 1 001n I 1 10 i I I ml � I I I 1 -1 1 tol I I oil I . 11 --T • 0 �' -Q co T 00 �j 'p Lcn, I IVI A T ccoo - S T - ------ --�-1 ------ P-4 ---- - ---- - �$- 4-4U0 U II --ELI c 0Lo cz) Lu w ry 0 0 �5 II -j u u t ­ r- In U 00 jj < 00 -tj < 0 000 00 c Ln CD < P-4 —j 12 - < I V < COMPACTED TO 95% MAX.-- —T- DENSITY --wis-Tl AT OPTIMUM eoNTEN- F u- 0 75 0) 0 M 0 c"I + 0 0") ROP. GRADE L Of -j to 00 v7 r�F 06 Nc to m C) Fn 0) 7D 't Z11- 11 7 F, S2 II III A o co it Z II D 0 11 IIII II 0 Ozz �z z Il 5� 7 aE 1M7 4 z::z 0) 24" 1, (0 0) 7: Z Z 3) Z Z 00 70 (c) to zzz -j— 0 0, - - DO T Z: XO V) LJ -,t 1-- x CO W >" <-W < WI x u La xx Lw p7m; -: 1: =F4 (N X X LLJ LL WL, 0, @ �F �2 ) x Q Lu Cr CL a- 6- [I T-1 --H GL 10 + 11 + 12 + 13 + 14 AOL C 114 LL .0 0 - 5 CL E AR 465 (T 9.� 4 460 455 130" 111171 CL 0 In 0 j EX. 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II 0 II -0- ZZ II ZZ i H S. SIK z z ::;: z z z r Lic. No.. 1 998 4p XX WW ()o 0000" + 15 + 16 Noo�,tQNAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1'- ,7-59 (H) 1 =5 (V) DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 � DATE ACTION SHEET5OF �32 (i:\PKujtci\t3riarwooci\tNU\DWU\btC[IUN!)tit b\uu!-Kzt3uU.dwg,// ZU1U11.-3Z:UU_AM 00 00 • 0 �' -Q co T 00 �j 'p Lcn, ccoo VU U (:5 u 00 I f � P-4 4-4U0 U II --ELI cz) Lu w ry II -j u u t ­ ry--- U jj < 00 -tj < 0 000 00 Ln CD < P-4 —j < I V < u- 0 0) 0 M 0 c"I + 0 0") -j to 00 v7 r�F 06 Nc to m C) Fn 0) 7D 't Z11- 11 7 F, S2 II III A o co it Z II D 0 11 IIII II 0 Ozz �z z Il 5� aE 1M7 4 z::z 0) > >z - ZZ (0 0) 7: Z Z 3) Z Z 00 Z: Z: (c) to zzz 0 0, - - DO T Z: XO V) LJ -,t 1-- x CO W >" <-W < WI x u La xx Lw p7m; -: 1: =F4 (N X X LLJ LL WL, X W Ld a_ �F �2 ) x Q Lu Cr CL a- 6- [I T-1 F0 0 II o00 0 —A 00 m m m It,n 0000 M - a) 6) n r V e (c U-) k4.) II 0 II -0- ZZ II ZZ i H S. SIK z z ::;: z z z r Lic. No.. 1 998 4p XX WW ()o 0000" + 15 + 16 Noo�,tQNAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1'- ,7-59 (H) 1 =5 (V) DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 � DATE ACTION SHEET5OF �32 (i:\PKujtci\t3riarwooci\tNU\DWU\btC[IUN!)tit b\uu!-Kzt3uU.dwg,// ZU1U11.-3Z:UU_AM 00 00 • 0 �' -Q co 00 �j 'p Lcn, ccoo VU U (:5 u 00 � P-4 4-4U0 U II --ELI cz) Lu w ry 0 u u u t ­ ry--- U 00 -tj 0 000 00 Ln CD < P-4 u- 0 0) M c"I 0") -j to 00 v7 r�F 06 Nc to m C) Fn 0) 7D 't 11 7 F, S2 II III A o co it Z II D 0 11 IIII II Il Ozz �z z Il 5� aE 1M7 4 z::z 0) > >z - ZZ (0 0) 7: Z Z 3) Z Z 00 Z: Z: (c) to zzz 0 z- 2 CL DO Z: XO V) LJ -,t 1-- x CO W >" <-W < WI x u La xx Lw 7 Wjj Lu (N X X LLJ LL WL, X W Ld a_ �F �2 ) x Q Lu Cr CL a- 6- 10 + 11 + 12 + 13 + 14 F0 0 II o00 0 —A 00 m m m It,n 0000 M - a) 6) n r V e (c U-) k4.) II 0 II -0- ZZ II ZZ i H S. SIK z z ::;: z z z r Lic. No.. 1 998 4p XX WW ()o 0000" + 15 + 16 Noo�,tQNAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1'- ,7-59 (H) 1 =5 (V) DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 � DATE ACTION SHEET5OF �32 (i:\PKujtci\t3riarwooci\tNU\DWU\btC[IUN!)tit b\uu!-Kzt3uU.dwg,// ZU1U11.-3Z:UU_AM 00 00 • 0 �' -Q co 00 �j 'p Lcn, ccoo VU U (:5 u 00 � P-4 4-4U0 U cz) u u u t ­ U 00 -tj 0 000 00 Ln CD P-4 F0 0 II o00 0 —A 00 m m m It,n 0000 M - a) 6) n r V e (c U-) k4.) II 0 II -0- ZZ II ZZ i H S. SIK z z ::;: z z z r Lic. No.. 1 998 4p XX WW ()o 0000" + 15 + 16 Noo�,tQNAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1'- ,7-59 (H) 1 =5 (V) DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 � DATE ACTION SHEET5OF �32 (i:\PKujtci\t3riarwooci\tNU\DWU\btC[IUN!)tit b\uu!-Kzt3uU.dwg,// ZU1U11.-3Z:UU_AM • F0 0 II o00 0 —A 00 m m m It,n 0000 M - a) 6) n r V e (c U-) k4.) II 0 II -0- ZZ II ZZ i H S. SIK z z ::;: z z z r Lic. No.. 1 998 4p XX WW ()o 0000" + 15 + 16 Noo�,tQNAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1'- ,7-59 (H) 1 =5 (V) DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 � DATE ACTION SHEET5OF �32 (i:\PKujtci\t3riarwooci\tNU\DWU\btC[IUN!)tit b\uu!-Kzt3uU.dwg,// ZU1U11.-3Z:UU_AM G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K3.501.dwg, 7/$/2010 11:31:19 AM TYPICAL TREATMENT - 1 (SOIL S TABIL AZA TION BLANKE T) INS TALLA TION CRITERIA ANCHOR SLOT NOTES APPROXIMATELY 200 STAPLES REQUIRED PER 100 SQ, YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & CHECK SLOTS TO BE BURIED 6" TO 12". 12" MAX. 4:1 OR FLATTER 6" MAX. STEEPER THAN 4:1 JUNCTION SLOT EDGE AND END JOINTS I I I I I I I I I I CHECK SLOT TO BE SNUGLY ABUTTED I (JUTE MESH WILL HAVE I I TERMINAL FOLD STAPLED LAP JOINT IN LIEU OF EDGE JOINT) I I I I I LAP JOINT 2" MIN. FIRMLY -F (JUTE MESH ONLY) I I I I 'CHOR SLOT 5' MAX. 4:1 OR FLATTER TAMP 3' MAX. STEEPER THAN 4:1 I I I I 2-11 I I WTo6- 12" I I I I I 2" TAMP CHECK SLOT TAMP -t ---- s" To 12" *CHECK SLOT I I I I - � �-�-- 1" TO 2" I I 11 1 I I I 1 1 11 VAR, VAR 6" TO 8" MIN. PLAN VIEW STAPLING DIAGRAM *CHECK SLOTS AT MIN. STAPLE FORMED FROM NOA I STEEL WIRE. 50' C -C INTERVALS; 8" STAPLE MIN. LENGTH FOR SANDY SOIL. NOT REQ.'D WITH ALL 6" STAPLE MIN. LENGTH FOR OTHER SOIL "COMBINATION"BLANKETS JUNCTION SLOT TAMP 2" FIRMLY 6" TO 12" �12"� TERMINAL FOLD F TAMP FIRMLY r- 2" Drip Line Protective Device Maximum Limits of Clearing and Grading 4 Proposed Grading MITI. 5' kits re drIPline less than 5' CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES .ROCK CHECK DAM VDOT #1 COARSE AGGREGATE l LAJJ 1 �"'"'.+HN4" "• RIP -RAP ARIES-� SIDE VIEW FILTER CLOTH (OPTI❑NAL) 1 ARIES---� VDOT #1 COARSE AGGREGATE FRONT VIEW T PIPE 0 UTLET CONDITIONS A --f-9 A PLAN VIEW 0 SECTION A -A FILEz!!L�IL TER CLOTH r4d PLAN VIEW PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL La .d - J KEY IN 6"-9" RECOMMENDED FOR ENTIRE PERIMETER 8%q 1 A 3do (MIN.) PIPE OUTLET TO WELL DEFINEDI CHANNEL t I I I t SECTION A -A FILTER KEY IN 6"-9" RECOMMENDED CLOTH FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIP -RAP, GROUTED RIP -RAP, GABION BASKET OR CONCRETE. 2. La IS THE LENGTH OF THE RIP -RAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. GRAVELBLOCK AND DROP INLET CONCRETESEDIMENT FILTER WIRE SCREEN • •�,- �00� :ids iii% •.�. .... ■ �aoo ':... •pie:• � ���7• � ;�'�M• •�i•'ii. ■I 111 �- il��i�t� ,s: iii' ��. •�.i. WIRE SCREEN r FILTERED WATER OVERFLO`W� RUNOFF WATER WITH SEDIMENT x-1 I a DROP INLET - SEDIMENT WITH GRATE SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. GRAVEL SHALL BE VDOT #3, #357 OR #5 COURSE AGGREGATE. 'TEMPORARY DIVERSION DIKE �- COMPACTED SOIL 1'I'I�I�I�I�I�I�II)�1�111' 18" MIN. I I II Ill! II ' FLOW -11 III�I�iI �I�IIi��IIII���III� II I I I=1 I I I I I=i I I I I I l i l=1 11= 4.5" MIN MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT . TRAP EMBANKMENTS . ACCORDING TO HEIGHT OF EMBANKMENT (FEET) H HO W - 1.5 0.5 2.0 H 2.0 1.0 2.0 ry' HO 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 4.0 3.0 3.0 ��- 4.5 3.5 4.0 EXCAVATED AREA 5.0 4.0 4.5 MAX. DEPTH = 4' ORIGINAL GROUND ELEV. ANTI- VORTEX DEVICE DESIGN LO o SUPPORT) 0 0 O O O TACKWELD N ALL AROUIND PLAN VIEW 1 FILTER CLOTH 6" MIN A � D _ SIDE ELEVATION H 8" IN. #6 X 12" B WASHRACK SPACERSUPPORT BAR BAR A �IZrE)#6 REBAR (TYPICAL) � 4._i®� RISER DIAMETER ISOMETRIC N TOP STIFFENER (IF REQUIRED) IS I I -X-X-- ANGLE WELDED TO SECTION A -A TOP AND ORIENTED PER - -� PERPENDICULAR TO NOTES: CORRUGATIONS. 1. THE CYLINDER MUST BE TOP IS __ GAGE CORRUGATED FIRMLY FASTENED TO THE METAL OR 118" STEEL PLATE. TOP OF THE RISER. PRESSURE RELIEF HOLES MAY BE 3" MIN. OMITTED, IF ENDS OF 2. SUPPORT BARS ARE CORRUGATIONS ARE LEFT FULLY WELDED TO THE TOP OF OPEN WHEN THE TOP IS THE RISER OR ATTACHED ATTACHED. BY STRAPS BOLTED TO CYLINDER IS __ GAGE TOP OF RISER. CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLA TE. RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP � VAIRutr YETHYLENE IEIr DIAMETER IREQUI "FERNCO-STYLE"WET S7 COUPLING STORAGE IJ DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 -FOOT MINIMUM CORRUGATED METAL DIAMETER VARIES (SEE CALCULAT16NS RISER IN 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 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"x 4" TRENCH WPSLOPE ALONG THE LINE OF STAKES A 3. N 5:1 1 FILTER CLOTH 6" MIN A MOUNTABLE BERM (OPTIONAL) SIDE ELEVATION FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH 4. BACKFILL AND COMPACT THE EXCAVATED SOIL FLO' SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B DRAINAGE WAY INSTALLATION (FRONT ELEVATION) STONE CONSTRUCTION ENTRAN(CE 70' MIN. EXISTING ^- PAVEMENT A 3. N 5:1 1 FILTER CLOTH 6" MIN A MOUNTABLE BERM (OPTIONAL) SIDE ELEVATION EXISTING GROUND 70' MIN. B WASHRACK 10' MIN. „n 00 * 12' MIN. ' 10MIN. EXISTING � 4._i®� PAVEMENT 'U4 0 N VDOT #1 g POSITIVE DRAINAGE 10' MIN. COURSE TO SEDIMENT AGGREGATE TRAPPING DEVICE -� MUST * NDE PLAN. VIEW - INGRESSX ESS OPERATION 12' MIN. O 3' MIN. U 3" MIN. FILTER CLOTH SECTION A -A CJ') lUP ir. ��I... •.;��n.�..� ..�, %��i.� dl . ,. EROSION & SEDIMENT CONTROL NOTES.- 1. OTES: 1. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE 1992 VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND COUNTY ORDINANCES. 2, THE OWNER/DEVELOPER GRANTS THE RIGHT OF ENTRY ONTO THIS PROPERTY TO THE DESIGNATED ALBEMARLE COUNTY PERSONNEL FOR THE PURPOSE OF INSPECTING AND MONITORING FOR COMPLIANCE WITH THE CODE OF VIRGINIA, EROSION AND SEDIMENT CONTROL LAW. 3. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ONSITE AT ALL TIMES. 4. PRIOR TO DEVELOPMENT, THE LIMITS OF CLEARING SHALL BE CLEARLY MARKED WITH PROTECTIVE BARRIERS. IN PARTICULAR, BARRIERS SHALL BE INSTALLED FIVE (5) FEET OUTSIDE THE DRIPLINE OF ANY TREE OR STAND OF TREES TO BE PRESERVED. THE BARRIERS SHALL REMAIN IN PLACE THROUGH ALL PHASES OF CONSTRUCTION. THE STORAGE OF EQUIPMENT, MATERIALS, DEBRIS OR FILL SHALL NOT BE ALLOWED WITHIN THE AREA PROTECTED BY THE BARRIER. 5. CONSTRUCTION SHOULD BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE. ALL EROSION AND SILTATION CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN GRADING. THE FIRST AREAS TO BE CLEARED ARE TO BE THOSE REQUIRED FOR THE PERIMETER CONTROLS. 6. ALL EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED IN GOOD WORKING CONDITION AT ALL TIMES DURING CONSTRUCTION. REMOVAL OF SAID CONTROLS SHALL BE AUTHORIZED BY A COUNTY INSPECTOR BUT, AT THE LEAST, SHALL NOT BE REMOVED UNTIL PERMANENT VEGETATIVE COVER HAS BEEN ESTABLISHED ON ALL DENUDED AREAS. 7. ALL SILTATION AND EROSION CONTROL MEASURES ARE TO BE INSPECTED DAILY BY THE RESPONSIBLE LAND DISTURBER OR HIS AGENT. ANY DAMAGED STRUCTURES ARE TO BE REPAIRED IMMEDIATELY. NO CONTROL DEVICES SHALL BE REMOVED WITHOUT THE APPROVAL OF THE COUNTY INSPECTOR. 8. PERMANENT AND TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER THAN 30 DAYS. 9. ALL STORM AND SANITARY SEWER LINES NOT IN STREETS ARE TO BE MULCHED AND SEEDED WITHIN 7 DAYS AFTER BACKFILL. NO MORE THAN 500 FT. OF TRENCH IS TO BE OPEN AT ANY TIME. 10. ELECTRIC POWER, TELEPHONE AND GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED, AND MULCHED WITHIN 7 DAYS. 11. ALL TEMPORARY TOPSOIL STOCKPILES ARE TO BE SEEDED AND MULCHED FOR TEMPORARY VEGETATIVE COVER IMMEDIATELY AFTER GRADING. STRAW OR HAY MULCH IS REQUIRED. 12. ANY DISTURBED AREA NOT PAVED, SODDED OR BUILT UPON BY NOVEMBER 1ST., OR DISTURBED AFTER THAT DATE SHALL BE TEMPORARILY SEEDED AND MULCHED IMMEDIATELY WITH HAY OR STRAW MULCH AT THE RATE OF TWO TONS PER ACRE AND OVER -SEEDED NO LATER THAN MARCH 15TH. 13. IF THE MAXIMUM PERIOD FOR DENUDATION IS EXCEEDED AND ANY AREAS REMAIN EXPOSED WITHOUT COVER OR SURFACE, THE COUNTY MAY (IN THE EVENT THE DEVELOPER DOES NOT)INSTALL SUCH GROUND COVER OR OTHER NECESSARY STABILIZING DEVICES AND/OR MATERIAL TO THE MINIMUM EXTENT NECESSARY TO ACHIEVE EROSION AND SEDIMENT COVER SHOWN ON THE APPROVED PLANS. THE COST OF ANY SUCH TEMPORARY MEASURES TAKEN BY THE COUNTY SHALL BE BORNE BY THE CONTRACTOR, AND SHALL BE A CHARGE AGAINST THE CONSERVATION DEPOSIT. 14. EMBANKMENT MATERIAL SHALL BE TAKEN FROM APPROVED BORROW AREA WHICH SHALL BE FREE FROM ROOTS, WOODY VEGETATION AND OVERSIZED STONES OR ROCK. 15. THE TOPS AND SIDES OF .THE EMBANKMENT SHALL BE COVERED WITH TOPSOIL AND PROPERLY SEEDED, MULCHED AND FERTILIZED. 16. THE CONTRACTOR SHALL USE THE PROPER MIX OF SEED AND FERTILIZER THAT WILL ALLOW THE SEED TO GERMINATE IN ALL SOILS PRESENTLY ON SITE. 17. KENTUCKY BLUEGRASS OR EQUIVALENT SHALL BE INSTALLED AS DITCH LINING, UNLESS OTHERWISE NOTED. 18. WET STORAGE AREAS FOR SEDIMENT TRAPS SHALL BE EXCAVATED TO A DEPTH OF FOUR FEET (4') MAX. BELOW THE BASE OF THE STONE OUTLET STRUCTURE. (SEE SPECIFICATIONS, THIS SHEET.) 19. SEDIMENT SHALL BE REMOVED FROM SEDIMENT TRAPS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN VOLUME OF THE WET STORAGE. 20. THE STONE OUTLET OF A SEDIMENT TRAP SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP WHICH WILL PREVENT PROPER DRAINAGE. IF THE STONE IS CLOGGED BY SEDIMENT, THE STONE SHALL BE REMOVED AND CLEANED OR THE STONE WILL BE REPLACED. 21. ACCUMULATED SILT SHALL NOT BE DISPOSED OF ON THE DOWNSTREAM SIDE OF THE SEDIMENT TRAP. 22. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER. 23. DURING DEWATERING OPERATIONS, SEDIMENT LADEN WATER MUST BE PUMPED INTO AN APPROVED FILTERING DEVICE. 24. WHEN SEDIMENT IS TRANSPORTED ONTO A PAVED ROAD SURFACE, THE ROAD WILL BE CLEANED THOROUGHLY AT THE END OF EACH DAY ACCORDING TO THE FOLLOWING PROCEDURE. SEDIMENT SHALL BE REMOVED FROM THE ROAD SURFACE BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING WILL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 25. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS, A SUPPLEMENTARY EROSION CONTROL PLAN SHALL BE SUBMITTED AND APPROVED BY ALBEMARLE COUNTY. 26. ALL CLEARING LIMITS WILL BE IDENTIFIED BY FLAGGING IN THE FIELD, INCLUDING PERIMETER AND INTERIOR SAVE AREAS. 27. ORANGE SAFETY FENCE MUST BE INSTALLED AROUND ALL SILT TRAPS AND SEDIMENT BASINS. 28. GEOTECHNICAL RECOMMENDATIONS FOR THE PHASE L EROSION AND SEDIMENT CONTROL PLAN ARE TO BE SUBMITTED UNDER SEPARATE COVER 29. A PRE -CONSTRUCTION MEETING IS TO BE USED PRIOR TO COMMENCEMENT OF CONSTRUCTION. 30. THE STORM WATER MANAGEMENT POND WHICH IS USED AS A TEMPORARY SEDIMENT BASIN IS TO BE DREDGED OF ALL SILT AND DEBRIS PRIOR TO ITS USE AS A STORM WATER MANAGEMENT POND. DREDGED MATERIAL FROM THE POND IS TO BE DISPOSED OF ONSITE 31. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY BE NECESSARY TO BE INSTALLED UPON THE DISCRETION OF PRINCE WILLIAM COUNTY INSPECTORS DURING CONSTRUCTION. 32. ALL EROSION AND SEDIMENT CONTROL MEASURE ON PHASE I SHALL REMAIN THROUGH THE DURATION OF PHASE it CONSTRUCTION. SEDIMENT CONTROLLING DEVICES MAY BE MODIFIED WITH A LESSER CAPACITY AS GRADING PROGRESSES WITH THE PRINCE WILLIAM COUNTY INSPECTORS APPROVAL. 33. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL ONLY BE REMOVED WITH WRITTEN APPROVAL FROM PRINCE WILLIAM COUNTY INSPECTORS. CONSTRUCTION SEQUENCING PHASE 1 1. A MEETING WILL BE SCHEDULED WITH THE DEVELOPER AND ENGINEER BY WATERSHED MANAGEMENT PRIOR TO THE START OF CONSTRUCTION. 2. INSTALL THE WASH RACK AND THE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. MUD AND DEBRIS SHALL BE WASHED FROM ALL CONSTRUCTION VEHICLES AND EQUIPMENT BEFORE LEAVING THE SITE. THE SEDIMENT -LADEN WATER WILL BE DIVERTED TO A NEARBY HOLDING AREA. WATER TANK TRUCKS WILL BE USED IF PUBLIC WATER IS NOT AVAILABLE. 3. BEGIN CLEARING AND GRUBBING ONLY TO INSTALL ALL PERIMETER SEDIMENT CONTROLS; TREE PROTECTION, SILT FENCES, INLET/OUTLET PROTECTION, SEDIMENT BASINS AS DESCRIBED BELOW AND AS SHOWN ON PLANS. 4. INSTALL THE WET PONDS DAM EMBANKMENTS AND ALL RELATED STRUCTURES INCLUDING DOWNSTREAM OUTLET CONTROL STRUCTURES AS SHOWN ON SWM PLAN. THESE WILL SERVE AS THE TEMPORARY SEDIMENT BASINS. ATTACH THE DEWATERING DEVICE AS SHOWN ON THE SWM PLAN. 5. GEOTECHNICAL ENGINEER SHALL BE PRESENT AT ALL TIMES DURING THE CONSTRUCTION OF DAM AND GRADING OF SLOPES AND WRITTEN CERTIFICATION SHALL BE PROVIDED THAT ALL WORK WAS PERFORMED TO THEIR SPECIFICATIONS. 6. INSTALL TEMPORARY SLOPE DRAIN 7. APPLY TEMPORARY SEEDING AND MULCHING TO ALL EARTHENED PERIMETER CONTROLS IMMEDIATELY FOLLOWING GRADING. 8. BEGIN ROUGH GRADING. 9. REVEGETATE AREAS BROUGHT TO GRADE OR THAT STAND IDLE FOR MORE THAN SEVEN (7) DAYS. PHASE 2 1. ALL PERIMETER CONTROLS ON PHASE I WILL STAY IN PLACE FOR THE DURATION OF PHASE II. 2. RELOCATE AND/OR INSTALL ALL UTILITIES AS REQUIRED. 3, FINISH ROUGH GRADING. 4. INSTALL PAVEMENT. 5. RE -INSTALL PERIMETER EROSION CONTROL DEVICES AND INLET PROTECTION AS NECESSARY PRIOR TO FINAL GRADING. 6. CONVERT SEDIMENT BASINS TO PONDS. GRADE THE SEDIMENT BASINS TO TH FINAL SWM WET POND DESIGN REQUIREMENTS, REMOVE/CUT THE DEWATERING DEVICE AND PLUG THE ORIFICE/PIPE TO BE WATERTIGHT AND CLEAN THE SEDIMENT OUT OF BOTTOM OF BASIN/POND TO THE SWM DESIGN POND BOTTOM ELEVATION. 7. STABILIZE THE REMAINDER OF THE DISTURBED AREA WITH PERMANENT SEEDING. 8. WHEN SITE IS ESTABLISHED, REMOVE ALL STRUCTURAL PRACTICES AND APPLY PERMANENT SEEDING TO ALL DISTURBED AREAS UPON THE APPROVAL OF THE PRINCE WILLIAM COUNTY INSPECTOR. STRUCTURAL PRACTICES TEMPORARY GRAVEL CONSTRUCTION ENTRANCE: 3.02 - A GRAVEL PAD LOCATED AT POINTS OF VEHICULAR INGRESS AND. EGRESS ON A CONSTRUCTION SITE, TO REDUCE THE MUD TRANSPORTED ONTO PUBLIC ROADS AND OTHER PAVED AREAS. SILT FENCE: 3.05 - A TEMPORARY SEDIMENT BARRIER CONSTRUCTED OF POST, FILTER FABRIC AND IN SOME CASES, A WIRE SUPPORT FENCE, PLACED ACROSS OR AT THE TOE OF A SLOPE OR IN A MINOR DRAINAGEWAY TO INTERCEPT AND DETAIN SEDIMENT AND DECREASE ROW VELOCITIES FROM DRAINAGE AREAS OF LIMITED SIZE; APPLICABLE WHERE SHEET AND FILL EROSION OR SMALL CONCENTRATED FLOWS MAY BE A PROBLEM. MAXIMUM EFFECTIVE LIFE IS 6 MONTHS. STORM DRAIN INLET PROTECTION: 3.07 - THE INSTALLATION OF SEDIMENT TRAPPING MEASURES AROUND CURB OR DROP INLET STRUCTURES PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED .AREA; LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE AND NOT INTENDED TO CONTROL LARGE, CONCENTRATED STORMWATER FLOWS. TEMPORARY DIVERSION DIKE: 3.09 - A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPPING DISTURBED AREA TO DIVERT SEDIMENT LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR BASIN. OUTLET PROTECTION: 3.18 - STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS TO PREVENT SCOUR AT STORMWATER OUTLETS TO PROTECT THE OUTLET STRUCTURE AND TO MINIMIZE THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONSTRUCTED STORMWATER FLOWS. ROCK CHECK DAMS: 3.20 - SMALL TEMPORARY STONE DAMS CONSTRUCTED ACROSS A SWALE OR DRAINAGE DITCH TO REDUCE THE VELOCITY OF CONCENTRATED STORMWATER FLOW, THEREBY REDUCING EROSION OF THE SWALE OR DITCH. VEGETATNE PRACTICES TEMPORARY SEEDING: 3.31 - ESTABLISHMENT OF TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING AND MULCHING WITH FAST GERMINATING TEMPORARY VEGETATION. PERMANENT SEEDING: 3.32 - ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER BY PLANTING SEED ON ROUGH GRADED AREAS THAT WILL BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE OR WHERE PERMANENT, LONGLIVED VEGETATIVE COVER IS NEEDED ON A FINE GRADED AREA. SODDING: 3.33 - STABILIZING FINE GRADED AREAS BY ESTABLISHING PERMANENT GRASS STANDS WITH SOD. PROVIDES IMMEDIATE PROTECTION AGAINST EROSION AND IS ESPECIALLY EFFECTIVE IN GRASSED SWALES AND WATERWAYS OR IN AREAS WHERE IMMEDIATE AESTHETIC EFFECT IS DESIRABLE. MULCHING 3.35 - APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO DISTURBED SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES. FOSTER PLANT GROWTH BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT OR COLD. APPLICABLE TO ALL SEEDING OPERATIONS, OTHER PLANT MATERIALS WHICH DO NOT PROVIDE ADEQUATE SOIL PROTECTION BY THEMSELVES, AND BARE AREAS WHICH CANNOT BE SEEDED DUE TO THE SEASON BUT WHICH STILL NEED SOIL PROTECTION. I O z N, OW z 0 W in UP -00 Y�. X00 ®0 �a JOHN S. SIK Lic. No. 9998 ® 7 0 ��0. �A ®I® ZONAL ®� ENGINEERING GROUPIE PROJECT STATUS DATE: JULY 2010 SCALE: N/A DESIGNER: JM CF. DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 17 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K4601.dwg, 7/8/2010 11:28:35 AM 00 00 O N Ln Ln K-A „n 00 Ov � 4._i®� � 'U4 0 N P -I O O U CJ') 1 N U N N p U U0 N O 1 Q'>w �c l� a� bIJ Ln U 00U 0b® o o00 00Ln 0 m P-� I O z N, OW z 0 W in UP -00 Y�. X00 ®0 �a JOHN S. SIK Lic. No. 9998 ® 7 0 ��0. �A ®I® ZONAL ®� ENGINEERING GROUPIE PROJECT STATUS DATE: JULY 2010 SCALE: N/A DESIGNER: JM CF. DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 17 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K4601.dwg, 7/8/2010 11:28:35 AM ���7 �� �� �. �� � /� � � K � /� �� DESIGN HIGH WATER DRY STORAGE 11 SEDIMENT CLEANOUT P0|NT-~-~ BOTTOM ELEVATION TO BE RASED ' FROM EL=394.0 TO EL=397.0 WHEN CONVERTED TO SWM POND. 4'x4' RISER STRUCTURE. SEE DETAIL FROM SWM PLANS SHEET 15. R|SER TOP ELEV. TO BE LOWERED BY 2.0' FROM EL.=405.0 TO EL=403.0 WITH CONVERSION OF SB#5 TO PERMANENT SVVW POND #3. A41N. 1.01T.7 v )KENERGENCY SPILLWAY RISER CREST Wet Vot. 00 DEWATERING DEVICE Inv In=396,75 Inv 0 * EMERGENCY SPILLWAY TO BE LOWERED BY 2.0' FROM EL=400.0 TO ELEV=404.0 AT SUCH TIME THE FACILITY IS CONVERTED TO A PERMANENT SWM POND #3. SHEET SHEET 15 OF SWM PLANS FOR POND #3 FINAL DESIGN. ����������T ELEVATIONS ����P�� ���������l� �����������x����� YY���� �������������J���7 ������ EMERGENCY � ��JL ���LYYAY (PERMANENT SWM rOND#3 ) TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (SB #5 TO BE CONVERTED TO PERMANENT SWM POND #3) PROJECT E0RIARWlCDL BASIN # 5- TOTAL AREA DRAINING TO |BAS|N: 17.50 ACRES. BASIN VOLUME DESIGN WET STORAGE: 1. MINIMUM REQUIRED VOLUME ~~ 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES). 67 CU. YDS. X 17.50 ACRES = 1173 CO. YDS. 2. AVAILABLE BASIN VOLUME = 1225 CU. YDS. AT ELEVATION 402.00 F[ 3. EXCAVATE 1225 CU, YDS. TO OBTAIN REQUIRED VOLUME*. * ELEVATION CORRESPONDING TO REQUIRED VOLUME = INVERT OF THE DEWATERING ORIFICE. ` 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 34 CU. YDS. X 17.50 ACRES = 595.0 CU. YDS. 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL = 399.00 8. DISTANCE FROM INVERT OF THE DEWATERING 0R/RCE TO CLEANOUT LEVEL ~~ 3.0 FT DRY STORAGE: 7 MINIMUM REQUIRED VOLUME =S7 CU. YDS. X TOTAL DRAINAGE AREA (ACRES\ ' 87 CU. YDS. X 17.50 ACRES = 1173 CU. YDS. ' 8. TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER* = 2380 CU. YDS. AT ELEVATION 4050* *MINIMUM = 134 CU. YDS./ACRE OF 'TOTAL DRAINAGE AREA. = 2345 CU. YDS. Q. DIAMETER OF DE`VVATER|NG ORIFICE = S^ 10. DIAMETER OF FLEXIBLE TUBING = O° PRELIMINARY DESIGN ELEVATIONS *CONTRACTOR TO PROVIDE 2.0' ||. CREST OF RISER = yoc.u- CONCRETE RISER PIECE TO TDP OF DAM = 408.20' POND RISER STRUCTURE TO DESIGN OF HIGH WATER = 406.9 RAISE THE DRY STORAGE UPSTREAM TOE C]FDAM = 384.00 ELEVATION TO 405.0 DURING CONSTRUCTION. FOLLOWING BASIN SHAPE ' SITE STABILIZATION, 2.0' RISER 12. L= i42. = 2�05 PIECE IS TO BE REMOVED SO EFFECTIVE WIDTH VY 69.33^ THAT THE ULTIMATE CREST OF RISER = 403.0 PER THE SWIVI BAFFLES NOT REQUIRED. PLANS. RUNOFF 13. O2 = 29.75 CFS 0=C|A=U.58x34x 7.58A 14. Q25 = 48.13 CFS (Q=C|A=0.5Ox5i5x17.50AC) PRINCIPAL SPILLWAY DESIGI`N 15 WITH BWERGENC'Y SPILLWAY, REQUIRED SPILLWAY CAPACITY Qp = Q2 = 29.75 CFS. 16. ASSUMED AVAIL)A8LE HEAD 1 FT O2) CN In h = DESIGN HIGH WATER ELEVATION- CREST OF RISER ELEVATION 17. RISER DIAMETER (Dr) = 54 |N*. ACTUAL HEAD (h) = 1.2 FT. *54 IN. DIA IS � Ln � (FROM PLATE 3.114-8.) EQUIVALENT IN AREA �� {� 'T NOTE: AVOID 0R11F|CE FLOW CONDITIONS. TO A 4'x4' OPENING. 18. BARREL LENGTH (L) = 51 F[ HEAD (H) ON BARREL THROUGH EMBANKMENT= 0.7 FT lu (FROM PLATE 3.14-7). 19. BARREL DIAMETER = 30 IN. RCP {FROM PLATE 3.14-A [PIPE] lut 20. TRASH RACK AND ANT! -VORTEX DEVICE REFER TO SHEET 15 OF 17 SWM PLANS FOR CONSTRUCTION OF PERMANENT TRASH RACK. EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY Oe = Q25 -0p = 18.38 CFS 22. BOTTOM WIDTH (b) = 24 ft; THE SLOPE OF THE EXIT CHANNEL (a) 10%; AND THE MINIMUM LENGTH OF THE EXIT CHANNEL /x\ = 41 ft. cn (FROM TABLE 3.14-C) FINAL DESIGN ELEVATIONS 23. TOP OF DAM = 40Ei20 DESIGN HIGH WATER ~~ 406.9 EMERGENCY SPILLWAY ~~ 406.0 PRINCIPAL SPILLWAY CREST = 405.0 DEWATERING ORIFICE INVERT = 402.08 CLEANOUT ELEVATION = 389.00 UPSTREAM TOE OF DAM = 394.0 SOURCE: VA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992 DESIGN HIGH WATER Elev.=41 0.00 V Elev.=406,9 EMERGENCY SPILLWAY ��� Wet Vol. mv m~~uxV./-v "., "UL-uUv.vu 4'x4' RISER STRUCTURE SEE DETAIL FROM SWM PLAN. ����������T ELEVATIONS ���qP�� ���������l� 8�����±�����l��� YY��Ji� EMERGENCY SPILLWAY SEDIM��[�F�|k�C�hJ7- BASIN �� ENT ������|v� �� (PERMANENT SWM POND#5) TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (5B #5 TO BE CONVERTED TO PERMANENT SWIM POND #5) PROJECT BRIARWOOD BASIN # 5 TOTAL AREA DRAINING TO BASIN: 4.3 ACRES. BASIN VOLUME DESIGN WET STORAGE: 1. MINIMUM REQUIRED VOLUME = 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES). 67 CU. YDS. X 4.3 ACRES = 288 CU. YDS. 2' AVAILABLE BASIN VOLUME = 451 CU. YDS. AT ELEVATION 404.0 FT 3. EXCAVATE 1225 CU. YDS. TO OBTAIN REQUIRED VOLUME*. 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 34 CU. YDS. X 4.3 ACRES = 146.0 CU. YDS. 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL = 401.8 S. DISTANCE FROM INVERT OF THE DEWATERING ORIFICE TO CLEANOUT LEVEL = 2.2 FT DRY STORAGE: 7. MINIMUM REQUIRED VOLUME ~~ 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES). 87 CU. YDS. X 4.3 ACRES = 288 CU. YDS. 8. TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER* = 887 CU. YDS. AT ELEVATION 408.0 *MINIMUM = 1,34 CU. YDS./ACRE OF TOTAL DRAINAGE AREA. = 576 CU. YDS. Q. DIAMETER OF DEWATERING ORIFICE = G^ 10. DIAMETER OF FLEXIBLE TUBING = 8^ PRELIMINARY DESIGN ELEVATIONS 11. CREST E 06.0 TOP OF DAM = 410.0 DESIGN OF HIGH WATER = 487.2 UPSTREAM TOE OF DAM = 400.0 BASIN SHAPE 12. LENGTH OF FLOW L= 120 EFFECTIVE WIDTH W 30 RUNOFF 13' Q2 = 14.0 CFS Q=C|A=0.50x3.4x4.3 AC 14. Q25 = 21.0 CFS /Q=C|A=O.5Ox5.5x4.3 AC) PRINCIPAL SPILLWAY DESIGN 15. WITH EMERGENCY SP|LLWAY, REQUIRED SPILLWAY CAPACITY 8p = 14.0 CFS 16. ASSUMED AVAILABLE HEA 1 FT h = DESIGN HIGH WATER ELEVATION - CRESTOF RISER ELEVATION 17. RISER DIAMETER (Dr) = 4'x4' ACTUAL HEAD (h) = 1.2 FT, NOTE: AVOID ORIFICE FLOWCONDITIONS.` ' 18. BARREL LENGTH /L\ = 52 FT 19. BARREL DIAMETER = 24 IN. RCP 20. TRASH RACK AND ANTI -VORTEX DEVICE ' SEE PONF 4 RISER DETAILS. EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPAC|TYQ* = 025-Qp = 7 CFS 22. BOTTOM WIDTH (b) = 10 ft; THE SLOPE OF THE EXIT CHANNEL (a) 20%; LENGTH OF THE EXIT CHANNEL (x) = 87 ft. FINAL DESIGN ELEVATIONS 23. TOP OF DAM == 410.0 DESIGN HIGH WATER = 4072 EMERGENCY SPILLWAY = 407.0 PRINCIPAL SPILLWAY CREST = 406.0 DEWATERING 0R|F|CE'|NVERT `= 404.00 CLEANOUT ELEVATION = 402.5 UPSTREAM TOE OF DAM = 400.0 SOURCE: VA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992 ENGINEERING GROUPIE PROJECT STATUS D z 00 00 CN In �� � Ln � ` . �� {� 'T 00 lu 00 In lut zi cn 4-4 ~- o o o` � o � � >� � u Ln 00 � vn rn '- � D z NORTH FORK RIVANNA RIVER -- \11_A�, /\ - � //__� __ — — — — — — \ \ \ '1� - - - - - � , _� I / / / / / / / 4 -_ \ /I \\ \\ � - ` I `0?) // // // / / ___ , , l , '_ _ _ - -- \ \\ \_--_--------__ // / / / `\ \ -- r / /: ( 09'44" W 304.92' -_-`--__ --- ------ - -- / / / ' / S 22° \.\------- - � , -_--- - rr/ // / ---- — — _ - : �\- s 3$ S8, - - - - - - -r _ _ _ _ ' ' \ / b5 / / - - \ 24" _ - - NQS 1 `// / / r r ..0_01111,11,11111111 11 __ \ � — �71.,,p�, I / � / / r r X3.22, p2_ �' — — ____ ----- - - — \ r , / , / /' / / / l'`_- ---- ---------- .__ - --\ / / / / j 1 /l/ / / - \`-\ \ \ \l \ ---I-,-- '� '/ / / r / r �r _ / I / -- _ - \ t - / '/_ j I 11 \ - \, - \ \ - / / � - -- \- \ _ - \\ -- \_\\ \ \ f J (J_ __ \`\�'\- l \ 11 , Jir\ %-_ — — —s / / ! y \�\I \ //\\\\�,�-,\\ // \ \ \ y r \\:: \ \ _- ___-_ \/ 11l ----- / \\\ ' __ ------- -~_ 1\\ \\\\\\�- _ - r '-- __ \ � — --- — 'l erl e '! / / -� -- \\ \ \\,\ \\\ \ \\\ \\\\\ \ I \_// ~' \ \ ,\\ \ \ BTI W AND EFIOSION CONTROL LEAD NO. TnLE KEY SYMBOL TEMPORARY STONE a-1 N O �U � � v)p.oj� 3.02 CONSTRUCTION CE own 0 u Lq )0 ENTRANCE �CD U O C)�O 4., IQ� m � -' � 3.05 SILT FENCE (8F) X_X_X SUPER SILT FENCE 88P XX—XX—XX 3.07 STORM DRAIN (P) a • INLET PROTECTION 0*1\ c� *& 3.08 CULVERT INLET C:� W 44rT ` 'nNO PROTECTION 4.1 3.09 TEMPORARY DIVERSION DIKE DD pp, pr U 'cam 6 V O TEMPORARY O ,,� Ln 3.11 RIGHT-OF-WAYR1/ ) DIVERSION lyz 3.13 TEMPORARY 8 - 0 SEDIMENT TRAP ■■ 3.14 TEMPORARY SEDIMENT BASIN 8 ��� 3.18 OUTLET(��) PROTECTION :=319M • 3.20 ROCK CHECK DAM CD A 3.24 STREAM CROSSING 8 t, - A 3.25 UTILITY STREAM 8 hl - CROSSING v 3.32 PERMANENT SEEDING F &-- 3.31 I TEMP. 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TITLE KEY SYMBOL N � � .� w TEMPORARY STONE d Q by Lo a. 3.02 CONSTRUCTION UCE �, O co ENTRANCE 0 S2 t -- 3.05 SILT FENCE (SF) X—X—X SUPER SILT FENCE S XX—XX—XX 3.07 STORM DRAIN IP ) a U) INLET PROTECTION --- 3.08 CULVERT INLET CIP PROTECTION 3.09 TEMPORARY DIVERSION DIKE DD TEMPORARY 3.11 RIGHT-OF-WAY (�) DIVERSION 3.13 TEMPORARY O /��//�/ SEDIMENT TRAP 10 3.14 TEMPORARY SEDIMENT * BASIN ��� 3.18 OUTLET PROTECTION (�) 3.20 ROCK CHECK DAM CD 3.24 It�; J 3.25 UTILITY STREAM USC CROSSING r 3.32 PERMANENT SEEDING O PS 3.33 SODDING ('BO) SO 3.38TREE PRESERVATION(�) AND PROTECTON —0�O� ' SILT TRAP 0 0 0 0 O� DRAINAGE FLOW ARROW 0 DRAINAGE DIVIDE 3.39 DUST CONTROL 00 00 ON I-u� N O {j - N C Q '� bz tx ,;.000 V V) r, C' C) C) 6 ,t ( w Ln tQp..q PIA w O sT"4 a� N O aV C/) — . 4 "..q . 4-1 ,n I .Eb NNp •� N — 1 W uG/)NO O N � � .� w d Q by Lo a. 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TR #tl J/ w __ ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 'I \ EX 1.I g J \ \ \ � \ \\ \ - t 30 0 15 30 60 120 i\ \ —_-- "7 _ �- i \ \ % N P. = SCALE. 1 »-30' _ , .31 1111 W--- `° 98 �2 \ �' !/ r' ./ y . �. _"'----'\1- lei '--... DESIGNER: JDT JM h qq e / { IN � > - , •:;. �.... 1 3,\ I t; /, ' ` >/ l' — —_ FILE NO AN: JDT MT 1 inch = 30 ft �/ �j' 2`� J T 6IN Ff CS , / AN\ " ^ /fi J EX. S/ Vel ESM J l y I-226 �l r _ d=o -DATE ACTION SHEET 22 OF 32 rlarwoo - . wg, - , av 1:1 N N ITJ W N W J 'A= 4. 1--,A-C O C = 0.56 QQio = 13.33 CFS 2 r =17.53 CFS - GRAPHIC SCALE / C ` 30 60 120- -_._ IN FEET \ \ i 1 inch = 30 fL 1 \ \ vF2's ALE o �FTAIC,\ €ET 2 '\ ----------- SEDIMENT --- ----- SEDIMENT AND EROSION CONTROL LEGEND NO. TITLE KEY SYMBOL TEMPORARY STONE r-Lq 3.02 CONSTRUCTION CE =IN ENTRANCE N � 1 u � Lr) 3.05 SILT FENCE SF X�X� x CIA Joak SUPER SILT FENCE SSF X XIX X—X X 3.07 STORM DRAIN O N INLET PROTECTION 00w'n 3.08 CULVERT INLET PROTECTION CIP o 3.09 TEMPORARY DIVERSION DIKE DD ♦� �%� 3.11 TEMPORARY RIGHT-OF-WAY Rei u DIVERSION 3.13 TEMPORARY O ice//ice/ SEDIMENT TRAP s p.� 3.14 TEMPORARY SEDIMENT BASIN SB O uo 318 OUTLET PROTECTION N c, t W 3.20 ROCK CHECK DAM CD 3.24 STREAM CROSSING (5C: 3.25 UTILITY STREAM USC CROSSING v bin 00 �\ 3.32 PERMANENT SEEDING 0 3.33 SODDING SO SO 3.38 TREE PRESERVATION AND PROTECTON J O O Y SILT TRAP Oma' O i i • DRAINAGE FLOW ARROW • DRAINAGE DIVIDE 3.39 DUST CONTROL NUI C: REFER TO E&S NARRATIVE AND VIRGINIA STATE EROSION & SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION. ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND INDIVIDUAL BUILDING SITES ONCE DOWN HILL SLOPES HAVE BEEN STABILIZED AS REQUIRED. THIS SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY!MM! M! 0 w Q 0 6 71 H� E- ��aa H W Q � FNNi E- W E m 0 ti..J �a z PLI 0. LT H 0 "g�0, �A JOHN S. M SIK " Liic. No. 199`98 / ®� P o AT ENGINEERING GROUPE PROJECT STATUS DE: JULY 2010 SCALE: 1 „=30' r DESIGNER: JDT J I ' { DRAF7S►w1AN: JDT M f I FILE N0. SP -226 DATE ( ACTION I SHEET 23 OF 32 1:1 00 00 r-Lq N O N � u � Lr) bjD w '0 CIA Joak U Lq N 00w'n cd � G o O u C!] s p.� cn uo N c, t W U N O U 7 v bin 00 ra�:� 0 0 w Q 0 6 71 H� E- ��aa H W Q � FNNi E- W E m 0 ti..J �a z PLI 0. LT H 0 "g�0, �A JOHN S. M SIK " Liic. No. 199`98 / ®� P o AT ENGINEERING GROUPE PROJECT STATUS DE: JULY 2010 SCALE: 1 „=30' r DESIGNER: JDT J I ' { DRAF7S►w1AN: JDT M f I FILE N0. SP -226 DATE ( ACTION I SHEET 23 OF 32 1:1 tet_--""•s1-w r r 1 f I f ` °° > ° ` � / � I ------------- " S 33 34 4 s' / ------ -- __ \ \ \ f , 164.26' i ,' ,f ! f 1 � �s �_ / / / ♦ ---------_----- ------------- :3 '-- -- f --`` --\ S 30' 6;3.1„ W - -- ---___ ____ ^__ } 77 1.54' \; — S 28.26'07" w ----- -- —�-- / r 1 r r / - _ fit ; / / — �`=— 1 12' r•= S 34.56 "- - V \7 4.50' `\ ------------------------- " 30' PRESCRIPTIVE R/W \'�\�� \%� MEAI\IDERING ALBERMAPL� CO. STD. If 1 I I / s i I 1 i I I 7 i t �1 r If 1 i � ------------ ___` ---- ---' t \ \ 1 1 CLASS B TYPE I TRAIL ✓�a ------ '' \ '\ �. /` / \ If 1 \�', \. --~ _ `--/ rr �� V I `\.\/✓ { l /' / /' '/! --- \``\ 1 10 / ' 1 I '/ //// '' \ '-♦1��♦\` ;yi \ /\, \ \ \` ae \ i• 1 1 ' iiS �(j'\ \A 4 _ _ \ J rl rl ""/r !I IJ j 1 ,'' /,' /' �` \� `� \ \ `\\ �\ \�\` \,�1\� r' \ `\ \ `\ ' ` \ \ aa, "— cvWI Iii '\l 0 t j�lJ Il Iri If J ' `}fes 3V\ / l / /! ' `\ `\\ \PROT�, Ln M J! 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CLASS B TYPE I TRAIL �IrV' ' 1 { fr r 11 11 r rr + I 1 t• / ; ' / //'' /� =��'_, _-- 174 C 5 n (�Q M j/ \ // \���\ j \ / j // /j / /j - - l / r . � Li i CFS / 22 S E \D AMN NA SHF�ET 2 c� SEDIMENT AND EROSION CONTROL LEGEND NO, 117'LE KEY SYMBOL C Lq O TEMPORARY STONE " v1 7-i N O 3.02 CONSTRUCTION CE W O ENTRANCE V Ln 0 3.05 SILT FENCE N X� x SUPER SILT FENCE fit') \IP X X—X XIX X uo STORM DRAIN z �— 3.07 INLET PROTECTION 3.08 CULVERT INLET CiP 0-4 PROTECTION W 3.09 TEMPORARY DIVERSION DIKE 3.11 TEMPORARY RIGHT—OF—WAY RV �� cq V� DIVERSION W cqIO i TEMPORARY d4 1` 3.13 SEDIMENT TRAP H N �c u bA >n O Uoo 0 05 o 3.14 TEMPORARY SEDIMENT BASIN Q O --'— -- - — O L 3.18 OUTLET x 0 PROTECTION p -w( 3.20 ROCK CHECK DAM CD 3.24 STREAM CROSSING W 3.25 UTILITY STREAM CROSSING O U 3.32 PERMANENT SEEDING W 3.33 SODDING SO SO 3.38 TREE PRESERVATION AND PROTECTON O O O - SILT TRAP O� O O O O Q DRAINAGE FLOW ARROW O DRAINAGE DIVIDE 3.39 DUST CONTROL � O NOTE: REFER TO E&S NARRATIVE AND VIRGINIA STATE EROSION & SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION. ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND INDIVIDUAL BUILDING SiTES ONCE DOWN HILL SLOPES HAVE BEEN STABILIZED AS REQUIRED. SDI V1. DRI �L—ESi\ / \ J I \ �\ +} ( I , 1 i 1 { i \ /lei/ `\ � \ t \ / - _ � ♦ \ \ ` \ \ \ + } 1 l 1 } 1 I I \ \ \ \ \\ \ \�\, \ \ 1 I i � it l�\E i Y\\ DSP,:r-- ,. ! i t It ` , \ ` , \ `a \\ \\ \ \ \ ` ` / J ' �• �` \, \ \\ '\ \ ` + WITH TOE\ \ `\' It 1 \ \ \ , MqT ��,\`' 15 It l \\ \Y_ `` \ \` \ \ ` X \\ \t i i `' \ r a \ \\, \\\ \ \ , \ , ` a ` � � ♦ �ZI � \� \ Gtr` i ,t ` { — "_ i ? / i � , \ \\ +,\ , 1 I i I I MATCHLWE SHEET 23 THIS SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY !1!!1!!! GRAPHIC SCALE 0 15 30 60 tIN FEET ) I inch = 30 fi 0 J(JOHK �- Omhjw LIC. No. 9998 %D z 0®mS g�®e ENGINEERING GROUPIE PROJECT STATUS DATE: SCALE: 120 DESIGINE DRAFTSN FILE NO DATE ACTION SHEET PR JE Briarwoo N DW E N 5 - 5 wg, )07-0777 7 JULY 2010 1"=30' N: JDT/MT SP -226 24 OF 32 18 AM, tiMsb, 1:1 00 00 C Lq O N v1 7-i N O U P-� In W O � �w �00 V Ln 0 cn N o 'z3 e` 00 ;--1 o C) uo y z - N� CID f 0-4 W Q N N �� cq V� W cqIO i d4 1` H N �c u bA >n O Uoo 0 05 o Q O O L In O m x 0 p -w( 0 J(JOHK �- Omhjw LIC. No. 9998 %D z 0®mS g�®e ENGINEERING GROUPIE PROJECT STATUS DATE: SCALE: 120 DESIGINE DRAFTSN FILE NO DATE ACTION SHEET PR JE Briarwoo N DW E N 5 - 5 wg, )07-0777 7 JULY 2010 1"=30' N: JDT/MT SP -226 24 OF 32 18 AM, tiMsb, 1:1 V / v1 W z 0 O y z - N� 0-4 W O 0 O W U W Q O z 0 J(JOHK �- Omhjw LIC. No. 9998 %D z 0®mS g�®e ENGINEERING GROUPIE PROJECT STATUS DATE: SCALE: 120 DESIGINE DRAFTSN FILE NO DATE ACTION SHEET PR JE Briarwoo N DW E N 5 - 5 wg, )07-0777 7 JULY 2010 1"=30' N: JDT/MT SP -226 24 OF 32 18 AM, tiMsb, 1:1 v1 W 0 y z - N� 0-4 O 0 W 0 J(JOHK �- Omhjw LIC. No. 9998 %D z 0®mS g�®e ENGINEERING GROUPIE PROJECT STATUS DATE: SCALE: 120 DESIGINE DRAFTSN FILE NO DATE ACTION SHEET PR JE Briarwoo N DW E N 5 - 5 wg, )07-0777 7 JULY 2010 1"=30' N: JDT/MT SP -226 24 OF 32 18 AM, tiMsb, 1:1 SCS Time of Concentration (Tc) Project: Briarwood Engineer: Subarea ID: Pre -Development Date: Area: 9.8 ac Sheet flow Surface description Manning's roughness coeff., n Flow length, L Two -yr 24 -hr rainfall, P2 Land slope, s T(t) =[0.007(nL)^0.8j/[(P2^0.5)(s/10.4)I Shallow concentrated flow Surface description Flow length, L Watercourse slope, s Average velocity, V T(t) = U(3600*V) Segment ID AB woods 0.40 100 (ft} 3.63 (in) 0.050 (ft/ft) 0.233 (hr) Segment ID BC Unpaved 400 (ft) 0.120 (ft/ft) 5.6 (fps) 0.020 (hr) Channel/Pipe flow Segment ID Cross sectional flow area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n ,, � V =(1.49 r 2/3 s 1i2)In; Compute V Flow length, L T(t) = U(3600*V) Channel Dimensions Segment ID Bottom Width Vertical Height Channel Side Slope Horizontal Vertical CD DE M (ft) (ft) (ft/ft) s (fp ) (ft) (hr) (ft) (ft) Subarea ID: Pre -Development Date: 11.76 CFS 0.200 0.050 0.050 0.050 5.000 3.000 400 250 0.022 0.023 CD DE Surface description (26.83 ac)(0.35)(3.6 in/hr) wood Q1oo = Watershed time of concentration, Tc 0.298 (hr) Rounded t(c) 20.000 SCS Time of Concentration (TO Project: Briarwood Engineer: 8.53 CFS Subarea ID: Pre -Development Date: 11.76 CFS Area: 26.83 ac (9.80 ac)(0.3)(5.9 in/hr) = 17.35 CFS Sheet flow Segment ID AB Surface description (26.83 ac)(0.35)(3.6 in/hr) wood Q1oo = Manning's roughness coeff., n = 49.77 CFS 0.40 Flow length, L 70 (ft) Two -yr 24 -hr rainfall, P2 WI 3.63 (i n) Land slope, s U 0.020 (ft/ft) T(t) = [0.007(nQA0.8]i[(P2^0.5)(s^0A)] r �...� 0.253 (hr) Shallow concentrated flow Segment ID BC zw Surface description Unpaved Flow length, L 340 (ft) Watercourse slope, s -4 W 0.150 (ft/ft) Average velocity, V 6.2 (fps) T(t) = L/(3600*V) N N p 0.015 (hr) Channel/Pipe flow Segment ID - C� CD DE Cross sectional flow area, a 11 it G-'\ (sf) Wetted perimeter, Pw u�� O r- (ft) Hydraulic radius, r = a/Pw (ft) Channel slope, s 0.060 0.025 (ft/ft) Manning's roughness coeff., n 0.050 0.050 V =(1.49*r^2/3*s^1/2)/n; Compute V 5.000 2.000 (fps) Flow length, L 1220 600 (ft) T(t) = U(3600*V) 0.068 0.083 (hr) Channel Dimensions Segment ID CD DE Bottom Width (ft) Vertical Height (ft) Channel Side Slope Horizontal Vertical Watershed time of concentration, Tc 0.419 (hr) Rounded t(c) 25.000 TWE OF TION FLOW PATH WITH TRAVEL TiaE SEGiI�RS — �A - • B t • i t D__7,T * 11 Q2 = (9.80 ac)(0.3)(2.9 in/hr) = 8.53 CFS Q10 = (9.80 ac)(0.3)(4.0 in/hr) = 11.76 CFS Q1oo = (9.80 ac)(0.3)(5.9 in/hr) = 17.35 CFS Q2 = (26.83 ac)(0.35)(2.5 in/hr) = 23.48 CFS Q10 = (26.83 ac)(0.35)(3.6 in/hr) = 33.81 CFS Q1oo = (26.83 ac)(0.35)(5.3 in/hr) = 49.77 CFS \ '`.! - -, __'___- ,,r- " , / / / it/'1111 i✓ % / J 11 r / r/ i / i ! 1 ---' ___ _ _° / / ♦ / /! !r \\ \\ \\ \\ 1 f _ ' I \\\ \\\ \ \\ . 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I , �' , 1 I I I / `\ -��''/•%- ._=.__% -- .., f !1 Iff r i ,, / ., r / \ /// t ,r \ 1 + I i \ r r r/ rrr/I Jf "�r - r'"" / , \ l \ \ \ 'r, \ \ / �, , _ / I y � V i l i - '. i / 'Jf'/% Short Version BMP Computations For Worksheets 2 - 6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: BRIARWOOD Water Resources Area: Vegetated Swale Preparer: JM Date: 6/10/10 Project Drainage Area Designation Vegetated Swale L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72 ] L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72 ] O Rv mean runoff coefficient, Rv = 0.05 + 0.009(1) Pj small storm correction factor, 0.9 Pj small storm correction factor, 0.9 1 percent imperviousness P annual precipitation, 43" in Albemarle A project area in acres in subject drainage area, A = 1.45 P annual precipitation, 43" in Albemarle C pollutant concentration, mg/I or ppm target phosphorus f factor applied to RR V required treatment volume in cy, 0.5" over imperv, area = A(1)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre) %RR removal efficiency , RR1OO/L(post) f factor applied to RR Impervious Cover Computation (values in feet & square feet) 00w Item pre -development Area post -development Area Roads Length Width subtotal Length Width subtotal 0 0 0 0 0 0 0 0 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks- 0 28 0 0 5 0 0 0 19 0 0 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 0 Gravel areas Area Area 0 x 0.70 = 0 2000 x 0.70 = 1400 Structures Area no. subtotal Area no. subtotal 0 2000 3.5 7000 0 2400 0.5 1200 0 0 1200 0.5 600 8800 Actively -grazed pasture & Area Area yards and cultivated turf x 0.08 = 0 17000 x 0.08 = 1360 Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas Gravel areas Area Area 0 0 Impervious Cover 0% 18% I(pCe) I(post) Rv(post) V Structures Area no. subtotal 0.21 17.8 31200 New Development (For Development Areas, existing impervious cover <= 20%) 2400 5.5 13200 C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area 'Type 0.70 1.00 206/6 0.23 2.05 1.91 -0.14 -7% Development Area 0.35 '' 1.00' 0°% 0.05 0.22 0.96 0.73 77% Drinking Water Watersheds 0.40 1.00 1% 0.06 0.30 1.09 0.79 73% Other Rural Land * min. values 60000 x 0.08 = Redevelopment (For Development Areas, existing .impervious cover > 200/6) Active crop land Area C f I (pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 2.05 1.91 0.07 4% Development Area 0.35 0.85 0% 0.05 0.22 0.96 0.77 80% Drinking Water Watersheds 0.40 0.85 1% 0.06 0.30 1.09 0.84 77% Other Rural Land Interim Manual, Page 70 rev. 16 Feb 1998 GEB Short Version BMP Computations For Worksheets 2 - 6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: BRIARWOOD Water Resources Area: Vegetated Filter Strip Preparer: JM Date: 6/10110 Project Drainage Area Designation Vegetated Filter Strip L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72 ] O Rv mean runoff coefficient, Rv = 0.05 + 0.009(1) U Pj small storm correction factor, 0.9 E--+ 1 percent imperviousness P annual precipitation, 43" in Albemarle A project area in acres in subject drainage area, A = 2.12 CA 0 0 U Lr) C pollutant concentration, mg/l or ppm target phosphorus F � � f factor applied to RR 00w V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre) o %RR removal efficiency , RR100/L(post) Q Impervious Cover Computation (values in feet & square feet) 0 Item pre -development Area post -development Area Roads Length Width subtotal Length Width subtotal 0 0 17640 streets 0 0 7200 cul-de-sac 0 0 7200 cul-de-sac 0 0 0 0 32040 0 0 Driveways Length Width no. subtotal Length Width no. subtotal 12 28 and walks 0 0 50 0 0 0 0 0 0 0 Parking Lots 1 2 3 4 1 0 0 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 Gravel areas Area Area 0 0 Gravel areas Area Area x 0.70 = 0 x 0.70 = x 0.70 = 0 2000 x 0.70 = 1400 Structures Area no. subtotal Area no. subtotal 31200 0 2400 5.5 13200 0 2000 2 4000 0 0 3000 48200 0 17200 Actively -grazed pasture & Area Area yards and cultivated turf x 0.08 = 0 yards and cultivated turf x 0.08 = 0 60000 x 0.08 = 4800 Active crop land Area Area x 0.25 = 0 x0.255= 0 x0.25= 0 Other Impervious Areas 0. 0 0 0 Impervious Cover 0% 42% 25% I(pre) I(post) I(post) Rv(post) V 0.43 147.3 0.28 36.1 New Development (Foir Development Areas, existing impervious cover <= 20%) New Development (For Development Areas;, existing impervious cover <= 20%) C f I (pyre) * Rv(pre) L(pre) L(post) RR % RR C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type 0.70 1.00 20% 0.23 7.29 13.69 6.40 47% 0.70 1.00 20% 0.23 2.99 3.62 0.63 17% Development Area 0.35 1.00 0% 0.05 0.79 6.84 6.05 88% 0.35 1.00 0% 0.05 0.33 1.81 1.4x: 82% Drinking Water Watersheds 0.40 1.00 1% 0.06 1.07 7.82 6.75 86% 0.40 1.00 1% 0.06 0.44 2.07 1.63 79% Other Rural Land min. values * min. values 0 Redevelopment (For Development Areas, existing impervious cover > 20%) Redevelopment (For Development Areas, existing impervious cover > 201/6) C f 1 (pre) * Rv(pre) L(pre) L(post) RR % RR C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type 0.70 0.90 20% 0.23 7.29 13.69 7.13. 52% 0.70 0.90 20% 0.23 2.99 3.62 0.92 26% Development Area 0.35 0.85. 0% 0.05 0.79 6.84 6.17 90% 0.35 0.85 0% 0.05 0.33 1.81 1.53 85% Drinking Water Watersheds 0.40 0.85 1% 0.06 1.07 7.82 6.91 88% 0.40 0.85 1% 0.06 0.44 2.07 1.60 82% Other Rural Land Interim Manual, Page 70 Interim Manual, Page 70 rev. 16 Feb 1998 GEB Short Version BMP Computations For Worksheets 2 - 6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: BRIARWOOD Water Resources Area: POND 5 Preparer: JM Date: 11/3/09 Project Drainage Area Designation POND 5 L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72 ] O Rv mean runoff coefficient, Rv = 0.05 + 0.009(1) U Pj small storm correction factor, 0.9 E--+ I percent imperviousness P annual precipitation, 43" in Albemarle A project area in acres in subject drainage area, A = 5.16 CA 0 0 U Lr) C pollutant concentration, mg/I or ppm target phosphorus F � � f factor applied to RR 00w V required treatment volume in cy, 0.5" over imperv. area = A(I)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre) o %RR removal efficiency , RR100/L(post) Q Impervious Cover Computation (values in feet & square feet) 0 Ite m pre -development Area post -development Area Roads Length Width subtotal Length Width subtotal 0 630 28 17640 streets 0 90 80 7200 cul-de-sac 0 90 80 7200 cul-de-sac 0 0 0 32040 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 20 12 28 6720 drvways 0 50 4 28 5600 SW in ROW 0 0 z 0 12320 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 0 Gravel areas Area Area i F x 0.70 = 0 x 0.70 = 0 Structures Area no. subtotal Area no. subtotal 0 A units 2400 13 31200 0 B units 2000 7 14000 0 0 C units 1200 2.5 3000 48200 Actively -grazed pasture & Area Area 0 yards and cultivated turf x 0.08 = 0 36000 x 0.08 = 2880 Active crop land Area Area x 0.25 = 0 x 0.25 = 0 Other Impervious Areas 0. 0 Impervious Cover 0% 42% I(pre) I(post) Rv(post) V 0.43 147.3 New Development (Foir Development Areas, existing impervious cover <= 20%) C f I (pyre) * Rv(pre) L(pre) L(post) RR % RR Area Type 0.70 1.00 20% 0.23 7.29 13.69 6.40 47% Development Area Q 0.35 1.00 0% 0.05 0.79 6.84 6.05 88% Drinking Water Watersheds 0.40 1.00 1% 0.06 1.07 7.82 6.75 86% Other Rural Land min. values 0 Redevelopment (For Development Areas, existing impervious cover > 20%) C f 1 (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type 0.70 0.90 20% 0.23 7.29 13.69 7.13. 52% Development Area O 0.35 0.85. 0% 0.05 0.79 6.84 6.17 90% Drinking Water Watersheds 0.40 0.85 1% 0.06 1.07 7.82 6.91 88% Other Rural Land Interim Manual, Page 70 rev. 16 Feb 1998 GEB ®gi 40 00, � 00 ®� JOHN S. 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Fes'' -/ -� w { \ \ _ ® �1q P� \ \\ 1, f` I �.. \ \ I'll t r� �\ \ _ '' '� \ I `.+ I 1 ,�� B, \I ` \ \ \r'" �/'�' D(' R.O.W. '�'_W---__ I 11 \'` I ® ,0 fO �%% `C \`21 \ II 'I \ /^ �i-. i \ i \ \ -- - - rI / �' `\ ,'Y % 2SS 1 \ / �'%� 7 --�_W \ - - I ®� 'I�'/''}�,� !-{V '�I ___� ) I t I ,l ------ --` "' " A� ° `�? _ I W r — \ o�— w ��®I VSs G ����,� \ Vk \ ( , \ �o / -� ` ` 1� / I ,,1- _ _ / I w ..w gd CONAL �N \--�_—_a 1 �� \ DATE:. \` \ �, \. : '\ - __� �� �i �` \ --F _ - I % �`\; \ s o P �� ` / \ / , c_ \ �� 'i�� y,- / 1 ENGINEERING GROUPE PROJECT STATUS JULY 2010 GRAPHIC SCALE ----��-� \` \ \ I II \ ��- _ °°`' � ' `C�' � � / � / `� ," � __--�'� -_-_ ~� - --_-------{_ � ( / _ - - \ F\ - - _ ��° _ \ SCALE: 1"=60" -- a 110 0 30 60 120 240 \\ \ \ y' \\ \ / "'r' �\ °cf , - --1 \\ \ ) ` \ `` 1\ I\ \ - v ,\ , x '"`� t`,FMT_ r1I _J--------` _ - "" - ---- \ _- �,. / .'1 I I DESIGNER: JDT JM } _ _ /`�, "`CCC �/V// \ -- --- - ------ DRAFTSMAN: JDT MT H qpp (nt r�r) l\ �✓ �%, \ -` / 5 / (/ / _ _ - -ter-= — — ` FILE NO. 1 inch = 60 !t �\ \` -1 I /� tilt/ s, ' ' G / — SP -226 /� 3� \� DATE I ACTION 2i OF 32 G:\PROJECT'\Briarwood\ENG\DWG\SECTION 5 & 6\00-K6200 POST.dwg, 7/8/2010 11:34:50 AM STORMWATER MANAGEMENT NARRATIVE Bhanwood Phases 5 & G Storn7vvoter Management Narrative Brionvood Phases 5 and 5 consists of 44 single forni|v detached units situated on 23.38 acres. Within this 23.38 acres, approximately 8.7 acres are dioturved and approximately 3 acres are considered impervious. 3tOrmvvOter runoff flOvv8 in an easterly direction to the North Fork RivOnnO River. SfOrrDwOfer nnOnOg8FDenf for quantity control, i.e, peak discharge OffeOUOfiON of the post -development conditions to pre -development peak discharges, is not required because the contributing drainage area Of the North Fork RiYonno River is more than 100 firneS greater than the contributing drainage area of the Brinrwood project. However water quality control will be required. The total disturbed area within the Phases 5 and 6 limits is approximately 8.7 acres. Runoff from the impervious oruOo within these limits is directed to either of four BMP controls. l\ Runoff from portions of the Phase 5 lots 1 - 15 and Jersey Pine Ridge is C0nwS SWM to �� ' Pond 3. Pond 3 is o Type U| retention pond that provides 4 x YVOV for the contributing drainage area. The Phase 5 area draining to Pond 5 is 1.52 oonea and has been accounted for in the design of Pond J as shown in the approved BriorvVood Phases 1A, 1131, 4 and 8 plans. 2)Shoot flow runoff from the impervious area in the 2.12 acre oubohed for portions of Phase 5 ' lots 1 - 17 is treated by the undisturbed heavily vegetated area of the stream buffer along the North Fork Rivonno River. 3) Runoff from 5]6 onsite acres is conveyed ot SWM Pond 5, located behind Phase 6 lots 7 - 10. An additional 5.32 acres of offsite runoff is also conveyed to Pond 5 via o mtnrn1 sewer system. The total volume of Pond 5 measured at the normal pnn| elevation of 406 ft. is 0.55 ac. -ft. The 4 x YVQY storage volume required for the onsite impervious area draining to the pond is 0.37 on. ft. The 0.18 no. -ft. of excess volume provides 4 x YVQV for more additional impervious acre from the offsite area. 4)3heet flow runoff from the impervious area associated with the 1.45 acre subahed located in ' the rear of Phase O lots 11 - 19 is treated by a vegetated grossed owa|e. Design criteria for the grossed swo|e is based on Virginia Storrnwoter Management Handbook Standard and Specification 3.13. TOP OF RISER N.T.S.RISER DETAIL ... INV ELEY 339.80 .U' MIN. | INV. ELE� Y=9. Buoyancy Computations Top of Riser Elevation dh = 407.00 It VDOT STD. @ 16" SPACING (MAX.) PROVIDE WATERTIGHT 00 00 Inside Length (id _ = 4.00t Lq CONNECTION BETWEEN Inside Width (ft) 4.00 t. RISER AND OUTLET PIPE Riser Wall Thickness (in) = 8.00 in 12" TYP 24" RCP\ 406.0 ft ... INV ELEY 339.80 .U' MIN. | INV. ELE� Y=9. Buoyancy Computations Top of Riser Elevation dh = 407.00 It 00 00 Inside Length (id _ = 4.00t Lq E- Inside Width (ft) 4.00 t. Riser Wall Thickness (in) = 8.00 in BK0P Elevation (ft) = 406.0 ft Culvert Invert (t) = 390.8 t Base Depth (ft) = D ft Base Length 7.33 t. (Typically = Inside Length + 2^VVa||Thiokneox + 2') Base Width = 7.33 t (Typically = Inside Width + 2°VVa/( Thickness + 2') Avg. Soil Ht. over Base = 0 ft (6 8ouyont Soil Wt. = 35 pof 42 Factor ofSafety at Against Flotation 1.3 Nt. ofRiser =((OutsideArea) - (Inside Anaa))xheight x 150p;f = 28.44 - 18.00 x 7/41 x 150 = 13832 NtofBallast = Base Area xDx150pof = 53.73 x D x 150 = 8050 x D VVtofSoil = (Base Area -Riser Area) x(ht xwt.ofsoil) = 5373 ' 28.44 x O x 35 = 0 N8 of Water [Xoo\aned By Riser = Riser Area x Height x 634 pof CD = 28.44 x 741 x 62A = 13152 Wt ofWater Displaced By Ballast = Base Area x D 62.4pof = 53.73 x D x 82.4 = 3353 x D WoRye+W��|u�+���S� 132 + 89�3D + 0 >_ 1.3 Wt ofWater (Riseh+NAofVVater(BaUamt) 13152 + 3352.68338°D ' Ballast Depth for FS =1.3 0.88 ft Say 1 ft 12" DIP V. 12" SLUICE GATE TO - REMAIN CLOSED ����»r�~��x���U ��.~�� ����»��~��»-��K ��~��� ��n�UUv�U� �� �� WHILE SEDIMENT ��"�U8^�U� � � BASIN IS IN USE. VDOT STD. CL I DRY 2" FABRIC UNDERLAY EMERGENCY SPILLWAY CHANNEL N.TS. VDOT STD. CL I DRY F, A BRIC UNDERLAY N2 M 2 MAX.) * 510, EMERGENCY SPILLWAY WEIR 1' 8 AA% PEDESTAL �V0OT STD. CLASS | RIPRAP W/GEOTEXTILE FABRIC UNDERLAY nrF_':�FT prnFnT4| ID � REBAR �TED BY ANGLE DETAILOPI GATE PIVOT PIVOT FOR GATE EBAR )ED AT CROSSINGS [11 '�/l'' `�u WARNING '7� ' ��-r NO SWIMMING BOATING OR ICE SKATING 1�4�� 4�O 4�[l 4�O 4A� 114D[l . ~ . ~ ~ . ^_~ . . ~ . ~ " . `'`' / / . `��� �����X�� �� ��k�����U��k����U~� �-���,��� �� �� EMBANKMENT AND R.0S_R PROFILE ROFV E SCALE: 1" = 20' HORIZONTAL SCALE: 1" = 2' VERTICAL SIGNAGE FOR WET SWM/BMP FACILITIES DAM CONSTRUC11ON NOTES: 1. GEOTECHNICAL CONSULTANT 0SPECIFY DAM EMBANKMENT SEEPAGE CONTROLDEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. 2. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEAREG, GRUBBED 8c STRIPPED OF ALL VEGETATION TOPSOIL AND/OR ORGANIC SOIL 8x OTHER UNSUITABLE MATERIALS. 3. AFTER CLEAR|NG, GRUB8|NG, STRIPPING AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE DU8QRADE SHALL BE PRUOFROLLED WITH CDMPAC110NEQUIPMENT UNDER THE OBSERVATION OF A QUAURED ENGINEER. THE COMPACTION EQUIPMENT SHOULD BE THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SU8QRADESO|LS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHALL BE REMOVED PRIOR TO PLACING COMPACTED RLL. ROCK SUBQRADES SHALL BE INSPECTED AND APPROVED BY THE INSPECTOR OR ENGINEER PRIOR TO PLACEMENT OF RLL. 4. COMPACTED RLL SHALL NOT BEPLACED PR/0R TO PERFORMING THE REQUIRED FOUNDA71ONAND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE. COMPACTED RLL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED BY THE APPROVED C0NSJRUCTION PLAN. COMPACTED RLL MATERIAL SHALL BE OF THE 7r(PE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL C0NS0LTANT, OR OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM. ALSO, RESTRIC11ONS ON THE LIQUID LIMITS AND PLASTICITY INDEX OFTHE MATERIAL MAY BE }N0LUDED WHERE APPLICABLE. COMPACTED RLL SHALL CONSIST OF M/ATER|AL FREE OF ORGANIC MATTER' RUBBISH, FROZEN SOIL, SN0M1, ICE, PARTICI ES WITH SIZES LARGER THAN 3^ OR OTHER D[LETRER|OUS MATERIAL 5. COMP|ACTED FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF 8~ TO 12^ IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS WILL BE SPECIFIED BY THE GEOTECHNICAL CONSULTANT. THE MOISTURE CONTEENT SHALL BE CONTROLLED SUCH TAATCOMPACT1ON IS ACHIEVED WITHOUT YIELDING OF THE SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED NTH SUITABLE COMPACTION EQU|P/WENTTO ATLFAST O5% OF STANDARD PROCTOR MAXIMUM DENS|\TY\N ACCORDANCE WITH ASTM D-698, AASHTD T-QO, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL #H|CFH BECOMES SMOOTH UNDER C0MPAC11ON OR CONSTRUCTION TRAFFIC SHOULD BE SCARIFIED TO A DEPTH OF 2" TO ALLOW ADEQUATE BUND/NU BETWEEN LAYERS. 6. COMP)ACTED RLL NTH A MOISTURE CONTENT WHICH WILL NOT P[RWUTCOMPACllON TO THE SPECIFIED DENSITY STANDARD SHALL BE SCARIFIED DRIED OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION. THE LAND OWNER SHALL MAINTAIN THE SWM/BMP FACILITY IN WORKING CONDITION ACCEPTABLE TO THE COUNTY, 30THAT IT ISPERFORMING ITS DESIGN FUNCTIONS. THE LAND OWNER WILL PERFORM ALL MAINTENANCE, REPAIRS, CLEANING AND RECONSTRUCTION REQUIRED TO KEEP THE SWMFACILITY IN GOOD WORKING CONDITION, INCLUDING BUT NOT LIMITED TO REMOVAL OF DEBRIS, GRASS MOWING, LANDSCAPING VEGETATION' AND SEDIMENT REMOVAL EMBANKMENTS AND BMP FACILITY SIDE SLOPES SHALL BE W00E] ATLEAST TWICE A YEAR TO DISCOURAGE OVER GROWTH. SEDIMENT REMOVAL SHALL 8E PERFORMED MEN AVERAGE DEPOSIT DEPTH EXCEEDS 12" ABOVE THE DESIGN ELEVATION OF THE POND BOTTOM. IN THE EVENT THE LAND OWNER FAILS TO MAINTAIN THE SWM/BMP FACILITY IN GOOD WORKING ORDER ACCEPTABLE TO THE COUNTY THE COUNTY MAY ENTER THE PROPERTY AND TAKE NECESSARY STEPS TO MAINTAIN THE FACILITY. |T|3 UNDERSTOOD THAT THE COUNTY IS UNDER NO OBLIGATION TO MAINTAIN OR REP/VR THE FACILITY. THE LAND OWNER SHALL REIMBURSE THE COUNTY FOR ALL COSTS INCURRED BYTHE COUNTY FOR SUCH MAINTENANCE AND REPAIRS, IF REQUIRED. 00 00 14 Lq E- 00 CD r-� (6 0) 42 �1 CD ON Ln 00 412 00 Ln � .�� 410 1 1 TOP OF IDAM 410.00 TOP OF RISER = 407.00 OP OF RISER 404 402 D1OT -S TD -1 - DEBRIS RACK 400 398 W11TH 12'1 SLUICE GAT -- STi VDOT EC -1 <11 396 STD. VDOT CL 75 394 co t 0 + 4- + > '�/l'' `�u WARNING '7� ' ��-r NO SWIMMING BOATING OR ICE SKATING 1�4�� 4�O 4�[l 4�O 4A� 114D[l . ~ . ~ ~ . ^_~ . . ~ . ~ " . `'`' / / . `��� �����X�� �� ��k�����U��k����U~� �-���,��� �� �� EMBANKMENT AND R.0S_R PROFILE ROFV E SCALE: 1" = 20' HORIZONTAL SCALE: 1" = 2' VERTICAL SIGNAGE FOR WET SWM/BMP FACILITIES DAM CONSTRUC11ON NOTES: 1. GEOTECHNICAL CONSULTANT 0SPECIFY DAM EMBANKMENT SEEPAGE CONTROLDEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. 2. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEAREG, GRUBBED 8c STRIPPED OF ALL VEGETATION TOPSOIL AND/OR ORGANIC SOIL 8x OTHER UNSUITABLE MATERIALS. 3. AFTER CLEAR|NG, GRUB8|NG, STRIPPING AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE DU8QRADE SHALL BE PRUOFROLLED WITH CDMPAC110NEQUIPMENT UNDER THE OBSERVATION OF A QUAURED ENGINEER. THE COMPACTION EQUIPMENT SHOULD BE THE HEAVIEST POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SU8QRADESO|LS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL SHALL BE REMOVED PRIOR TO PLACING COMPACTED RLL. ROCK SUBQRADES SHALL BE INSPECTED AND APPROVED BY THE INSPECTOR OR ENGINEER PRIOR TO PLACEMENT OF RLL. 4. COMPACTED RLL SHALL NOT BEPLACED PR/0R TO PERFORMING THE REQUIRED FOUNDA71ONAND ABUTMENT PREPARATION, OR ON ANY FROZEN SURFACE. COMPACTED RLL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED BY THE APPROVED C0NSJRUCTION PLAN. COMPACTED RLL MATERIAL SHALL BE OF THE 7r(PE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL C0NS0LTANT, OR OF A BETTER QUALITY MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM. ALSO, RESTRIC11ONS ON THE LIQUID LIMITS AND PLASTICITY INDEX OFTHE MATERIAL MAY BE }N0LUDED WHERE APPLICABLE. COMPACTED RLL SHALL CONSIST OF M/ATER|AL FREE OF ORGANIC MATTER' RUBBISH, FROZEN SOIL, SN0M1, ICE, PARTICI ES WITH SIZES LARGER THAN 3^ OR OTHER D[LETRER|OUS MATERIAL 5. COMP|ACTED FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF 8~ TO 12^ IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS WILL BE SPECIFIED BY THE GEOTECHNICAL CONSULTANT. THE MOISTURE CONTEENT SHALL BE CONTROLLED SUCH TAATCOMPACT1ON IS ACHIEVED WITHOUT YIELDING OF THE SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED NTH SUITABLE COMPACTION EQU|P/WENTTO ATLFAST O5% OF STANDARD PROCTOR MAXIMUM DENS|\TY\N ACCORDANCE WITH ASTM D-698, AASHTD T-QO, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL #H|CFH BECOMES SMOOTH UNDER C0MPAC11ON OR CONSTRUCTION TRAFFIC SHOULD BE SCARIFIED TO A DEPTH OF 2" TO ALLOW ADEQUATE BUND/NU BETWEEN LAYERS. 6. COMP)ACTED RLL NTH A MOISTURE CONTENT WHICH WILL NOT P[RWUTCOMPACllON TO THE SPECIFIED DENSITY STANDARD SHALL BE SCARIFIED DRIED OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION. THE LAND OWNER SHALL MAINTAIN THE SWM/BMP FACILITY IN WORKING CONDITION ACCEPTABLE TO THE COUNTY, 30THAT IT ISPERFORMING ITS DESIGN FUNCTIONS. THE LAND OWNER WILL PERFORM ALL MAINTENANCE, REPAIRS, CLEANING AND RECONSTRUCTION REQUIRED TO KEEP THE SWMFACILITY IN GOOD WORKING CONDITION, INCLUDING BUT NOT LIMITED TO REMOVAL OF DEBRIS, GRASS MOWING, LANDSCAPING VEGETATION' AND SEDIMENT REMOVAL EMBANKMENTS AND BMP FACILITY SIDE SLOPES SHALL BE W00E] ATLEAST TWICE A YEAR TO DISCOURAGE OVER GROWTH. SEDIMENT REMOVAL SHALL 8E PERFORMED MEN AVERAGE DEPOSIT DEPTH EXCEEDS 12" ABOVE THE DESIGN ELEVATION OF THE POND BOTTOM. IN THE EVENT THE LAND OWNER FAILS TO MAINTAIN THE SWM/BMP FACILITY IN GOOD WORKING ORDER ACCEPTABLE TO THE COUNTY THE COUNTY MAY ENTER THE PROPERTY AND TAKE NECESSARY STEPS TO MAINTAIN THE FACILITY. |T|3 UNDERSTOOD THAT THE COUNTY IS UNDER NO OBLIGATION TO MAINTAIN OR REP/VR THE FACILITY. THE LAND OWNER SHALL REIMBURSE THE COUNTY FOR ALL COSTS INCURRED BYTHE COUNTY FOR SUCH MAINTENANCE AND REPAIRS, IF REQUIRED. 00. 00 OHNI IK ENGINEERING GROUPE PROJECT STATUS DATE- JULY 2010 SCALE: AS SHOWN DESIGNER: JDT/JM DRAFTSMAN: JM/MT FILE NO. SP -226 DATE ACTION SHEET 28 OF 32 00 00 14 Lq E- 00 CD r-� -~ C� ON Ln 00 00 Ln � .�� 00. 00 OHNI IK ENGINEERING GROUPE PROJECT STATUS DATE- JULY 2010 SCALE: AS SHOWN DESIGNER: JDT/JM DRAFTSMAN: JM/MT FILE NO. SP -226 DATE ACTION SHEET 28 OF 32 14 E- r-� -~ C� 00. 00 OHNI IK ENGINEERING GROUPE PROJECT STATUS DATE- JULY 2010 SCALE: AS SHOWN DESIGNER: JDT/JM DRAFTSMAN: JM/MT FILE NO. SP -226 DATE ACTION SHEET 28 OF 32 2 10 and 100 -YR ROUTINGS HEC -1 INPUT MAXIMUM MAXIMUM MAXIMUM DURATIONI LINEID ...... .1 ....... 2 ....... 3 ....... 4 ....... 5.......6 ....... 7 ....... 8 ....... 9 ...... 10 OVER TOP MAX OUTFLOW 1 ID BRiARW00D OVER DAM AC -FT CFS HOURS HOURS HOURS 2 ID Post Development Conditions 20. .00 .23 .00 3 ID Phases 5 & 6 SWM Pond 5 ANALYSIS FOR STATIION 10 yr 0.663 1 12.937 (PEAKS SHOWN 4 ID 2, 10 & 100 yr.- 24 Hr. Storm Events FORMATION) 2.092 PLAN 1 ............... INITIAL 5 ID ALBEMARLE COUNTY Unit Hydrograph 12.867 3.197 18.50 6 ID Filename: POND5.IH1 4110.00 5-S2n 0.800 1.544 STORAGE 7 IT 2 60 23.00 402.57 OUTFLOW 0. 8 10 3 RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF * OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW 9 IN 5 OVER DAM AC -FT CFS HOURS HOURS HOURS 1.00 * DA= 10.48 AC Tc=10 min 26. .00 .23 .00 36.50 * ANALYSIS FOR STATION 1 00y 5-S2n 1.192 (PEAKS SHOWN 10 KK 2yr FORMATION) 41.00 PLAN 1 ............... INITIAL VALUE SPILLWAY 11 KM 2 Yr. Runoff Hydrograph 2.000 1.482 ELEVATION 406.00 407.00 12 KO 409.02 9.846 21 1. 1. 1. 13 QI 0 13.47 24.1 17.82 12.37 9.54 7.81 6.55 5.55 4.77 14 01 4.09 3.62 3.14 2.88 2.62 2.36 2.1 1.83 1.57 1.31 15 QI 1.05 0.79 0.52 0.26 0.00 FAILURE PMF W.S.ELEV 16 BA 0.0164 HOURS HOURS 1.00 408.28 .00 1. 36. .00 .30 .00 17 KK 2 yr 18 KM Route Thru Pond 19 KO 21 20 RS 1 ELEV 406 21 SA 0.04 0.06 0.09 0.11 0.2 0.24 0.29 22 SE 400 402 404 405 406 408 410 23 SS 406 16 3 1.5 24 ST 410 200 2.6 1.5 25 KK 1Oyr 26 KM 10 Yr. Runoff Hydrograph 27 KO 21 28 QI 0 17.03 31.02 23.74 16.45 12.73 10.43 8.751 7.39 6.34 29 QI 5.45 4.82 4.19 3.83 3.51 3.14 2.78 2.46 2.1 1.73 30 QI 1.41 1.05 0.68 0.37 0.00 31 BA 0.0164 * 32 KK 10 yr 33 KM Route Thru Pond 34 KO 21 35 RS 1 ELEV 406 36 SA 0.04 0.06 0.09 0.11 0.2 0.24 0.29 37 SE 400 402 404 405 406 408 410 38 SS 406 16 3 1.5 408 408.5 409 409.5 410 39 ST 410 200 2.6 1.5 * 40 KK 100 yr 41 KM 100 Yr. Runoff Hydrograph 42 KO 21 43 QI 0 24.1 53.06 42.38 29.08 22.93 18.73 15.92 14.21 12.64 44 QI 11.66 10.94 10.35 9.5 8.65 7.79 6.88 6.03 5.17 4.32 45 QI 3.47 2.62 1.7 0.85 0.00 46 BA 0.0164 * 47 KK 1 00y 48 KM Route Thru Pond 49 KO 21 50 RS 1 ELEV 406 51 SA 0.04 0.06 0.09 0.11 0.2 0.24 0.29 52 SE 400 402 404 405 406 408 410 53 SS 407 10 2.5 1.5 54 ST 410 200 2.6 1.5 * 55 ZZ OPERATION RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA 1N SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF STATION FLOW PEAK AREA STAGE MAX STAGE 6 -HOUR 24-HOUR 72 -HOUR HYDROGRAPH AT 2yr 24. .17 6. 6. 6. .02 ROUTED TO 2 yr F 20. .23 6. 6. 6. .02 HYDROGRAPH AT 406.551 .23 1Oyr 31. .17 7. 7. 7. .02 ROUTED TO .23 7. 7. 7. .02 40(-� .23 HYDROGRAPH AT 100 yr 53. .17 14. 14. 14. .02 ROUTED TO 100yr 36. .30 12. 12. 12. .02 408.28 .30 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATIION 2 yr (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 406.00 406.00 4110.00 STORAGE 1. 1. 1. OUTFLOW 0. 0. 384. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATIONI TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS 1.00 406.55 .00 1. 20. .00 .23 .00 1.603 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATIION 10 yr 0.663 1 12.937 (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) 2.092 PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM 12.867 3.197 18.50 ELEVATION 406.00 406.00 4110.00 5-S2n 0.800 1.544 STORAGE 1. . 1. 1. 23.00 23.00 402.57 OUTFLOW 0. 0. 384. 1.693 RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS 1.00 406.67 .00 1. 26. .00 .23 .00 36.50 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION 1 00y 5-S2n 1.192 (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) 41.00 PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM 1.2911 2.000 1.482 ELEVATION 406.00 407.00 4110.00 45.50 409.02 9.846 STORAGE 1. 1. 1. 1.583 1.429 17.074 OUTFLOW 0. 0. 130. 1 10.853 1 RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS 1.00 408.28 .00 1. 36. .00 .30 .00 HY-8 Culvert Analysis Report Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Concrete Barrel Manning's n: 0.0120 Inlet Type: Conventional Inlet Edge Condition: Square Edge with Headwall Inlet Depression: None Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 1000.00 ft Inlet Elevation: 399.17 ft Outlet Station: 1051.87 ft Outlet Elevation: 396.58 ft Number of Barrels: 1 Table 1 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth {ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 5.00 5.00 400.23 1.063 1.063 1-S2n 0.407 0.786 0.408 0.473 10.900 2.391 9.50 1 9.50 400.77 1.603 1.603 1-S2n 0.558 1 1.097 0.566 0.663 1 12.937 2.873 14.00 14.00 401.26 2.092 2.092 5-S2n 0.684 1.344 0.755 0.808 12.867 3.197 18.50 18.50 401.84 2.668 2.668 5-S2n 0.800 1.544 0.896 0.928 13.569 3.447 23.00 23.00 402.57 3.403 3.403 5-S2n 0.9011 1.693 1.027 1.033 14.156 3.653 27.50 27.50 1 403.49 4.319 4.319 1 5-S2n 1.0011 1.826 1.151 1.126 14.702 3.828 32.00 32.00 404.58 5.409 5.409 5-S2n 1.097 1 1.959 1.265 1.210 15.303 3.988 36.50 36.50 405.86 6.693 3.700 5-S2n 1.192 2.000 1.373 1.289 15.887 4.125 41.00 41.00 407.35 8.183 4.822 5-S2n 1.2911 2.000 1.482 1.360 16.462 4.257 45.50 45.50 409.02 9.846 6.076 5-S2n 1.390 2.000 1.583 1.429 17.074 4.369 50.00 48.02 1 410.02 1 10.853 1 6.834 5-S2n 1.454 2.000 1 1.637 1.492 17.410 4.481 Inlet Elevation (invert): 399.17 ft, Oultlet Elevation (invert): 396.58 ft Culvert Length: 51.93 ft, Culvert Slope: 0.0499 Culvert Performance Curve Plot: Culvert 1 Perfoi-finance. Ctuve Culvert: Culvert 1 0 Inlet Control Elev Outlet Control Elev 410---------------------------=---------------------------------------- 5408 T -� O G> 406 ------- ----------------------- ---- - ----=- - . a W 404 ------ ;,x ------ 'm 402 --------------------- -- S 400 10 20 30 40 50 Total Discharge (cfs) Table 2 - Downstream Channel Rating Curve (Crossing: Crossing 1) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ftJs) Shear (psD Froude Number 5.00 397.05 0.47 2.39 1.48 0.70 9.50 397.24 0.66 2.87 2.07 0.74 14.00 397.39 0.81 3.20 2.52 0.75 18.50 397.51 0.93 3.45 2.90 0.77 23.00 397.61 1.03 3.65 3.22 0.78 27.50 397.71 1.13 3.83 3.51 0.79 32.00 397.79 1.21 3.99 3.78 0.79 36.50 397.87 1.29 1 4.13 4.02 0.80 41.00 397.94 1.36 4.26 4.24 0.81 45.50 398.01 11.43 90 4.37 4.46 1 0.81 50.00 1 398.07 1 1.49 4.48 1 4.66 1 0.82 Tailwater Channel Data - Crossing 1 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 3.00 ft Side Slope (H:V): 3.00 (_:1) Channel Slope: 0.0500 Channel Manning's n: 0.0690 Channel Invert Elevation: 396.58 ft Roadway Data for Crossing: Crossing 1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 200.00 ft Crest Elevation: 410.00 ft Roadway Surface: Gravel Roadway Top Width: 10.00 ft Sta e -Stora e: Conic Approximation Method PROJECT: Briarwood Pond 5 INGINEE;R / DATE: JML 6/04/2010 Elevation Area Incremental Total Total (min) (cfs) Volume Volume Volume (Feet) (s .ft.) (cu.ft.) (cu.ft.) (ac.ft.) 400 2000 15 0.0000 0 402 3050 5013.2119 5013.2119 0.1151 404 4350 7361.6386 12374.8505 0.2841 405 5100 4720.0318 17094.8824 0.3924 406 9100 7004.1628 24099.0452 0.5532 408 11000 20069.9992 44169.0444 1.0140 410 12900 23874.7858 68043.8301 1.5621 70 0.50 2.62 75 0.45 Stage -Storage 412 410 408 406 y W 404 - 402 - 400 398 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.4001 1.600 1.800 Storage (ac -ft) I Sta e -Stora e: Conic Approximation Method PROJECT: Briarwood Pond 5 - Sediment Forebay ENGESEER / DATE: JML 6/04/2010 EleNation Area Incremental Total Total (min) (cfs) Volume Volume Volume (Feet) (sc .ft.) (cu.ft.) (cu.ft.) (ac.ft.) 400 0 15 0.0000 0 402 100 66.6667 66.6667 0.0015 404 280 364.8880 431.5547 0.0099 405 450 361.6549 793.2096 0.0182 406 1600 966.1760 1759.3856 0.0404 4.09 55 0.69 3.62 60 Project: Briarwood Phases 5 & 6 Pond 5 Post -Development t(c) = 10 min Area = 10.48 acres Wtd C = 0.5 Time 2yr Into Hyd _ Incr. UH Into Hyd (min) (cfs) (cfs) 17.03 5.92 31.02 5 2.57 13.47 10 4.60 24.10 15 3.40 17.82 20 2.36 12.37 25 1.82 9.54 30 1.49 7.81 35 1.25 6.55 40 1.06 5.55 45 0.91 4.77 50 0.78 4.09 55 0.69 3.62 60 0.60 3.14 65 0.55 2.88 70 0.50 2.62 75 0.45 2.36 80 .0.40 2.10 85 0.35 1.83 90 1 0.30 1.57 95 0.25 1.31 100 0.20 1.05 105 0.15 0.79 110 0.10 0.52 115 0.05 0.26 120 0.00 0.00 --- 10 y r Incr. UH Into Hyd (cfs) (cfs) 42.38 4.44 3.25 17.03 5.92 31.02 4.53 23.74 3.14 16.45 2.43 12.73 1.99 10.43 1.67 8.75 1.41 7.39 1.21 6.34 1.04 5.45 0.92 4.82 0.80 4.19 0.73 3.83 0.67 3.51 0.60 3.14 0.53 2.78 0.47 2.46 0.40 2.10 0.33 1.73 0.27 1.41 0.20 1.05 0.13 0.68 0.07 0.37 0.00 0.00 SCS Time of Concentration (TO Project: Briarwood Engineer: Subarea ID: Post -Development Date: Area: 10.48 ac Sheet flow Surface description Manning's roughness coeff., n Flow length, L TNo-yr 24 -hr rainfall, P2 Land slope, s T(t) =[0.007(nL)"0.8]/[(P2^0.5)(s^0.4)] Shallow concentrated flow Surface description Flow length, L Watercourse slope, s Average velocity, V T(t) = L/(3600'V) Channel/Pipe flow �y� Incr. UH Into Hyd 3.681 24.10 8.101 53.06 6.47 42.38 4.44 29.08 3.50 22.93 2.86 18.73 2.43 15.92 2.17 14.21 1.93 12.64 1.78 11.66 1.67 10.94 1.58 10.35 1.45 9.50 1.32 8.65 1.19 7.79 1.05 6.88 0.92 6.03 0.79 5.17 0.66 4.32 0.53 3.47 0.40 2.62 0.26 1.70 0.13 0.85 0.00 0.00 Segment ID AB grass 0.24 50 (ft) 3.63 (in) 0.020 (fi/ft) 0.128 (hr) Segment ID BC Unpaved 390 (ft) 0.040 (ft/ft) 3.2 (fps) 0.034 (hr) Segment ID Cross sectional flow area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n V =0.49*r"2/3*s^1/2)!n; Compute V Flow length, L T(t) = L/(3600*V) Channel Dimensions Segment ID Bottom Width Vertical Height Channel Side Slope Horizontal Vertical (sfl (ft) (ft) (ft!ft) (fps) (ft) (hr) (ft) (ft) co 00 0.100 0.013 10.000 420 0.012 CD DE 4-4 uP-+ Watershed time of concentration, To 11 0.174 (hr) Rounded t(c) 10.000 JWW5104 V) z O V) w ry z D 0 0 n 0012 Q0 co 00 0 � Lq �� No / 4-4 uP-+ MNo > Ln p 0 w p �Z �n E- �D a� U) o --p CD U � wLn c~3 + l� � P-4 W Z Cn 0 Z C) o o r, ON CD r� U 6,F o OQ�i 7 �w � 00 �• o CD U o 0 00 0 c� P-� V) z O V) w ry z D 0 0 n 0012 %'R- ��,TH OFP000 P 0 �ffi0� ®� J(OHN S. MA iK ILic. No. 19998 000o�p 1100 000 l C)M ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: NOT TO SCALE DESIGNER: JDT JM DRAFTSMAN: JDT MT FILE NO. SP --226 DATE ACTION. SHEET 29 OF 32 6:\PKUJELT\13riarwood\ENG\DWG\SECTION 5 & 6\00-K6202-K6203.dwg, 7/8/2010 11:46:36 AM Q0 0 E- �D U) C3 U W l� ice! W Z Z C) %'R- ��,TH OFP000 P 0 �ffi0� ®� J(OHN S. MA iK ILic. No. 19998 000o�p 1100 000 l C)M ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: NOT TO SCALE DESIGNER: JDT JM DRAFTSMAN: JDT MT FILE NO. SP --226 DATE ACTION. SHEET 29 OF 32 6:\PKUJELT\13riarwood\ENG\DWG\SECTION 5 & 6\00-K6202-K6203.dwg, 7/8/2010 11:46:36 AM 00 00 c) r-� ? D, <1 u Ln 4.1 0 00 -4 Lr) U N__ U V) cn C) ITj r__ 00 Lin 41 0 u U cn \\\\ N"L EE DETAIL SHEET 2 4-4 ON u u K DAM 4 0 T, N, .5 N X 1 cq Nino 6�O Lr) 4 00 (u 0 0 C) 00 Lr) TOE., '_WA 'D IL SHC 2 A 0 4)y V) ',W)ti TOE.) PROITECM�( > ur 0 f JI "I CHL L.Li WTH ----------- ROTECU - -------------- U N 17 V1 3- J.� x-, 'N E-4 3 Z z A_ "!r4 rl 0-.4 0 `2 77/ cx� DO 4� �4 E­ V�' E" pow=, IC q Ll 0 E-4 X NW V/ >l/ �o -�S AN �1/ _—A to /Ek 8" 5AN. SEIlk= NN Z: I Ev� 4f /> w- v� 7*'� ��i EX. 8�' DIP WA P JBLIQ /W) -T UhtVt= EX, SQNSU= J C V !'NRr _XR_11� ---------- ---------------------- !17 :_j STM.,6AIN ESMT ------------------------------------- ----------- t k AN p� EX.) ----------- ----------------------------- v 10, - - - - - - - - - - - - - - 3. N X_Lt PT i +1 i.17 ----------- ------------------------ 9, 3II's ----------------------------------------- S. 0, JOH :> 1> r__- lie. N . 998 -b-1 00 — I f T_ STM 11. N 0 DRAI' -20 00 0 ON MATCHLNE THIS SHEET 00000 IONAL &40rl GRAPHIC I SCAU ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 50 0 Z 50 100 200 DESIGNER: JM/CF IN FM DRAFTSMAN: MT I inch = 50 & FILE NO. SP -226 E) A TC A f"n nkl EET -4 1 r) F_' 70 G:\PROJECT\Briarwood\ENG\DWG\SEC71ON 5 & 6\00-K6600.dwg, 7/8/2010 11:34:02 AM 0 STA_ �ft- 00 00 c) r-� ? D, <1 u Ln 4.1 0 00 -4 Lr) U N__ U V) cn C) ITj r__ 00 Lin 41 0 u U cn \\\\ N"L EE DETAIL SHEET 2 4-4 ON u u K DAM 4 0 T, N, .5 N X 1 cq Nino 6�O Lr) 4 00 (u 0 0 C) 00 Lr) TOE., '_WA 'D IL SHC 2 A 0 4)y V) ',W)ti TOE.) PROITECM�( > ur 0 f JI "I CHL L.Li WTH ----------- ROTECU - -------------- U N 17 V1 3- J.� x-, 'N E-4 3 Z z A_ "!r4 rl 0-.4 0 `2 77/ cx� DO 4� �4 E­ V�' E" pow=, IC q Ll 0 E-4 X NW V/ >l/ �o -�S AN �1/ _—A to /Ek 8" 5AN. SEIlk= NN Z: I Ev� 4f /> w- v� 7*'� ��i EX. 8�' DIP WA P JBLIQ /W) -T UhtVt= EX, SQNSU= J C V !'NRr _XR_11� ---------- ---------------------- !17 :_j STM.,6AIN ESMT ------------------------------------- ----------- t k AN p� EX.) ----------- ----------------------------- v 10, - - - - - - - - - - - - - - 3. N X_Lt PT i +1 i.17 ----------- ------------------------ 9, 3II's ----------------------------------------- S. 0, JOH :> 1> r__- lie. N . 998 -b-1 00 — I f T_ STM 11. N 0 DRAI' -20 00 0 ON MATCHLNE THIS SHEET 00000 IONAL &40rl GRAPHIC I SCAU ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 50 0 Z 50 100 200 DESIGNER: JM/CF IN FM DRAFTSMAN: MT I inch = 50 & FILE NO. SP -226 E) A TC A f"n nkl EET -4 1 r) F_' 70 G:\PROJECT\Briarwood\ENG\DWG\SEC71ON 5 & 6\00-K6600.dwg, 7/8/2010 11:34:02 AM Tree Planting and Staking Detail Not To Scale SURVEYOR'S TAPE TURN BUCKLE DOUBLE STRAND, 12 GAUGE GALVANIZED WIRE , TWISTED TAMP OR WATER TOPSOIL AT 6" INTERVALS; WATER THOROUGHLY WHEN HOLE IS 2/3'FULL 6" MINIMUM BETWEEN BALL AND BOTTOM OF EXCAVATION DOUBLE STRAND #12 GAUGE WIRE WITH RUBBER HOSE & TURNBUCKLES 2"x2" HARDWOOD STAKE CUT & REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH MULCH SAUCER FINISHED GRADE TREES UP TO 4" CAL. SHALL BE STAKED. TREES 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH COURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATION. AMENDED SOIL MIX COMPACTED SUBGRADE GARDEN HOSE 1/2" DIA MIN REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL 3" SHREDDED HARDWOOD MULCH 3" EARTH BERM TO FORM SAUCER 2"X2" HARDWOOD STAKES 36" MIN LENGTH LOOSEN SUBSOIL AT BOTTOM OF j OF EXCAVATION TO 6" MIN DEPTH, TAMP EVERGREEN TREE PLANTING DETAIL N.T.S. LANDSCAPE TABLE CALCULATIONS BOTANICAL/COMMON NAMES SYMBOL SIZE QTY. ROOT SPACING REMARKS COVERAGE AT 10 YEARS UNIT TOTAL EVERGREEN TREES COMMON NAME BOTANICAL NAME T-1 SOUTHERN MAG`IOLA (MEDIUM) / MAGNOLIA GRANDIFLORA 4M 5' 38 B&B SEE PLAN in 54 1,890 00 TOTAL = 38 TOTAL =1,890 SF (U.U4 AG) LANDSCAPE TABULATIONS SITE PLAN AREA . . . . . . . . . . . . . . . . . . . . 1,018,432 S.F. (23.38 Ac.) CANOPY REQUIREMENT CANOPY REQUIREMENT (MIN.) . . . . . . . . . . . . . 203,687 S.F. (20%) EXISTING CANOPY COVERAGE . . . 435,874 X 1.25=544,843 S.F. CANOPY COVERAGE FROM LANDSCAPE . . . . . . . . . . . . . . . . . 1,890 S.F. NOTES: 1. TREE LOCATIONS SHOWN ARE APPROXIMATE. 2. TREES SHALL BE LOCATED AWAY FROM SANITARY SEWER LATERALS & WATER SERVICE LINES CONNECTING TO THE HOUSE. 3. BACKFILL TREES AND SHRUBS WITH TOPSOIL AND PEAT MOSS (OR LEAF MOLD) 3:1 RATIO BY VOLUME. 4. ALL PLANT MATERIAL TO BE NURSERY GROWN AND COMPLY WITH CURRENT "AMERICAN STANDARD FOR NURSERY STOCK" PRACTICES. 5. SPRAY TREES AND SHRUBS WITH ANTI -DESICCANT, IF FOLIAGE IS PRESENT. 6. ALL DISTURBED AREAS SHALL BE SEEDED. 7. TREE PROTECTION FENCES (TREE PROTECTION AND SILT FENCE) SHALL BE INSTALLED AS A FIRST ORDER OF CONSTRUCTION. 8. TREE COVER IN EXCESS OF THE REQUIRED AREA FROM THIS SECTION MAY BE USED TO MEET CANOPY COVERAGE REQUIREMENTS FOR FUTURE SECTIONS. 9. THE PROPERTY OWNERS SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF ALL OPEN SPACES AREAS AND LANDSCAPING INCLUDING REPLACEMENT OF DEAD AND DYING PLANT MATERIAL, AND THE UPKEEP OF ANY BERMS, WALLS, OR FENCES. 10. A SEPARATE BUILDING PERMIT SHALL BE REQUIRED FOR RETAINING WALLS OVER 2' IN HEIGHT. CONSERVATION PLAN MEASURES: 1. ALL TREES TO BE SAVED SHALL BE MARKED WITH PAINT OR RIBBON AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. 2. NO GRADING SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSPECTED AND APPROVED BY A COUNTY INSPECTOR. 3. TREE PRESERVATION AND PROTECTION MEASURES SHALL BE REVIEWED WITH THE CONTRACTOR ON SITE. 4. HEAVY EQUIPMENT, VEHICULAR TRAFFIC AND STORAGE OF CONSTRUCTION MATERIALS INCLUDING SOIL SHALL NOT BE PERMITTED WITHIN THE DRIPLINES OF TREES TO BE SAVED. 5. SOIL EROSION AND STORMWATER DETENTION DEVICES SHALL NOT ADVERSELY AFFECT TREES TO BE SAVED. 6. FIRES ARE NOT PERMITTED WITHIN 100 FEET OF THE DRIPLINE OF TREES TO BE SAVED. 7. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE DRIPLINE OF TREES TO BE SAVED. 8. SILT FENCING USED AT DRIPLINE OF TREES SHALL ACT AS PROTECTIVE FENCING FOR TREES TO BE SAVED. 9. FENCING SHALL BE IN PLACE AND SHALL BE INSPECTED AND APPROVED BY A COUNTY INSPECTOR PRIOR TO THE COMMENCEMENT OF GRADING OR CONSTRUCTION. 10. TREE WELLS ARE TO BE USED WHEN GROUND LEVELS MUST BE LOWERED OR RAISED WITHIN DRIPLINE OF TREES TO BE SAVED. 11. PROTECTIVE FENCING SHALL BE THE LAST ITEMS REMOVED DURING FINAL CLEANUP. 12, DAMAGED TREES SHALL BE TREATED IMMEDIATELY BY PRUNING, FERTILIZATION, OR OTHER METHODS RECOMMENDED BY A TREE SPECIALIST. 13. TRENCHING AND/OR TUNNELING, WHEN REQUIRED, SHALL BE DONE AS FAR AWAY FROM .THE TREE DRIPLINE AS POSSIBLE. 14. TUNNELING UNDER A TREE SHALL BE CONSIDERED AS AN ALTERNATIVE WHEN IT IS ANTICIPATED THAT NECESSARY TRENCHING WILL DESTROY FEEDER ROOTS, LANDSCAPING MAINTENANCE NOTE : THE OWNER OF FEE TITLE TO ANY PROPERTY ON WHICH PLANT MATERIAL HAS BEEN ESTABLISHED IN ACCORDANCE WITH ANY APPROVED LANDSCAPING/PLANTING PLAN SHALL BE RESPONSIBLE FOR THE MAINTENANCE, REPAIR AND REPLACEMENT OF THE APPROVED PLANT MATERIALS, AS REQUIRED BY THE ALBERMARLE COUNTY ZONING ORDINANCE. County of Albemarle Conservation Plan Checklist - To be placed on Landscape Plans (Handbook, pp III -284-111-297 for complete specifications) 1, The following items shall be shown on the plan: Trees to be saved; ® Limits of clearing (outside dripline of trees to be saved); ® Location and type of protective fencing; Sp_F Jj54rSC FLAN ® Grade changes requiring tree wells or walls; ® Proposed trenching or tunneling beyond the limits of clearing. 2. Markings: ® All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector, 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Equipment Operation and Storaee: Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. 5. Soil Erosion and Stormwater Detention Devices: Such devices shall not adversely affect trees to be saved. 6. . Fires: ® Fires are not permitted within 100 feet of the dripline of trees to be saved. 7, Toxic Materials: Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 8. Protective Fencing; W1 Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. 51 Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells: When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: ® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenching and Tunneling: ® When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanup: ® Protective fencing shall be the last items removed during the final cleanup. 13. Damaged Trees: Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION ` g REQ,VIREMENTS. 1�-�•� I-UA.f` �s5 ae- E� E� 1. 4 Hu.�`C ��.Y� 'I�§�a OWMR SIGNATURE �Irr x�cz ` ��� (DATE) CONTRACT PURCHASER SIGNATURE (DATE) THIS SHEET TO BE USED FOR LANDSCAPING PURPCSES ONLY, N co W H tal W A a q0 Q .t `y r1 OFr00000.0. 0 JOHN T SiK Lic. No. 1 998 0000"! o fo 000,, 10NAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 = 50 H DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 32 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K61600.dwg, 7/8/2010 11:33:54 AM oa 00 N � Upl-i in 00 Ov Cl) �� Uo 00wLn V � 6 Q� O � o � N NCN o W4.,Cq t/)1 " 2 q) U r - 74 Q a� a, bc Ln w. � ° o N co W H tal W A a q0 Q .t `y r1 OFr00000.0. 0 JOHN T SiK Lic. No. 1 998 0000"! o fo 000,, 10NAL ENGINEERING GROUPE PROJECT STATUS DATE: JULY 2010 SCALE: 1 = 50 H DESIGNER: JM CF DRAFTSMAN: MT FILE NO. SP -226 DATE ACTION SHEET 32 OF 32 G:\PROJECT\Briarwood\ENG\DWG\SECTION 5 & 6\00-K61600.dwg, 7/8/2010 11:33:54 AM